MODIFICATION OF FISH LADDERS AT JOHN DAY DAM … · Fish ladders 241 A§SSNACT (Came - ,ewee N nemi...

AD-A145 949 MODIFICATION OF FISH LADDERS AT JOHN DAY DAM COLUMBIA l/'2.RIER OREGON AND WA..AU ARMY ENDINEER DIV NORTH

PACIC BONNEAILE OR DIV HYDRAULIC L.P M SMITH

UNCLASSIFED AUG 84 TR-03-2 FIG 20/4!

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MICROCOPY RESOLUTION TEST CHARTNATIONAL BUREAU OT STANO4fAD-1963-A

H A C DTECHNICAL REPORT NO.103-2~HYDRAULIC MODEL

INVESTIGATION

9

Modification of Fish LaddersNO

:2 M at John Day Dam0,

:2 'n Columbia River,10

Oregon and WashingtonSPONSORED BYU. S. ARMY CORPS OF ENGINEERS

a PORTLAND DISTRICTa

CONDUCTED BY>DIVISION HYDRAULIC LABORATORY

U. S. ARMY CORPS OF ENGINEERS

0 NORTH PACIFIC DIVISION DTIC8 BONNEVILLE, OREGON ELECTE

zSEP 2 6 8'

AUGUST 1084

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THIS DOCUMENT HAS BEEN APPROVED FOR PUBLIC RELEASE

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Destroy this report when no longer needed. Do not returnit to the originator.

The findings in this report are not to be construedas an officialDepartment of the Army position unless so designated

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Technlcal Report No. 103-24. TITLE (and Subtitle) S. TYPE OF REPORT & PERIOD COVERED

MODIFICATIONS OF FISH LADDERS AT JOHN DAY DAM,COLUMBIA RIVER, OREGON AND WASHINGTON Final ReportHydraulic Model Investigation 6. PERFORMING ORG. REPORT NUMBER

7. AUTHOR(q) S. CONTRACT OR GRANT NUMBER(&)

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK

U.S. Army Engineer Division, North Pacific AREA & WORK UNIT NUMBERS

Division Hydraulic LaboratoryBonneville, Oregon 97008

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U.S. Army Engineer District, Walla Walla August 1984Building 1602, City-County Airport IS. NUMBER OF PAGES

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Hydraulic modelsJohn Day DamColumbia RiverFish ladders

241 A§SSNACT (Came - ,ewee N nemi and identiyt by block nmober)

-Prototype operation of the originally constructed fish ladders at John Day Damrevealed the need for ladder modifications to improve fish passage. A 1:10-scale model was used to evaluate the design modifications for both the north-and south-shore ladders. Improvements were desired in the flow-regulatingsections and at the fish counting station for both fish ladders. The model was

instrumental in developing a successful modification to the Hell's Gate slot-orifice type regulating section. The modification consisted of a slot-only

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UnclassifiedSECURITY CLASSFICATION OF THIS PAG9jWheM Da 80"904

design having a maximum head drop of approximtely 6 iniche. A verticalcounting station was developed for the north-shore ladder. Successful opera-tion in the prototype has verifted. the effectiveness of the design.,

UnclassifiedSECURITY CLASSIFICATION OF THIS PAGE(When Dante BEeeIrd)

PREFACE

This report describes model studies made to develop modifica-

tions for the regulating section and counting stations of the fish

ladders at John Day Dam. Model studies made to develop the orig-

inal ladders are described in Technical Report No. 103-1, "Fish

Ladders for John Day Dam, Columbia River, Oregon and Washington,"

dated December 1968.

Hydraulic model studies for the John Day project were author-

ized 14 July 1958 by the Office of Chief of Engineers, at the

request of the U.S. Army Engineer District, Walla Walla, through

the U.S. Army Engineer Division, North Pacific. The model tests

reported here were conducted from September 1969 to October 1970

at the Division Hydraulic Laboratory, Bonneville, Oregon, under

the general direction of the North Pacific Division Engineer.

Personnel of the Office of Chief of Engineers, North Pacific

Division, and Portland and Walla Walla Districts visited the

Laboratory to observe the model tests and discuss the results.

Flow conditions in the model were demonstrated for representatives

of the U.S. Fish and Wildlife Service and the fish and game depart-

ments of Oregon, Washington, and Idaho. Tests of the regulating

sections were coordinated with full-scale tests of parts of the

same sections conducted at the Fisheries-Engineering Research

Laboratory (FERL), National Marine Fisheries Service, North Bonne-

ville, Washington.

The studies were conducted by Mr. D.E. Fox under the supervi-

sion of Messrs. P.M. Smith and A.J. Chanda, Chiefs of Structures

Section and Hydraulics Branch, respectively, and H.P. Theus,

Director. This report was prepared by Mr. Smith.

TABLE OF CONTENTS

page

PREFACE . i

CONVERSION FACTORS, U.S. CUSTOMARY TO METRIC (SI) UNITS

OF MEASUREMENT ....... ...................... .. .i

PART I: INTRODUCTION ........ ................... 1

The Prototype ... ...................... 1

Need for Model Studies ....... .............. 3

PART II: THE MODEL ........ ........ ....... 5

Description ......... . . ........ . 5

Facilities .......... .................... 5

Scale Relationships .... ............... 5

PART III: TESTS AND RESULTS ........ ................ 6

North Shore Regulating Section ..... .......... 6

North Shore Counting Station ... ........... ... 14

South Shore Regulating Section ............. ... 17

South Shore Counting Station ............. . 19

PART IV: PROTOTYPE OPERATION ..... .............. . . 22

PART V: SUIMARY ........ ..................... ... 23

FIGURE 1

TABLES A THROUGH E

PHOTOGRAPHS 1 THROUGH 21

PLATES 1 THROUGH 43

ii

C0NVIRSIGt FACTORS, U.S. CUSTOIARY TO NITRIC (SI)

UNITS OF HKASUREMgYT

U.S. Customary units of measurement used in this report can be con-

verted to metric (SI) units as follows:

Multiply By To Obtain

feet 0.3048 metres

miles (U.S. statute) 1.609344 kilometres

square feet 0.092903 square metres

feet per second 0.3048 metres per second

feet per minute 0.3048 metres per minute

cubic feet per second 0.0283168 cubic metres per second

Tce zton For

DTIC H-~EL AV7Ai'ii'y odeDDiltributlion/

1AvnI1 aud/cr

S Dist ' c1::- IA/ t I

iii

MODIFICATION OF FISH LADDERS AT JOHN DAY DAM

COLUMBIA RIVER, OREGON AND WASHINGTON

Hydraulic Model Investigations

PART I: INTRODUCTION

The Prototype

1. John Day Dam is a multipurpose project located on the

Columbia River about 25 miles* upstrean from the city of The

Dalles, Oregon, at the head of the reservoir of The Dalles Dam

(figure 1). The reservoir extends slack water navigation upstream

77 miles to McNary Dan and provides 500,000 acre-feet of storage

for flood control between pool elevations 257 and 268**. The

project has a 20-bay spillway (design discharge 2,250,000 cfs), a

20-unit powerhouse (ultimate capacity 2,700,000 kilowatts), a

single-lift navigation lock having clear dimensions of 86 by 675

feet with a maximum lift of 113 feet, and facilities for passing

migratory fish upstream over the dam (plate 1). Additional details

of the project, especially the fish facilities, are given in Tech-

nical Report No. 103-1.

2. The fish facilities include two fish ladders--one near

each end of the dam-to pass the fish migrating on both sides of

the river (plate 1). Each ladder has a sloping section of cas-

cading pools, a flow regulating section, and a fish-counting and

identification station. The sloping section is a series of

10-foot-long by 24-foot-wide pools separated by vertical weirs

having overflow notches at each end and an orifice opening on the

floor beneath each overflow. Another orifice is provided on the

* A table of factors for converting British unit of measurement

to metric units is presented on page iii.** Elevations are in feet above mean sea level.

BRITISH COLUMBIA0 VANCOUVER CANADA1

UNITED STATESI

OLYMPIA

JOHN DAr aAN

z0columb/a Rvr.

0 PORTLAND

SAL EM '

IDAHO

C.) EUGENIE

CLOREGON BOISE*

LOCATION MAPMEOORO0 a 100

0 KLAMATHD FALLS SCALE IN MILES

Figure I

floor at the center of each weir. The center orifices are closed

but can be opened if the need for additional passage area is indi-

cated.

3. Initially the regulating section consisted of 19 nonover-

flow bulkheads with orifices. As the forebay pool fluctuated, the

section passed 50 to 90 percent of the discharge required for the

sloping section, and the remaining water required to maintain a

constant discharge was supplied through a floor diffuser at the

downstream end of the regulating section. Each bulkhead of the

regulating section had a submerged orifice near each wall. All

but two of the bulkheads had a third, higher orifice at the center

that operated under shallow submergence to aid the passage of

shallow-swimming fish such as shad and sockeye or blueback salmon.

The counting station of the north shore ladder was an older-style

station with a shallow horizontal counting board viewed from above

the water surface. The station was located between the floor dif-

fuser at the downstream end of the regulating section and the top

weir of the sloping section. The counting station of the south

shore ladder was a newer style with a vertical counting board

extended from the surface to 2 feet above the bottom and viewed

through a submerged window. The station was located within the

sloping section between weirs 193 and 194.

Need for Model Studies

4. After the first year of ladder operation, several fish-

passage problems were apparent. The shallow-swimming fish-- par-

ticularly the shad--were reluctant to pass through the regulating

sections. Although the high center orifices had been installed in

the bulkheads for the shallow swimmers, only a limited number of

fish were attracted to them. Before the second year of opera-

tion, the shallow orifices of the north shore regulating section

were enlarged to provide free-surface flow. Fish passage was

3

improved, but further improvement was needed. At the north shore

counting station, all species of fish were reluctant to pass over

the counting board. Of those that did pass over, many milled in

the diffuser pool just upstream and were reluctant to enter the

regulating section. Visibility for counting with the horizontal

counting board was reduced by surface disturbances and light

reflection. At the south shore counting station many shad milled

in the pool upstream from the counting board where upstream sur-

face flow led the shad away from the narrow overflows at the ends

of weir 194. In addition, fish identification at the south shore

counting board was hampered by fine bubbles entrained in the out-

flow of weir 194 and carried through the counting channel.

5. Model studies of the regulating sections and the counting

stations were made to develop revised designs that would create

hydraulic flow conditions conducive to the passage without delay

of all species. Special emphasis was placed on developing flow

conditions for easy, continuous passage of shad. Two of the regu-

lating section designs developed were studied further in full-size

models at the FERL at Bonneville Dam by the National Marine Fish-

eries Service to evaluate fish passage.

4

PAU II: THE MODEL

Description

6. Initially the 1:10-scale model reproduced the upstream nine

pools of the sloping section of the ladder, the counting station,

the regulating section, the exit channel through the dam, and a small

section of forebay of the north shore ladder. Following development

of the north shore regulating-section and counting-station designs,

the model was modified to reproduce both the south shore regulating

section with exit channel and forebay and the south shore counting

station with adjacent pools of the sloping section.

Facilities

7. Water used in the model was recirculated by a pump, and the

discharge was measured with a V-notch weir. Velocities were measured

with a midget current meter having a horizontal axis. Water surface

elevations were measured with piezometers and electronic point gages

in stilling wells, and depths were measured with staff gages. Tail-

water elevations were controlled by adjustable tailgates.

Scale Relationships

8. Model measurements were converted to prototype values using

equations of similitude based on the Froude model law. The following

model-to-prototype data equivalents were used:

Characteristic Dimension Model: Prototype

Length Lr 1:10

Area Ar = Lr 2 1:100

Velocity Vr = Lr 1/2 1:3.16

Discharge Qr - Lr 5/2 1:316.23

Pressure Pr a Lr 1:10

5

PAU III: TESTS AND RESULTS

North Shore Regulating Section

Plan A

9. The Plan A regulating section was a slot-orifice type

similar to that developed for Lower Granite Dam (plate 2). The

section had 19 pools to control flow with a forebay fluctuation of

11 feet. Pools were separated by non-overflow baffles, each having

a deep, narrow slot and a deep, submerged orifice (photograph 1).

The drops in water surface from pool to pool were to be approxi-

mately equal with an average maximum drop of 1.0 foot and a mini-

mum drop of 0.5 foot. Nineteen pools were required to meet the

criteria with the maximum forebay but this number was excessive

with the minimum forebay. With low forebay levels, the head drop

criteria could be met by diverting flow around the seven upstream

baffles and through the bypass channel adjacent to them. When not

in use, the channel was bulkheaded at the upstream end and fish

entry was blocked by a screen at the downstream end (photograph I).

10. Flow conditions in the Plan A pools were not satisfac-

tory, and the drops in head varied from 0.85 to 1.14 feet with

maximum forebay and from 0.31 to 0.92 feet with minimum forebay.

The need for modification of pool shape to create a better flow

pattern and of slot sizes to create a more uniform head drop was

indicated. With a high forebay, the slot flow short-circuited

across all the pools and utilized less than half of the pool

volume for fish passage and efficient energy dissipation (photo-

graph 2). The orifice flow impacted against the downstream baffle

and caused a boil that would attract shad and other shallow swim-

mers into a dead end corner. A very turbulent eddy occurred in the

upstream right corner of the pools adjacent to the slot inflow, and

a vertical upwelling occurred along the face of the left panel of

the upstream baffles. The upwelling would attract shallow-swimming

6

A1

fish to the baffle rather than to the slot. Outflow from the down-

stream slot (baffle 249) was a concentrated jet that extended into

the counting station (photograph 2). With low forebay levels, the

flow pattern was satisfactory and the bypass channel functioned as

designed. When the channel was open and baffles 261 to 267 were

not in use, the right half of pool 260 at the downstream end of the

channel had a large low-velocity eddy that might be a milling area

for shad. Closing the orifices eliminated the boil created by the

orifice jets; however, the drop in head from pool to pool with the

maximum forebay increased to a variation of 0.83 to 1.33 feet. A

large 45-degree fillet in the upstream right corner of pools 250

through 259 eliminated the eddy in that corner and directed the

slot jets along the walls of the right side of the pools.

Plan B

11. The Plan B design (plate 3) increased the size of all

slots except for slot 267. Large 45-degree fillets were added to

the upstream right corners of pools 249 through 259. The slots in

baffles 261 through 267 were moved to the left side, and the ori-

fices were moved to the right side. The two baffles in the exit

channel through the non-overflow dam were changed to single slot

baffles. Baffle 249 was changed from a slot-orifice design to a

modification of the existing orifice design.

12. Flow conditions improved with Plan B but were still not

fully satisfactory (photograph 3). In general, flow was satisfac-

tory in the pools downstream from the bypass but not in the pools

adjacent to the bypass. The large 45-degree fillets in pools 250

through 259 were effective in eliminating the eddy in that corner

and initiating an S-pattern of flow that utilized most of the

pool. In the other pools in which such a fillet would have blocked

the orifice, the slot flow short-circuited across the pools as in

7

Plan A. At the downstrem wall of the pools the orifice flow

caused intermittent boils which were considered acceptable but not

desirable. The single slots in baffles 268 and 269 in the exit

channel along with a wall deflector downstream from the baffles

created a more distinct attraction flow in the channel. Outflow

of baffle 249 was also improved. Surface flow attraction was

created along both walls of the counting station exit pool from

the baffle to the counting channel. The drops in head were more

nearly uniform with the revised slot sizes.

Plan C

13. The bypass of baffles 261 through 267 in Plans A and B

was hydraulically satisfactory; however, a simpler, more automatic

means of operation with low forebays was desirable because of

operational problems such as clearing fish from the bypass during

closure of the bypass. This was achieved in Plan C with full-width

baffles throughout the section and removable sills in the slots of

baffles 263 through 267. The sills were designed to be out of the

flow with forebay elevation 257 through 262. Baffle 249 was the

.ame as in Plan B except that the top left orifice, which func-

tioned as a weir, was reproportioned. Baffles 250 through 267 were

the same as the slot-orifice baffles 250 through 260 of Plan B.

The slot widths and sill heights were adjusted to produce nearly

uniform head drops with maximum forebay pool. Baffles 268 and 269

in the exit channel were unchanged from Plan B. Details of Plan C

are shown in photograph 4 and on plate 4.

14. Plan C functioned satisfactorily in the model, but the

right side of the pools was very turbulent with the higher fore-

bays (photograph 5). The turbulence and, according to some

observers, the 8- to 9-fps velocities at the slots with the 1-foot

drops in head were thought to be excessive for easy passage of

8

shad. However, tests of six full-scale pools in the FEEL showed

that shad and salmonoids would pass through the pools without

delay or difficulty.

15. The slot-orifice flow of Plan C created head drops vary-

ing from 0.04 to 1.04 feet, which were considered acceptable

because strong flow patterns occurred in all pools and energy

carry-through produced accompanying slot velocities of 2.1 to 8.4

fps (table A and plates 5A through 6B). The regulating section

discharge varied from 18.9 to 85.0 cfs. These discharges were

23 to 103 percent of the desired ladder discharge for a 12-inch

head on the weirs (82.2 cfs) and were also considered acceptable.

The maximum discharge would create a head of 12.8 inches on the

ladder weirs. The removable sills functioned well. Flow condi-

tions were good with the removable sills either in or out with a

changeover at forebay elevation 261 to 263 (plate 6A and 6B and

tables A and B).

16. Although the orifice flow of Plan C did not appear objec-

tionable in the 1:10-scale model, full-scale model tests at the

FElL revealed that with all of the orifices located on the floor,

the orifice jets switched back and forth and from side to side

causing intermittent boiling at the next downstrean baffle. Due

to this condition, tests with the orifices closed were made at

both laboratories. The flow condition in the model with the ori-

fices closed (slot flow only) is shown in photograph 6, and flow

data are given in table B and on plates 7A through 8B. In general,

flow conditions were similar to those with slot and orifice flow.

With slot flow only, ladder discharges decreased and most slot

velocities were slightly lower. Drops in head varied from 0.04 to

1.06 feet with accompanying slot velocities of 1.9 to 8.3 fps.

Discharges varied from 16.3 to 72.4 cfs-20 to 88 percent of the

ladder discharge for a 12-inch head on the weirs. Turbulence in

the right side of the pools was about the sme as occurred with

9

the orifices open. With the maximum forebay and slot flow only, a

boil occurred in the upstream left corner of pool 263 (plate 7A).

A rolling flow occurred in that corner of the other pools (photo-

graph 6). In the FERL tests with slot flow only, shad and salmon

passed through the full-scale pools without difficulty or delay.

Representatives of the Corps and the fisheries agencies verbally

concurred that the degree of acceptance by shad would determine

the acceptability of the design; by this criterion Plan C was

acceptable.

17. Due to turbulence and the objection of some to slot velo-

cities of 8 fps, other improvement of flow condition with Plan C

besides elimination of orifice flow was sought. When the orifices

were closed, removal of the 18-inch fins near the orifices caused

a slightly improved and less turbulent flow pattern in the left

side of the pools (photograph 7 and plate 9). Also, narrowing the

pools by moving the left wall nearer the slot decreased the size

of the large eddy in the left side of the pools and caused a more

distant flow path to develop. The rolling flow along the left

side of the upstream wall was greatly reduced and velocities

increased because of the loss of dissipation area. Flow condi-

tions improved as the pools were narrowed until the walls were

moved in approximately 8 feet. With pools narrower than 8 feet,

boiling occurred along the left wall. The improvement did not

appear to warrant the cost of narrowing the existing prototype

ladder section. Large fillets in the corners of the walls also

caused a slight, but not significant, improvement of flow condi-

tions.

Plan D

18. In attempting to develop better flow conditions, simpler

pool shapes designed for less head drop were studied. Details of

typical parts of Plan D as tested in preliminary studies are shown

10

on plate 10. The pool length was shortened from 16 to 10 feet to

permit additional pools to be located in the available space sub-

sequently lowering the maximum drop in head to 8 inches per pool.

The Hell's Gate slot and baffles used in earlier plans were

replaced with a simple slot perpendicular to the ladder centerline

to utilize the width of the ladder for energy dissipation of the

slot flow and a wall baffle to train the flow into an S-pattern in

the pool. In preliminary tests with pools of shallow and medium

depths, the flow conditions were good (plate 11); however, in the

deep pools having higher sills some instability of flow pattern

occurred with the larger drops in head (6 to 8 inches). To stabi-

lize the flow, fillets were required in all four corners of those

pools and orifices were required in the high sills to introduce

flow to the lower portion of the pools. With low head drops, the

S-pattern did not form in the deeper pools and there was no dis-

tinct attraction path through the pools. Slotted longitudinal

(parallel with flow) baffle walls, extending across the pools

between the slots in the lateral baffles (photograph 8), were

required to maintain a desirable flow pattern with all flows

(2- to 8-inch drops in head). Further development of Plan D was

halted in favor of a new design--Plan E.

Plan E, Final Design

19. Plan E was the result of a progressive change in pool

shape and flow criteria from the Hell's Gate type slot-orifice baf-

fle, with a maximum head drop of 1 foot and a low-flow bypass, to

a simpler slot baffle with a maximum average drop in head of

6 inches and removable sills. To permit regulation with the full

11 feet of forebay fluctuation with a maximum drop of 6 inches,

the number of typical pools was increased to 34 and their size was

decreased to approximately 11 by 15 feet. A minimum distance of 6

feet was maintained from corners to center of slots to assure ade-

quate alignment space for large fish. The two pools and baffles

11

268 and 269 in the exit channel were the same as those in Plan C.

The orifices in the Plan C baffle 249 at the downstream end of the

regulating section were modified for Plan D by closing the bottom

center orifice and replacing the two top orifices with three ori-

fices which operated as shallow slots. The two 1.5-foot fins on

the upstream face of the baffle were replaced by a single fin on

the right side. Details are shown in photograph 9 and on plate 12.

20. Flow conditions with Plan E were satisfactory in the model

and in 10 full-scale pools tested concurrently at the FERL. A con-

sistent, distinct, and continuous attraction path was formed by the

S-pattern flow in pool 249, along the walls from slot to slot in

pools I to 34, and from slot to slot in the exit channel. This

flow in the model and the same attraction flow along the walls in

full-scale pools 1 and 2 observed at the FERL are shown in photo-

graph 10. Slot velocities and minimum depths at the slots observed

in the model are listed in tables C and D; velocities and flow

directions are shown on plates 13A through 15. Due to the super-

elevated water surface caused by the circular flow pattern in the

pools, a representative water surface in the pools from which to

compute head drops could not be easily obtained. Since velocity

created by the head drop was the significant criterion, slot velo-

cities were substituted for head drops as an indicator of uniform

flow conditions from pool to pool and of conditions within accept-

able limits. The desired maximum average head drop of 6 inches

was represented by a theoretical slot velocity of 5.7 fps and,

with energy carry-through, by a slot velocity of approximately 7.0

fps.

21. With forebay elevation 268--the maximum and design forebay

pool-velocities at slots 1 to 35 varied from 5.8 to 6.9 fps and

those at the three slots of baffle 249 varied from 5.1 to 6.6 fps.

The velocities were acceptable in magnitude and uniformity. The

velocities at slots 268 and 269 were 4.6 and 4.0 fps, respectively,

12

and carried through the exit channel sufficiently to create a dis-

tinct attraction path from slot 35 to the forebay. The velocities

were not uniform with other forebay levels within this operating

range but had an acceptable magnitude (table C). Operation was

satisfactory both with and without the removable sills in place

with forebay levels 1 foot above and below the changeover eleva-

tion of 262. With all operating conditions the minimum passage

depth was greater than 3 feet (table D). The regulating section

discharge varied from 20.0 to 70.2 cfs-24 to 86 percent of the

total ladder discharge.

22. Fillets were required in certain corners to help turn the

flow and to prevent boiling or excessive rolling of the flow. The

need for the fillets (plate 12) was determined by observation in

the model. Afterwards, fillets of the same size were desired in

all corners for structural reasons. Tests showed that such fillets

were satisfactory and perhaps improved flow conditions slightly.

No noticeable change in slot velocities was found to occur; how-

ever, the overall increase in flow efficiency resulted in a 2k-per-

cent increase in discharge (from 70.2 to 72.0 cfs) with maximum

forebay elevation 268.

23. In order to facilitate shad passage, special attention

was given to flow in the right downstream corner of pool 35 at the

entrance to the exit channel. With higher discharges and deeper

flows, the flow moved to the corner of the surface and out along

the bottom; with lower discharges a large eddy formed. In either

case, shad that entered the area would be attracted out to the

main flow stream from slot 268 to the left wall of the pool (photo-

graph 10 and plates 13A through 15).

24. Two other special items were also studied--use of the

existing fins on baffle 249 and larger bevels on the edges of the

slots. The existing fins on baffle 249 were not satisfactory.

13

Flow buildup occurred on the left side of each fin causing exces-

sive outflow from the left slot and interference with the S-pattern

of flow through the pool (photograph 11). The new single fin near

the third point of the weir was needed to stabilize the S-pattern

(photograph 10). Bevels 3 or 6 inches long were not needed in

place of the standard 3/4-inch bevels on the edges of the slots.

In the even-numbered pools, flow conditions were the same with all

bevel sizes. In the odd-numbered pools, the eddy was slightly

less stable with the 3- or 6-inch bevels. Flow conditions with

the 6-inch bevels are shown on plate 16.

North Shore Counting Station

Plan A

25. The counting station in the north shore fish ladder was

located at the top of the sloping ladder section and immediately

downstream from the regulating section. The existing station,

which had a shallow horizontal counting board and viewing from

above the water, was to be replaced with one having a vertical

counting board and underwater viewing. The new counting station,

which was to be similar to that ',. the south shore ladder, was to

provide a greater range of depth for fish passage and better view-

ing for counting. Details of the initially proposed design are

shown on plate 16. After construction of the model, the proposed

width of the counting channel was reduced from 4 to 3 feet. This

change was simulated in the model by setting the adjustable count-

ing board at a maximum opening of 3 feet as shown on plate 17.

Because the station was to be built a year before the revised

regulating section, initial studies were made with the existing

regulating section (partially shown on plate 17). Afterwards the

station was studied with the different plans as the revised regu-

lating section was developed. The studies were principally con-

cerned with flow conditions for good fish attraction and passage

14

upstream and downstream of the counting board, self cleaning of

the trash rack, and flow conditions upstream of the board for min-

imum flow of air bubbles across the board. Good self cleaning of

the rack was especially desirable near the water surface where

weak shad might become trapped against the rack by the flow.

26. Observations of the self-cleaning characteristics of the

trashrack with three vane alignments are listed in table E. Vanes

aligned 90 degrees to the flow were the best, especially when all

the flow for the sloping ladder was introduced through the regulat-

ing section (maximum normal forebay). Vanes set 45 degrees to the

flow were almost as effective as the perpendicular vane. Vanes

parallel to the flow performed poorly. Larger discharges through

the regulating section caused more turbulence at the rack and aided

self cleaning. Throttling of the regulating gate to create greater

head drop across the counting board also aided self cleaning--less

flow passed through the rack and more flow swept across the rack to

the counting channel. None of the alignments readily shed debris

with the minimum forebay conditions (diffuser discharge of 37 cfs).

27. The flow patterns and velocities in the counting station

for the extreme operating conditions of maximum and minimum (zero)

diffuser flow, 3-inch and minimum head drop across the counting

board, and maximum (36-inch) and minimum (9-inch) board opening are

shown on plates 18 through 21 with the trashrack vanes 90 degrees

to the flow. The velocities were acceptable for fish attraction

and passage for all conditions, but the flow patterns were not

acceptable. With all conditions tested, an eddy with horizontal

and vertical flow directions occurred on the right side of the

section in the square corner formed by the upstream side of the

counting house. The eddy, which could have been a milling area

for shad, was eliminated by blocking off the corner with a diagonal

wall (plate 22). An eddy also occurred along the diagonal wall

downstream from the counting house. Although downstream flow

15

along the wall was preferable, the low-velocity return flow was

not considered objectionable. Good attraction flow to the count-

ing board existed along the edge of the eddy. The flow pattern

along the fish guides downstream from the counting board was gen-

erally good; however, with the minimum head drop condition across

the counting board, reverse flow existed at the very upstream end

of the guides at forebay elevation 265 (plates 23 and 24). When

the regulating gate was throttled to create a head drop of 2 inches

across the counting board, flow was into--rather than out of-most

of the guides. Deflectors in the bypass flow area on both sides

of the regulating gate eliminated the reverse flow at the upstream

end of the guides with forebay elevation 265 but had little affect

on the reverse flow when the gate was throttled (plate 25). Set-

ting the trashrack vanes at 45 degrees to the flow had the same

effect as the deflectors (plate 26). As on the other side by the

diagonal wall, the desired flow conditions along the guides were

not obtained with all operating conditons but were considered

acceptable. When an eddy formed along the guides, the velocities

in it were low and good attraction flow to the counting board

occurred along the edge of the guide. The top orifices of baffle

249, which were upstream from the counting station, functioned as

weirs with the surface outflow entraining air. Although this model

did not reproduce bubble flow to scale, the surface turbulence of

the outflow in the model indicated that the entrained air would be

carried through the short diffuser pool and to the counting chan-

nel. The bubbles were not desirable because they would interfere

with counting.

28. Along with the development of the new regulating section,

changes were made in the design of the vertical counting station.

To provide a longer diffuser pool for bubble dissipation, the

Plan C station that evolved was 8 feet farther downstream than

that of Plan A. A diagonal wall was placed upstream from the

counting house to create a positive attraction flow along the

16

wall. The trashrack vanes were placed 45 degrees to the flow for

best overall flow conditions and structural simplicity. The top

13 to 15 inches of flow at the trashrack were blocked by a 2-foot-

high solid plate on the vanes to provide a smooth surface for pas-

sage of floating debris along the rack. A low sill was placed

across the center half of the pool at the downstream edge of the

diffuser to prevent upstream flow from developing along the floor.

Details of the plan are shown in photograph 12 and on plate 27.

29. Plates 28 and 29 show flow patterns and velocities that

existed in the Plan C counting station with the Plan E regulating

section with the minimum drop in head across the counting board

and forebay elevations 257 and 268. The flow conditions existing

with both forebay elevations are also shown in photograph 13. The

counting station functioned well. With both extremes of operating

conditions, attraction flow patterns and velocities were good.

Floating debris passed readily along the trashrack. The surface

turbulence indicated that most of the entrained air should be

expelled in the longer diffuser pool and would not enter the

counting station.

South Shore Regulating Section

Adapted Plan

30. The Plan E regulating section developed for the north

shore ladder had to be modified for use in the south shore fish

ladder since several aspects were different. The diffuser pool

(pool 248) at the downstream end of the south shore regulating

section was 16 feet long and had no counting station since it was

located in pool 193 of the sloping ladder. The upstream end of

the regulating section was 1.42 feet wider than that of the north

shore ladder. The exit channel was narrower and had no baffles.

The right half of the old regulating baffle section downstream

17

from baffle 265 was to be used as the walls of the new pools;

therefore, pool 249 was to be 2.75 feet shorter than that devel-

oped for the north shore ladder and pools 29 and 30 were to be

1.92 feet longer than those developed for the north shore ladder.

Details of the modifications at each end of the section to adapt

Plan E to the south shore ladder are shown on plate 30. The model

was modified to include all of the special features shown on plate

30 except the extra width of pools 28 through 35.

31. Baffle 249 was developed to have two 18- by 18-inch ori-

fices on the floor and two higher orifices against the walls to

function as submerged weirs (plate 30). The baffle at the down-

stream end of the exit channels had a 15-inch slot against the

left wall to create an attraction path along the wall to slot 35.

Flow conditions in the modified pools were satisfactory. Veloci-

ties and flow patterns in the pools with maximum and minimum fore-

bay are shown in photograph 14 and on plates 31 and 32. With

maximum forebay (elevation 268), velocities at slots 1 through 35

varied 5.3 to 6.7 fps and the velocity at slot 36 was 3.9 fps.

32. The tops of the existing baffles that were to be utilized

in the modified regulating section were stiffening beams that

overhung the baffles on the upstream side. The new baffles at

slots 31, 33, and 35 were to have stiffening beams that overhung

the downstream side of the downstream wall. With forebay eleva-

tion 267, only the beam in pool 30 was in the water. The water

just touched the underside of the left two-thirds of the beam and

rode up a maximum height of 0.3 foot on the right one-third. With

forebay elevation 268, water was on the beams in pools 20, 22, 4,

and 26 through 34 (photograph 15); however, the flow pattern was

not disturbed by the shallow submergence of the beams. The beamsdid not appear to interfere with fish passage.

18

33. Fish passage in the prototype south shore ladder was to be

evaluated after the modification. During those prototype observa-

tions, a temporary underwater counting station was to be installed

at the upstream edge of slot 1. Flow around the proposed temporary

station was observed in the model and revealed that the station

would not disrupt the attraction path along the walls of pool 1 or

create any disruptive flow pattern (photograph 16).

South Shore Counting Station

Original Weir 194

34. The existing south shore counting station, located in pool

193 of the sloping ladder section, was ineffective. Steelhead

crossing the counting board fell back through it instead of enter-

ing the pool upstream, while shad entering the pool milled about

and were reluctant to cross to weir 194. Apparently the high

level of turbulence and the adverse flow direction in the upper

three-quarters of the depth repelled the fish. The flow was highly

entrained with air and the bubbles passing across the counting

board made observation of the fish difficult. Studies to improve

the flow pattern downstream from weir 194 and to create flow that

would entrain less air were studied in the model. Details of the

original weir 194, the pool downstream, and the counting station

are shown in photograph 17 and on plate 33. The flow pattern in

pool 194 and the adverse pattern in the upstream pool of the count-

ing station are shown in photograph 17 and on plate 34.

Plan A Modification

35. In Plan A, weir 194 was modified to include deep notches

in the weir at each wall and a shallow notch in the center of the

weir with an orifice in the flow beneath the center notch. A baf-

fle was installed on the wall downstream from the right notch to

19

deflect the flow toward the counting channel. Baffles were placed

on the floor of pool 194 to disperse the outflow jets from the

orifices of weir 195. The upper part of the vanes of the trashrack

were covered with a solid plate which projected 1.5 feet into the

water. Details of the modified weir (Plan A) are shown in photo-

graph 18 and on plate 35. The modification created satisfactory

velocities and flow patterns with both a 10- and 12-inch head on

the weir (plates 36 and 37). Good attraction paths occurred

through the full depth of the pool from the counting channel to

both the right and center notches but only near the surface of the

pool to the left notch. The absence of a deep attraction path to

the left notch was considered acceptable since deep attraction

paths existed to the other two notches. The baffles were needed

to help create and stabilize the flow pattern. Although the deep

notches created shooting flow that should entrain less air than

the plunging flow of the original notches, the level of turbulence

was high (photograph 18) and might have carried entrained air into

the counting channel.

Plan A-1 Modification

36. In an attempt to create a larger pool upstream from the

counting station to better dissipate the entrained air bubbles,

weir 194 was removed (photograph 19) and a new weir was installed

upstream to create the required head drop. Unacceptable attrac-

tion flow occurred in most of the enlarged pool (photograph 19 and

plate 38). Flow conditions were improved by modifying weir 195 to

be similar to the Plan A modification of weir 194 (plate 39). Good

velocities and attraction paths occurred in the full depth through

the center of the pool, near the right wall of the pool, and near

the surface along the left wall of the pool (photograph 20 and

plate 40). However, surface turbulence indicated that air would

still be carried into the counting channel.

20

Plan B (Final Design) Modification

37. Plans A and A-1 both resulted in almost identical improve-

ments in flow conditions; however, Plan A was selected for further

study because it involved modifying only one weir. In Plan B (the

final design which was constructed in the prototype) the lower part

of the Plan A left notch was raised and widened. All of the vanes

in the 2.5-foot section of the trashrack near the wall and the

upper 1.5 feet of those in the adjacent 3.5-foot section of the

trashrack were blocked with solid plates. The remaining portion of

the trashrack was left open (photograph 21 and plate 41). Flow

conditions with the Plan B modification were acceptable (photograph

21 and plates 42 and 43), and attraction flow along the trashrack

was improved slightly over Plan A.

21

PART IV: PROTOTYPE OPERATION

38. Modifications developed in the model studies were incor-

porated in the prototype south and north shore fish ladders in the

winters of 1970-71 and 1971-72, respectively. The south shore

ladder regulating section was evaluated by the National Marine

Fisheries Service during the sumer of 1971 and performed satis-

factorily.* Prototype operation, as evidenced in the model, indi-

cates that flow from upstream of weir 194 is highly saturated with

bubbles which remain in suspension and pass through the counting

channel.

* Charles R. Weaver, Clark S. Thompson, and Frank J. Ossiander,

"Evaluation of Fish Passage in the Vertical Slot Regulating Section

of the South Shore Ladder at John Day Dam," National Marine Fisher-

ies Service, June 1972.

22

V: SUMARY

39. The flow regulating sections and fish-counting stations at

both the north and south shore fish ladders at John Day Dam were

modified to more effectively pass shallow-swimming fish such as

shad and to improve fish counting and identification. A 1:10-scale

model was used in modifying the Hell's Gate slot-orifice type regu-

lating section into a slot-only design having a maximum head drop

of approximately 6 inches per pool. The design was initially

developed for the north shore ladder and adapted for the south

shore ladder. The effectiveness of the design in passing fish was

verified in full-scale tests at a fisheries laboratory and then

later in the prototype. A vertical counting station was developed

for the north shore ladder to replace a horizontal counting sta-

tion. The station was developed for use with the then existing

regulating section and with the modified section. The weir

upstream from the south shore counting station was modified to

create flow patterns that would attract fish to pass quickly from

the counting station and continue on upstream.

23

TABLE A

EADS ON BAFFLES

North Shore Regulating Section, Slot-Orifice Plan C

Slot and Orifice Flow

Forebay Elevation in Feet-NSL

268 265 263 262 261 263 262 261 257

Slot Sills of Baffles 263 to 267Baffle -

In Place RemovedNumber

Discharge in CFS

85.0 61.0 45.2 37.8 31.4 j 61.6 54T I 47.7T 18.9

Head on Baffle in Feet

249 0.64 0.37 0.19 0.15 0.10 0.38 0.31 0.23 O.O4250 0.85 0.52 0.31 0.22 0.15 0.52 0.42 0.33 0.05251 1.01 0.68 0.45 0.32 0.24 0.69 0.59 o.49 O.10252 1.00 0.71 0.52 o.41 0.30 0.7-4 0.65 0.55 0.12253 1.O4 0.77 0.56 o.46 0.36 0.76 0.67 0.60 0.17

254 0.98 0.70 0.52 o.41 0.33 0.71 0.63 0.54 0.14255 1.02 o.84 0.68 0.59 0.51 0.85 0.79 0.72 0.29256 1.02 0.85 0.72 0.63 0.54 0.85 0.79 0.74 0.36257 1.02 0.87 0.75 0.69 0.61 0.88 0.82 0.76 0.64258 0.97 0.92 0.79 0.77 0.70 0.92 0.85 0.81 0.81

259 1.03 0.90 0.83 0.75 0.74 0.90 0.85 0.83 0.79260 1.O4 0.95 0.87 0.87 0.80 0.94 0.95 0.89 0.87261 o.98 0.91 0.88 0.85 o.84 0.92 0.92 0.89 o.86262 0.93 0.86 0.84 0.83 0.78 0.87 0.85 o.84 0.80

263 0.94 0.89 0.87 0.82 0.86 0.148 o.45 0.42 0.21264 0.92 0.90 0.90 0.92 0.84 o.46 0.42 0.37 0.27265 0.914 0.94 0.95 0.97 1.02 0.43 0.141 0.141 0.25266 0.93 0.89 0.92 0.93 o.86 0.39 0.36 0.35 0.24267 0.93 0.92 0.96 0.97 1.04 0.32 0.29 0.26 0.23

268 0.38 0.30 0.24 0.21 0.18 0.54 0.52 0.51 0.38269 0..0 0.31 0.25 0.23 0.20 O.45 0.46 0.46 0.38

NOTES: 1. Details of regulating section shown on plate 4.2. All orifices of baffle 249 open.

TABLE A

TAIBL 5

BADS ON BAFFLIS

North Shore Regulating Section, Slot-Orifice Plan C

Slot Flow Only

Forebay Elevation in Feet-MSL

268 265 263 262 261 263 262 261 257

Slot Sills of Baffles 263 to 267Baffle

In Place RemovedNumber

Discharge in CFS

72.4 48.7 33.6 25.7 18.9 52.5 145.2 38.7 16.3

Head on Baffle in Feet

249 0.52 0.27 0.14 0.09 0.04 0.30 0.23 0.18 0.04250 1.06 0.57 0.28 0.18 0.11 0.61 0.50 0.37 0.08251 1.03 0.65 0.38 0.26 0.15 0.72 0.58 0.49 0.11252 1.03 0.73 0.47 0.32 0.20 0.79 0.68 0.57 0.15253 1.03 0.78 0.58 0.47 0.32 0.79 0.74 0.64 0.26

254 0.99 0.71 0.53 0.39 0.27 0.75 0.67 0.61 0.23255 1.05 0.89 0.73 0.65 0.54 0.91 0.87 0.80 0.47256 1.03 0.90 0.78 0.68 0.59 0.93 0.86 0.83 0.53257 1.01 0.91 0.80 0.76 0.69 0.93 0.87 0.82 0.66258 n.99 0.94 0.86 0.83 0.83 0.94 0.90 0.87 0.82

259 1.03 0.93 0.83 0.81 0.76 0.95 0.94 0.88 0.75260 1.O4 0.98 0.93 0.91 0.93 0.99 0.97 0.95 0.93261 0.99 o.94 0.91 0.88 0.88 0.94 0.93 0.92 0.89262 0.92 0.87 0.86 0.82 0.81 0.86 0.84 0.85 0.79

263 0.95 0.89 0.88 0.86 0.86 0.43 0.41 0.36 o.16264 0.93 0.92 0.93 0.95 0.93 0.42 0.38 0.33 0.15265 0.97 o.94 1.00 1.O4 1.03 0.39 0.36 0.35 o.16266 0.93 0.88 0.92 o.96 0.98 0.38 0.34 0.32 0.14267 o.94 0.92 o.94 0.95 0.95 0.30 0.29 0.26 0.16

268 0.27 0.17 0.11 0.09 0.05 0.44 0.33 0.29 0.24269 0.29 0.21 o.14 0.10 0.08 0.23 0.31 0.31 0.28

NOTES: 1. Details of regulating section shown on plate 4.2. Side orifices of baffle 249 open; center

orifice closed.

TABLE B

0 LA Cu~ N CVm I\ D O\ 00(Y) 0n\ t- mCCuko %D0 - 40 -

Cuj 0 C CC% C CC C l ;CA (AU If\~ U Lt\U\Cuj

H V) (0 (fl~ L- t- -4 0\ _ D0 0 co 0\O ~a a\C\ C\ co \ \

Cuj -UL ~ -- U U% LC\ U'.C U U" Lt U.\ LC U \ W\ tP L(\ L(\ Lr\ tA

0

Cuj VH LA;. Vf 'A U V;%'.O \O j\10\D\D\ Iz 1 1 1

U)'

4J) ('1 U' U' ~L\ H m ULr UNO CP\ 00-O\..$C0u -t Y) C\ jC CYuC' () zz\4

4o S) Cu CY 0)C 'tLfUL ~ Or\lO ~ f\\''O ~ " \

-40 U'\

Cul

1J 1- -3_r 04~ NHW .C\ rCur4 (Y)'k' C'\ C0 \ U'O \00 0 0 m WN --~4- \,. 0 Wi *.

as Cuj H r -I W.J 1 C C C C C P;(") ((1;'-- 4LC U' U(\Lt\LE- 1.cf . Cu -4

u n H .r 0

? 1-4

> 104 N~ Cu H Cuj -=r \0 \ C\HriCur\10 aCY\ uj0 \.O\D 0 Q~ C)C) 4-t ': _tC \ u-\E-0 41 S) \fl r.4 .

E- Cu C/ q ) t: C C Cum(';1; 1;'A c; Z;f 1 tr\'. U 'Ut AL\ U U U U00 Cuj

mY __r O\Df ('1w\ t- Cu Cuj \0 t- \0 fn M' U'.4- \D Lr~~. \D l 0~ C\ M a'

41WIU C y Lt4U '~COCO0f V;-44'- a'HH WCW U AVU A'CO

zCuj \40 --- 4 U' U' U' U' U\ U' U' V' \ \ZO"\ \\0 \Z0 \Z U V"'

co C \0 H CC) --s \0 -4,(-t--- Y Z - t-t-- t- _- _- \Z__\0 .

Cu 0 \O'U 0\\ \3lflf 0\16 0 \OD\\O

0 .t 0 mi _Si v4C-UN \0 t-0C\a'0 Cu('1V _tUN \ Ot-CC) a\0Hl H H H H H 4C

Cu

mC\\0 -4 r-40 4Hr- Z00% \ 0 O mmcra% O\O\a\O C)th-

ir\ ir\ ir\ U\ U"\ ir\ U-\ Lf\ Ut r v l f\V ir\ ir\ % ir\ W\ U _4 irs _r _r ir\ -Z -. -;r_: __r irs.

0

44

0

414

-4 0

41

* .. . .. -4 0J44 M

4)

irsU Wsf't' U"\sU"'s '\ L\ N A L(' ir\U'sL V\U'Ws W U V\L('sW's t\ LisL ' \ L(V\ C' U41EU4j

E0 I44

>1g 0OCsHH CsJ !-!01 C9 J -! C -! Ca .-4c J H '19 O' O'-? -4 '00' \ _

O's\\DOD'0 \D 0'0 Lf's5' t u\\sD's0\ Lr \0O\0 LI\ N s U Lt's t' U~Li'sLi'sLir \ V C Aj -

u -4____ ___ ___ ____ ___ ___ ___ ____ ___ ___ __0 to~4

'0\O'0\.0'0 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - 41s\'' 0O 000 I'\'s'Ot 0tss'00 4

~~~~~~~~~~~~~~~~~~~~~ o)*' s '~ ' - ' n? L' s -)0s0 ~ 4(Ui.?L' ',-4-te4H'sJC'sC'CU 'U~O~n i v~fl~ ''>

TABL C~

TABLE D

MINIMUM DEPTHS

North Shore Regulating Section, Slot Plan I

Forebay Elevation in Feet-MSL

262 261 257

Removable SillsSlot No.

In In Out

Tailvater Depth at Slot in Feet

Floor Sill Floor Sill Floor Sill

1 5.6 5.5 5.5

10 4.3 4.0 3.911 4.2 3.9 3.812 4.3 3.8 3.713 4.2 3.7 3.6

14 h.3 3.8 3.615 4.3 3.7 3.616 4.4 3.8 3.617 4.4 3.7 3.618 4.4 3.8 3.6

19 h.5 4.2 3.7 3.4 3.6 3.320 4.8 4.3 4.o 3.5 3.8 3.321 5.0 4.2 4.2 3.4 4.0 3.222 5.3 4.3 4.5 3.5 4.3 3.323 5.5 4.3 h.7 3.5 4.5 3.3

31 8.8 4.9 7.9 4.0 4.932 9.3 4.6 8.5 3.8 5.233 9.7 4.6 8.8 3.7 5.134 10.3 4.8 9.4 3.9 5.435 10.9 5.4 10.0 4.5 5.4

NOTES: Details of regulating section shown on plate 12.

1.&. D

TABLE 3

SELF-CLEANING CHARACTI3R TICS

North Shore Countinmg StatLon Trash Rack

Vane Discharges - CFS Read DropSelf-cleanin

Alignment acrossRegulating Time - Minutes

to Flow Section- Counting Board

Parallel 86 0 Minimum Trash retainedover 16 minutes

45 degrees 11.0

90 degrees 4.2

Parallel 86 0 3 in. 1.9

45 degrees 1.7

90 degrees 1.5

Parallel 45 37 Minimum Trash retained

45 degrees 70 percent oftrash retainedover 30 minutes

90 degrees 70 percent oftrash retainedover 30 minutes

Parallel 45 37 3 in. 8.2

45 degrees 5.9

90 degrees 7.3

NOTES: 1. Time was average time of 3 to 5 tests in whichapproximately 20 pieces of trash 5/8- by 2 1/2- by 15in. were spread across the trash rack at the watersurface at the beginning of each test.

2. Location of the trash rack is shown on plate 17.

TABLE E

41

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I, S, rOR5 f45,, ITrF

.cl55 FISH LADDER

-' I OISCeARGE )tFkET

K -1

A-111 A7,P

6,A,

VOuNOARV- I -

I, j, N

SCAI M (Eam 0 M 4

161

<'~~' W E I "-j E

K A

1.I A

o PROEC LAYOUT

-~ *PLATE.I

580 2-0SPIEZOMTER - " _

"1 IL4 PFL E f6 0C' -- 28' 0

PLAN

'CALE

26C

SECTION A-A

- -i-----' I

p~.VARIES T'1 CC

BAFFLES 249 TO 260 BAFFLES 261 TO 267

DOWNSTREAM ELEVATIONS

8,A- 1S 261 T0 ,' L "

6-1 ,

60 4'- 0

SECTION B-B SECTION C-C

SCALE0 $ tO 15 20

/M AaBAL.olFu

_ I.8-o ,9-0

L AS *:' u'~ * I , " *1SLOT DETAILS

- ~'sso--?-- I'5BAFFLE SLOT SILL SLOTA' ~ -~ 3NO. HEIGHT WIDTH&ULKHEADO

. .249" 2 6' ."

'0". UPSTREAM 1 6,?6FACE OF 04M 2CC C-' -6

000 252 1-' -6,

253 4 -662'-.0 2- 4 I-8 '

255 2-~ -

256 2 - -4

2'7 2 b 4

2 "1- - 26'3 5 B" :

26: . 3

262 4 . -3

BAFFLE 263 4-8 3265 267 264 5- - 3

265 !-c'* .*266 6 -8 -

VARIES

T0 267 TYPICAL ORIFICE

2-3

7 REGULATING SECTIONDETAIL A lSLOT-ORIFICE PLAN A

fNORTH SORE FISH LADDER

2 I 2 3 ,4 5r

PLATE 2,

3J

_ . , --... . _ .. .. . . . ... . . . . .. ..... .... .. .

.... .... II ---- I IREGULATING SETI ON I .. I ill

-, .-P0..

"'. ... : , -,, , -._ "- " - " '" " :

PLAN

26 65

SECTION A-A

,,_,_ _ .__ _. ___ _'__ _. ..

BAFFLES 250 TO 260 BAFFLES 261 TO 267

DOWNSTREAM ELEVATIONS

- A 84-LfS 2(-1 %

SECTION B-B SECTION C-C

'i, AL

03 M~

• I

" :' SLOT DETAILS"BAFLE SLOT SILL SLOT

N LE 25 II 9 - '<~ b~wNO. HE,GHT WIDTH

Az

FACE OF DAY.-" I : .

9'F l D E T A IL

265 "2b7

269

25 -N4 -IDwH

TO 267 TYPICAL ORIFICE %.

o. :. 6 -0" 1-"

-D -E

', ' L REGULATING SECTIOND I SLOT-ORIFICE PLAN B

0$ F' DETAIL A .

NORTH SHORIF F .H L ADDER

S{ A, t

PLATE 3

IIIIf III 2II r66 i-1 i 'l i ii i i

SPIEZOMEER

-REMOVA8LE SILLS :

-- BAFFL E5 P63 TO 267

NI 9 BAF I 16 -0" *288"- C,

~!

PLAN

SCALF

260 2b5

BAFF E255249 T 1fl

ELEV 2 , 032

SECTION A-A

-4-6

F " *OAIIICBi B

. TYPICAL ORIFICE

BAFFLES 250 TO 267

BAFFLES 250 TO 263 -24'-0'

BAFFLES 264 TO 267z22'-7"

6 " -3" ! " -.O

4-4 - S

(- ". 8

SECTION B-BA

SCALE

"5 1) 5 ?o 25FT S.A I

9-0"

5K5'58-5 - 9 0

K 9 . 2 A

70 SLOT DETAILSBA-FFLE 0" 1 BAFFLE SLOTSILL SLOT'I CHAMFER SCAM No. HEIGHT WIDTH

SC .-

REOVBL SLL 5:B2H '-5 -0 "

l5 268 0 ' ; 2 -

BAFFL ES 263 TO 267 0. SE TA'

r -I

62 -"'D-

UPS "REA 1 2" _FACE OF DM2. '258

100 FT DETAIL A 261 4-262 3-2632 3 6 -3

B F BAFFLE 264 4 31L265 267 268 269 265 5 32 -

266 6 ' -FLOW 267 7- 3 1

268 3'- 2-'

1ELEV 2505

0-~

TYPIAFLLOWORIFIC

CHAMFER

BAFFLE 249

SECTION C-C SECTION O-O

DETAIL S REGULATING SECTION

SLOT- ORIFICE PLAN CSCALE NORTH SHORE FISH LADDER

1 2_______ 3__________

PLATE 4/o/

WI 7. -w

Ny ll l l l l liii i .. ,-. .

U)

z

w

k..

0 *h^

~~0

I -z

Wi z j

0 0

w w

0(0

* A- PLATE 5 A

an.4i PAwLU"FL

vU

IC IO

0

VJ-

> ~w .ZO

"L0I F

0 0 (

F wz

1kU.-- U

In

-

;I9 9- 09.

PLATE 58~

j

W

I I 0

wz

Ilk p.A

0 ZJo pe #'p. S.-

Z44

69 - I. w-

07 ..d, d

InW

I- 0

z

0 -J0

* -0V-~ -~ I-

PLT 6AI

P44

0

4Qi4

k \j 10 Ib m

-a.- 00(00

-~-~.0 -. (f -

4

0~~ L)~---

IeA, I-- I

7K -J w-\ m v-.. ~ I

ILv L)-. ~ o co

II( <4 ,%.- ( -V

'U, /

*s z0I-

et .Vji

T' t 4le

PLAT 6B )Q~

> 4nF, WO-

j-Z z

ae-

0 w

392 01 it'

.-

1-0

/lb 4. . 0

wF to~ 15

I0 0 0

PLTET

U)

w L x I,-J

7- S

0' V0

roo

Fn ' i

VM..

00

~2-j

V0 9 '0

00

R -iI0I

m 4JW

LLLi.

04

-N 0'

0 1 9 01- X .0

+~L4 -~~co m. '' 0*

~G

R-T 7B

t: -J k

0 0

if zo4w I

>-J'(I

lo

( a

0,2 >- w

00-

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- W U./ '-o~ 4 ,.

'A- u

NO 7" 7 q

PLAT BA

U

z

~sJ 1a

CA

-0 0

Je0 z

13 .~ 0 04

u-- U

4 Wo o

w mt-_j 0. > x

0 -j , 0 Z

J44

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o

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0 ;

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PLT 8B

~===woo

Z

>z

ml L A -Q

7~m

Av. "23x .0, '

/ (flU.

os' 1 -20

2.04A- -

PLATE

-II

-II

45" FLOOR

to '.- fON '52

I0

FLOW I1 !" 3 v

I-

445.

PLAN

0 5 1O FT

DETAILS

REGULATING SECTIONSLOT PLAN D

PRELIMINARY TEST POOLS

NORTH SHORE FISH LADDER

PLATE 10

3 2.62.38 2.4B8

2.48 2.48826.8 T t6es

-/ '

6.OT4 6.OTI

6.18 5.281

I 201.6T\ -1.78* 2.28 7

K16T r 12r138 kl,-0

NOTES

i. VELOCITIES MEASURED WITH MIDGETCURRENT METER, METER AXIS HORIZONTAL.

2. POOL AND BAFFLE DETAILS SHOWNON PLATE I0.

VELOCITIESLEGEND 8-IN. HEAD DROP

VELOCITY IN FPS SLOT PLAN D

T i FT BELOW WATER SURFACE PRELIMINARY TEST POOLSB 1 FT ABOVE UPSTREAM SLOT SILL NORTH SHORE FISH LADDER

PLATE 1 1

4 00 '~PO-°Q 2 PIEZOME TER40O 12 14 16 18 2G 22 24 2E" '"I 'I , • • 8 l

u.iL " L / . , l ' "* " i * . l . I - . . , • ... ,

600' POOL 7 13

170 - FIXED SILL - REM4& F 51-L(TypI l '18 POOL5 @ 1600'' 2R8 90

PLAN

SECTION A-A

SCALE

B-1 2400

4 00' 150, 'b 920

Fj CL OSED 4"~ ,h 'A4B--

BAFFLE 249 SECTION B-B SECTi-ON C-C/

SCALE0 5 10 15 2- 1 T

INA POOLS5 2, 4, 6,8, 10, 12, AND 14 ONL Y ,

4, , LOPS LbS3? ~

+o65,,'

O I [ *:Z#2

'-'0*-- -

S E EC I F-B 4 C IO

0 67 ll5'I 0

SIN ALL 0oNUMBERED POOL

/IN POOLS 1,3, , 0,, N 1 41 ONYp)

AND 9 ONLY

POOL DETAILS

SCAL E, 1

I m r BE-

II > N M~e D p ~z ---

5X 580 'V SLOT DETAILSWIDTH' SILL IWALL LENGTH I

26 2 2 ' SNEO".AS" IN FT ELEVATIONI L IN FT26 28.. 30 32 It 34 SEL D rIL .4 - - - -- -.. .

-A e 2' . .. . 0 ' . . . . .

92

,5 7' 29 SI 7 5 " 1 "I ,.de'*. * ',4 II '06 e 8°

~-8771 8i 7 70M14

UPSTREAM FACE 4 i

OF DAM h 5 5 ,9

2 : 4. ' 6 Be, ?& 9B A '.. . 8 2. -5 6

fLOP,

2'

'411

EXIT CHANNEL DETAILS

SCALE

REGULATING SECTION

SLOT PLAN E

-4 Fl T, ',,(R f , D E

PLATE 12

- -, ' 2.. . . . ., . . . . . . ' : ' -- -:-: '

an. w

a:H 0

liWr

~ ~ t4 O~qT

w Ina. - w

0 0 u

> -

'u' ki' I

0''

PLTz3'a..

zziLfil-

o c110o x

'>cnI-0

z

ApLL

-

A2\ '00w I i

c4 vcI -- .

CL 49wwf

w w ~> a: - 1~

~~;1 .00 w

-'I

go-l

00 L0

IN

PLAT 13

w2 x

-IL

0j

00 z

4"4

-ti

f--

o Nr

0Y 0 LL

Go i

uou

10

t' tt

I I

o 0

----- - --

PLTE4

_j 1'-- 0

0ow

050

-7-0

PISI

im N

(n, 0 wj00 4

cc w

0L 0 w

z w

030I~r Ul

o o

cob .0v.- It I

43 42go 4 Z11102

PLATE 14B

9 Ie w55w

Vz LAJ

Cs 0A,

z

4N N

3 Vl

II,

fr~

0 Cm4 0

0....... -j >0

0 -w Nj

w 133

I-1 00

4o I0 OF z

'k Nil

6 Nil

i

-cT

azw A

FIZ Z -10,

~k; ~J~i

0I~ wS*. 0 w

01 -

POT2 0 0

- 2I

PLATE 15

FOREBAY ELEV 268 FOREDAY ELEV 257

POOL 26POOL 26

t {

POOLPOOL 25

I FT BELOW WATER SURFACE

-3.4 .- 3.

I-'

2116 O

1 FTAOEIF BV

26' Jf--jSq

CENTER LINE OF LADDER

NOTES

1. VELOCITIES MEASURED WITH MIDGETCURRENT METER, METER AXIS HORIZONTAL.

2. POOL AND BAFFLE DETAILS SHOWNON PLATIE It.

VELOCITIESSLOT PLAN E

6-IN. SLOT BEVELNORTH SHORE FISH LADDER

PLATE 16

PLAN TAWR

to ::O:sf. Z0M~EERs SECTION ALONG CENTER LINE

PLAN

,-A,

WEIR 248 SE;IONA-A

PLAN

*': ,-,*"--1

I i i j V C - F E RL'f!lT fIt.l .

*: I.,.. I .3

ELEVATION SECTION B-9 SECTION C-CBAFFLE 249 -

1 0'i p:PLAN J-6,

.1 Il l ,: . , , !1 . 1, - J CNAj'E,', k i I " * .' 4

.*.t l il: I r1 :J~ l~ :

SECTION 0-0 SECTION E-EELEVATION

BAFFLES 250 ANO 2 1

VERTICAL COUNTING STATIONNORTH FISH LADOER

EXISTING CONTROL SECTION

PLATE 17

MINIMUM DROP AT COUNTING BOARD 3-IN. DROP AT COUNTING BOARD

WEIR BFL ERBFL246 249 248 249_

o0 OfO cl 9 %J

0,9JjJ 'g, OA9"0 .9 _,7 _0~ ~ 9

TOP OF DOWNSTREAM WEIR TOP OF DOWNSTREAM WEIR

JI.Q ~ 0 7;2 e5 1,'- 0 3

.. 6 L4 _46 _L8 _23 _213 24 _I 9 1-9 2. 0 17194

CENTE LINE OF UPSTREAM ORIFICE -CENTER LINE OF UPSTREAM ORIFICE

BAFFLE BAFFLE

WEIR 249 WEIR 249

9 19 29 L9 23277x-,090994 0j 4- 3 0_26 73 86

_ 14 .16 18 23 _12V 24 1.9 19 21 33 4.0 _I?19 40

DIFFUSER IFJE

CENTER LINE OF LADDER CENTER LINE OF LADDER

OPERATING CONDITIONS OPERATING CONDITIONS

HEAD ON WEIR 240 12 6 INCHES HEAD ON WEIR 248 130 INCHES

FORESAY ELEVATION 265 FORESAY ELEVATION ?65

CONTROL SECTION DISCHARGE 860 CFS CONTROL SECTION DISCHARGE A660 CFS

DIFFUSER DISCHARGE 00 CFS DIFFUSER DISCHARGE "10 CIS

LADDER DISCHARGE 860 CFS LADDER DISCHARGE 960 CFS

NOTE 4EADON OVERFLOW WEIRS 1.2.9 INCHES

VELOCITIES MEASURED WITH MIDGET CURRENT VELOCITIES AT VERTICALMETER. METER AXIS HORIZONTAL COUNTING STAT ION

2 HEAD OH WE IRS DETERMINED FROM WATER-SURFACE 9-FT UPSTREAM FROM WEIR FACE NORTH SNORE FISH LADDER WITH PLAN tO WEIRS

EXISTING CONTROL SECTIONCOUNTING BOARD OPEN 36 INCHES

PL ATE 1 8


WeIR RAFFLE WEIR 1AFFLE246 24 248 249

.,4~ " ,o. ....33. .9~ fIIQo( II qo~.0 ~

.'5 ,,d 4.2 414 L2 v-O (t.4 J9.J 0

00


0' -5' --- "I L5'77 5 4

CENTER LINE OF UPSTREAM ORIFICE CENTER LINE OF UPSTREAM ORIFICE

BAFFLE BAFFLEWEIR IWI 2IR REI248i m 248

IHQ ei.L, .j,,4 t 140 74 L4 4 _L,

DIFUSER /DIFFUSER


OPERATING CONDITIONS OPERATING CONOITIONS

HEAD ON WEIR 248 126 INCHES HEAD ON WEIR 248 12 7 INCHES

FORESAY ELEVATION 265 FOREBAY ELEVATION 265CONTROL SECTION DISCHARGE 860 CFS CONTROL SECTION DISCHARGE 86 0 CrS

DIFFUSER DISCHARGE 00 CFS DIFFUSER DISCHARGE 00 crsLADDER DISCHARGE 86 0 CFS LADDER DISCHARGE 860 CF-

M4EADOW OVERFLOW WEIRS 129 INCHESNOTES

L VELOCITIES MEASURED WITH MIDGET CURRENT VELOCITIES AT VERTICALMETER, METER AXIS HORIZONTAL. COUNTING STATION

2. HEAD ON WEIRS DETERMINED FROM WATER-SURFACE S- FT UPISTREAM FROM WEIR FACE, NORTH SHORE FISH LADDER WITH PLAN 1O WEIRS

EXISTING CONTROL SECTIONCOUNTING BOARD OPEN 9 INCHES

PLATE,9

AD-AA45 949 MOD BCATON OF SO ADDERS AT JOHN DAY DAM COLUMBI ARI VER OREGON AND WAU ARMY ENGNEER D IV NOR HPACI C BONNEVIL OR DIV HYDRAULIC L. P M SMITH

UNCASFE A UG84TR10-2F/ 2/4

IIN

11111- 111II 2

~ 125 *1.4 11111_1.6

MICROCOPY RESOLUTION TEST CHARTN~ATIONAL BUREAU OF STANDARDS- 1963-A

MINIMUM CROP AT COUNTING BOARD 3-IN. DROP AT COUNTING BOARD

TOPR OFFL DOWSTIR WERAOPFFDWNTEALWE

04 2j4 49 240 40 4

-1 -1 5o*

'.9, ...

.. a aj 43j 4.8

jJ5

.0 7

.t 07 2 4 as

HEA P O ONRA WEIR 24TOP NCE HA O F DOWSTER W4 6IC E R

Pa~~~~dAS~~ EL VAIO 2sO E Y EE ATO 5

COTOFETO ICAG 5 F OTO ETO ICAG 5 P

HEAD aN 03RFO 6ER 2.0 INCHES C

MENTER METERO AXISRENAL.RFCECNE COING USTAT OIONC

WEI HEAD ONI WER2EERIE4RO9AE

PLATE220

MINIMUM DROP AT COUNTING BOARD 3- IN, DROP AT COUNTING BOARD

MURSAPPLE WEIR BAFFLE54etAB240 241

-'4 I. -'

e? 4'j aL~ *I(


-v e s ;s.r.a5 4 Y,4 _42 _&f' 4 7 -5 5

CENTER LINE OF UPSTREAM ORIFICE CENTER LINE OF UPSTREAM ORIFICE

BAFFLE BAFFLEEIN 249 WEIR 249

2402 24644

D IFFUSER DFUE



HEAD 041 WEIR 249 11Ia INCHES HEAD ON WEIR 246 116 INCHESFORESAY IELEVATION 25? FORESAY ELEVATION 257

CONTRIOL SECTION DISCHARGE 450 CFS CONTROL SECTION DISCHARGE 450 CFSDIFFUSERI DISCHARGE 372 CPS DIFFUSER DISCHARGE 372 CFS

LADDER DISCHARGE 62 2 CPS LADDER DISCHARGE 62 2 CFS

HEAD ONd OVERFLOW WEIRS 12.0 INCHES

NOTESVELOCITIIES MEASURED WITH MIDGET CURRENT VELOCITIES AT VERTICAL

MEYER. l METR 518 HORIZONTAL COUNTING STATIONa Me"AD O WEIRS DEtERMINiED FROM WATER-

SURFACE 5' -PT U PSTREAM PROGM WEIR PACE. NORTH SHORE FISH LADDER WITH PLAN 10 WERSEXISTING CONTROL SECTION

COUNTING BOARD OPEN 9 INCHES

PLATE 21


WIR BAFFLE WEIR BAFFLE246 249 4 249


rl~~~j -- TT i1-03 odo 5 ' '249 ~ .01 -o

1. 2 .0f,, 1. o1 1 -.2 ---5 .

09'a00

CENTER LINE Of UPSTREAM ORIFICE CENTER LINE OF UPSTREAM ORIFICE

BAFF .--- ,LE B= ---' "--''F --' AFFLE

,=., ,o=, 1.,- ,- -, 4: /1 5'_ .75-.5 0 -5 ? 8 0.,

-- - I

CENTER LINE OF LADDER IFICE CENTER LINE OF LADDER


W EAD ON WEIR 249 12 6 INC ES HEAD ON WEIR 4 S 15.0 INCHES

FOREBAT ELEVATION Z69 FORESAY ELEVATION 265

CONTROL SECTION DISCHARGE 660 CFS CONTROL SECTION DISCHARGE 860 CFS

DIFFUSER DISCHARGEf

0 0 CFS DIFFUSER DISCHARGE 0.0 CFSLADDER DISCHARGE 8.0 CFS LADDER DISCHARGE 60 CFS

REVISED UPSTREAM POOL

HEAD ON OVERFLOW WEIRS 1.0 INC.ES

NOTESSVLocTIE EASURED WITH MIDET CRRNT VELOCITIES AT VERTICALMETER, METER £x,5 HORIZONTAL COUNTING STATION

2. HEAD ON W(IRS DETERMINErD FROM WATErR-SURFACE S-FT UISTNRA FROM WEiR FACE. NORTH SNORE FISH LADDER WITH PLAN 10 WEIRS

EXISTING CONTROL SECTION


PLATE 22

CONROLSECIONDISHARE 80 CS CNTRL SCTIN DSCHRGE860CFDIFFUSE DIC A G 00l ll DIFU E DICH RG 0. milrCFlSlll . .

MINIMUM DROP AT COUNTING BOARD

___-__ I______C ic

1 FT BELOW SURFACE MID-DEPTH t FT ABOVE FLOOR

Sol E SfL

SECTION A-A SECTION B-B SECTION C-C

OPERATING CONDITIONS NOTES

HEAD ON OVERFLOW WEIRS 12.9 INCHES I. HGAD OH WEIRS DETERMINED FROM WATER-

HEAD ON WEIR 248 12.6 INCHES SURFACE S-FT UPSTREAM FROM WEIR FACE

FOREBAY ELEVATION 265 2. COUNTING STATION DETAILS SHOWN ON

CONTROL SECTION DISCHARGE 86.0 CPS PLATE 17

DIFFUSER DISCHARGE 0.0 CFS

LADDER DISCHARGE 66.0 CFSCOUNTING BOARD OPEN 36 INCHES

2-IN. DROP AT COUNTING BOARD

- III II1!__j

I FT BELOW SURFACE MID-DEPTH I FT ABOVE FLOOR


OPERATING CONDITIONS

HEAD ON OVERFLOW WEIRS 12.9 INCHES

HEAD ON WEIR 246 12.5 INCHES 90-DEGREE TRASH RACK VANESFORESAY ELEVATION 26S

CONTROL SECTION DISCHARGE M.O CFS

DIFFUSER DISCHARGE 0.0 CFSLADDER DISCHARGE 660 CFS

COUNTNG NBOARD OPtN S INCHES

FLOW DIRECTIONS ATFISH GUIDES

VERTICAL COUNTING STATIONEXISTING CONTROL SECTIONNORTH SHORE FISH LAOOER

PLATE 23


106I __ A4_. A~~ B-

--f"C. . :.-~GIDES RiA

I FT BELOW SURFACE MID-DEPTH t FT ABOVE FLOOR

CA Tr S&L"



HEAD ON OVERFLOW WEIRS 12 0 INCHES I. HEAD ON WEIRS DEtERMINED FROM WATER-

HEAD ON WEIR 248 I 6 INCHES SURFACE S-FT UPSTREAM FROM WEIR FACE

FORESAY ELEVATION 257 2. COUNTING STATION DETAILS SHOWN ONPIATE 17.CONTROL SECTION DISCHARGE 450 CFS

DIFFUSER DISCHARGE 37 2 CFS

LADDER DISCHARGE 82 2 CFSCOUNTING BOARD OPEN 36 INCHES


: ",,, i - , ,

- - -,-U-- /-J,',,. / - = t- L-II FT BELOW SURFACE MID-DEPTH I FT ABOVE FLOOR



HEAD ON OVERFLOW WEIRS 120 INCHES

HEAD ON WEIR 2Al 11.6 INCHES 90-DEGREE TRASH RACK VANESFORESAY ELEVATION 257CONTROL SECTION DISCHARGE 45.0 CFS

DIFFUSER DISCHARGE 372 CFS

LADOER DISCHARGE 822 CFS

COUNTING BOARD OPEN N INCHES


VERTICAL COUNTING STATIONEXISTING CONTROL SECTIONNORTH SHORE FISH LADDER

PLATE 24


GUIDES RACK

i FT BELOW SURFACE MID-DEPTH 1 FT ABOVE FLOOR

CA rU swr:.



4EAD ON OVERFLOW WEIRS 129 INCHES I HEAD ON WEIRS DETERMINED FROM WATER-HEAD ON WEIR 248 126 INCHES SURFACE 5-FT UPSTREAM FROM WEIR FACE

FOREAY ELEVATION 265 2 COUNTING STATION DETAILS SHOWN ONPLATE I?

CONTROL SECTION DISCHARGE 860 CFS


LADDER DISCHARGE 860 CFSCOUNTING BOARD OPEN 346 INCHES





HEAD ON OVERFLOW WEIRS |2 9 INCHES

HEAD ON WEIR 240 12 5 INCHES 90-DEGREE TRASH RACK VANESFOREBAY ELEVATION 265 FLOW DEFLECTORSCONTROL SECTION DISCNARGE 660 CFS

DIFFUSER DISCHARGE 00 CFSLADDER DISCHARGE 960 CFS


,, , ,. "FLOW DIRECTIONS ATFISH GUIDES

resorPC u VERTICAL COUNTING STATION

IEFLEGTOR DETAILS EXISTING CONTROL SECTIONET TNORTH SHORE FISH LADDER

PLATE 25

IL


I FT BELOW SURFACE MID-DEPTH i FT ABOVE FLOOR

RECUL A FN

SECTION A-A SECTION B-8 SECTION C-C


HEAD ON OVERFLOW WEIRS 129 INCHES I HEAD ON WEIRS DETE RMINED FROM WAfER-

HEAD ON WEIR 246 12 6 INCHES SURFACE -FT UPSTREAM FROM WEIR FACE

FOREBAY ELEVATION R65 2 COUNTING STA'"N DETAILS SHOWN ONPLATE IT.

CONTROL SECTION DISCHARGE 860 CFS


LADDER DISCHARGE 860 CFSCOUNTING BOARD OPEN 36 INCHES



7= I I Jl I '' . !! [

SECTION A-A SECTION B-8 SECTION C-C


HEAD ON OVERFLOW WEIRS 12.9 INCHES

HEAD ON WEIR 248 12 5 INCHES

FOREMAY ELEVATION 265 45-DEGREE TRASH RACK VA :SCONTROL SECTION DISCHARGE 860 CFS

DIFFUSER DISCHARGE 0 0 CFSLADDER DISCHARGE 06.0 CFS



VERTICAL COUNTING STATIONEXISTING CONTROL SECTIONNORTH SHORE FISH LADDER

PLATE 26

WEI24249

4 ~ 4 ' .

.~LQUVrIf5

SHOWN~MAS ONPATL

NRHSOEFISH LADDE

PLAN ELV 248 T 27

WEIR BAFFLE246 24, POOL 2

407

POOL I

TOP OF DOWNSTREAM WEIR

h-If

CENTER LINE OF UPSTREAM ORIFICE

- - f 0.8 , I 422ZM __ '



HEAD ON OVERFLOW WEIRS f2.O INCHES

HEAD ON WEIR 246 12 0 INCHESREGULATING SECTION DISCHARGE 200 CFSDIFFUSER DISCHARGE 622 CFSLADDER DISCHARGE 82.2 CFS

COUNTING BOARD OPEN 36 INCHESWITH MINIMUM DROP

NOTES

I VELOCITIES MEASURED WITH MIDGET CURRENTMETER, METER AXIS HORIZONTAL

2 HEAD ON WEIRS DETERMINED FROM WATER-SURFACE S-FT UPSTREAM FROM WEIR FACE VELOCITIES

3 REGULATING SECTION, SLOT-ORIFICE PLAN E

4 VELOCITIES IN POOL 249 SHOWN ON PLAN C VERTICAL COUNTING STATIONPLATE 5 NORTH SHORE FISH LADDER

FOREBAY ELEV 2!7

PLATE 28

WEIR BAFFLE

248 249 POOL 2

10- _ o

POOL 1

TOP OF DOWNSTREAM WEIR

;I-l 0

75_ 08

CENTER LINE OF UPSTREAM ORIFICE


OPERATING CONDITIONSHEAD ON OVERFLOW WEIRS 120 INCHES

HEAD ON WEIR 246 120 INCHES

REGULATING SECTION DISCHARGE 70 CFS

DIFFUSER DISCHARGE 12 1 CFSLADDER DISCHARGE 82.2 CFS

COUNTING BOARO OPEN 36 INCHESWITH MINIMUM DROP

NOTES

I VELOCITIES MEASURED WITH MIDGET CURRENT

METER, METER AXIS HORIZONTAL

2 HEAD ON WEIRS DETERMINED FROM WATER-

SURFACE 5-FT UPSTREAM FROM WEIR FACE VELOCITIES3 REGULATING SECTION, SLOT-ORIFICE PLAN E

4 VELOCITIES IN POOL 249 SHOWN ON PLAN C VERTICAL COUNTING STATIONPLATE 13A NORTH SHORE FISH - AtrIR

FORESEF ELEV 266

PLATE 29

0

74 z 0

z J) xw

a oIw 148 w4

~cux- U 0 4 e .K 4 2 g

0 W

C(%A z

-~0

I'OjO

00

44

-~ -~jv - -- J-- -

90 WU.

4 so

PLT 30 ,0

WEIR BAFFLE248 249 POOL

FLOO4 SIL53

714 t8_ /.8--,o_ _, . , '

26 POOL

3l . . l I-- -- -4 l Ht -

CFTBELO WAER SURLAE

HEA .8 WER24 2 ICEREGULTINGSECTON DSCHAGE L9 3F

DIFFUSER DIS3ARG.6$. 0.F

1 OLAN A FT EAB SOE SOT LAOVE

ON PLATS 12 ADCENTERUTLINEREOFILADADER

HEAD ON FERRB48Y 20EINCHE

RGAI SECAIO DDI..USE...ISCHARG. 8.5 1 C

LADDE DIC A088 F

2 -POOL ANPOOELEAL SONSOTPA

I ~ ~ ~ ~ ~ LT 3TBLWWTE1UFC

WEIR BAFFLE~28 49POOL 3

58 1.8 33 22 '

0 .3 03 w n .4

55 ~07f 2. 11j58PO


76 Of 0 34w18-1N

-U. 2.-

CETE LLN OFLADE


HEAD ON WEIR 248a 120 ICHESREGULATING SECTION DISCHARGE 200 CFSO;FFUSER DISCHARGE 622 CFSLADDER DISCHARGE 822 CFS

NOTES VELOCITIESI VELOCITIES MEASURED WITH MIDGET

CURRENT METER, METER AXIS HORIZONTAL. ENTRANCE AND EXIT POOLS2 POOL AND BAFFLE DET4ILS qMAWN SLOT PLAN E

ON PLATES 12 AND 30. SOUTH SHORE FISH LADDERFOREBAY ELEV 25?

PLATE 32

IR W-3-14

R5'-1 10

14 t-O'b 4-6"- 6-5' 915'8 STA NDARD WEIR DETrAI1LS

SHOWN ON PLATE /7

PLAN

- ~ -~i A-* 1 ,CONTROLGA TE

I j CHAMFER

_4 -1

SECTION A-A SECTION 8-9

DOWNSTREAM ELEVATION

ORIGINAL WEIR 194SOUTH SHORE FISH LADDER

PLATE 33

WATER SURFAC EL

1 FT BELOW WATER SURFACE

- -f

i FT ABOVE FLOOR

CENTER LINE OF LADOER

NOTESI POOL AND WEIR DETAILS SHOWN

ON PLATE 33,2 HEAD ON WEIR 12 INCHES

DISCHARGE 82.2 GFS.

FLOW DIRECTIONS

ORIGINAL WEIR 194

SOUTH SHORE FISH LADDER

PLATE 34

WEIR WEIR194 195

6'-1 * Z) _ . "

1,I

*~r J 9 ij5

SOL ID

PL ArE

(SrANDARD WEIR DELS

4t-o".11 ,-6"j 6'-5" . -8, ' SHowv ON PLArE /7

PLAN

JL~T~JA -

A-ElSECTION A-A SECTION 8-8

DOWNSTREAM ELEVATION

PLAN A

MODIFIED WEIR 194


PLATE 35

WEIR194 195

-d-

._7 1

WATER SURFACE ELE V ..1 5 ,3,v ' .4194.0 Jem-.... )


As .6, .

g.2 j. 76

2 --

7S


NOTESL. POOL AND WEIR DETAILS SHOWN

ON PLATE 3&

2. HEAD ON WEIR 10 INCHESDISCHARGE 76,0 CFS.

33 VELOCITIES MEASURED WITH MIDGETCURRENT METER. METER AXIS

HORIZONTAL, VELOCITIES

PLAN A MODIFIED WEIR 194

SOUITH SHORE FIAtH LADDER10-INCH HEAD

PLATE 36 2. HEA ON WIR *-ICHE

WEIR194 195

WATER SURFACE EL V -, )6._

1940


2 . L 0 1"

3 FT ABOVE FLOOR

.L .L6


NOTES

L. POOL AND WEIR DETAILS SHOWN00 PLATE40

2 HEAD ON WEIR 12 INCHESDISCHARGE 92,2 CFS

&. VELOCITIES MEASURqED WITH MIDGET

URENT METER. METER AXIS

3 F ABV LVELOCITIES

PLAN A MODIFIED WEIR 194SOUTH SHORE FISH LADLER

1t-INCH HEADO

PLATE 372.HED...... . 2 ICHE

...... S...R.E..2.2.C S3. VELOCITIES MIEASUREI ..T..MID ET

WATER SURFACE ELEV


- - - -

I FT ABOVE FLOOR

1-Z



ON PLATE 33.

2 HEAD ON WEIR 12 INCHESD#SCHARG 82 2 CFS.

FLOW DIRECTIONSWEIR 194 REMOVED

SOUTH S"ORE ISH LADDER

PLATE 38

WEIR WEIR, l 1, t 96

15'.-9" 9 4* lot,-. 0-

SOLID PLArESLiEV J92.5_ TO J95.0

_ ELEv 188.0Vo 1-9.0o_

41-0'-1- 4'-6"-1 6-5 i5 -8 STANDARD WEIR DETAILSSHOW#VoN PLArT 17.

PLAN

r OA 8- ow.01

SECTION A-A SECTION 8-8

UPSTREAM ELEVATION

MODIFIED WEIR 195


PLATE 39

-6 -- 70_

WATER SURFACE ELEV 3 6 .4 .J 4i 700

- ,67 70'

i FT BELOW WATER SURFACE

-w-

3 FT BELOW WATER SURFACE

MODIFLE WEI 19

09 23 5_9 78-



ON PLATE 39.

2 HEAD ON WEIR 12 INCHESDISCHARGE 82.2 CFS ,

E OCTE

MODIFIED WEIR 195SOUTH SHORE FISH LADDER

PLATE 40

WEIR WEIR

194 195

R15'--O*

FLEV 192.5

i TO 195.0 L,

TO 194 -o"1 4'-6" L 6'-5" j "e ,Ro WERDETILS

PLAN S 0S

A-4- B-4 C i

SECTION A-A SECTION B-BDOWNSTREAM ELEVATION

PLAN

MODIFIED WEIR 194SECTION C-C


PAt

PLATE 1

WEIR

194 195

5' )6 ~ 73

WATER SURFACE ELEY .9~3 ~ 3 5

194.0 ( ,

i FT BELOW WATER SURFACE

) . ) * •

A-8

CN RiL

3 FT ABOVE FLOOR

I I Dlii ~ .41 .



ON PLATE 42.

2 HEAD ON WEIR 22 INCHESDISCHARGE 32 2 CFS.

3, VELOCITIES MEASURED WITH MIDGETCURRENT METER METER AXISHORIZONTAL.

VELOCITIESPLAN B MODIFIED WEIR 194

SOUTH SHORE FISH LADDER12-INCH HEAD

PLATE 42

WEIR194 195

WATER SURFACELE 2 3 2 54 6 -

194.0 . .

t FT BELOW WATER SURFACE

A0~ A~w 76ho~

:3 FT ABOVE FLOOR

NOTES

I POOL AND WEIR DETAILS SHOWN00N PLATE 41 .

2 HEAD ON WEIR 10 INCHESDISCHARGE 76.0 CFS,

& VELOCITIES MEASURED WITH MIDGETCURRENT METER, METER AXIS

HORIZONTAL. VELOCITIES

PLAN 8 MODIFIED WEIR 194SOUTH SHORE FISH LADDER

1O- INCH HE[AD

PLATE 43

. . ..HEAD. . . . ..O.. . . . .. . .. .. . . ...10 INCHE. ...S,,

MODIFICATION OF FISH LADDERS AT JOHN DAY DAM … · Fish ladders 241 A§SSNACT (Came - ,ewee N nemi...

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