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DEPARTMENT OF THE HJTERI OR

BURE!A.U OF IiECLAM.A. TI Olif

HYDRAULICS BRANCH

OFFICIAL FILE COPY

MEMORANDUM TO CHIEF DESIGNING ENGINEER

SUBJECT: HYDRAULIC hlODEL STUDY OF THE

ROZA DIVERSION DAM AND APPURTENANT STRUCTURES

By H. G. DEWEY, Jr., ASSISTANT EUGI NEER

Under direction of

J. E. WARNOCK, RESEARCH ENGINEER

and

ARTHUR RUETTGERS, SENIOR ENGINEER

TECifrTICAL r .. rnMORAI\JDUM NO. 594

Denver, Colorado,

July 11, 1939.

(PRICE �3.00)

Note.--Technical memoranda are prepared and issued in limited quantities primarily for the use of t:1.e Bureau1 s engineers in connection with c1..rrrent wol·k rather than for general distribution. The infe,rr,1a­tion contained is confidential and should not be quoted without the Bureau's VvTitten perm:Lss::.on. The rnernoranJe. are ths work of individual authors 0.nd as such do not necessarily repres,mt thG considerod opinion of the Bureau.

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PREFACE

The hydrauli c model study incor porated with the design of the Roza Diversion Dam and appurtenant structures was made in the hydraulic laboratory of the Bureau of Reclamation, Denver, Colorado, under the direction of J. E. Warnock, Research Engi­neer. The tests were conducted and this report prepared by H. G. Dewey, Jr., Assistant Engineer. All laboratories are under the supervision of Arthur Ruettgers, Senior Engineer, and R. F. Blan ks, Engineer. All design work is under the general super­vision of J. L. Savage, Chief Designing Engineer. All engineer­ing work is under the direction of R. F. Walter, Chief Engineer; and all activities of the Bureau of Reclamation are under the direction of John c. Page, Comm issioner.

The design of the Roza Diversion Dam and appurtenant struc­tures was made under the general supervision of H. R. McBirney, Senior Engineer, and c. P. Vetter, Engineer •

SECTION

CONTENTS

CHAPTER I - INTRODUCTION AND DESCRIPTIOl1T OF EODEL

INTRODUCTION

PAGE 1. The prototype ••••••••••••••••••••••••••••••••••• 4 2. Ptlrpose of model • • • • • • • • • • • • • . . . . • . • • • • • • . • • . . • • 4

THE :MODEL

3. },Iod el construction • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 4

CHAPTER II - TESTS ON HEADWORKS

ORIGINAL DESIGN

4. Description of headworks • • • ••••••••••• •• ••• ••• • • 5. Flow in original design •••••••••••••••••••••••••

TESTS LEADING TO RECOffiMENDED DESIGN OF HEADWO?JIB

9

9

6. Alinement and posi tion changed • • • • • • • • • • • • • • • • • • 9 7. Recommended design of headworks ••••••••••••• ·•••• 11 s. Turbulen ce in flow at right abutment ••• ••••••••• 13

CHAPTER III - TESTS OH FISH LADDER

F UNCTION Of' FISH LADDER

9. Design features • • • • • • • • • . • . • . • • • • . • • • . . • • . • • . . • • 14

FISH LADDERS IN MODEL

10. Original design ••••••• •••••••••••••• •••••••••••• 14 11. Recommended design •••••••••••••••••••••••••••••• 15

l

SECTION 12. 13.

CONTENTS (Continued)

CHAPI'ER IV - TESTS ON STILLING POOL

SCOUR PR EVENT ION AT TOE OF D.A.M

Origina l design Dentated bucket

. .. . . ..... . . . .. . .. . . . . . . . . . . . . . . . .. . . .. . . . . . .. . . . . . . . . . . . . . . . . . . . RECOMMENDED DESIGN

PAGE 22 22

14. Dentated apron ••••••••••••••••••••••••••••••••• 22

CHAPI'ER V - CALIBRATION TESTS

CALIBRATION OF DAM AND ROLLER GATES

15. Experimental and theoretical curves • • • • • • • • • • • • 29

16. 17. 18. 19.

CHAPTER VI - CONCLUSIONS

SUMMARY OF RESULTS

Headworks ••••••••••••••••••••••••••••••••••••••

Fish ladder ••••••••••••••••••••••o•••••••••••••

Stilling pool ••••••••••••••••••••••••••••••••••

Calibration •••••••••••••••••o••••••••••••••••••

2

34 34 34 34

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FIGURE

1. 2. 3. 4. 5. 6. 7. s. 9.

10. 11. 12. 13. 14. 15. 16. 17.

.r 18. 19. 20. ...

LIST OF FIGURES

TITLE

Location map • .. . •. . •••• . •••••.••• . •• . .•••..•• . ••• • Vicinity map ···· • ••••••••••••••••••••••••••••• . ••• General plan and sections of model ••••••••••••• • • Original design ••.••.• . . . •.. o • • • .- • • • • • • • • • • • • � • • •

Alinement of headworks studied in model ••••• · ••••• 1-Ieadworks • ••• ••••••••• . •. • • • •· • • • • • • • • • • • • • • • • • • • • Fish ladder designs in model ••••••••••••••••••• • • Fish ladder -�·•••••••••••• • •••••••••••• • ••••••••• Pier No. 3 ············· ··········· · ···· · ··· ·�· ··· Pier l\Jo. 3 ••.•••• •• ••• •• • • ••••••• •• • •••••• • • • • • • •• Fish ladder ••••••••••• •••••••••�••••••••••••••••• Pier No. 1 •••• • •••••••••••••••••••• • ••• • ••••••••• Scour pr evention studies in model ••••••••• • •••••• Dentated bucket d esign •• -••••••••••••• • ••• • ••••••• Recommended design ••••••••••••••••••••••••••••••• Recommended design •••••• •••••••••••••• • •••••••••• General plan and sections • ••••••••••••••••••••••• Calibration curves for free discharge • ••••••••••• Calibration cur ves for flow under roller gates ••• Calibrat ion curves for flow over left r oller gate.

3

PAGE

5 6 7 8

10 12 16 17 18 19 20 21 24 25 26 27 28 31 32 33

CHAPTER I - INTRO DUCTION AND DESCRIPTION OF MODEL

HJT ROD UC T ION

1. The Prototype.--The Roza Diversion Dam and its appurte­nant structures, a headworks, the Yakima Ridge canal, and fish ladders, are situated in the Yakima. River between Ellensburg and Yakima, Washington (figures 1 and 2). The diversion dam, which is designed to pass 501 000 second-feet, enables 2,200 second­feet to be diverted through the headworks .' into the Yakima. Ridge caJ1al. To divert this flow, the water sui·fa.ce in the reservoir will be maintained at a constant le vel by two 14- by 110-foot roller gates at the diversion dam; the dam being shaped to allow submergence of t he roller gates enabling removal of ice from the reservoir. The obstruction in the Yakima River caused by the diversion dam requires fish ladders at each abutment to enable salmon to continue upstream to th e spawning grounds.

2. Purpose of Model.--Hydraulic model studies were incor­porated in the design of these structures to determine: (1) A correct headworks alinement; (2) the performance oi' the fish ladders; (3) a stilling pool at the toe of the diversion dam; and (4) calibration curves for the dam and the roller gates.

THE MODEL

3. Model Construction.--A 1 to 48 scale model was built and tested in the hydraulic laboratory of the Bureau of Recla­mation, Denver, Colorado (figures 3 and 4> The roller gates were made of seamless steel tubing and their traveling mechan­ism was included as shown in Section A-A, figure 3, enabling duplication of prototype gate settings. The diversion dam was made of lic;ht-gage sheet metal to facilitate construction and to eliminate warping. Sufficient river topography was installed upstream and downstream fro:r.i. the diversion dam to pr ovide proper flow conditions. The headworks of the canal, complete with piers, trashracks, and fish screens, was constructed as a unit to facilitate changes in alinement. A small weir was installed under the downstream end of the model bo:: enabling separate measurement of the flow· in the canal. The fish ladder and ad­jacent topography was carefully placed to assure the desired relation between th e dis charge in the fish ladder and in th.e river.

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ORIGINAL DESIGN

4. Description of Headworks. --The headworks to the Yakima Ridge canal consists of six-openings or panels formed by piers which support a trashrack and fish screen between each opening ( section B-B, figure 3; and figure 5 A) . The width of openings are determ ined so that the veloci ty of the flow through them wi ll not be greate r than about two feet per second for the maxi­m.um discharge of 2 , 200 second- feet diverted into the headworks. This is necessary to prevent fish, especially fingerlings, from being trapped agai nst the fish screens due to excessive veloci­ties. The fish screens are requi red to p revent salmon and other fish from entering the canal. The screens wi ll be rotated slow­l y in the prototype to prevent debris from collecting on them , and a gantry wi ll be provided to remove the fish screens f rom the headworks for cleaning ( section E-E, figu re 17) . As the flow passes from the reservoi r through the openings and into a transition, it is controlled b y a radial gate placed downstream from t he canal entrance (section B-B, figurG 3 ) .

5 . Flow i n Original Design.--The original ali nement of the headworks was rotated 38 degre-esclockwise from a line normal to the axis of the dam (figures 3 and 5 A) . This alinement reduced the length of the vertical training wall extendi ng f rom the head­works to the right abutment of the dam , but it caused unsymmet­ri cal flow through the headworks. Observations on the model re­vealed that when 2, 200 second-feet was diverted into the head­works, most of the flow entered the two openings at the left side, causing an eddy in the trans:l.tion to the canal. This eddy directed the f low upstream along the right side of the transition, causing the flow at that point to proceed through the openings and back into tho rive r.

TESTS LEADING TO RECOMMENDED DESIGN OF HEADWORKS

6. Alineme nt and Position Changed.--To eliminate the un­favorable f low conditions of the original design, the headworks was rotated 38 degrees counterclockwise unti l its center line became normal with the axis of the dam (figure 5B) . With this alinenent, the f low entered each ope ning more uniformly and the eddy i n the transition was e li m inated, enabling al l the flow to

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Although the flow co nditions were impro ved, it was necessary to m o ve the headworks 45 feet downstream to reduce the length of the vertical t raining wall extend ing from the headworks to the right abutment of t he dam ( f igure 5C) . This d id no t effect the uniform f low distribution, but the reduction in length of the transit ion caused small waves or ripples on the water surface at the entrance to the canal . A t ransi tion was designed, therefore, to give uniform acceleration and reduction in depth in the tran­sit ion. The waves or ripples were elim inated, but the side walls of this t ransition ( not shown) projected too far in front of each sl ide opening. As a result, the velocity of the flow thro ugh each side opening was apparentl y deflected upwards at the tran­sit ion walls, causing eddies o r vortices to develop . A slight change in the shape of the t ransition elim inated the undesirable eddies or vortices, and this shape was adopted in the recommended design.

7. Recommended Design of Headwo rks .--The al inement of the recormnended design (figures 5D and 6B) allowed a uniform f low distribution through each opening of the headworks. I ts posit ion, however, did not perm it any reduction in the length of the ver­tical training wall extend ing fro m the headworks to the right abutment of the dam. I f the headworks had b een moved d ownstream to shorten this wall, the trans ition to the cana l would have been too abrupt. The p osition of the warp and the �� to 1 side slope ( f igures 5D and 17 ) elim ina ted a large eddy which fo rmed in other designs, during higher d ischarges., upstrea m from the headworks al ong the 1½ to 1 riprapped slope. Although this edd y did not scour, it prevented the forrna tion of a more uniform velocit y d is­tribution in the approach of the headworks. B y introducing d ye into the flow, a s tud. y was made of the stream lines occurring alonG the side slope and the warp. This permitted the position of the warp and the side slope to be readily determined, which would g ive a b etter velocity d istribut ion at the approach.

T o check the flow di stribution thro ugh the headworks o f the recom m ended design, velocity measurements were taken at the cen­ter line of each opening (trashracks and fish screen in place) at station 1+63. 5 (fig ure 5D ) . These measurements were taken with 2., 200 second- feet f lowing t hrour;h the headwo rks into. the canal: first, with no flow over t he diversion dam, and the n with a total combined flow ( canal plus diversion da..111 ) of 10 1 000 and 50., 000 second-feet . The flow distribution ( figure 5F ) is seen to be quite unifortn through each opening but a lso so mewhat bet­ter in the first two openings than for the al inement shown on

11

FIGURE 6

A. HEADWORKS ROTATED TEN DEGREES .

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B. RECOMMENDED DESIGN.

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. .

-_ ..

figu re s 5E and 6A in whi ch the headworks has been rotated 10 de­grees . The velocity data for thi s design ar e s hown on figure 5G. The a verage velo ci ty of e a ch d e s ign for the three dis cha rges is shown on figure 5H •

It was hop ed that if the headworks was r otat ed 10 d egrees clo ckwis e that a s aving could b e rrade by redu cing th e length of the v e rtical training wall extending from the headwo rks to the right abuunent of the dam. Thi s was not r ealiz ed ., however., b e­cause a rotati on of · l0 degrees affected the v el o city distribu­tion and it did not p e nnit any r eduction o f l ength of training wall ., s ince s ome c urvature of tho wall was nece s s ary at t ho 1 e f t end of tho hoadwo rk s . Juw adcii tion�l chang e in n.linem ent in thi s dire ction would approa ch tho unfavorab le cond it ions ex­isting w ith tho original alinemont .

8 . Turbulence in Flow at Right Abutment . --At maximum or near maximum di s charge, cons iderable turbuienc e and boi ling o c­curred with each headworks a linement n ear the risht abutment o f the dam., a few fyet up stream from the right r o ll e r gate . This condition was not cons id er ed s eri ous enough to r equi re elimin­ati on . Its caus e was never fully d etermined, but it may have been due in part to the drawdown o c curring in t he flow as it pas s ed around th e curved pa rt af the v e rt ical wall at tho left end o f the headworks . During large d i s charge s ., the vel o c ity of approach to the r oller g ates i s cons iderable , a nd any drawdown o ccurring under thi s conditi on may have creat ed this turbulence . At low d i s cha rges ., the turbulence is nearly elimina ted., but a vort ex forms in it s p lace. It may be neces sary to remove any debris at the water surfa ce which b ecome s trapped near thi s vo rt ex.

13

.,

._ ..

CHAP'rER II I - '.l'ESTS ON FISH L/'i.DDER

FUlICT IO}{ OF F ISH LA.DDER

9. Des ign Feat ures.- -The presen ce of sa lmon in the Yakima River during s pawning s eason requires fis h ladders to be in­s tal led at the divers ion dam to enab le the fish to pa s s that obs t ruction. There a r e at leas t five features to be included in the des ign of any fish ladder: ( 1 ) Salmon 1,nrnt b e able to pas s t hroug h a fish ladde r with a m inimum of effort and inj ury; ( 2 ) tho entranc e to t ho f ish ladder should b e p la ced in t ho im­m ediate vic inity of tho obstruction to b e pas s ed; (3 ) som e moans s hould b e p rovid ed at tho entranc e to the f i sh ladd.or to a ttra.ct the sc..lmon f rom tho m.a in f low of tho river; ( 4 ) tho flow ·within tho fis h la.dder should hc,vc n. rolativoly low veloc ity ond b o free f rom oxcossivo t urbulence ; m1d ( 5) tho exit of c, f ish lo.d­dcr s hould not b o pla.cocl near a. e;c�tc s truc ture.

Salmon do not feed during mie;r1:i.tion to the ir spavming grounds b ut live from the s tored ene rgy in the ir bodie s . This requires an easy pas sage t o be 1J rovid ed. at any ob s truction. I f inj ury occ ur s , a prot ective fil m on "di e body of the salmon may b e broken, perm ittinr; fungi to attack the fis h, ·which may prove :fatal. During the m ir;ration from the oc ean, the Pacific salmon proceed only ups tream and will not revers e the ir direction. T his make s it e s s en tial to have the f is h ladde r entranc e adja­c ent to the ma. in obs t ruct ion in the river, enabling the salmon to proc eed irmne diat ely upstream into the ladder. In addition, the salmon m ust b e quickl y attra cted to the entranc e by t urbu­lence creat ed by t he flow from the f is h ladder as the flow s pills into t he r iver. As the salmon proceed up t ho fish ladder, some t urb ulence must be created b y allow ing the flow to sp ill over weirs ins tal l ed in the ladder. If this t urb ulence is excessi vo, tho salmon 1;1ay jump out of t}1.0 ladder, n.nd if tho voloc i ty of tho vrator in tho fish ladder is excos si vo, it may require the expending; of too much eneri; y by the s almon. Should an eJd t of a fish ladder be placed too near a gat e struc tur e, the fish leav­ing the ladder may be causht in t he swiftly moving water dis charg­ing into the gate and be sw ept downs tream.

10. ( � . :. igures

FISH LADDERS IN I.iODEL

Original Des i;:;n .--The original fis h ladde r des ir;n 7AandM) wa-s inadeq uate becaus e it did not inc lude

14

.. ..

.,

a l l the fo rego ing f eatures. Al though the p o s 11:ao11 of the exit and the velocity of flow in the ladder was satis factory, it would be neces sary for sabnon to revers e the ir di rection to en­ter the l ower l eg s loping into the r iver ( s ection A-A, figure 7A) . During th e flow over the div e rs i on dam, this l eg filled with gravel , which was also undesi rabl e. No definite entrance or attraction was p rovided, and a s th e flow in the fi s h ladder ent ered the right-angled bend at the top of the l ower leg, the flow s p il l ed out of the ladder . Thi s c ond ition p robably would have r esulted in fish leaping comp l etely out o f the ladder.

1 1 . Recommended De sign.--After a new des ign had b een made to inc lude all desirable features and had been ins tal led in the model ., r epresentat ives from the Bureau of Fis heri e s ., S eattle, Washington., obs erved it s performanc e and agreed on the recommend­ed design shcwm on figures 7B, SB ., and SC . In thi s d es ign., ad­ditional wat er ( 80 s econd- feet ) was .admit ted int o th e l ower pools by ins talling a pipe from the r e s ervo ir to the fi sh lad­der (figures 7B., s ecti on H-H; and figure 9 ) . Thi s addit ional dis charge., togethe r- with tho fl ow· of the fis h ladde r (6 s o cond­feet ) ., c aus ed inc rea s ed turbuJ. once in the rivor as tho f l ow spilled ovor an adjustabl e wei r at the fish l adder entranc e ( figure 8B ; secti on H-H, figure 10 ; and figure 11 ) . The addi­tion of thi s weir permits regulation of the flovv spilling into the r iver with respect to tailwater c hang es .

When the d iversion dam was operating , an undes irable eddy formed in the ri ver at the entrance to the f is h ladder. The velocity in th e eddy vro.s consider ed exc e s s ive and its up stream component was not condu·cive to salmon finding the entrance. A small t raining wall p laced a few feet dovvnstream from the en­tran ce ( fi gures 8B and SC ) reduc ed the s i z o and the vel ocity of the eddy., but it was decided to l oc at e tho t raining wall in the fiold upon c ompletion o f the prototype stru ctur e .

One important feature was added during the study o f the fish ladder p roblem. In the event s almon should p ro ceed up stream along the right bank o f the river , it was cons idered probab l e that fish would b e attracted by the flow from the right s ection of the di­vers i on dam. Unl es s a fish ladder was installed in this area, the s almon would probably a tternpt to jump the div e rs ion dam in­stead o f proc eeding across tho r iver to the fish ladder on the opp o s it e bank. Cons equent ly, it was cons idered advisab le to in­stall an additional fis h ladder at the right abutment of t he di­vers i on dam (fig ure 12 ) . A tunnel will be pr ovid ed through the dam t o conne ct this fis h ladder with t he l ower p ools of tho ono installed at the loft abutm ent (figures 11 and 1 2 ) . It was con­s id er ed unnecessary to install the added fish ladder a.nd c onnect­ing tu1mcl in the mod el .

15

....

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•

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Note : Elevations ore to floor of fish fodder

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FI GU R E 7

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D EPA R T M E N T OF THE INTER I O R BUREAU O F R E C L A N A T / O N

Y A K I M A P R OJ E C T - W A S H I N G TO N R O Z A D I V I S I O N

R O Z A D I V E R S I O N D A M H Y DRAULIC MODEL STUDIES - /:48 SCALE

FIS H LADDER DESIGNS IN MODEL

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FIGURE 8

A. ORIGINAL DESIGN.

B. RECOMMENDED DESIGN .

C . RECOMMENDED DESIGN.

FISH LADDER.

SPEC I F I CATIONS No . 793

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D EPA RTM E N T OF T H E I N T E R I O R B U R E A U O F R E C L A M A T I O N

YA K I MA PR O J E CT - WA S H I N G T O N R O Z A D I V I S I O N

R O Z A D I VER S I O N DA M P I E R No. 3

E L E VA TI O N - S E C T I O N S

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S P E C I F I CATIONS No. 793

C

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D E PA R T M E N T O F TH E INT E R I O R B U R E A U O F R E. C LAMATION

YA K I M A P R O J E C T - WA S H I N G T O N

R O Z A D I V I S I O N

R O Z A D I VER S I O N D A M P I E R N O. 3

PLA N - E L. E VA T l ONS - 5 E CTIONS DRAWN =-�-�-L:_-:_F_C:R· _ .SUBMITTCO: . _ .

Of:NVER. COLORAOO JUN[ J , /938 . 3 3- D - 1 293

SPEC! Fl CATIONS No. 793 -------------------/2/0

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D---------�.----. \ . .. 0

----

\. __________ ���r-

--·- --·-7'-IJ• -- - ---

jB ScC TION A-A

----- - - -<,_ _ _ ___ 29'-0"-- ----

P L A N

..... _ ---

· 1,·1 - ------9:8� •

<D

J-<1> @/2" bath waysj -- - ·:

SECTION B-B

I O 5

S C A L E O f' F E E T

10

.... C ·a

· -,

·1 1 � c,,,., ' ._' I ,- 6 'Rubber "I : wafer stop

PROFI L E

;·•f!! /2'- , __

i' ' @ 12' --·-:

---,, --12 so

I I

I

/ ,- ---Backfill with rock where back forms are required.

Excavate to neat outside lines where possible.

.--Gravel fi lied trench with 6' '3ewPr pipe .

� ? S E C TI O N D-D

I->--------- -- --- -------- ---- ----

--

,

-1215

-;:,«> � ------- I 2 IO

__ _ ( \-Discharge to river. 1205

----1200

I 0

,-- Original ground surface

Grode point- -) B"Min.-;r- · · . ',: : : ·

. :f.._

:..- --2'Drain pipe _:L ,g•¢Bars

W E IR. D E TA I L /,,,,----------

/ ---/ -----,- -/ ', /

',,

T ··E:l. 1203.6 o .s ::; EJ 1202. 6--. · ':,

,•El !202J · - -�

N O T E S Concrete surfaces t o vary uniformly betweM

dimensions shown. t t A ll pools of fish ladder to be 8'-0" center o cen er

of weirs unless otherwise shown.

. ...

PROFI L E

S C A L E O F' f' EET

10

.s

t j

/.,,.

'.>Gravel filled trench __ / with 6" sewer pipe. ·

£ -E

• Elastic filler --\

��

<-6'Rubber water stop

THl5 DRA WING 5 UPE:R5E:DE:S DWG. 33·0-1232

D E PA R T M E N T OF TH E INTE R I O R B UR E A U OF R E CLAMATION

YA K I M A .PR OJ E C T - WA S H I N GTO N R O Z A D I V I S I O N

R O Z A D I VE R S I O N DA M F I S H L A D D E R

DRAWN: \11!-,'\c /'L SVBMITTE:O: . --:;i/��-- . . . . . TRAC£D· . P-.c;,.L. . . . R�COMM�ND�O fl:.? - . . . · · - - -CH�CK�D: . . ftlf...APPROV�O: . . . . . . . Cl.-....r.-0.-

--;;t'NVt'R. COLO RADO. MAY 21, 1'38 33-D• f'298

SPECIFICATIONS No. 793

[l. 1225.00·::,._ _ , .... , � I I I 1 1 '

9""Rubber water stop.- . I : : 1 i G r 1 ' 1 1

�- -Passage.

., I 1 1 : V I I 1 L_ - - ---1 1 1 1

Pier recess:·· - l .� ' i I 1 · �

�j'. ' i \ '£12·0,amAir inletpipe.·· · · · - I 1 : 1

1 -1 , I :

I I 1 1 I I 1 1 1 1 1 1

[/ 1205.0CJ:,___-- - · - ·8"·0"· · ·· · l : ! : I : 1 1 I 1 1 1

1---------< I I I I [//20/.0�== �l.

- - - - - - - � - T _ _ i - - -- ' I : r ,' l ::,r,sh,gallery:·j ' __ _

-Cl /225.00

.--. l ·-.-'·--Compacted

, G bacxfifl.---,-··. 'i(,zBS) (·'

• R -8" V(IZ/l6)

2'-1'":

Downstream wing wolf is not shown.

_ _ .-?{Drain pipe.

b�::!=,..."'1· ·J[l /19/.60 _.-_f_/Jl!l_Z_§Q_ _ +:: _ L _

1 _ _ _ _ :t...

r-9· L----�·_r[/1188.00

: .

- · - - · -7'·0" - ---,J I I

: - - -1,'·6''-·'"I

)� >--------< ! ·

1

;·- - ·�·-, zil·

-

·i::_::::::�·�;��·���·�ie/packet ! - -1---

---� I

9 _! : :.._'! q, ; · · -· · · ·a··o"· · · · · ; ! c _ _ _ ?�·r:=-:-=:-. ., - - - - - 1 - � - - - - - - - - - - - - -- - - --i----� t: '-./ . . . . . . . . . 1/�o•L . • . . •.. � : 0 � �/ ' : 1

9) // '···J

-�

/,, -<9· Rubber water stop. � "'- ··.! Ass11medex"covotion line.-. · · �

i . . . . . ,_,���,-----!-----'-------wam"��r---f···' . ' ;.... ---- ---- -- ·---- - - - - · · - - - - - - - - - ----35'·0"- - - --- ---- - -- - ----- - - -- - ----- ---�

UPSTREA M EL� VATION

NOTE: --(D Denotes typenumberofspec,a/ connection for rubber water stop. See Dwq. 33 -D·/431.

· -1£ Bridge. --· -·- - ··--·---· - - ·- · --· · - -- - - ·- -·-·35'·9"-- - · · ... ---- -·-·--- ·· - · - · - - · · --· - ·- - - -

[I. /225.0L, f:t. t2Z5.75··,_ .. �-r�"-t--------------.-.--:±::--,--,.---------�--a,t crown--..

M --c,

1 i 1 l {Crown---·· ·

j G r i i . 1i -:,� mF -: ,

V [ Lt.J I VozllsJ -�

1· 1 - - �· f.Possoqe ondmonhole.

t.;.·.7-+-·-·· · · · - ·· · · - ···· ·21'-4f··· · ··· ·- ··:E .L.�- i 1illSJ

1 • • , I f'"•�tl-'···· I I

«: 1 1

•

.

1

2 · /8 Sleeve type IJ"- 1-<- .J -8" couplings on each pipe 1 I i

:U"- 4" 'f.6"0penjoint sewer pipe : 1} - 1 1 : _ 1-£1. /208.00

--Warped i surface:- ·

ondZ4"dio. qravel ,f .! 1 • · ·Droin qoes oroundshoff. ocketof El l205.7h__ _ __i_J___. "

' tt"from face of concrete. . _ __ __ S r �-'--+------

-:_-:_-.:_-_-_-_-..;-,--1-' __ -..,,,_,+ ,...J·· Volv12 not shown. Q .·/B"Pi es.

I I ·-,d

I i 2 .. . Saddle for pipes. , I

I

t=====:j

! :

I

L .,r [l. l/ 95.00-.,._lr1 [/ / /9400-;.-Lr-, I

1-+-, l i-... 1 £, 9 I --£/. //9Z.60 ' I I 1'-·t-1

I. II 3.00-,_ j I [Ll/9/.60·'\..

. - I . I v:n [/./192.00-·,,_,.l_ I ::,F===r��;-

�-�-�-�-;'�L;-�-;-�-�-;-;-�-;-�J�1 ;;;;;;�- JIJ1 ;;;�;;���-:�j'�!::=�i�

s . . . 8'·6" · · ··· · <�

'- - - - -_ ____ J L _ _______ �_: lf�L.!_l�g_�J

�.-�3-�·�:1. ���J···· · ····· ··· ··· · · ···· 34' o· ···· ····· · ··· · · · ··-········-··- : ·-· ····· �/N,r·····,J I I

I

'f.6'"0penjo1nt sewer : i e in rovf!! ocket-. . 1

' ..... . - : , . . . . : ;r-,, �·_j_· L_: =-=--=::-.-== � :-::-=:-== �. -=--=-=.� -=-:-=. � . . . . · .. : =-:-:-:-.·.:-== •±_:..;.=.1� L __ 1 --+----9 & Z � �

-·· r[I. 1219.53

, s V (IZll6)

. 1-6L ll88.00

� ·-, l· --J---+----------------------------------...-- 9 J'-··>---+----------------------------------'r---- --1 f Assumed excovotion line.... � ···!, �1--..,�-�---------------------���w--t-----t··'

L. ... · · ·· · · -·· · · ·-···· · ···-··--····-·· - · ··· ·· ···· ··· ·· ·· 56' 10J" -··· -··-····-·· · -· ··- • ·--· • · -· • ·- - -··-· · - • · · •· · · · .,J.. ..... 7' 7/." · . . ..i

I O 10

SCALE OF" F"EET

EL E VATION B · B

£1./199.00·;_ ---- - - --

�· - · · · .'.a·-s·· · ·: - --:12�· - ·· - ·;·9"·0"· .. : .. .... ,2�· --- .. ."9,-0··· · ·;,- -·-'/2�··· ·;··9 '-;._�--"� ,..._ .C.'l. ----� I : ··6"Fil!f!fs:-· · I ,

Chip �ronsdion i . ._ from round to -.,;. /rianqular fillets:'

!:-· -6"Fi//ets. i

.O ·

Flow_ P t . Jp

· ·),'

• ''?.,; ,_ ·1���

' ':.(.-;}�l

' ' '

- · · · · - --- · -· · · · · · · · · ·· · - · 34'0'' · · · · - · - - · · · · · - · - · · - · - - - · - . . ...:.. . ..... · -· ·t 1'·4f··· ·· ·J.1el'-· --cJ

M

S £ C T/ O N L · L SECT/ON M ·M

[I. / 189.00·-,__

·- ·····9"-7"· · - · ·· I

2�- · -· - ·7"·7"·· ··· I I

.� .. -·6"'Fi!!f!fs,-.. I - - -----

SF:CTION N·N

D

[/. 1200.00·-.._ . ·-2"Droin pipe.

· · ·

1-;-r��:-,-__, C,

S ECTION P · P

(_ .. �:"'

··compacted backfill.-?;·-.._

Monhole is not shown.

Paint surface with hot cool tor pitch - --

[/. 1199.00-,_

EL 1189.00·-� . .

I I .. . .-wzig53

I I I

Figure 1 2 .-J -

.. _,-·[/. 1217.43

-·£1. 1205.00 1===:c--� ,.-El. /201.00 -' . · "Dia.Air

in!f!tpipe.

ft, j�· · · · ··B'-0"" . . • ..

,J. . . . � )· � � ')'·--i----.��w---+--.....L..-!----��r--� : : I

�- --- - - - - ---13'-2"- - -- ------:.-L- -- - -- ---· - - - - - -- - - (J '·/0'' - - - ---·- --- - - - - -- - ---�-

t.c _____ __ -- - -- --- - - ------- --- ---- - - -35'-0'l. -- -- - - - - - - --- - -- - - -- - - - -- ·- - __ .;

DO WNSTREAM ELE VATION

SECTION Q · Q

DEPARTMENT O F THE I N TE R I O R B U R E A U O F R E C LAMATI O N

YA K I M A P R O J E C T · W A S H I N GT O N R O Z A D I V I S I O N

R O Z A D I VERS I O N D A M P I E R No, I

E L E VA T I O NS · S E C T I O N S

DRAWN: _ __ �.A.,t.._,:H.:.�!J _ ___ SUBMITT£0:_ d�-'4--TRACE:D: _ _ _ _ p._H_,/j. _ __ _ R£COMM£ND£D:_ .,7�--%�-__ CHE:CKt:0,J:l.f<J:i.- •• - • .APPROVE:D, • • • . . • • . ��W� ...

2 1

Df:NVE:R, COLORADO. JUNE: I, 1938. 3 3 -D- 1287

i

..

._,

- CHAPTER IV - TESTS ON STILL ING POOL

SCOUR PREVENTION AT TOE OF DAM

12.. Original D esign.--The original design of the div er sion dam di d not inc lude a stilling pool for pr eventing scour at the toe, principally because it was beli eved tha t the basaltic rock of the foundation would r esist scouring. Experi ence shows, how­ev er, that even the best bedroc k may eventually scour, and as a matter of safety, a stilling pool should be included in a design of this typ e. A tendency for scour to oc cur in the model was noted during a discharge repr esenting 501000 second-feet, the maximum di scha rge. In a short time the gravel in the river bed was c ompletely removed to the bottom of the model box ( elevation 1172.0) for a prototype distance of about 50 feet downstream.

13 • . D entated Buc ket. --Two designs wer e developed in the model to reduc e scouring at the toe of th e dam : A dentated buc ket and a dentated apron ( figure 13 ) . The dentated buc ket was dev eloped after tests had been ma.de with various radii and positions of a buc ket. It was especially diffic ult to obtain a buc ket whi ch would operate effici ently. At maximum discharg e, the thi ckness of jet flowing ov er the dam was considerable, and to pr ev ent ex:c essi ve cost the buc ket had to be placed as close as possible to the toe of the dam. As a dir ect r esult, it v.as difficult to deflect the thi ck j et upwards in a buc ket of small radius. Because of thi s difficulty, the f low oscillated between a diving j et, whi ch scoured sev erely, and a roller, whi ch pre­vented exc essive scour. The bu c ket shown on figur es 13B and 14A finally eliminated the oscillation in the flow, but the boi ling abov e the buc ket was exc essive. Dentates were cut int o the buc ket to r educ e this boil, but thi s did not prove e ffective ( figures 14B and C) •

RECOMMENDED DES IGN

14� D entated Apron. --The dentated bu c ket was abandoned in favor of a dentated apron ( figures 13A and 15A) , whi ch was adopt­ed as the recommended design. Although thi s design was more cost­ly, the improvement in the flow conditions warranted the added ex­pense. By comparing th e flow condi ti ons of the r ecommended design ( figures 15 and 16 ) with th e flow conditions of the dentated buc ket ( figure 14 ) , the boiling of the latter design is apparent.

22

,.

.-

:r

.,

The apron o f the r ecommended design was pl aced at th e eleva­tion necessary f or the forma tion o f a hydraulic jump, and after correct dentates had been determined, a discharge representing 501 000 second-f eet was run in the mo del fo r two hours, the river bed consist ing o f 1/4- in ch gravel. The resulting scour is shovm on figure 15A. An additional scour test was made using fin e sand; but the scour was stil l slight at the end o f a two- hour run at maximum discharge.

In the event that a flood of 25, 000 second-f eet could be passed by only one ro ller gate, this condition was studied in the model. I t was noted that t he j et a t the apron was defle cted above th e tailwater instead o f taking th e fo rm of a hydraul ic jump. O bservations disclosed that a ground roller mov ed material upstream to the to e of the dam elimina ting any danger of scour at that point. The river bed of the model was scoured, ho wever , im­media tely below the point at which the deflected j et plung ed in­to the tailwater ; but th is scouring is far enough down�tream from the dam to be o f little concern.

23

" e s V: S. El 1220.6 · ·.

I ' E1. 12os.o- ·· ·Y I

:"··-Mox. Toi/water El. 1206.5

•. �. :' ti · -�· ·- ->t\ : . 'c-, . .

:.\ . : . ·.i;J· .

.

A

R E CO MMENDED DES IGN

-12"

- - - - - - - - - - - - - - - - --- --- -- --- - - - - --- - ----- -----1 10' o" ----- ----------------------------------------------------------�

- 2 Teeth (a) 3'.o;; a�d- ·· - -- - --- 10 Teeth r@ 4'o"and 10 Spaces (a) 4'o", ao'd"----- - - - ----- --------------- -�-Teeth (a) 3'9d"�n�.J

J Spaces (a) J·O ' 15·0 , , · . Tooth : z Spaces (a) 3· ' 15-0 : · Space : :

>----- -1-----------<f---------->-------- ------------<f-------- -+---------t

· · - - r ,er fie. 2 (Mfdtifreorr:)

· ·Pie r flo. (Canal side)

13 Teeth (a) 4'0"and 13 Spaces (a) 4'd', 104'-o"--------- ---------- ----------- -- ------->;-.f0'':-3:07

SECT/ O N A-A

ARRANGEMENT O F D E N TATED STEPS

: · · Tooth _,- Space : : :

/ BA FFLE PIERS ARE PLACED OPPOSITE SPACES J

.- Pier No. 3 (Fish/odder side)

. -- --Pier Na. 2 (Midstream )

Res. W s. EI, 1220.6 . . . ,

·. ·. - . -:·¢ . . - . · . . . . . . ; - -_·. e,_ · · ·See . porn· detqils·

. :!)· _ 0� . �/g·���-3. : - : __ :p..:_-_ : . :

8

-<7 r---- 13'- 10 ¾'' ----� k-5!7f�s�,oh �-z!4f'

� 1 ,,�- --Y�-r-- - -�-£1. 1193.59 : ·. · �� ! ii{ :< - 1.!zf'- �"'! r- ,r->-

F I G U R E 1 3

: · - Mox . Toi/water El. 1206.5

r:;tirt iZ12 ,�� 1

r pt72;0 :,:;<l·< :c.· , . : 1 o> <� \·>Fl�orof :box

B

D ENTA TE D B UCKET DESIGN

..,_ ____________ ___ ------------------------------------------------ 1 10' o· -------------- --- ------------- ---- - --- - -- -- --- - --- - -- __ ,_, ' I

: ' :-do"�-- - --------------- ----------------- ---- 20 Teeth I@ J'o" and 21 Spaces I@ 2'0� 102'-o" ---------------------------------->r-'4'�

0

0

S E C TI O N B -B

A RRANGEMENT OF TEE T H ( S YMMETRICAL ABOUT CENTER L I N E O F PIER No. 2 )

S C A L E I N FEET- PROTOT Y PE 4 12 16 20

2 3 4 5 SCA L E IN INCHES - MODEL

2 4

6

2 4

U N I T E D S T A T E S D E P A R T M E N T OF T H E I N TE R I O R

B U R EA U O F R E C L A M A T I O N

Y A K I M A P R O J E C T - W A S H I N G T O N R O Z A O I V / i / O N

R OZ A D I V E R S O N D A M H Y D R A U L I C M OD E L S T U OI ES - 1 : 4 8 SCALE

SCOUR PREVENTI ON STU D I E S IN M O D E L

DRAWN . . fi,(j.p, ,/R.. . . . . . SUBNITTEO . . . •. · . . . . . . ����-

TRACED • • E .. W. �- -�·N, . . . . RECOMMENDED�. �z:; CHECKEO . . . ':f._Cq�,.��: APPROVED -

� . .

.. . . . .

OENVER, COI.ORAOO MARCH 14, 1939 33 - D - 1 9 2 1

.r

A, DENI'ATED BUCKE!' ,

B. DISCHARGE l0, 000 SECOND-FEET POND ELEVATION 1220 , 6 TAILWATER ELEVATION 1197 , 3

C . DISCHARGE 50, 000 SECOND-FEEIT POND ELEVATION 1220 , 6 TAILWATER ELEVATION 1206 , 5

DENI'ATED BUCQI' DESIO: .

FIGURE 14

2 5

l<

A. DENTATED APRON

B. DISCHARGE 10, 000 SECOND-FEEr POND ELEVATION 1220 . 6 TAILWATER ELEVATION 1197 . 3

C . DISCHARGE 10, 000 SECOND-FEET LEFT GATE RJND ELEVATI CN 1220 . 6 TAILWATER ELEVATI ON 1197 . 3

RECOMMENDED DESIGN,

FIGURE 15

2 6

A . DISCHARGE 25 , 000 SECOND-FEET POND ELEVATICN 1220 - 6 TAILWATER ELEV.A'rI ON 120 1 . 0

B . DISCHARGE 25 , 000 SECOND-FEET LEFT GATE POND ELEVATI ON 1220 . 6 TAILWATER ELEVATION 1201 . 0

C . DISCP..ARGE 50 , 000 SECOND-FEET PJND ELEVAT I .JN 12 20 . 6 TAILWATER ELEVATION 1206 . 5

RECOMMENDED DESIGN.

FIGURE 16

2 7

'PECIF ICATIONS No. 793

SANO ANO GRAVEL STOCK PIL£ AR£A ABOVE: E:L. /210

,1.10 ;..-------

Note : • Indicates drill hole. For drill hole logs see

Owg. 33·0· 1216

SECTION K-K

, I . ,

_ ... -Dry ro ck paving

SECTI ON L - L

SECTION M -M

SEC TION J-J

GATE /Vo. I -

Approximate excavation line--

Trash ro ck- -, Ef. 1225.75·.

Oriqina l qround surface- -'J.. ____ _ ------- - ------- \ Surface moferial ,' ·.

removed fo_m�i1J

l-,';,,?�o-r.c- irs==il!tl�'

P L A N 10 0

SCALE OF FEET

100

Res. WS.£1. 1220.6· om-''-n,"'8-.r.--ll!,i� .-·· El 1220. 87

./_.EJ. /207. 87

-··s = o. 00041

S E C T I O N £-E

SEC TION F-F LONGITUDINAL SECTION

F I S H LA D D E R

10 IO

SCAL[ or FEET

Axis of dam -- - _ _ .,..:

r

F igura 1 7

[I IZ'Z5 F,JI- - -- -- - -. . .. . ... ;-:_,:__ c ?',;-,

Compacted fill. · Max Tai/wafer £1. 1206.5"•

• C I

'\,;_'

�-,

�:::__�-:2ao _______ ,

l?ock surfac,

S E C T I O N D - D

,, ·· ----£!. Vanatle

S E C TI O N H - H

E.'. !225V,."·. .'?fll;. �! S E/. 122�.c·-·,

::-,io ·:�:il ,.-�und 5. '"r\�) - -- _ 3" Jr�· YJ. p, oes .. ,-··>­@ 5' crs. - - · ·

3 Mox. Ta,tw;!u !:I 1206.5 ..

·, ···::. V:ria :, ,e

S E C TI O N B- B .. -6-Grave! sudoce E . . /2?5.?S·,. ·; .. El. ms J

Res. 11'15. [/. 122H"· · =:�-,�·1 ?

Exc?v? fion l,ne -- . . v . -) \\ • • I · ·. R·xk- surft:rc

Et. 'l::ri::tle f/0'Roller qafe -- -- - . _ .-r�� El. 1222.00·-.. .. - ·

El. 1225 00 SEC T I O N C -C

Res. WS. £1. /220.6-- J

S E C T I O N A -A

.· ·Mox. Toi/waler El. 120650

, ·Excova/ion line

10 50

SCALE OF F£.ET

D E PA R T M E N T OF THE. / / J - E A I Q;._ B U A. E. A U '.JF R E. C L A W. r-. - 08

YA K I M A P P. O J E C T · W A S H I N G T O N R O Z A D I V I S I O N

R O Z A D I VER S / O N D A M

� . G E NE R A L P L A N A N D S E C T I O N S

� DRAWN C. �-, J. "�

2 8

\.

CHAPTER V - CALIBRATI ON TESTS

CALIBRATION OF DIVERS ION DAM AND ROLLER GATES

15. Exoerimental and Theoretical Curves .--The calibration s tudy was di;ided into three parts : (1) Free dis charge at the div er s ion dam ; ( 2 ) dis cJ:,.a rge under the roller gates; and ( 3 ) dis charge over the left roller gat e. Figur e 18 shows rating curves for free dis charge at the dam,' including curves of dis­charge versus head and coefficient of dis charge v ersus head, for both cres ts operat ing s imultaneous ly and s eparately. The velo

lci­

t y of approach has not been icnluded in the relation Q = CLH3 2•

Figure 19 shows curves for dis charge and coefficient of dis­charge versus gate opening for flow under each roller gat e--a s eparat e calibration for ro.ch gate ; oth e r basic data are also s ho-wn. Dur ing this calibration, the res ervoir ( model) was main­tained at elevat ion 1220. 6.

F igur e 20 �hows exp erimental and theoretical rating curves for flow aver the left rolle r gat e. The exper im ental coeffi­cients of dis charge were obtained f rom the relation :

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (1 )

where Q = dis charge per foot . C = coefficient of dis charge. d = head on gat e (figure 20) .

The theoretical coefficients of dis charge wer e obtained from the relat ions :

and

where

r1 + d - h ' log ( ---) = e r1

2h 1

31 ... r • • • • • • • • • • • • • • • r1 + d - •

r1 = radius of roller gate ( 7 1 -0 11 ) (figure 20 ) .

( 2 )

h 1 = total available head at point on water s urface above gat e through the vert ical (figur e :w ) .

d = head on gate (f igur e 20) .

C = coefficient of dis cha rge.

2 9

..

By assuming values of d in equat ion (2 ) ., r 1

being cons tant.,

a trial and erro r solution of h ' . Us ing thes e valu es effi c i ents of di s charge C derivati on of equations ( 2 ) memorandum No . 562 , "Des ign

wil l d etermine corresponding values of d and h ' ., the theo reti cal co­

a re obtaine d from equation ( 3 ) , The and ( 3 ) may be found in t echnical of Rolle r Gates , 11 by C . P . Vetter . -

A comparison of the exp erimental and theoreti cal dis charge coeffi ci ents shows the latte r to be about eight percent g reater . Suffic i ent experimental data were tak en to permit i ts s ubsti tu-t ion into e quation ( 3 ) ., the relation for theoreti cal co effi­ci ents of dis charg e . Vvhen this is done , the coeffic i ents ob­tained are nearly equal to th e theoreti ca l coeffici ents obtained by as suming various values of d and h in equations ( 2 ) and ( 3 ) . Compare co effici ent versus head (d ) c urves on figu re 20 of " Theoreti cal" and " Exp er imental Bas ed on Theo retical. " S imilar­ly, if the experimental coeff i cients o bta ined f rom equation ( 3 ) are us ed to detennine the d is cha rg e f rom equ ati on ( 1 ) , the r e­sulting head versus dis charge curve, "Exp erimental Bas ed o n Theoreti cal C " (figure 2 0 ) , agrees nearly with the "Theo reti cal" discha rg e curve obtained from equation ( 1 ) , but us ing values of C computed from equations ( 2 ) and ( 3 ) . The experimental dis­charge versus head curve is also about eight p e rcent less than the theoretical curve ( figure 20 ) , s ince the experimental co­effi cients are about eight p ercent l es s than the theor eti cal .

A c los er agreement between pur ely exp erimental coefficients of dis charge and thos e obtained from theoreti cal c ons iderations is not exp ected., since the exp eriment�l coeffici ents a re bas ed on the usual weir rolation Q = CLH312 • The theoreti cal values of the dis charg e coeffic ient , on tho othe r hand, are bas ed on princip les and asswnptions of hydrodynami cs as express ed in equations ( 2 ) and ( 3 ) . It is inter esting to note , however, that when o xp orimontal data aro substituted in equation ( 3 ) in­stoad of oquation ( 1 ) , the thooroti cal and oxporimontal coeffi­ci ents more nearly o.groo , This evid ently confi rms tho thoo­rotico.l o.s sumptions . Clos or ag .,:eomont is p c\rti culo..rly diffi­cult to obtain hero, bocauso of tho s:mn.11 s ea.le mod el and tho smo.11 mod ol discharges . The eight-percent variations may be ac counted fo r in the erro rs of dis charge and othe r exp erimental measurements . This is evident, s ince the exp erimental data s ub­stituted in equati on ( 3 ) e.re independent of any dis charge meas ur e­ments ; but the exp erimental values of C obta ined from equation ( 3 ) agree closely with the theo reti cal values as has been shmvn.

, 30

w Q_ >-.... 0 a: Q_ ' .... w w "-

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.. -

D I S C H ARGE COE FF IC IENT "C" IN T H E RELAT ION Q ° CLH'12

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55

L • 110.00 FEET � EACH CREST .. ... o "' "' "' o. "-� !2 "- "' 0 ..J :r " ,._ :, o_ O :,(

"' SEE FIGURf 3 FOR CREST DETAILS

U N I T E D S T A T E S D E P AR T M E N T OF THE I N T E R I O R

60

0 L.......i-.....L--'-'---'--'---'---''---'--'--'---''--�.....,_.....L--'-��.....L.......J.-��.....L......J.-'--�-'--'--'--�-'--'--'--�-'--'--'--��- BUREAU OF REC L A M A T I O N 0 5 1 0 15 2 0 2 5 3 0 35 40

D I S C HARGE IN THOUSANDS OF SECOND- FEET Y A K I M A P R O J E C T - W A S H I N G T O N

R O Z A D I V I S I O N R OZA D I V ER S I O N D A M

H YD RAULIC M O D E L S T U D I ES - I: 4B SCALE CA L IBRATION CURVES FOR FREE DISCHARGE "Tl

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CHECK!O . . . "! -.G_ q., ��-. . . . . APPR0VE0. /.P."f/.•/7. ·/.� . (D

DENVER, COLORADO MAR. ,., ,.,, 33-D-l 9 22

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COEFFI C I ENT OF D ISCHARGE "C" IN Q , CA;/2gii HEAD "H" IN FEET

A R E A OF DISCHARGE "A" SQUARE FEET

ELEVATION OF CENTER L INE OF GAT E

1 5 0.5 0.6 0.7 0.8 10 I I 12 1 3 14 15 16 0 200 400 600 800 1 000 1200 1214 12 15 1 2 16 12 17 1 2 18 1 2 1 9 1 2 20

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U N I T f O S T A T E S D E P A RT M EN T O F THE I N TE R I O R

BUREAU O F R E C L A M A T I O N Y A K I M A P R O J E C T - W A S H I N G T O N

R O Z A D I V I S I O N

R OZ A D I V E R S I O N D A M

€ GATE

H YD RA U LIC M ODEL S T U DI ES - 1 : 48 SCALE CALIBRATION CURVES FOR FLOW UNDER ROLLER GATES � 1--------------,-�-..-----------1 Gl

0 0 10 1 5 20

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40

D I S C H A R G E IN S E C O N D - F E E T P E R F O O T 50

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U N I T E D S T A T E S D EP A R T M E N T OF T H E I N T E R I O R

B U R E A U OF R E C L A M A T I O N Y A K I M A P R O J E C T - W A S H I N G T O N

R O Z A D I V I S I O N

R O Z A D I VE R S I O N D A M HYDRAULIC M O D E L STUD/ES - 1:48 S CALE

CALIBRATION CURVES FOR FLOW OVER LEFT ROLLER GATE ::'.' 1------------;--,.-,.,---,,--------i c;,

DRAWN . . H_. G,.()., ..(R_. . . . . SUBMITTED. �

TRACED. _F: f;.- -;- f :f!-. "' I CHECKED . t'-_G_�- ,.�R- . . . . . APPROVED. . ./.��- � /.�. . . . ·I 6 DENVER , COLORADO- MAR. t� , 1939 33-0- 1924

CHAPTER VI - CONCLUSIONS

SUMMA.RY OF RESULTS

16. Headworks.--From the model studies it was possible to obtain a satisfactory alinement which produced a uniform flow distribution through the headworks ( figures 5D, 5F, and 6B ) . No definite rule can be stat ed r egarding the al inement of a headworks at a diversion dam . In this p articular study, how­ever, uniform flow distr ibution through the headworks was b est obtained when tho l ine of op enings was not parallel to t he di­rection of flow in the river. This assumes somo velocity across · the fu.ce of the hoC1.dworks duo to flow p assing over the divers ion dam. If there is no velocity a cross tho face of tho hoadworks, then tho hoadworks alinomont is not very importo.nt Qs £'Qr as uniform f lovr distribut ion is concerned.

17. Fish Lac�der .--A s atisfactory fish l adder design was evolved in the model (figure 7 B ; 8B and 8C; and figur es 9 to 12, inclusive).. This study also revealed the n ecessity of plac­ing an addit ional fish ladder at the right abutment of the diver­sion dam ( figure 12 ) . It is important to provide fish ladders at obstructions in a rive r which salmon follow from the ocean to their spawning grounds. Fish ladder designs should include all t he featur es l isted on page 14 . vn,ero hoadworks structures are present, or other outlets arc provided in tho river, fish screens should be p la ced to prevent salmon from entering those structures, as they migrate to the ocean.

18. Stilling Pool.--A dentated apron was develop ed adopt­ing a hydraulic jump to eliminat e excessive scouring at all dis­charg es ( figur es 13 A, 15 , and 16) . Good design practice includes stil l ing pools for prevent ion of scour at the toe of an overfall dam. Even if the b edrock of the foundation is durab le and can probably resist scouring , it is advisab le to tak e necessary pre­caut ions and provide some means, of prot ecting a channel from scour at tho too of an ovcrfail c;J.a.m or sp illwD.y. Figure 17 shows general p lan and s ectiqns .... o f complete recorrnnended design .

19. Calibration. ---Negle ct ing th e velocity of approach, the exp erimental coeff icient of dis charge for free dis charge ov er the diversion da..111 varies on the average from 3 . 20 for a head of 2. 25 feet , to 3 . 80 for a he1;1.d of 17.0 f eet (figure 18) . The co­eff ic ients are sl ightly di�ferent for separat e and simultaneous crest op eration.

34

..,

... -. ' I,

The coefficients of discharge for flow under the roller gates varies on the average from 0. 68 for a gate opening of 1 .5 feet, to o . 72 for a gate opening of 10.5 feet . In computing these coeffi cients from the orifice relation, � = CA \/2gH, H was measured from the reservoir water surface (mai ntained constant at elevation 12 20.6) to the geometrical center of the gate opening ( figure 19 ) .

In determining coefficients of discha rge for flovr over roller gates, it is evident from thi s study that t he theoretical relations, equat ions ( 2 ) and ( 3) , page 29 , are justified. The experimental data indicate that the coefficient of di s charge varies f rom 3.12 for a head on tj,e gate of 2. 00 feet, to 3.43 for a head of 4. 85 feet. The theoretical coeffici ents a re about e ight percent greater (figure 20) •

. . '·;

35