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HYDRAULICS BRANCH OFFICIAL FILE COPY

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UNITED STATES DEPARTivIBNT OF THE INTERIOR

BUREAU OF RECLAMATION

HYDRAULIC LABORATORY REPORT NO. 184

HYDRAULIC MODEL S7UDIES FOR THE DESIGN OF THE PILOT KHOB liASTEViAY

BOULDER CANYON PROJECT ALL-JJIERICAN CANAL SYSTEM

By

J. ir. Ball

- - �

; s,._-··Donvcr, Colorado October 12, 1945

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PREFACE

The program of h7draulic model studies to develop a satisfactory design tor the Pilot Knob W&st.ew111 on the All-American Canal in Cali­fornia, five miles weet of Yuma, Arizona, wa.e performed in the hydra.ulic laboratoey of the Colorado A. and M. College at Fort Collins, Colorado between September 1936 and Kq 1937. 'lhe investigations concerned the flow conditions at the entrance, 1n the gate section, the chute, the stilling pool and the downstream channel of the wa.steway structure. The

studies were conducted on a l to 36 model of the complete wastew'1, in­cluding a short section of the All-American Canal, and a l to 12 model of a single by-pass sluiceway of the gate section of the wa.stewa.;r.

The model tests were conducted by D. M. Lancaster, H. W. Brewer and

M. R. Spindler. Mr. J. M. Buswell was in immediate charge of the con­

struction and testing of the models and assisted in preparing the data

for this report. The work was supervised by J. w. Ball under the general

direction of J. E. Warnock. Urgent work in the laboratories prevented

an ear lier completion of the report.

UNITED STATES DEPARTMffiT OF THE INTERIOR

BUREAU OF �LAMA TION

Branch of Design and Construction Engineering and Geological Control and Research Division

Laboratory Report No. 184 Hydraulic Laboratory

Denver, Colorado October 12 ., 191+5

Compiled by: Reviewed by:

J. w. Ball J. E. Warnock

Subject: ff7draulic model stwiies for the design of the Pilot Knob

Waeteway - All-American Canal System - Boulder Canyon Project.

INTRCDUCTION

1. Location and Oescription.-The Pilot Knob wasteway is located on

the All-American Canal in California, approximately five miles west of

Yuma., Arizona (figure l). It conaiata of an intake section ., gate sec­

tion, chute, and stilling pool. The structure (figures 2 and 3) will

waste water into the Colorado River continually to supply the Alamo Canal

until the Pilot Knob Power Plant is constructed and will be used after­

wards to regulate the water surface in the All-American Canal and waste

surplus water when units in the power plant are not operating.

A concrete-lined channel normal to the center line of the All-Americon

Canal, forms the intake of the waeteway. This channel, joined to the

side of the canal by transitions, leads to a gate section consisting of

four large and two small radial gates, which assist 1n controlling the

water level in the main canal by regulating the flow through the wasteway.

It is estimated that the discharge through the gates will vary from 2,000

and 13,155 second-feet, until the power plant is in operation. The flow

will pass from the All-American Canal through the entrance channel and

the gate structure into a concrete-lined chute under the Southern Pacific

Railroad to the stilling pool, thence into the Ala.mo Canal or the Colorado

River, by way of the Rockwood heading. With water flowing through the

wasteway, the Rockwood heading will control the minimum depth of tailwater

to 16.5 feet for all discharges. With the Colorado River in flood stage,

it is possible for the tailwater to reach a depth of 29.5 feet. With no

water in the Colorado River, the Alamo Canal, or the wasteway, the esti­

mated minimum depth is 9.5 feet. Normally the total drop from the water

in the canal to that in the �tilling pool will be 57 feet.

Models of the wasteway on a scale of 1 to 36 and of one by-pass

sluiceway to a scale of 1 to 12 were constructed in the Fort Collins lab­

oratory for the pw-pose of checking the adequacy of the hydraulic features

of the wasteway structure.

2. Scope of Tests.--Smooth entrance conditions are essential to the

satisfactory operation of a chute or spillway, thus detailed investigations

were made concerning the right-angle entrance from the main canal to the

wasteway channel.

It is important that the Pilot Knob wasteway have sufficient capac­

ity to discharge the entire flow from the main canal in an emer8ency. As

the capacity of a structure depends on the efficiency of the control sec­

tion, and the efficiency is lowered by any unnecessary hea.d loss, the

investigations concerning this part of the structure involved the stream­

lining of parts of the gate section.

Features of any structure operating as continuously as it is expected

the by-pass sluiceways of the Pilot Knob Wasteway will be operated, should

give flow conditions with as little disturbance as possible. Extensive

tests were conducted on the l to 36 wasteway model and a 1 to 12 model of

a single by-pass to study flow conditions in the channel below the gate

section and within the sluice conduit. The by-pass capacity was obtained

during the investigation.

The material, underlying and adjacent to the full-sized structure

being ot an easily erodible nature, made it of vital importance to dissi­

pate, as completely as possible, the energy in the high-velocity water

entering the pool. Instability ot excavation slopes due to shallow water

table and seepage, governed the pool depth. The shallow pool thus deter­

mined was necessarily of greater width than the channel immediately below

2

the gate section of the wasteway. Thie greater width introduced the problem of spreading the flow uniformly over the entire width of the

pool entrance so as to obtain the proper relation between the upetream

and downstream depths tor formiJ!lg the hydra•lic jwap. A!ter detailed

st\ldy, the spreading was accomplished by introducing a superelevation or

spreader at the junction of the slopes in the channel connecting the gate

section with the stilling pool. The problem en the stilling pool involved the design of tea.turee

directly responsible for dissipating the energy contained in the influent

water and tor protecting the stilling pool etr�cture. Length of pool,

size of sill, aize and effectiveness of the toothed apron at the pool

entrance, shape ot exit transitions, and extent of downstream riprap were

important factors considered.

J. Summary of R•umlts.--Entrance transition designs eliminating

excessive turbulence, were evolved from the model tests.

By altering and streamlining t.he control section slightly, it••

possible to increase the eapacitT s�fficient.ly to handle the flow of the·

main canal. Improvement in the action of the by-pass sluicewa.ys was obtained by

making the exit angle into the wasteway chute leas abrupt and by placing

a beam in the roof of each conduit. A eatiefaetor, means was found tor spreading the wasteway flow from

the channel width to that. of tbe s\illing pool. This was accomplished by

euperelevating the vertical curve s;ymmetricall.T about the wasteway center­

line between stations 5+50.3 and 6�10.J.

A pool 60 feet long, with a ioothed apron 2¼ feet high at the en­

trance and a 5-foot dentated sill at the downstream ead, wa.s found best

suited to the operating eonditiona ot the wasteway. A shorter pool gave

rough surface conditions and a· longer one was never utilized. completei,.

It was found that the paving in the tailrace below the apron was not

easential to the satisfactory n,draulie action o! the stilling pool.

3

The model with all the improved features incorporated is shown on

figure 4 and plate 1. THE INVESTIGATION

4. Description of Models. --A metal-lined timber bead tank, repre­

senting the short length of the All-American Canal adjoining the wasteway,

was attached to a 2-foot riser of the underground distribution system of

the laboratory (figure 4). The 1:36 model wasteway intake, containing

the left entrance transition formed of concrete, was a metal-lined flume

attached to the tank representing the portion of the main canal. The flume led to the control section, which was constructed of redwood. The piers were made of the same material and the radial gates were fabricated

of heavy galvanized iron. A wooden chute lined with lightweight sheet

iron was used for conveying the discharge to the stilling pool. The

stilling pool, constructed of wood, was placed in a metal-lined tank

which contained sand to represent the tailrace. An adjustable weir at

the end of the sand box, hinged at the bottom, was Qsed to regulate the

tailwater elevation, which was measured by a float gage attached by a

pipe to a piezometric opening in the tailrace.

The model discharge or l. 69 second-fe�t, which represented the design

capacity of the prototype, or 13,155 second-feet, was measured b� a 90-

degree V-notch weir, from which it was conveyed through the underground

distribution system to the short section of the main canal by way of the

two-foot riser. The water then nowed into the intake, normal to the

center line of the canal, through the gate section, chute, and stilling

pool to a channel which returned it to the laboratory circw.ating system.

The elevation of the water surface in the main canal was measured by a

point gage fastened to the side of the intake tank.

A metal-lined wooden box attached to the laboratory supply system

represented the entrance channel of the wasteway in the 1:12 model of the by-pass sluiceway (figure 7). Piers of redwood were extended into

the box to supply the proper entrance conditions to the model. '!be well

4

structure containing the gate and the downstream conduit of the sluiceway

were constructed of redwood. The radial gate was of sheet metal and the

conduit downstream from the gate was provided with a covering of trans­

parent plastic sheet to permit viewing the flow within.

5. Preliminary Tests.--The initial test, in which the model was

operated throughout the discharge range, indicated that it would be desir­

able to make changes in the design of several features of the wasteway.

These included the transition of the left intake wall, the gate section,

the b7-paas sluicewqe, the chute, and the etilling pool.

6. Study of the Left Entrance Transition.--Flow conditions in the

entrance channel were very good when the gates were operating to maintain

a constant level in the canal and small quantities were being discharged.

However, rough now existed at the original left entrance transition

(design 1, figure 5), when the gates were completely raised and various - -

discharges passed through the wasteway. In view of this action, a satis­

factory design for the maximum discharge was considered the criterion and

subsequent tests were made accordingly. The disturbance at the transition

was caused by the contraction and loss of head resulting from the abrupt

change in direction of the flow from the canal to the wasteway (plate 2B).

This sharp angle caused the flow to be deflected toward the right wall of

the intake, producing a high water surface at the right end of the gate

section.

The design of this transition was altered to improve these conditions.

The second design (design 2, figure 5) consisting of a warped surface

between a straight line at the top and an arc at the base, gave improved

flow (plate 2D) but the disturbance at me.ximwn discharge indicated that

the transition was still too abrupt. A new design, introducing a more

gradual transition consisting of a curved surface between two horizontal

circular arcs of equal radii, or a segment of an inclined elliptical

cylinder, wa& tried (design 3, figure 5). Practically all surface dis­

turbances were eliminated with this design. It performed similarly for

5

all discharges and was the most desirable of the shapes so far as hydrau­

lic conditions were concerned (plate 2F). However, it was objectionable

because of complex construction. A third design, a combination of this

and the previous shape, and of simpler construction, was installed (design

4, figure 5). The turbulence increased but since operation at the maxi­

mum discharge was expected to be infrequent, this action was not considered

critical and the shape was approved for the final design.

7. Study of the Gate, or Control Section.--The submerged condition

which existed for the design discharge on the original control section

(plate 3B), was,next investigated. Observations indicated that the sub­

mergence was due to excessive head loss resulting from the contractions

at the ends of the gate structure. The condition was present whether the

sluices were open or closed.

Several transitions with openings for the by-pass discharge were

placed in the corners immediately upstream from the gates but none worked

satisfactorily unless they were extended an appreciable distance upstream.

The gate section was free of submergence when temporary extensions to the

piers between the main channel and by-pass gates were held in place, thus

lengthening the piers seemed the most feasible solution. The two outside

piers next to the sluiceways were extended to correspond in length to the

center pier, which was to be used as a support for the highway bridge,

and all semicircular noses except those on the sloping portion at the up­

stream end of the short piers were replaced by sharp ones for the purpose

of minimizing the pier contractions (recommended design, design 2, figure

6). With this design, the submergence we.s entirely eliminated, and the

water flowed smoothly through the gate openings (plate 3D). This design

was later revised to shorten the spans and permit more economical bridge

construction. In thie case the center pier was shortened, the two adja­

cent piers were extended 21 feet to support the bridge, and the outside

piers were extended a minimum distance to give free !low conditions under

the wa.steway gates (final design, design 3, figure 6). Although waves

6

reached the top of the gate openings occe.sionall.y, the design was consid­ered acceptable and was adopted !or the protot7Pe.

8. Study of the !31-pass Sluicewa.zs.-When the two by-pass sluices located on each side o! the gate section of the wasteway were operated alone, their jete came together abruptly at the center of the channel below the gate section. A concentration of now, with considerable splash resulted (plate 4A). This condition, which was attributed to the

impact of the jets upon one another as they flowed tr0111 the 45-degree out­lets, was undesirable and the outlet angle was changed to 30 degrees. Considerable improvement was noted (plate 4B) and this design was accepted,

subject to tests on a 1 to 12 model of a single sluice, when it was be­

lieved illlpractical to further decrease the outlet angle. The excessive

spray from these outlets at partial gate openings and the pulsating !low,

which seemed to occur in the sluice immediately downstream when the gate

was raised completely, made it desirable to stud7 the now conditions in

more detail. A model of the right sluice on a scale of l to 12 was con­

structed for this purpose, (figure 7). The construction of a sloping

downstream wall in the gate well 1n the larger model eliminated the pul­

sating action. The spray at partial gate openings was more noticeable

than at full gate (plate 4) and the cause was obvious when the conditions

were viewed through the transparent top of the model. The high-velocit7

water impinged on the JO-degree outside wall of the tunnel and was turned

upward to the roof, thence back upstream toward the wasteway channel where it covered the top of the opening as it left the tunnel exit. This thin jet produced spray and closed the conduit exit completely !or all except

very small flows. These objectionable characteristics were reduced to a

minimum by placing a protruding beam in the root of the conduit (figure

7 and plate 4). Moreover, the beam served to aerate the tunnel at all

flows. The sluice was calibrated !or various water surface elevations in

the canal with the gate raised completely and a head-discharge curve pre­

pared (figure 7). After the final design had been determined, the sluices

were installed on the l to 36 model where testing was resumed on th•

7

hydraillc features downstream from the control section.

9. Study of the Chute and the Stilling Pool.-The chute leading from the control section to the stilling pool consisted of two sectione of eloping channel connected by a vertical curve. The upper part on a

slope of 0.006 had a constant width, while the lower part on a J to l

slope had its walls nared symmetrically, increasing the width from 62 to

140 feet {design 1, figure 8). The conditions in the upstream portion of

the chute were satisfactory for all gate combinations and it was not nec­essary to alter this pa.rt of the wasteway. The flow through the vertical curv& and down the 3 to 1 slope tailed to spread sufficiently to follow

the diverging walle, thus the water was conoentrated 1n the center of the

chute as it entered the stilling pool. The concentration interfered with

the formation of the hydraulic jwnp and gave objectionable turbulence in

the stilling pool. The action indicated that better results would be

obtained with a narrow and deeper pool but this design was prohibited

geologically, thus a means was sought for spreading the jet uniformly

across the width of the pool.

Consideration was given to flaring the channel immediately below the

gate section, but due to the increase in construction coat this plan was

abandoned in favor of a auperelevation of the vertical curve. Several

shapes of this t;ype of diffuser, with the superelevation symmetrical about

the center-line of the waste1¥8Y, were investigated (designs 2 to 10, fig­

ure 8). Because the size, shape, and position of the superelevation were

important factors influencing its efficiency, these characteristics were

varied until the most efficient design for the range of discharge was obtained. The diffusers became more effective when placed on the more gradual slope where the velocity of the water was less. This was attrib­

uted to the greater spreading action produced by gravity on the more gradual slope. The superelevation was, therefore, placed as far upstream

as feasible without reducing the wasteway discharge, preventing draining of the channel, or producing undesirable waves in the channel at low dis­

charges. The spreading was not complete for all discharges in any case,

8

but was more uniform over a wider range on the final than on aey of the other designs ldesign 7, figure 8). The design selected proved very effective in spreading the uneven now when the gates were.operated wi�

symmetrically (plate 7). With satisfactory entrance conditions for the

pool assured, tests concerning the adequacy of the pool were conducted. 10. Study of the Stilling Pool Design.--The pavement downstream from

the sill of the original design of the stilling pool was omitted in the model because it was desired to study the effectiveness of various designs

in minimizing the erosion of a pool bottom of silt and fine sand. Jfore­over, it did not seem essential so far as the operation of the pool was

concerned to pave such a large area downstream from the apron.

Since under certain conditions of operation it was possible for all

the gates in the control section to be opened suddenly, allowing 13,155

second-feet of water to flow into the stilling pool with the tailwater at

its minimum elevation, it was imperative that the structure be designed

for this contingency. With these conditions the hydraulic jump was com­pletel.Jr swept from t.he original apron (design 1, figure 8). Streaming now carried beyond the square sill where a standing wave .formed and rather

severe erosion occurrede It was noted that a substantial increase in

tailwater depth was necessary to retw-n the b,1draulic jwap t.o the apron

wbe-n this condition was present, and that a slight increase in tailwater

depth would move the jump upstream only if the jwnp were formed partially, with the streaming .flow passing under the surface layer of tailwater. In

view of this observation, it was essential for the hydraulic jump to form

with its upstream edge in front of the sill, such that streaming flow

ceased to carry be7ond it into the tailrace at the minimum tailwater ele­

vation. With this condition, the jump would move back rapidly on the

apron as the tailwater increased t.o its normal elevation. It was esti­

mated that normal tailwater on the prototype would be established in about

15 minutes, so the fa.ct that the jump formed near tbe end of the pool for

the minim.um elevation was not critical.

9

The original deeign apron (design 1, figure 8) was too short when

the streams leaving the tops ot the high steps o! the toothed apron at

the upstream end of the pool floor arched over the downstream sill and

struck the sand portion of the tailrace. Smaller steps and a longer

apron were installed to eliminate this condition (design 2, figure 8).

'!'he square sill was replaced b7 a 21-toot Rehbock sill. The jump did

not sweep off the apron at maximum discharge with a tailwater elevation of 104,0, but the pool seemed to have more than sufficient length and

the sill too 8118ll. Accordingly, the height ot the sill was increased

to 5 feet and the pool shortened to its original length (designs 2 and 3,

figure 8). The jump still formed on the apron but a high roll appeared

over the sill, indicating that the apron needed more length. Before it

was lengthened,bowever, tests were made to determine the essentiality of

the upstream steps (toothed apron). They assisted materially in keeping

the hydraulic jump on the apron and were indispensable for operating at

the low tallwater elevations. The pool length was increased to 60 feet and the appearance was much improved. The steps were as essential as

with the ahorter apron and were recommended tor the prototype. Tests on

this arrangement indicated that the pavement downstream from the end ot

the pool could be replaced by a 50-foot band or riprap and that the

warped wing walls could be shortened considerably. Also, that the warped

walls were essential in preventing erosion near the downstream corners o!

the apron. When an acceptable design had been evolved (figure 9) perform­

ance tests were made and the model was demonstrated to the design section.

The arrangement proved satisfactory for all conditions under which it was

expected to o�erate, including gate combinations (plates 5, 6, and 7)o

Slight changes in the pool to take care of structural features, which

included pavement downstream from the sill and increased warp length,

were inatalled and checked by model tests. The results remained unchanged

and the plan was adopted.

10

CONCLUSIONS

11. Waetmy StNoture.--The·waateway design, as evolved. from the

hydraulic model stwiiee (r-igure 4) will, under all conditions ., adequately

and efficiently control flows up to and including the maximum design dis­

charge of 13,155 second-feet.

12. Entrance Trans1tions.-There will be smooth flow conditions at

the wasteway entrance transition for all discharges except those near the

maximum. It is anticipated that the wasteway will seldom operate at these

discharges, so the rough surface conditions, which did not appear objec­

tionable on the .model, should not prove critiea.l.

Smooth flow conditions· will always be present at the original design

transition on tbe upstream end of the right wall ot the approach section

when the operation is the same as that of the model.

13. Gate or Control Section.--A rearrangement and lengthening of the

end piers of the gate structure decreased the head loss due to contractions

at the ends of this section and eliminated submerged now through it.

Better results were obtained when longer piers were used, but further ex­

tena1on was not considered justified when these piers were not needed for

supporting the highway- bridge1 which crossed upstream from the gate section.

14. Bz-pass Slu.icewys.-The waves and splash resulting from the

impingement on each other of the sluiceway jets were materially reduced

by changing the angle of the outside exit wall from 45 to .30 degrees and

by placing a protruding beam in the roof of each cond'llit.

15. Chute to Stilling Pool.--The railroad bridge crossing the chute

belew tbe gate section should receive little or no splash for any method

of wasteway operation. The flow through the wastew&y would not spread to the width ot the

stilling pool without the superelevation of the floor of the chute at the·

vertical curve. Superelevating below .the curve was ineffective, while

above the curve it became too effective, dividina the flow into two streams

at low discharges, and forming a standing wave in the channel immediatel,y

upstream. 11

The recommended superelevated spread.er, which is symmetrical about

the center line at the vertical curve, will spread the wasteway flow ver7

uniformly from a width of 62 feet at the upper erid of the ehute te 140

feet at t.he stilling pool entrance tor practically all discharges, thereby

causing an efficient hydraulic jump to fona in the pool . All but very low

flows, which will be divided, forming two streams, one along each wall of

t.he wasteway, will be favorably affected by this superelevation. In arrr case, the conditions for the small discharges are not too objectionable,

especially when it is considered that a change to improve the now for

these discharges resulted in undesirable and possibly critical conditions

for the maximum discharge. The design evolved from the model studies

will give optimum flow conditions throughout the discharge rangeo

16. §tillllyg Pool.--The waateway stilling pool will be very effective

in dissipating the energy of the inflowing water when the t.ailwater becomea

nonaal or above. The JWllp should no\ sweep completely off t.he apron at the maximum

discharge when the t.a.ilwater is abnormally low, but should move downstream

oTer the sill. In event the wasteway should be set into operation sud­

denly at_ the maximum discharge, the tailwater will reach the normal ele­

vation within a few mimltes and the jump will move upstream into the pool,

thus this condition cannot be considered serious.

The warped walls at tbe end. of the stilling pool a.re eseent.ial in

preventing the formation of return eddies which would scour the banks

below the poC>l. The paved floor downstream .from the apron was not essen­

tial to the satistact.ory performance of the wasteway stilling pool.

The riprap at the end of the warped walls is essential in �ing

the wave action on the edges of the pool 1n this vicinity and preventing

scour of tbe channel near the downstream edge of the warp and pavement..

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O f P A A T M E N T OF T H E / N T E A J O A. 6 U � E AU O F i'\ E C L A M A T / O N

6 0 U L .'.l E R C A N Y O N P R O J E C T

A L L · A M f A I C A IJ C A N A L S YS T E M · C A L / F O A N I A

A L L • A M E A / C A N CANA L · S T A . 1 0 9 3 • 9 2

Pl L O T K N O B CHECK ANO WAS TE WAY

GENERAL PLAN A N D TO P O G R A P H Y

DRAWN H C C

2 9 1 7 1

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SPEC I F I C A T I ONS No. 7 7

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Sta. 1095 ,20.92 �

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� . . . . ..... . . . 59·. o·- . 59 '.0! £ L E. VAT/ON D · D

NOTE: Slope 6"C. l.pipt uniformly btfwttn elevations shown.

.... { Wasftwoy

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SECTI ON I< · I<

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S EC TI O N a - a

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Mr

E L E VA T I O N G - G

Provide /"layer of cement mortar rwer surrtx:. of reverse filf'ers.·\

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S E:C TI O H L • L

for details of reverse--··,. filter; see Dwq. Zll·D·lGS4

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PLAN AND SECTPONS

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E l . 1 4 5.68 - . .. S • .006

S E C T ION ON C E N T E R L I N E OF WAST E WAY

50

S C A L E O F F E E T - M O D E L 3 4

100 1 50 200

6

S C A L E O F F E E T - P R O T OT Y P E

8

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9 10

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A LL- AM E RICAN CANAL SY STEM · CA L I FO R N I A

PI LOT .K N O B WAST E WAY HYDRAULIC MODEL STU D I ES

M O D E L S C A L E 1 : 5 6 GENERAL MODEL LAYOUT - R ECOMME NDED DESIGN

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F I G U RE 7

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COMPLETELY RAISED

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1 900 2000 2 100 2200

P R OTOTY P E D I S C H ARGE IN S E CO N D - FE E T - BOTH SLU I C E S

P I LOT K NOB WASTE WAY

D I S C HARGE CURVE - BYPA S S SLU ICES

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BY- PASS S LU I C E - S C A L E I : 1 2 M OD E L LAY O UT A N D D I S C H A R G E C U R VE �

D R A W N . . , . �: � -.Ill . . . . . . . . . SU B M I TT E D • . . . . . . . . . . . . . . . , . . . . • . . . . C T R A C ED. _E; �; �-.-. '? -.1 : � · . . . . . RECOMM E N DE D . . . . . . . . . . . . . . . . . . . . . . . . . . . iO CHEC K E D . . . . . . . . . . . . . . . . . APPROVED.-. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . f'1

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FLOOR ELEVAT ION

DES IGN I

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l · • "' . \? •. 0. "' SEC. ON t

DE S IGN 6

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S E CT ION ON t SECT ION ON t

D E S I GN 3

S EC. ON l ..,Jl !'>

SEC. ON t :

D E S IGN 2 D E S I G N 4 DES IGN 5

VERT ICAL CURVE :· BEGINS ENOS ··.

P L A N

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SEC. ON t �- S EC. ON t -.,, � SEC. ON t SECT ION ON t

DES I GN 7 D E S I G N 8 DES I GN 9 DES I GN 10

D I F F U S E R FOR S P R E AD I N G FLOW AT V E RT ICAL C U R VE

10 0 50 · L111L11d , · 1 · r I I

SCALE IN F E E T - PROTOTYPE

· Ei. 125.0

•• -TOOTH SPACING s·-o· O.C.

100

,· El . 1 25.0

E l. 94_5 :�-�t-9l� . 1 . .

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El . 94_ 5_� �_1 917_0 E l . 99.S·

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.

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P L A N

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DESIGN I

l•

· Ei. 1 25.0 · El . 125.0

···•- RE HBOCK S ILL J· E l . 99 5�w El. 94.5 -�i C ,, .o . . •. _ . :,r,�-··;.J.· REHBOCK SILL

DESIGN 4

·· El. 125.0

El. 94.5�� , El. 99.5-,

. 'E?S:;:2:���; DESIGN 6

ST I L L I N G POOL

P l L O T

. ·. ! • . : .(>_ � -;1 . : -.. f\,'. . '<· · · - 44'-6"- - - .,_,;

DESIGN 5

·· E l . 125.0

J:, .- El. 97.0 t E l . 94.5 -�i--�

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�- - - � :. . � 60°· 0 · - - - ......

DESIGN 7

R I P RAP - - 3' O E E P

K N O B W A S T E W A Y CH U T E A N D STI LL I N G POO L MODEL STU D I ES

D ETAI LS O F POO L A N D D I FFUSER DES I G NS

'Tl (j) C ';o 1('1

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F I G U R E 9

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H A L F P L A N

CONCRETE WARP

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E!,. .§il <- - 50·- o ·� - - >

S E C T I O N R E C O M M E N D E D S T I L L I N G P O O L

1 0 0 5 0 1 00 l, 1 ii I I I I I I ! I I I S C A L E I N F E E T - P R O T O T Y P E

-----� ! -' :� Y E L 94 .5

-< - 6 '- 3 " - - - - - �

D E TA I LS OF S I L L DE TA I L S O F TOOTH E D A P RON

1 0 1 2 3 4 5 I, , , ) I I I I I

SCALE I N F E E T - P R O T O T Y P E

P I L O T K N O B WA S T E W A Y S T I L L I N G P O O L M O D E L S T U D I E S

D E TA I L S O F R E C O M M E N D E D P O O L

PLATE l

CHANNEL AND STILLING POOL .

ENTRANCE AND CONTROL SECTION.

RlOClOMMENDED WASTE-NAY DESIGN - NO FLOW.

PLATE 2

SET-UP. ORIGINAL DESIGN . DISCHARGE 13, 155 Sl!X: OND-FEE'.I: .

SET-UP .

ALTERNATE DESIGN NO . 1 . DISC:LARGE 13, 155 S:EX:OND-FliST .

SET-UP . ALTERNATE DE�I GN NO . 2 .

DISCHARGE 13, 155 SECOND-FEET

SET-UP. .FINAL DES_IGN. DISCHJJWE 13, 155 Sl!X: OND-FEET .

FLOW C ONDITIONS AT LEFT ENTRANCE - VARIOUS TRANSITION DESIGNS .

SET-UP. ORIGINAL PIER DESIGN .

DISCHARGE 13, 155 SECOND-FEET .

SET-UP . RECOMMENDED PIER DESIGN .

DISCHARGE 13, 155 Sl!X:OND-FEET

SET-UP . FINAL PIER DESIGN.

DISCF.ARGE 13 , 155 SECOND-FEET . � C>

FLOW C ONDIT IONS THROUGH C ONTROL SECTION - VARIOUS PIER DESIGNS .

450 SLUIC E EXIT 1,/ITHOUT DEFLECTOR

30u SLUICE EXI'.r

WITHOUT DEFLECTOR DISCHARGE i,080 SEXJOND-FEET

WITH DEFLECTOR

WITHOUT DEFLECTOR DISCHARGE 686 SECOND-FEET

\'/ITH DEFLECTOR

WITHOUT DEFLECTOR WITH DEFLECTOR

DISCHARGE 280 SECOND-FEET

FLOW THROUGH BY-PASS SLUICES WITH AND WITHOUT DEFLECT OR IN

ROOF OF SLUICE CONDUIT . 19-FOOT HEAD ON SLUICE.

DISCHARGE 2 , 500 SJ;X; OiiD-FEET DISCHARGE 5 , 000 SECOND-FJ�E1' .

NOR!.!AL TAI1'.'/ATER E1EHTIOU 111 , 0

DISCHARGE 10 , 000 SIDOND-FEET , DISCHAiWE 13 , 155 SECOND-FEET .

NORMAL TAILWATER ELEVATION 111 , 0

ST ILLING POOL AC T ION - VARIOUS DISCHAIWES WITH NORMAL TAILWATER .

REC OMMENDED POOL DESI GN .

:.IINL.IT.n,i TAILW,.'l'ER (J<:L . 104 . 0 ) . . iAXH!UL! TAILVl!\TER ( EL . 124 . 0 )

DISCHARGE 13, 155 SECOND-FEET .

BEFORE TEST .ACCUMULATIVE SCOUR FOR TEST .

.NO FLOW

ST ILLING POOL C ONDITIONS - VARIOUS TAILWATER ELEVAT IONS . R:EX: OMMENDED POOL DESI GN .

� II> 1-3 t?-:l

O>

PLATE 7

GA'i'E 4 ONLY OPEN GATE 3 ONLY OPEN

IJ1SCHA.11GE 3 , 250 SEC OND-FEET

GATES 1 AND 2 OPEN GATES 1 AUD 3 OPEii

DISCI·IARm� 6 , 500 S}::COJ 'D-FE}::'l'

Gi.'i'ES 2 . ,i-D 3 OI'EI: G, TES 1 A..l'fD 4 OPEN

DI SCH. RGE G , 500 SEC O�'D-J,"U;'l' .

GATES 1, 2 AND 3 OPEN GA'.PES 1, 2 !TD 4 OPEN

DISCHARGE 9 , 750 SECOND-FEET .

ST ILLING POOL AC TION FOR VARIOUS GATE C OMBINAT IONS

I.