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BUREAU OF RECLAMATION

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HYDRAUL.IC MODEL STUDIES OF THE STILLING­WELL FOR THE BLOW-OFF STRUCTURE,

SOAP LAKE (INVERTED) SlPHON· -COLUMBIA BASIN PROJECT

Hydraulic Laboratory Report No. Hyd.-277

RESEARCH AND GEOLOGY DIVISION.

BRANCH OF DESIGN AND CON STRUCTION

DENVER, COLORADO

APRIL 28, 1950

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Purpose Conclusions Recommendations Introduction

CONTENTS

Description of the Models 1:4 Scale Model 1: 5 Scale Model

The· Investigation Initial Operation Downspout Baffle Wall Floor Pedestals Circular Walls Corner Blocks on the Stilling-well Floor Corner Shelves Octagonal-shaped Well Corner Fillets, Final Design Figures 1 thru 7

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9 thru 15

UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

Branch of Design and Construction Research and Geology Division Denver, Colorado Date: April 28, 1950

Laboratory Report No. 277 Hydraulic Laboratory Compiled by: D. Colgate Reviewed by: J. W. Ball

W. C. Case

. Subject: Hydraulic model studies of the stilling-well for the blow-off structure, Soap Lake (Inverted) Siphon-Columbia Basin Project.

·PURPOSE

To develop a stilling-well which will dissipate the energy of the high-pressure flow fr0m the blow-off line draining the inverted siphon at Soap Lake.

CONCLUSIONS

1. The most satisfactory stilling--well developed from these niodel studies is one with fillet corners (Figure 4H). There is a difference of 6 inches between the crest and trough of the waves measured on the 1-1/2:1 slope of the trapezoidal channel 15 feet downstream from the well ivhen the blow-off is discharging 75 cfs.

2. An octagonal well with side wall projections (Figure 4G) is as satisfactory hydraulically as the well with fillet corners:, but the latter is preferred because of its simplicity.

3. For best operation of the vertical-type well the discharge pipe should be placed vertically in the center of the well and extend to within 1-1/2- to 2-1/2-pipe diameters o£€the well floor.

4,. The vertical-type stilling-well, being compact and simple, can be used economically for dissipating the energy of high-pressure flow from outlets where sp:3.ce is limited and tranquil flow is impor­tant ..

5. The usefulness of the vertical-type stilling-well would be greatly increased by the development of a suitable cavit�tion-free regulating valve. (The gate valve in the blow-off structure at Soap Lake should be operated partially opened for a minimum time only.)

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RECOMMENDATIONS

For the Soap Lake siphon blow-off, use a stilling-well 7-1/2 feet square, 11 feet deep, and with four corner fillets (Figure 4H) o

Place the lb-inch downspout vertically at the center of the well and terminate it 2-1/2 feet above the well nooro

INTRODUCTION

The West Canal is one of the prominent features of the Colum­bia Basin Project; it starts at the bifurcation works of the main canal just north of Adrian, Washington, and extends south and west for 80 miles into the Columbia Basin to furnish irrigation water for about 281,000 acres (Figure 1). Most of this acreage is now nonproductive land.. The course of the canal crosses Soap Lake a.bout 8 miles north of Ephrata, Washington.. It was planned originally to place an inverted siphon under the lake, but undesirable foundation conditions rendered this infeasible, and the siphon was routed around the lake ..

· The siphon is 12,8.33 feet long, 22 feet 4 inches in diameter, and at its lowest point, elevation 1074 .. 0, is 246 feet lower than the open canal. A blow-off is provided in an inverted siphon to drain it for inspection and maintenance, and in the usual case the waste water is released at the lowest point and allowed to flow into a watercourse nearby. At Soap Lake, however, the saline water is of commercial value and the dilution which would ensue if the siphon were drained into it was considered objectionable .. Therefore, the main blow-off was placed at elevation ll.07.5, .3.3 .. 5 feet higher than the low point of· the siphon, and a drainage channel constructed to Lake Lenore about 8,000 feet from Soap Lake., The water below elevation 1107 .,5 will be pumped to the main blow-off drainage channelo

The blow-off structure (Figure 2) consists of a 16-inch line directed downward into a. stilling-well at the head of the drainage chan­nel. This 16-inch line, located at Station 46.3f80 of the West Canal, is approximately 40 feet long with a gate valve near the downstream end. The stilling-well into which the line discharges was originally to be 6 feet square and 10 feet deep, while the channel downstream was trape­zoidal with 1-1/2:1 side slopes and a 6-foot bottom.

The stilling-well was considered the most economical structure for dissipa. ting the energy- of the high-pressure flow, but there was little information as to the proper size and shape required for s atis­factory operation; therefore studies were made with an hydraulic mcxlelo The results obtained can be used as a basis for further studies of a general nature to permit comp:i.rison of this type of well with other stilling structures.

The quantities and dimensions used in this report refer to the prototype unless otherwise indicated ..

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DESCRIPTION OF THE MODELS

1:4 Scale Model

A 1:4 scale model of the Soap Lake siphon blow-off structure was constructed to include a 4-inch line and gate valve, a stilling­well structure, and a portion of the trapezoidal drainage channel (Figure 3). The blow-off line approached the stilling-well horizontally and was turned downward into the well b y a 90° elbow.. This vertical section of pipe, with a 4-inch by 3-1/2-inch reducer on its open end, was so arranged that the distance from the reducer to the well bottom could be adjm ted as desirede Water was supplied by. a laboratory pump and the discharge measured 'With a venturi-orifice meter.

The model stilling-well., lined with sheet iron and containing an a djustable bottom, represented a well 6 feet square with a maximum depth of 21 feeto The trapezoidal channel at the hea.dworks around the well and downstream for a distance of 20 feet prototype was constructed of concret e. Beyond this point, pea. gravel was used to represent 60 feet o f riprapped and natural channelo A tail gate was placed at the liownstream end of the channel to regulate the water surfaceo

A point gage to measure the water surface in the channel, a scale to measure wave variations on the 1-1/2:1 slope, and the venturi­orifice meter mentioned above, were the only instruments used in the operation of' the model. The tests for each change in design, size, or shape of' the stilling-well consisted of regulating the discharge to the model, adjusting the water surface elevation in the channel, and observ­ing the now conditions above th,e well and in the channel.

1:5 Scale Model

Two conditions observed in the first model led to changing the model sea.le to 1:5.. First, the capacity of th e laboratory pump was too sma.11 to give the required discharge f'or a 1:4 sea.le and secondly, a larger well was thought to be a logical step t award securing tranquil flow. A change to the smaller scale overcallle th(;'se two obstacles with the fewest changes to the modal. A 1:5 scale permitted the pump to de­liver 20 percent greater than the normal discharge; the actual size of the well in the model was not changed, making in eff ect a prototype well 7-1/2 feet square" The width of' the chamel bottom in the model was de­creased to retain the 6-foot 'Width of the prototype, but the model lengths of the concrete section and the gravel section were left unchanged.

In order to utilize the adjustable downspout and the lv-inch sup­ply line, the entire s ection wa.s raised until the adjusting mechanism. was above the water surface, then a smaller pipe was attached to the sliding section to represent the 16-inch downspout (Figure 5h This changla :ma.de the model differ from the prototype in that the harizontal section� t.b• blow-off line, leading to the downspout, entered the well above instead of below the water surface.

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THE INVESTIGATION

Initial Operation

With the 1:4 model opera.ting at a discharge representing 60 cfs, there was a violent boiling above the corners of the well and con­siderable wave action dmmstrea.mo The discharge from the blow-off pipe spread ou-t;, radially on the well floor and concentrated in the corners after striking the walls of the welL It was not ed that the waves pro­duced by the boils were short and choppy, had no particular :i;:a. ttern, and were soon damped out in the trapezoidal channel .

To e stablish a criterion for the tranquility of now, a side from observati on of the scour of the gravel portion of the model channel, a measurement was made of the maximum high and low variation of the waves on the 1-1/2 : 1 concrete slope about 15 feet (prototype) from the down-

. stream e dge of the stilling-well. In t he original d esign, with a dis­charge representing 60 cfs, this variation was the equivalent of about 4 feeto Since these conditions were unsatisfactory, and since a maximum prototype dis charge of 75 cfs was desired, the model s cale was changed to 1 :50

Do'Wl'l.spout

Tests were conducted to study the shape of the discharge end of the downspout, the depth of the dowspout end, and the depth of the stilling-well e Sizes a.nd distances given in the text a.nd on all drawings are for optimum flow conditions. A discharge of 75 cfs prototype was

maint. ained. unless otherwise indic ated.. The depth of the water in the drainage channel was maintained at 3 feet prototypee

A. 16- b y 14-inch reducer placed at the larrer end of the down­spout produced a wave variation on the 1-1/2:r slope of 3-1/2 feet when the pipe end was 10 feet and the well floor 14 feet below the channel bottomo

A straight pipe end produced waves of 3-1/2 feet on the : · ·· · / 1-1/2: 1 slope when the pipe end was 8 feet and the well floor 10-1/2 feet below the channel bottom.,

A · 16- b y 20-:inch enlarging s action 2 feet long produced 3-1/2-foot waves when the fioor was 10 feet and the pipe end 7 feet below the channel bottomo Sinc e a diverging s ection would cause a. draft-tube action which might produce dangerously low pressures in the blow-off pipe, this design was not considered feasible . Becaus e the straight pipe end requir ed a smaller stilling-well floor depth than the converging nozzle, this design was considered to be the best. Figure 6 shows the water surface con ditions for a discharge of 75 cfs and 90 cfs w.i.th the well floor 11 feet and a strai ght pipe end 8-1/2 feet below the channel bottom.

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Ba.ffie Wall

A model study of the Masonville turn-out., in which an oblong stilling-well with a submerged discharge pipe was used to dissipate the energy before the water entered a. basin above a measuring weir (Hydraulic Laboratory Report 237) , showed that a. baffle wall between the stilling­well and t he weir basin produced very good flow conditions. However., the vertical velocity in this stilling-well was somewhat less than that ex­pected in the Soap Lake siphon blow-off structure ..

Tests were made to explore the possibilities of the baffle wall. in connection with the Soap Lake siphon blow-off' structure. In these tests the st�-well floor was maintained at ll feet and the straight pipe end at 8-1/2 feet below the channel noor.

A baf'fie wall 1-f'oot thick was placed across the drainage chan­nel at the downstream edge o.r the stilling-well.. The .first desi gn had eight openings 18 inches square with 9-inch partitions between., The wall was symmetrical about the center line of' the channel lrli.th the bottom of three of the openings on the channel noor and the other five 27 inches higher. The flow with this a ITangement was unsatisfactory with a wave variation on the 1-1/2 :1 slope or 3-1/2 feet . The upper holes were not

. submerged and very little damping action occurred.

The same wall with the upper five holes closed was next tested. The wave variation on the slope was about 3 feet . The water boiled up just downstream. from the wall. causing unsatisfactory now conditions.

The three lower holes were increased in height and the top sloped to deflect the now downward. This revision, making t he holes 18 inches wide, 30 inches high on the upstream face and 24 inches high on the downstream face (Figure 4I) produced a flow with very- little wave action; however, the flow was concentrated in the center of the channel and caused scour of the gravel channel bed.

It was apparent that a more complex ba.ff'le wall would be neces­sacy to distribute the now uniformly in the channel and since simplici.t,y of design was considered to be of major :importance., the tests on the bat­:ne wall.s were not continued.

Floor Pedestals

In a.n effort to deflect and distribute the flow., a pedestal was placed on the stilling-well floor below _the pipe. In these tests the three pipe-end shapes mentioned previously were used and the floor depth and pipe-end depth varied to find the optimmn conditions.

. The first pedestal tested was .32 inches in diameter and 16 inches high; the second -was the same diameter and 8 inches high (Figure 4A.) o The pedestal -was placed in the center of the well noor directly

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below the pipe. The flow was unsatisfactory under all conditions, the least ob jectionable occurring when the diverging pipe end s ection was used. The now appeared to be similar to tha.t without a pedestal .

The third pedestal, 2 feet 8 inches in diamet er., had ai.ght radial teeth equally spaced (Figure 4B) e · The surface boils with this design were somewhat smaller than thos e with the nontoothed pedestal. Minimum wave variation on the 1-1/2: 1 slope was about 3 feet with the end of the straight pipe 8-1/2 feet and the well floor 11 feet below the channel bottom.

Although the toothed pedestal showed tendencies to . produce better flow conditions on the surface, the danger of cavitation at the teeth with high v elocity now pr ecluded further study along thi s line ..

Circular Walls

To dir ect the now o ff the well floor a.way f rom the walls and c orners, v ertical circular walls of various diameters and heights were pla ced on the well floor concentric with the outl et pipe. Walls with inside diameters of 4 feet, 5 feet, and 6 feet 8 inches, and heights ranging f rom 10 inches t o 30 inches were tried, ea.ch produc­ing unsatis factory flow conditions . In all cas es the s urface boils appeared around the downspout .

The b est of these designs was a wall 6 feet 8 inches inside diameter and 10 inches high (Figure 4J) • The wave · variation on the 1-1/2 : 1 slope in this case was about .3 feet 4 inches .

Corner Blocks on the Stilling-well Floor

Four blocks., ,30 inches square and 18 inches high., were placed on t he well f loor, one in ea.ch corner (Figure 4D) . The flow boiled up along the walls of the well ca.using a wave variation on the 1-1/2: 1 slope of a.bout ,3 feet .. ·

Another design consist ed of blocks placed diagonally from. the comers extending 2 feet 6 inches toward the c enter of the well. The se blocks were 8 inches high and 18 inche s wide (Figure 4F) . The flow with the blocks alone was similar but far less violent than that pro­duced by t he unobstructed well o Boils occurred above the -well r.6mers causing a wave variation on the 1-1/2 : l slope of about 20 . inches .

Comer fillets were us ed in conj-um tion with these floor blocks to divert the flow away from t he corners of the well. The fil­lets were placed 30 inches above the floor blocks ; they were triangu.'."" lar in plan with vertical faces 18 inches wide . and 6 inches high, and the upper and low-er faces of the fillets ext.ended to the well corners on a 1 : 1 slope (Figure 4F) . The flow wlth this design was reasonably tranquil wlth a maximum wave variation on the 1-1/2 : 1 slope of about;

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12 inches o This design satisfactorily dissipated the energy of the flow, but there was a d anger that sediment might fill up the spaces around the blocks on the well f'.l.oor causing the flow pattern to change thereby reducing the energy dissipating ability of the design.

Corner Shelves

· A series of tests were made using triangular corner shelves, isocel es in plano Six siz es ranging from 10 inches to ) feet34 inches in leg length� were t ested at distances of 2 feet, 4 feet, and 6 feet above the well floor (Figure 4E) . When the shelf im asuring 10 inches on a. side was us ed the water boiled up above the well comers as be­fore, t he 12-1/2-inch shelf pro duc ed a very turbulent surface with wa­ter boiling up intennittently over the entire surface above the well, and shelves larger than 12-1/2 inches caus ed the boils to appear above the center of the well around the downspout o The b est flow conditions were achieved using a shelf 2 feet 6 inches on a sid e and ' s et 4 feet above the well f'.l.oor. This design produced a wave variation on the 1=1/2 : 1 slope of about 2-1/2 feet e

Shelves with circular opening s were test ed at height s of 12 inches, 3 feet, and 5 feet above the well floor . Two si zes, one 5 feet and the other 7 feet 3 inches in diamet er were t ested; the best result s were obtained with the larger opening and the shelf set at 3 feet above the well floor (Figure 4C) o The wave variation on the 1-1/2 :1 slope in this cas e was about 3 feet 4 inches.

The se t ests indic at ed that neither the corner nor the circular . shelf, when us ed aJ.one, could satisfactorily dissipat e the · energy to be encountered in this particular stilling=well .

OctagonaJ.-shaped Well

In the following t ests the well floor was fixed at a depth of 11 feet b elow the channel bottom.

Several t ests were made using an eight-sided well with various sid e widths o The eight-sided effect was achieved by placing vertical walls in each corner. Flow was best wh en the shape of well approached a true octagon in plan, with the vertical faces of the corner walls about 5 feet high o In t he initial t ests the tops of the corner walls were horizontal ; after finding the optimum wi dth and height of wall, the top was sloped up and back to the corner. It was found that the flow remained the same for slopes of the top flatter than o . 65 : 1 . I f the slope was steeper than that value, the upward flowing wat er clung to th e sloping face and boiled up above the well corners .

· � A wave variation of about 20 inches on the 1-1/2 :1 slope occurred when the comer walls were 5 feet high and formed a well octa­gonal in plan; the major di sturbanc e was caused by a flow up aJ.ong the side walls o Proj ections, 9 inches high and 3-3/4 inches thick, were

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placed horizontally on these side walls 2 feet above the well floor ( Figure 4G) . The wave variation on the 1-1/2: 1 slope with this design was about 6 inches and there. was no appreciable scour downstream. An obj ectionable feature of the design was the horizontal proj ection which would present some difficulty of construction.

Corner Fillets (Final Design)

Several shapes of deflectors, referred to as corner fillets, were mount ed above the well floor, one in each of the vertical corners , to deflect and distribute the flow aft er it start ed upward . In the fol­lowing test s the well floor remained square, free of any obstruction, and 11 feet below the drainage channel bottom. The pipe end was 2-1/2 feet above the well floorc

One fillet tested had a surface curved in the vertical plane as if a pipe were embedded in each vertical corner of the well, the a.xis of the pipe horizontal, making an angle of 45° with the walls of the well, and set in such a manner that the exposed fillet face was less than a half circleo One fillet of this type, having a face radius of 22 inches , a height of 3 feet 4 inches, and a maximum width of 2 feet 8 inches with the bottom point 15 inches above the well floor, was t ested. The flow with this fillet was unsatisfactory. The waves on the 1-1/2: 1 slope 15 feet downstream from the well had a maximum variation of about 2 feet . The surfac e boils occurred intermittently above the corners as before , but were somewhat less violent , indicating that some redistribution of the flow was being accomplished .

The fillet was revised by replacing the upper half with a rec­tangular plate 2 feet 8 inches wide and 20 inches high, mount ed vertically and tangent to the fillet . This change aided in damping out the undesir­able surface boils , and the waves on the 1-1/2 : 1 slope had a variation of about 20 inches .

Another corner fillet was made of flat surfaces, one face being rectangular and placed vertical, diagonally across the corner; another surface extended from the lower edge of the vertical fac e down and back to the corner of the well; the spaces behind the surfaces of the fillet were not filled. The flow with this design was surprisingly tranquil. Several sizes and variations of this type of fillet were tested .

The best results were obtained with a fillet 37-1/4 inches wide with the lower surfac e sloping back to the well corner on a 0 . 71: 1 slope intersecting the corner 12 inches above the floor, the vertical face was 21-3/4 inches high and the upper surface sloped up and back to the well corner on the same slope as the lower surface ( Figure 4H) . The 0 . 71: 1 slope of the lower face is critical; the upper face , however , was sloped for ease of field construction and can be equal to or flatter than the slope suggested here. The flow with this design produced water surface variations on the 1-1/2: 1 slope of about 6 inches for a discharge of 75 cfs and about 9 inches for a discharge of 90 cfs ( Figure 7) . Because of the tranquil conditions obtained with this design it was recommended for the Soap Lake siphon blow-off drain.

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,-Et. 1101 10 '.¢. S= ·.00013 - >-7'

,_,..,.,_-"f,-_,..-;- · · · · '-f" Plate r'.i;ys.Deta,!s ,6 ". 150# Welding nee�_/

(" : _: far weld.mg s1m1/ar to manhole flange, plain face · · . '. . ; � nozzle . See Dwg. 222·0 ·11612

Compacted backf,/I· }"' � 1: ;_·, "

·--.V

E! /096.10

"c:, · '

, -f ? @ 12· �

f ¢ Bands @ 24\, A _J L

SEC TION A - A

r

:_q;: . ���ho!�- 7'

·o· _ q,

. w��i_-:-..1

5 " I ., ·- ? @ /2 , -, ¢ @ 12 -,��---· .· ..

_

4,, Plug drain valve q, "' · · , '· - , c, spigot end - - - - � -L . . . 0 ;t� 7,-n /093.10 1 -

'f--.f-''well plate . . . . 9'-2"· · · · ·-� -.4, Soil pipe Extend

os directed

0, ' . r,- @, ·Symmetr,cal about "- -..

_, dra,noge channel, "I"' ·� , , except for plug dr.ain : . "-

. u o , : " "' I � - 1'j / I� 7 -.:,

For details o f grating ond support see D wg. 222·0·12308 ' ro:j

i 1�l 1bt

I< - ­' . • -� 5 ' - 5 " . . -·.� ,:�t��::�f.�4

� :,;�-��.::�::���·�::;.,;���. � . ; � - - - - - - - - - 7 !.. 5·- --- - - - - � ; � - - - - - - - - - - - - -- - 9'-2 /I - - - - -- - �

SEC T I O N B - B S E C T I O N C - C

l � ' · ' Coal al l threads with heavy grease-/ , I t f: ""' C,

! ¢ Rod. 4" L. H thread -·· · · · ··

Coat all threads

I 0-.,

� : ·' ' <\, I

with heavy ,--

,

· : ;e.�1 grease - - - - - , , 1 1 -� L _ .Y _ f " / 11 I : Hex. nut 52 long. 22 R.H •• , ·-;; ·

and 2{' LH threads -- - '.' .: ; J" = � l ;;:: Well plate - · ,. = , ,

:.r._-. -: · · : - < .

¾ I , 2'-9" Bolt, project 12 ': 4• L .H. thread ; , ..... ,-y.a

R O D D E TA I L S .� V

f. ·(i_ Well 5• · . "<;[ , 4- s� ..

�-q;: Well · r - -

q;: Drainage ""' channel--: ·<\-,

3" / 8,: R.,,-'.;

' • .-i,

' I �

_ , -�

- � .b :j J• , r

- Plate·' >< -- t'-4". . , 4 �- - - - -- 2 '-n"- -- - - - �

t ¢; 3 '·0"Bolt, �

�

9 R. H threads . . /Y: :· j·

El 109370 · .Y 0 u ' SEC T I ON M - M WELL P L A TE

ROD DE TA IL S

Drainage channel

' ,,.,_, .. ,'fW"a;i : (·f¢ Banlis cg)24"

. ..: 12"�- -2'· {'- ,.: 12"',.,, .

SEC T I O N K - K

l ¢ @ 12"

f ; Ladder rungs @ 12::,

j ¢ @ 12''. . - -·' : �,..., . Bend 12" into sidewalls : "' /(Ji;}

ff ; U Bars @ 12·-·

S E C T I ON F - F

\0 -�:< -2f' :� j; 1 � 5' Fille t: ' . . L

6�� ;-< -SEC. G - G

D E TA IL H

�I · ·\·_- - ·;·-9" ·,.

- ·; ·�t�:9F,,

.3·�

9· � ·

·· .

� · · ·_ ·¢1 / �· -. . /� -�� 2.:!: _�,=��-- - · - · 7 '.. 5"-· · . ...•• -- · _ __ • • . . · - _ · ·m(}· . _

t- - · 18 · ··>J<.·· · 16 -··>t<·8·

i·8 ·>f<.·- · 16 - ·->!<-· · · 18 . . . ,, . . f<-· · · - · ·-· · -· - 6 c,nch anchors for f � bolts------ - ·--,!, :"" -

<o

@, t C, , , �

"' " lo

,-!.

S EC T I O N J - J 0

SCALE OF F E E T

NO TES

Location of blow·off is approximate only and may be shifted fo fit lenqfhs of forms for pipe construction

Place all reinforcement so that the centers of bars in the outer layer will be 2' from face of concrete, unless otherwise shown.

A ll dimensions lo reinforcement are ta centers of bars. L op all bars 34 diameters at splices, unless otherwise

shown. A ll exposed edges of concre te ta be chamfered i"

unless otherwise shown.

U N I T E D STA TES DEPA R T M E N T O F THE I N T E R I O R

BUREAU OF RECLAMATION COLUMBIA BASIN PROJECT-WASHINGTON

WEST CANAL STA. 382 -t-51.43 S. L. Ah. TO STA. 5 1 1 t 35.00 5. L .

S OA P L AKE S IPHON S TEEL - L INED CONCRETE P IP E

S TA . 4 6 3 + 80.0 S.L BL OW-OFF S TRUC TURE

. SUBMITTED . . . . � ��- . . , . . .

1.tt7. .. �0-. - . - ._( . . . . 0

V I E W D -D SEC T I O N L - L

0, ::::, @, ..,_ "Q. ..,I ... "''"'

DRAWN . _E;.J_?, . TRACED . . -� J:': l?·. CHECKED ./:LC. .. . . "R.S .•

RECOMMENDED �tf.':.ar��- -�- - - · · · , APPRO VED . - •

_._ CHIEF ENGINEER

SCALE OF F E E T DENVER, COLORADO, FEB. 24, >948. '222•0·12745

. .

. -

"".-<: · ' u' CJ''""''" \ '',, �

�t,I:. : ', ",

f<.'�'"' ! \

.. ) \, ',

\ ____ ...

'"'§ ,.i::;

\" ',I'

HYO. Re'.PORT 277 FIGURE 3

K E Y TO N U M B E R S

G)

®

0

©

®

©

0

®

®

4 i n c h supp l y l i n e .

4 i nc h gate va l v e . ·

Vert i c a l downspout , ad j u stab l e in l ength .

4_• , 3½ • red ucer

Fo lse f loor, ad justab le vert i c a l l y .

S heet meta l f loor & wa l l s of sti l l i n g we l l .

Point gage .

Toi l water regu lat i ng gate .

Grove l trop .

COl:U M B I A B A S I N PRO J E C T • W A S H I N G TON

S O A P L A K E S I PH O N

B LO W O F F S T R U C T U R E

I S O M E T R I C S E C T I O N TH R O U G H C E N T E R L INE OF 1 1 4 M O D E L REPRE SE N TING A

PROTOTYPE WELL 6 FEE T SQUARE

A. PEDE STAL HEIGHT OF PEDESTAL e• 5 16•

WAVE VAR I ATION ON SLOPE '. 3' -6"

D. SQUARE FLOOR BLO CK WAVE VARIATION ON SLOPE : 3 F E E T

G. O C TA G ON A L WE L L WAVE VA R I A T I O N ON SLOPE '.6"

J. V E R TI C A L CIRCULAR WALL HEIGHT OF WALL IO"AND 2' -6"

DIAMETER 5' AND 6'-8" WAV E VARIATION ON SLOPE : 3•.4•

B. PEDESTAL WI TH TEETH WAVE VARIATION O N SLOP£ ! 3 '

E. COR N E !'I S H E L F HEIGHT ABOVE Fl,.OOR12' 4; •&'

WIDTH OF EDGE:lo'", 12,- . ,a: 20i, 2s·1 1,· WAVE VA RIATION Olj SLOPE : 2< 11•

'-:>,.. ....

?:/-' ',,',,, < � .... �-- -- \ :tr. i':;...,

/ �.. �"'1\. ' /

"'o,.

o�.; .. � ... ,,., o-,..:;_•

...

,-1

----...... � .... , ..

-­·-"- -

H. CORNER . FI L L E T F INAL DE S IGN

WAVE VARIAT ION ON SLOPE : 6"

I

__ -i

HYO. 8EPORT 27Z FIGURE 4

-J-

� .t .. ..i

---_f

r:-···

-- •• 7!6,.----__ I /',,.•' ·--- ---�---c. CIRCULAR SHELF

��� 'l: ���J��3

� �{ 3. WAVE VARIATION ON SLOPE '. 3'•4"

F. FLOOR BLOCKS W I TH C ORNER F ILLETS

WAVE VARIATION ON SLOPE '. 1 2 1NGHES

I. B A FF L E W A L L

NOTES 1 . A I I dimensions prototype 2. Pipe end a'-6" below channel

bottom!

pipe end diameter: 16" 3. Qn 75 C . . S.

COLUIIIIA B A S I N PR OJECT- WASHINGTON

SOA P L A K E S I PH O N BLOWOF F STRUCTURE

STA, 463 + 80. 0 M ODE L S CA L E 1 : 5

Hyd . Report 277

Model of the stilling weU for the Soap lake Siphon Blowoff Structure showing the trapezoidal drainage channel, upper portion of the stilling well, and the downspout .

Dimensions Prototype : Slope of channel sides - - - -Width of channel bottom- -

1.1. : 1 � ft .

Size of well - - - - - - - - - - - - 7 - 5 ft . square Diameter of downspout- - - - - - - - 16 inches Design depth of water in channel - - 3 ft . Normal discharge - - - - - - - - - - 75 cfs

Model Scale - 1 : 5

Figure 5

' .

'-

Hyd . Report 277

A . 75 cfe

B . 90 cfe

Flow from the well as originally designed .

Model Scale - 1 : 5

Figure 6

. }::� -� J..,• , '>-: 1 . , ,t\ ' · . •• _} _ •

.. /; '

:--·..} !'

="-

,.,

1 �

Hyd . Report 277

A . 75 cf' s

B . 90 cf"s

Flow f"rom the sti lling well, f"inal design

Model S cale - 1 : 5

Figure 7

..

. -. . .-�·-;·

·_1