UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

Thomas J . .Rho;ie

HYDRAULIC MODEL STUDIES OF BULLY CREEK DAM

BULLY CREEK OUTLET WORKS

VALE PROJECT, OREGON

Hydraulic Laboratory Report No. Hyd-494

DIVISION OF RESEARCH

OFFICE OF ASSISTANT COMMISSIONER AND CHIEF ENGINEER DENVER, COLORADO

January 11, 1963

The information contained in this re• port may not be used in any publica• tion, advertising, or other promotion in such a manner as to constitute an endorsement by the Government or the Bureau of Reclamation, either explicit. or implicit, of any material, product, device, or process that may be re .. ferred to in the report.

CONTENTS

Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Conclusions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 The Model. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 The Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

The Preliminary Stilling Basin. . . . . . . . . . . . . . . . . . . . . . . . . 4

Baffle pie rs ...................................... . Riprap test ....................................... .

4 5

The Recommended Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

Pressure determinations . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Water surface profiles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Effect of gate angle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Waves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Tailwater sweepout test . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

Table

Water Manometer Pressures in the Chute and Stilling Basin - -Q = 90 Second-feet . . . . . . . . . . . . . . . . . . . . . . . 1

Water Manometer Pressures in the Chute and Stilling Basin--Q = 283 Second-feet . . . . . . . . . . . . . . . . . . . . . . 2

Instantaneous Dynamic Pressures in the Turbulent Region at the Toe of the Hydraulic Jump. . . . . . . . . . . . . . . . . . 3

Figure

Location Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 General Plan and Sections ................ ; . . . . . . . . . . . . . . . 2 Outlet Works Plan and Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Bully Creek Control Structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Bully Creek and Canal Stilling Basins . . . . . . . . . . . . . . . . . . . . . 5 Model Arrangement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Completed Model . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Flow Conditions for Maximum Discharge. . . . . . . . . . . . . . . . . . . 8 Flow Conditions for Normal Discharge ..... ·.. . . . . . . . . . . . . . . 9 Erosion Tests. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Baffle Pier Studies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Riprap Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Water Surface and Pressure Profiles . . . . . . . . . . . . . . . . . . . . . . 13 Dynamic Pressure Records. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

UNITED STATES DEPARTMENT:OF THE INTERIOR

BUREAU OF, RECLAMATION :

Office of Assistant Commissioner Laboratory Report No. Hyd-,.494 .. Compiled by: D. L. King Checked -by:· T. J. Rhone Reviewed by: W. E. Wagner

and Chief Engineer Division of Research Hydraulics Branch Denver. Colorado January 11. 1963

- ,.Submitted by: H. M. Martin

Subject: Hydraulic model studies of Bully Creek Dam - - Bully Creek outlet works--Vale Project, Oregon

PURPOSE

The purpose of this study was to determine the efficiency of the hydraulic jump stilling basin and to observe flow conditions on the chute and in the channel downstream from the stilling basin.

CONCLUSIONS

1. Initial operation of the model indicated undesirable flow condi -tions in the stilling basin for the maximum discharge of 283 second-. feet. Figure 8.

2. Good flow conditions were observed in the stilling basin for the normal discharge of 90 second-feet, Figure 9, and for discharges at maximum reservoir elevation with gate openings of 75, 50, and 25 percent.

3. Sand erosion tests indicated that material would be deposited immediately downstream from the basin. Figure 10. Also. some. material was deposited inside the basin ..

4. Further studies indicated that the addition of baffle ,piers 1 O feet downstream from the chute blocks would greatly improve the per­formance of the stilling basin for maximum or near.-maximum dis-_ charges, Figure 11. No material was deposited in the basin with-· baffle piers installed. -

5. Studies showed that the proposed riprap would give adequate protection against scour in the downstream channel for all operat­ing conditions. with no baffle piers in the basin. Figure 12.

6. In spite of the undesirable operating characteristics of the maxi -mum discharge, the operation of the stilling basin as originally

designed was considered acceptable. A discharge of more than 90 cubic feet per second is not a design requirement and will occur only if the gates are inadvertently opened too far. Also, the dy­namic forces on the baffle piers would probably cause destruction of the piers in a short time. The riprap will provide adequate pro­tection against scour in the downstream channel if the maximum discharge accidentally occurs.

7. Flow conditions on the 2: 1 sloping chute were found to be satis­f aqtory for all dis charges.

8. · The angle of inclination of the gate with respect to the 2: 1 slop­ing chute had little effect on the flow distribution downstream from the gate.

9. Piezometers placed at selected points on the chute and in the stilling basin showed that pressures in the structure would be within allowable limits.

10. Waves in the downstream channel had a maximum height of less than 1 foot.

11. Tailwater sweepout tests indicated a safety margin of approxi­mately 4 feet between the expected minimum degraded tailwater and the tailwater elevation at which the hydraulic jump first exposed the chute blocks at the upstream end of the stilling basin. This safety margin was determined for the maximum discharge of 283 second­feet.

INTRODUCTION

Bully Creek Dam is one of the principal features of the Vale Proj­ect and is located about 8 miles west of Vale, Oregon, Figure 1. The dam is a rolled earthfill structure about 104 feet high and 3, 000 feet long. The principal hydraulic features of the dam are a spillway located in the right abutment, and an outlet works located to the left of the spillway. The outlet works conduit is divided by a wye branch into a creek outlet works and a canal outlet works. Fig­ures 2 and 3. The model studies described herein are for the creek · outlet works. Model studies of the canal outlet works are discussed in Hydraulic Laboratory Report No. Hyd-495.

The Bully Creek outlet works. controlled by a single 2-foot 3-inch square high pressure slide gate, Figure 4, has a maximum dis­charge capacity of 283 second-feet, and a normal operating dis­charge of 90 second-feet. The gate discharges on to a 2: 1 sloping diverging chute. into a hydraulic jump stilling basin, Figure 5, and

2

then into the river channel. Operating criteria specify that for usual operation the gate will be partially opened to pass the normal dis­charge of 90 second-feet at maximum reservoir elevation. The out­let works will not pass the maximum discharge of 283 second-feet unless the gate is inadvertently opened to 100 percent with the res­ervoir at maximum elevation.

THE MODEL

The Bully Creek outlet works model, built to a geometrical scale of 1:6. 75, consisted of the high pressure slide gate, the 2:1 sloping diverging chute,, the hydraulic jump stilling basin, and a portion of the downstream river channel, Figures 6 and 7. ·

The chute and stilling basin were constructed of plywood treated to resist swelling and the stilling basin included chute blocks and a dentated end sill. The outlet channel was formed with sand having an average size of 0. 8 millimeter.

Nineteen piezometers were placed at selected points in the chute and stilling basin to investigate the possible occurrence of adverse sub­atmospheric pressures or excessively high impact pressures.

Water was distributed to the high pressure gate from a baffled mani­fold connected directly to the laboratory supply system. Model dis­charges were measured using volumetrically calibrated Venturi me­ters which are permanent laboratory installations.

The head on the gate was measured with three pressure taps located immediately upstream from the miter bend, approximately 5 diam­eters downstream from the baffled manifold, Figure 6. The pressure taps, connected to a mercury pot gage manometer, were located on the sides and bottom of the conduit to measure the average pressure.

Tail water elevations. were controlled with an adjustable tailgate and were measured with a staff gage located near the center of the chan­nel at approximately Station 16+40.

THE INVESTIGATION

The investigation was conducted to determine the efficiency and oper­ating characteristics of the chute and, stilling basin for the maximum discharge and the normal discharge, with both normal and degraded tail water. The tail water is expected to be lowered 2. 8 feet due to degradation of the downstream channel. The discharge tailwater curve for the degraded channel is shown in Figure 3.

3

The Preliminary Stilling Basin

Initial operation of the model indicated that undesirable flow condi -tions existed in the stilling basin for the maximum discharge of 283 second-feet. The boil at the end of the hydraulic jump occurred in the channel downstream from the stilling basin, Figure 8, and violent surging occurred at the toe of the jump. Performance of the stilling basin for the normal discharge of 90 second-feet was found to be satisfactory, Figure 9. The stilling basin was also sat­isfactory for discharges at the maximum reservoir elevation for gate openings of 75, 50, and 25 percent. A sand erosion test was made to determine the erosive tendencies of the maximum discharge. The downstream channel was formed using sand with an average size of 0. 8 millimeter, Figure l0A, and was subjected to 4 hours' opera­tion (corresponding to 1 0 hours' prototype operation) with the maxi­mum discharge of 283 second-feet, tailwater elevation 2422. 3, Fig­ure l0B. The turbulence beyond the end of the basin resulted in a deposition of material near the end of the basin, with a small amount of material being deposited inside the basin, Figures l0C and D. This material was apparently pulled down from the side slopes of the channel by wave action then deposited by the action of the turbulence.

Baffle piers. --In an attempt to improve the performance of the stilling basin for the maximum discharge, baffle piers were in­stalled 10 feet downstream from the chute blocks. Several sizes and shapes of piers, as shown in the following table, were tested.

Spacing Spacing Trial No. of Height Width between from Shape*

piers piers walls

1 3 10 16 16 8 Square

2 2 10 24 24 12 Square

3 3 10 8 24 12 Square

4 2 10 16 32 16 Square

5 2 10 16 21-1/3 21-1/3 Square

6 2 10 20 18-2/3 18-2/3 6 -inch R rounding

7 3 10 16 16 8 4-inch R rounding

8 Trial 7 piers placed 30 feet downstream rom chute blocks I I I I I

*With reference to upstream corners. Note: All dimensions are in prototype inches.

4

The piers used in Trials 1 and 2 eliminated the turbulent boil which previously occurred beyond the end of the basin. How-ever, the piers intercepted too much of the high velocity flow on the floor of the basin, causing a high boil which overtopped the walls. Trials 3 through 6 eliminated this condition but the tur­bulence beyond the end of the basin again became prevalent. The Trial 7 piers, Figure 11 (Trial 1 piers with rounded upstream corners), eliminated the turbulence in the channel without caus­ing adverse flow conditions within the basin. However, the abil­ity of the Trial 7 piers to withstand the dynamic forces of the high velocity now on the floor at their proposed location was questioned. Therefore, for Trial 8 the piers were moved to a point 30 feet downstream from the chute blocks or two-thirds the length of the basin. The piers were found to be ineffective in this location be­cause apparently the high velocity flow on the floor turns upward before reaching this point, thus bypassing the piers.

Riprap test. --Geometrical representation of the prototype rip­rap would require about 3-1 /2-inch rock in the model. Rock about one-half the required size was placed in the model with the assurance that adequacy of the smaller riprap would ensure the adequacy of the larger riprap. The riprap remained in place after 4 hours' model operation with no baffle blocks in the basin, with a discharge of 283 second-feet and a tailwater elevation of 2422. 3. Some sand was removed from under the riprap by the wave action at the water surface and deposited downstream from the basin as shown in Figure 12. This action may or may not occur in the prototype, depending upon the character of the bed­ding material.

The Recommended Design

Since the maximum discharge is more than three times the normal discharge and will probably never occur except by accident, and also considering the results of the baffle pier studies and the riprap test, it was decided that the original design of the stilling basin was acceptable. Additional data were then taken concerning the hydraulic characteristics of the recommended design.

Pres sure determinations. - -Nineteen piezometers· were installed in the model, 10 on the chute floor and right wall and 9 on the stilling basin right wall, Figure 13. Water manometer pressures were determined for all piezometers and instantaneous dynamic pressures were measured by means of electronic pressure trans­ducers for 5 piezometers in the very turbulent region at the toe of the jump. These pressures are shown in Tables 1, 2, and 3.

The minimum water manometer pressure of 1. 2 feet of water be­low atmospheric was observed at Piezometer 1 on the chute wall

5

approximately 9 feet downstream from the gate. This pressure was recorded for a discharge of 90 second-feet.

The minimum instantaneous pressure recorded was 8. 4 feet of water below atmospheric and occurred at Piezometer 10 on the chute floor about 1 foot from the wall and below the toe of the hy­draulic jump, for a discharge of 283 second-feet. Oscillograph traces of the instantaneous pressure fluctuations are shown in Figure 14.

Water surface profiles. --The water surface profiles i11 the basin were taken in conjunction with pressure readings for use in the structural design of the basin training walls.· The water surface profiles, shown on Figure 13, were measured for the maximum discharge of 283 second-feet and the normal discharge of 90 second­feet for the normal and degraded tailwater conditions. Profiles for the maximum discharge could only be estimated because of the violent surging in the basin.

Water surface profiles on the chute were measured for informa­tion on the shape of the jet and to aid in determining the effect of changing the angle of the gate with respect to the chute. The pro­files were measured for the maximum discharge of 283 second­feet and the normal discharge of 90 second-feet, Figure 13.

Effect of gate angle. - - Flow conditions on the chute were observed with the gate mounted at an angle of 2° below the 2: 1 slope, as shown in the preliminary design, Figure 4, and then with the gate mounted parallel with the 2: 1 slope. No visually detectable differ­ence in the chute flow conditions was noted. The water surface profiles, Figure 13, showed a negligible difference in the depth of flow on the centerline of the chute. With the gate mounted parallel to the 2: 1 slope the pressure at Piezometer 2, Figure 13, was found to be O. 5 foot of water lower than the pressure observed at that point with the gate mounted 2° below the 2: 1 slope. The 2° angle was retained in the recommended design.

Waves. --The maximum height of waves occurring in the down­stream channel was determined for the maximum discharge of 283 second-feet with both normal and degraded tailwater eleva­tions. The maximum wave height, measured on the right bank of the channel, was found to be about O. 7 foot. This height was about the same for both the normal and degraded tailwater elevations. Waves of all sizes encroached on the bank at a frequency of 40 to 45 waves per minute with the larger waves reaching the bank at random intervals. The lapping action of the waves had some ef­fect in removing sand from beneath the rip.rap, thus allowing the sand to be deposited at the bottom of the slopes, as shown in Fig­ure 12. However, no movement of the riprap was noted.

6

Tailwater sweepout test. --To determine the safety margin be­tween the expected minimum degraded tailwater and the sweepout tailwater, the tailgate was lowered until the chute blocks at the upstream end of the stilling basin became exposed. The safety margin was determined to be about 4 feet for the maxi~um dis -charge of 283 second-feet. Sweepout could not be achieved for discharges less than maximum due to the physical confi~ration of the downstream channel. However. previous experience has shown that the safety margin increases as the discharge decreases.

7

Table 1

WATER MANOMETER PRESSURES IN THE CHUTE AND STILLING BASIN--Q = 90 SECOND-FEET--PROTOTYPE FEET OF WATER

Tailwater elevation 2424. 5 Tailwater elevation 2421. 7 Piezometer maximum minimum average maximum . m1n1mum average

No. pressure pressure pressure pressure pressure oressure

1 -1. 0 -1. 2 -1. 1 -1. 0 -1. 2 -1. 1

2 3.4 3.4 3.4 3.4 3.4 3.4

3 0.3 0.3 0.3 0.3 0.3 0.3

4 3.0 3.0 3.0 3.0 3.0 3.0

5 3.4 2.8 3.2 0.7 0.2 0.5

6 3.9 3.6 3.7 2.0 1. 4 1. 7

7 1.8 1.6 1. 7 Above water surface

8 8.3 7.4 7. 9, 5.3 4.9 5.1

9 14.0 13.3 13.6 11. 0 10.5 10.8

10 13.2 12.4 12.8 10.2 9. 4· 9.8

11 2.2 1.8 2.0 Above water surface

12 8.4 8.2 8.4 5.9 5.0 5.5

13 15.5 15.0 15.3 12. 1 12.0 12.0·

14 2.0 1. 9 2.0 Above water surface

15 8.7 8.5 8.6 6. 1 5.7 5.9

16 15.7 15.4 15.5 13.0 12.5 12.8

17 1. 7 1.. 6 1. 7 Above water surface

18 8.7 8.5 8.6 6. 1 5.8 5.9

19 15.7 15.6 15.7 13. 1 13.0 13.0

Piezometer locations shown on Figure 13.

8

Table 2

WATER MANOMETER PRESSURES IN THE CHUTE AND STILLING BASIN--Q = 283 SECOND-FEET~-PROTOTYPE FEET OF WATER

Tailwater elevation 2425. 1 Tailwater elevation 2422. 3 Piezometer maximum minimum average maximum . . average m1mmum

No. pressure pressure pressure pressure pressure pressure

1 0.7 0.7 0.7 0.7 0.7 0.7

2 2.0 2.0 2.0 2.0 2.0 2.0

3 1. 6 1. 6 1. 6 1. 6 1. 6 1. 6

4 2.0 2.0 2.0 2.0 2.0 2.0

5 2.7 1. 9 2.3 1. 2 1. 2 1. 2

6 2.5 2.2 2.4 1.0 1.0 1.0

7 Above water surface

8 6.4 5. 1 5.7 3.0 2. 1 2.6

9 13.3 12.0 12.6 10.1 9.2 9.7

10 10.9 9.7 10.3 7.1 6.2 6.6

11 Above water surface

12 7.0 5.3 6. 1 3.7 2.3 3.0

13 12.8 11. 4 12.1 9.8 8.5 9. 1

14 Above water surf ace

15 7.8 5.9 6.8 5.2 3.2 4.2

16 13.6 12.0 12.9 10.9 9.5 10.2

17 2.6 1. 4 2.0 Above water surface

18 8.6 7.0 7.8 6.2 4.8 5.5

19 16.3 14._5 15.4 13.8 13.0 13.4

Piezometer locations shown on Figure 13.

9

Table 3

INSTANTANEOUS DYNAMIC PRESSURES IN THE TURBULENT REGION AT THE TOE OF THE HYDRAULIC JUMP--PROTOTYPE FEET OF WATER

Ta1lwater Piezometer Maximum Minimum Avera,ge Discharge elevation No. pressure pressure pressure

283 2425.1 5 13.6 -1. 2 0.8

6 17.4 -5.6 1. 2

8 12.4 0.2 6.3

9 21. 9 5. 1 11. 8

10 18.6 3.4 10.1

283 2422.3 5 2.8 -1. 2 0.8

6 1. 4 0.0 0.7

8 8.3 -1. 2 2.2

9 23.6 -3.4 8.4

10 20.3 -8.4 6.8

Piezometer locations shown on Figure 13.

10

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14

FIGURE I REPORT HYD.-494

C O U N T Y 0

SCALE OF MILES

UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

VALE PROJECT-OREGON

BULLY CREEK DAM

LOCATION MAP

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Walkway-' Crest Et. 2529.0-\

/£ Crest of Dom outlet pi~e b~onches ·;00._~-~-- ),\ ,~ ,' , pipe and stilling basin

works Sfa. t2 +59.Jt ,,s_~~ -oo E s 85'-oo' E···!' ""60 ,-£ Bully Creek outlet works

£ H. S. condu~_L:J:.-, '-6"' , 5z aipe and stilling basin. Specially compacted_ SECTION K-K SECTION ,J - ,J PIPE SUPPORT DETAIL

£ Gate chamber Sta. 12+42.50\

,-- Sta. 9+82.00 ' . ' . ~ J-6 X J-6 H_ P. gate; .

'-1.1 El. 2455.00-,---,:

\ "i' ----+

'*,,

(

f.----sta. 9+95.00 ''----see Detail Y !<--sta. ti+J4.75 • ·"'J!'i , : L...5 Cutoff collars @22'-o'---J

7 Conduit sections 28'-6' Jong alternated Sta. 12+ J0.50 ~

-~- ('1\L-2 55~ Zone J embankment-, , , / J 90•· '-· Sta. 14 +03.04 E: Zone t embonkment._ ,

£ 48 I.D. pipe' '-·sta. t4+oo.5o ~-;:.;.i:}~-- , _.; !' Preformed bitumineous joint, filler. ' OE TAIL X ft-" ~~r-.----'

2'-6~;,:. :..:-6' Drain with cementfd Joints, minimum slope 001 ,-Begin slope Sta. /2+50.50 ---...____ ,-£ Existing

/ Invert. El. 2455.00 ,···Sto.13+JJ.OO. ----.J... Hendrix Siphon : r, 48' I. D. Steel pipe: Li : ,-sta. /2+64.75 ----.,_ ,-' --t- ---- --- -r_.__-= 7;- ' "

SECTION G-G

,Original ground surface

DETAIL z

·----5 Cutoff col/ors @2.f:..o• --- -.:I \sa0.004 : ·•sto.12+56.50 Sta t4+oo5o·,., , Et 2444 57 ' Invert El. 2454. 98 · · ' \ , · --

__J ,-Sta. t5+Jo. 98 - __ __ I" f'--Sta. l5+75.98

-?.;.,,, El 24245 i-- - _,,,,., -.L -

Rubberized sealil}g compound covered with t5"osbestos felt)

/ ,. : with 8 closure sections 4'-6'/oRg (See Invert Et. 2456.oo--': , Detail Y far typical closure section)----, '

... __ ----------- ----- --y----- ----------------->1 46 1 D Steel pipe '-Grout coo. '---4 Conduit sections Jt'-6' long alternated

with 4 closure sections 4'-6' Jong (See

,~V ,... . . : ,-El. 2428.00 i -- -- - -~~i'--.1 \ i V , El. 2422.0--,,

,. .. ,, ........ i,c.---- - - ----- --- - --- --- - - -- -- ---- __________ ,'l ___ - - - - ----- - - -- - - - - - -- --- -~

;Sia. 15 + Of. 63

J'-3'x3-J' H.P. gate-,,

Top of perv,ous backf,11-··

SECTION

works

SECTION A-A Detail Y for typical closure section)

---

·. ,Limits of special /. ;< compaction downstream --~··c from Sta. l/+27. · /.o. ~,,L_ imits of special compaction ·,;, .. . :'·,;_upstream from Sta. 11+27.

SECTION F-F SECTION C-C 0-0

~ ~~,;,::,,d="F'~.-::-:---·,..,, --2' Riprap

( See notes)

ground surface

·-Limits of special compaction downstream from sta. tJ+ 70

/ /

i---- -1-f Preformed I t bituminous

joint filler

\see Detail Z

SECTION H-H SECTION H'-H' {SIMILAR)

SECTION E-E

Normal W S. El. 2516.o·:-. I

I

FIGURE 3 REPORT HYD.-494

-------V

2423

/ -_ Bully Creek outlet I only discharging- '¥

__,-/

... uJ

~

V

-A"

~-r : / ./

~" I / •Tai/water for / I / degraded chonneY--

/ I / / ,,..I',

/__,.,.- ·Canal outlet onlv dischoro,nn

- - _.z_ -El. 2456.58

• • DISCHAGE IN HUNDRED C.F. S,

DISCHARGE TAILWATER CURVES

~ I'~

5' Type B rubber waters/op --

DETAIL Y TYPICAL CLOSURE SECTION

CONCRETE FINISHES

' z 0

2422 j:: ;: uJ .J uJ

a: uJ ... ..

2421 ~ ~

Surfaces covered by fill or by second stage concrete FI.UI. Stop log seat UJ. Floors of control houses: UJ. Outlet works chute walls and floors where requiredUJ,F4 See Dwgs. /26-D-411- 412,-413. Outside exposed walls of control houses: FJ. All other surfaces: F2, U2.

NOTES For general concrete outline notes see Dwg. 40 -D-5530. Electrical conduit, control piping, reservoir level gage pip -

ing,reinforcemenf, trashracks, ventilation system, miscellaneous metal work, piping, drains and apparatus not shown completely.

If material at downstream ends of stilling basins is suitable rock, excavation shall be completed to channel profile omitting riprap as directed by the contracting officer.

REFERENCE DRAWINGS DAM-GENERAL PLAN ANO SECTIONS _______________ l26-0- 465 OUTLET WORKS INTAKE STRUCTURE_ ___________ •• _____________ _126-0 - 409

GATE CHAMBER ________________ . _______________ 126-0 • 410 BIFURCA T/ON ANO CANAL CONTROL STRUCTURf:_ __ 126·0 - 412 BULLY CREEK CONTROL STRUCTURE_. ___________ _126·0·411 STILLING BASIN$ ______________ . ________ . _____ 126-0 - 413 STEEL OUTLET PIPE-PLAN ANO SECTIONS ________ /26-0· 414 GATE CHAMBER ANO CONDUIT VENTILATION SYSTEM.126-0· 416 RESERVOIR LEVEL GAGE PIPING __________________ /26·0 ·457

UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

VALE PROJECT-OREGON

BULLY CREEK DAM OUTLET WORKS

PLAN ANO SECTIONS

D1'AWN ____ ~--~!e· ____ .UaMfT'T•D--~Jlf~---------

T1'AC£Q ____ ~~:..l?.:., ___ 1'£COMME'ND£0 __ JY • .:.3.: ~- -- -- ----CH£C1<£Q_mg_~.~~1'0V£Q ______ Q..!J~-- __________ _

t;HlaP' Of•••tt•Nf f"'f"''ff" ----- -- ·--· I ·-- -Dl!NVElf. ODL.DltADD, ,;;,ac;.&M'•c,.. • ..,,, •• , ii26-o -408

£ Control structure-;,

r------.. ------- ---- --- '1~..o;mbonkment toe dro:~~ :~ 12" i £4 S.P Droin wilh \ with colked Joints , I ,, I -[i. , colked Joints-. , ------------11 -10-----+----l--1 ' ' ! . .

' ' ' t

-£ 45'10.0utlet works conduit and control s!ructure--.._ _ 111 (( ~ )) _'-1 lt:J1~3\ I r i

s 55'-oo'c

£ WYE-Branch intersection-,,.

Type"B" r ',, __ rubber woterstap.l

.-·1·£1.2457.73--·J-~il! £ 46 1.0. Outlet works condud--.

cl.2453.66·1

~ird:b====ll*=--Sump cl 1\ E 3

2453.50-1

-------6'-o~----...J

(£ 46" 1.0. Conduit-···

\ ',,,.,,,\

\

,.,~L 4'' Covu ..... , 1

Slope uniformly to drain/

8" Embonkment toe droin • with colked Joints····'

,,Emergency gote control piping / 2- i" oil lines

I,' ·J--~r ..,~ ,,., 5"-~/

,1,.-.l,,

, £ Anchor bors 1

PLAN

min. into rock····-····

SECTION A -A

l-7,f

,~.-, ,, '? 2 · -··8" Embonkment toe ~- 12 • / drain with colked joints-, l·t-·

•;-,,·.~·· ~~::/s.P Droin with ',,\ a·

ft-·'

~--__ t ,, colked joints ', I ' ·,, I ---r-4 Cover

->1 /8 '-

SECTION 8-8 SECTION C-C

control piping

! I ~o

-,-'._ I I I I j ___ _

A

~

~l'D :f

i~:

I - --r 'J ~---- ---,---.~ -r~

FIGURE 4 REPORT HYD.-494

,,-.£ Conduit, gate and chute

£ Control structure--, _ j (1

t----------9\o" --------~

/-L-i .;,,.,. 1!

r····r ' ... -~ 'd, :· .. ·1

I I I

' 'c:, _,

i i~ :-+-~-------4' -o'~---- -~

SECTION J-J

,~£ J'-ofx6c1oJ." Door opening

SECTION F'-F'

J.:'.I'

3'' Floor droin-/

SECTION D-D

,,ff' Dia. holes for f'

SECTION G-G

Bor 3 x-,Jxo'-6!'-z __ > "~':Th

m1111~~ 4·Ply bituminous built-up roofing with grovel surfoce. For details of grovel stop see Dwg. 40-0·4303·--.,

,---{. Control structure and 2'.3",2'.J''H.Pgote

--J" Steel U bolt !I ,··f Formed drip _;:_,f' Removable pipe handrail. See Dwg.

40·0·4315. Modify handrail as shown.

J

DETAIL Z SECTION H-H

r= .,, ,1, , , w . ' :~J;:'.~~~1~·.;'S

'-.r~.-;-\ ~ \ \ \,-f 1

Trench wall ', ,'\ ). into rock-/ Ai

ct. 214s.2s.:1 ~ 6 Dia. hate\

SECTION E-E

REFERENCE DRAWINGS OUTLET WORKS· PLAN ANO SE:CTIONS ••••••••••••••• __ 126·0· 408 OUTLE:T WORKS· BIFURCATION ANO CANAL

CONTROL STRUCTURE·----------··-··------· _______ 126 ·0 ·412 OUTLET WORKS-BULLY CREEK ANO

CANAL STILLING BASINS ____ -·- ---·--------·----·--..126-0-4/J OUTLET WORKS -STEEL OUTLET PIPE-PLAN ___ • _______ • __ 126-0·4-l4 OUTLET WORKS-STEEL OUTLET PIPE· OETAIL5_ _________ .l26-0-4l5

NOTES For general concrete outline notes see Dwg. 40·0-5530 For concrete finishes see Dwg 126-0·408 For deto1ls of rubber waters tops see Dwg. 40·0·2867

1 • II · el I ADDEO DIRECTION OF 000/f SWINfl, o m.,w.

UNlrCD srJrES

DEPAffrM£Nr OF' TH£ INTEfflOlf

BiJlfEAU OF' RECL.AMATION

VALE 1'1'0.JECT - 01'EGON

BULLY CREEK DAM OUTLET WORKS

~ULLY CREEK CONTROL STRUCTURE

O,.AWN ____ :!."':f.~·---------•v•M1TTIEO.J~--------------------

T,.ACE O. __ •• ':!:.'::..S~. _____ .flflECOMMENOIEO. ~l(._~·,.,_,.J_ _ ----------(;H £(; 1( £0 •. J.U .. __ __ __ .,.,_,.OVIE0 ••• 0. f ~i•o~CH _______ ___ _

OENVEflf,COL.IJflfAOO, Ol:CIEAll.1£1' •o, , •• , 126-0-411

0

a 290

943

'13

01 0 lb

0 01 2

0

PL

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CA

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L S

TIL

LIN

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:-- -.1 a 0 N u. Q,c'

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03 01 % T.' /Z; 07..2

? iik . • NI i O. ce ‘ a ' • 1 /1 s'

O o . 'r O• ti , O

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01

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96

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Z 110

+80

88S

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(/) -1•3

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-96

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tr, O cc

x x00

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O r,14.

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01 0

t.: 0

0090

*8

31•4

,

....• ,24 ...2 9,

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0 c,....

53 sz. 310-0-991

*9 2

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41

so4S

.st

" ,"I*

09

+41

046

O

of

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12-

O

2s"

N

Sly

>-AL--

Manifold-----· I I I

Sta. 14 +51.92-------,-J

~--------------------~-----,.-----,-T

;;; 11 "'

.,..._

'1 I 1-~JA 11 Jl k:· i

j ~

I _,_k ______ 41+ ______ _J.c_ -• f_f_

P L A N

1<--Sla.15+ 30.98

I ! .-EL 2428.00

.-El. 2408.00

SECTION A-A

1<--s1a. 1st15.98

I !

BULLY CREEK DAM BULLY CREEK OUTLET WORKS

1:6.75 SCALE MODEL

MODEL ARRANGEMENT

.! ....... Toilwoter Ga9e

--End Sill .-El. 2422.0

1,; I~ "' ·;:1

•"' , .. .

BULLY CREEK DAM BULLY CR EEK OUTLET WORKS

1:6. 75 Scale Model

Completed Model

Figure 7 Report Hyd-494

A. Flow on the 2: 1 sloping chute.

B. Tailwater Elevation 2422. 3. Note boil beyond end of basin.

BULLY CREEK DAM BULLY CREEK OUTLET WORKS

1:6. 75 Scale Model

Flow Conditions fop the Maximum Discharge of 283 Second-feet; 100 Percent Gate Opening

C. Tailwater Elevation 2425. 1. Note boil beyond end of basin and traveling surge in basin.

~ lzj Cl) I-'•

'0~ 0 ,:

:t ~ ::i:: 00 '< 0.

I ,!>-co >I>-

A. Flow on the 2: 1 sloping chute.

B. Tailwater Elevation 2421. 7. Compare with Figure 8-B.

BULLY CREEK DAM BULLY CREEK OUTLET WORKS

1:6. 75 Scale Model

Flow Conditions for the Normal Discharge of 90 Second -feet

C. Tailwater Elevation 2424. 5. Compare with Figure 8-C.

!J:j 1-:cj CD ,...

"CS llQ 0 C:

:l.~ ::i:: <:D

'g_ I

,i:. <:D ,ll-

A. Sand bed before erosion.

C. Sand bed after 4 hours' model operation with flow shown in B. Note beaching action of waves and deposition of material near end of basin.

B. Q = 283 cfs; Tailwater Elevation 2422. 3.

D. Closeup of deposition of material near end of basin. Note that some material is depos­ited inside the basin.

BULLY CREEK DAM BULLY CREEK OUTLET WORKS

1:6. 75 Scale Model

Erosion Tests

::cl ".Cj (1) ....

'Cl (lq 0 s:: ::l.~ ::r: ..... «: 0 0..

I

"" co

""

View of basin with Trial 7 baffle blocks installed 10 feet downstream from chute blocks. Deposited mate­rial at end of basin was due to slough­ing of the sand during drainage of the model.

Flow conditions with the Trail 7 baffle blocks in the basin. Q = 2 8 3 cfs; Tailwater Eleva -tion 2425. 1. Compare with Figure 8-C.

BULLY CREEK DAM BULLY CREEK OUTLET WORKS

1:6. 75 Scale Model

Baffle Pier Studies

!:d >-rj Cl) ....

"d (J'q 0 C

::i ci" ::r:­

'<: ..... 0..

I .i:,. co .i:,.

Condition of riprap after 4 hours' operation with Q = 283 cfs; Tailwater Elevation 2422. 3. Note dep­osition of sand which was pulled down the slopes due to wave action at the surface.

BULLY CREEK DAM BULLY CREEK OUTLET WORKS

1:6. 75 Scale Model

Riprap Test

Figure 12 Report Hyd-494

El.2447,53-. _:L .-Water surface profile with

/ gate mounted ot 2 ,1 I I I

' I i I I I I

t"->·-sto, 14 +51, 93

;...,'

EXPLANATION e7 etc, Denotes piezometer locations --- Water surface profile ---- Pressure profile

Pressure profiles determined from overage water manometer pressures ot piezometers 6,10,9,13,16, ond 19.

,_..,

.--Water surface profile with ,/ gale mounted 2• below 2 ,i

.-EL 2 428,00 __ __.!C::'.:~~:_ __ 1 _____________ ====]1_L. ---Maximum toilwoter

~ ~ ~ P El.2424.5

~ ~ . e7 = __! 11 =~::::=: It?. "··-Minimum tailwoter _ _ - El.2421.7

•• -EL 2428.00

"•

I

' i I I

"12

.,11

<>15

1916

Q=90 C .. F.S.

<>1a

1919

\ !·

., ... -""1 ,,--1 Sto.15+30.98~<

\~

Sto. 15 + 75.98 -< I

I

,--El. 2428.00 ,·Violent surging. Water

/ surface profile estimated,

\ ,, 1. \ ....

ell , e•~----- .,...17

... __ / - ____ _,:-_"'__::.~~ --.-.;,,,,.;;-___ .,...._

... I .... . .... "l8

', ... ...,; ·I : I

! I

Maximum toilwoter EL2425J-.,\

' ~,,----...,:;-"'--

' ', Minimum toilwoter El. 2422.3

No.10 on floor 13 f , from woll------·

-..J "11 " 11 "JI I p_' El. 2408.oo

Q =283 C.F,S.

BULLY CREEK DAM BULLY CREEK OUTLET WORKS

1:6.75 SCALE MODEL

WATER SURFACE AND PRESSURE PROFILES FOR RECOMMENDED DESIGN

:a "' -O"II o­:D c:, ... C:

"21 <l"I

"'­,.c.i .., •

Gl

~ CD

"' 0 O>

a: l&.I ... <I:

20 -,,--------------,--------------..... --.

10 -+--------------+----------~....:....--+-; 0

-10 -+---------------+-------------~-+---1

0 I 2

L _ _:::~-=~--Jcccccccc4~==.===~ l&.I

~ 10 -1-----7- . l&.I ll.

TIME IN SECONDS PIEZOMETER NO. 5 - TAILWATER EL. 2425.1

>- 0 ... 0 I- -10 0 er ll.

l&.I a: ;:) II) II)

l&.I er ll.

0 I 2 3 4 TIME IN SECONDS

PIEZOMETER NO. 8 - TAILWATER EL. 2422.3

20 ••

IO • ,. Ml tlHh, .. IIH • 0

0 I 2 3 4 TIME IN SECONDS

PIEZO MET ER NO. 10- TA ILWAT ER EL. 2422.3

20 ---------------~-------------...... --

10 -l.....U.---,,--.\--.-------+----------,-:-1 0 Inc/ IN\/ r WWI ~1., ltYW\'.lael\¥'wJ~~~w

-10 -1---------------+--------------+-;

0 I 2 TIME IN SECONDS

PIEZOMETER NO. 6 - TAILWATER EL. 2425.1

t I I I I I I I I 20 • , I

10

0 111 'l1'" 1"rJI'' Ill' ,·r, 'll'I' qi·· '!!I '"lif"I

0 I 2 3 4 TIME IN SECONDS

PIEZOMETER NO. 9 - TAILWATER EL. 2422.3

Piezometer locations shown on figure 13

BULLY CREEK DAM BULLY CREEK OUTLET WORKS

1:6.75 SCALE MODEL

DYNAMIC PRESSURES AT CRITICAL PIEZOMETERS DISCH AR GE= 283 CFS

~'--------------------------------------------------------------------

::u !Tl ,, o"TI ::u­... G)

C ::c ::u -<1'1 !=1 _ .~ tD •