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:SURF,AU OF RECLAHATIOU HYDRAULIC L.rnORA'l'ORY,

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UNITED STATES WHEN BORROWED RETURN PROMPTLY DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

HYDRAULIC MODEL STUDIES !\OR THE

REHABILITATION OF THE OUTLET WORKS AND \

SPILLWAY FOR &HERBURNE LAKE DAM--

.,

MILK RIVER PROJECT, MONTANA

Hydraulic Laboratory Report No. Hyd-454

DIVISION OF ENGINEERING LABORATORIES

COMMISSIONER'S OFFICE DENVER, COLORADO

August 7; 1959

CONTENTS

Purp.ose . . . . . . . . . . . . . . . Conclusions . • • • . • . Acknowledgment • • • • • • . • • . Introduction . . . . . . . . . . . . . . . The Model • • . . • • . • • . . • . Investigation • . . • • • . . • . .

Conduit Outlets and Flip Buckets . . • . • . • . Scheme A Outlet Works . • • . •

Outlet Works Using Slide Gates . .

. . . . .

Outlet Works Using Radial Gates . • . . • • . . . • . Scheme A Spill way . • . • • . • . • . • • • • • . Scheme B Outlet Works • . • . • . • • Final Design--Outlet Works and Spillway . • •

Outlet Works . • . • • • Spillway . . . • . . • • Flip Bucket . . • . . • • . . • • . . • • .

Location Map . . . . . . . . . . . . . . . . . . Outlet Works Layout and Dams Section (Existing). • • • • . Gate Tower (Existing) • • • . • . . . . • • • • • . . • . . • Proposed Revisions for Rehabilitating Structure • • . • • 1 :15 Scale Hydraulic Model--Schematic Views • . • . 1:15 Scale Model . . . . . . . . . . . . . . . . .... 2, 330 cfs Outlet Works Flow From Initial Conduit Apron • • • • 2, 330 cfs Outlet Works Flow From Final Flip Bucket • 3,880 cfs Combined Spillway and Outlet Flows

From Final Flip Bucket • . • • . . . . . Tail Water Curve and Piezometric Pressures

for Outlet Works Flows . • I. . . . . . . . . . . . . . . . Scheme A--Outlet Works Flows at Conduit

Entrances and Exits--Reservoir Elevation 4730 Scheme A--Outlet Works Flows at Conduit

Entrances and Exits--Reservoir Elevation 4750 • • . • . . . Scheme A--Outlet Works Flows at Conduit

Entrances and Exits--Reservoir Elevation 4770 • • • • • • . Scheme A- -Single -gate Outlet Flows at Conduit

Exits and Hydraulic Jump in Conduits . . • • • • . • . • • • Proposed Top Seal Radial Gate Installation . • • • . Scheme A--Spillway Flow of 1,000 cfs . • • • • • Scheme A--Spillway Flow of 2,000 cfs • • • • • • . Scheme B--Outlet Works Flows at Conduit

Entrances--Reservoir Elevation 4750 ....•.. Scheme B--Outlet Works Flows at Conduit

Entrances--Reservoi:r:- Elevation 4770 • • • • • Plan and Section--Outlet Works Rehabilitation • • • . • • • • •

i

Page

1 1 2 2 3 4 4 5 5 5 6 7 7 7 8 8

Figure

1 2 3 4 5 6 7 8

9

10

11

12

13

14 15 16 17

18

19 20

CONTENTS (Continued)

Intake Structure--Outlet Works Rehabilitation Intake Strµcture--Outlet Works Rehabilitation • • • Raising Spill way Dike . • . • . . . . . • . . •

ii

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. . . . Figure

· 21 2·2 23

UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

Commissioner's Office--Denver Division of Engineering Laboratories Hydraulic Laboratory Branch Denver, Colorado Date: August 7, 195 9

Laboratory Report No. Hyd-454 Compiled by: W. P. Simmons, Jr.Checked by: W. E. Wagner Reviewed by: J. W. Ball Submitted by: H. M. Martin

Subject: Hydraulic model studies for the rehabilitation of the outlet worksand spillway for Sherburne Lake Dam--Milk River Project, Montana

PURPOSE

Studies were made to determine which of two spillway and outlet works arrangements was hydraulically better for modifying and improvingthe badly deteriorated, existing control structure.

CONCLUSIONS

1. Scheme A, which places two new gates within the inner control tower, produced much better outlet flow conditions than Scheme B, which places the gates between the inner and outer towers (Figure 4).

2. The Scheme A spillway, located on the outer tower and discharg­ing down between the towers, performed satisfactorily ...

3. The initial bellmouth inlets ahead of the Scheme A gates were un­satisfactory because the surfaces curved too abruptly and produced severenegative pressures at large gate openings. The more generously curved inlets shown in Figure 21 were not studied by model tests, but are believeto be satisfactory for prototype use. /

4. The transitions from the flat floors of the gate passages to the curved floors of the conduits should be/ shaped so that abrupt changes in alinement and consequent severe negative pressures are avoided (Figure/ 21).

5. A flip bucket with wing walls is necessary at the outlets of the dis­charge conduits to properly direct the flow to minimize river channel scouand structural undermining (Figure 20).

6. Radial gates perform as well as slide gates in the Scheme A ar­rangement.

7. The Scheme B arrangement directs outlet flows against the inner walls of the conduits where the sediment and gravel being transported would produce abrasive damage (Figures 18 and 19). The flow also climbed the walls and crossed over the conduit crowns to produce undesir­able conditions in the tunnels. Scheme B was therefore considered unsat­isfactory.

8. Scheme A offers definite hydraulic advantages over Scheme Band is the better choice for use in the prototype rehabilitation program. The final design shown in Figures 20, 21, 22, and 23 are based on Scheme A.

ACKNOWLEDGMENT

The designs discussed, tested, and developed in this study were the result of close cooperation petween the staffs of the Spillway and Outlet Works Section of the Dams Branch .and the Hydraulic Laboratory.

INTRODUCTION

Sherburne· Lake Dam is an earthfill structure completed in about 1918 and located on Swiftcurrent Creek in northwestern Montana (Figures 1 and 2). A gate-controlled overflow spillway in the left abutment, and an outlet works through the dam, were provided in the original structure. Un­stable foundation conditions which developed during the construction period necessitated completing the spillway on a temporary basis using timber construction. Continuing foundation displacements and deterioration of the timber eventually required the abandonment and complete closure of the spillway with an earth embankment. Since this closure, all flows past the dam have necessarily gone through the outlet structure. The performance of this outlet structure was never satisfactory due to vibrations on the cyl­inder gates and surging within the towers. Also, the large quantities of debris that flushed through the system tended to bind the gates. These d·e-ficiencies, added to normal deterioration, resulted in the cylinder gates becoming inoperative a number of years ago. During subsequent years, regulation of all flows was by the six slide gates in the passages leading to the intake structure (Figure· 3). These gates were originally intended as emergency gates, but recently have been used as service gates and were the s.ole means of flow regulation in the structure.

The general deterioration of the intake structure and the insecu­rity of operation without independent emergency gates have led to a gen-·eral .rehabilitation and revamping of the structure. Now. both a spillway and an outlet works will be combined within the tower. The original spill­way in the left abutment will remain inoperative and the earthen dike across it will be raised and strengthened.

Two plans, or schemes, were proposed for modifying the tower. In Scheme A, two service outlet gates would be placed within the inner tower, and a spillway would be placed on top of the outer tower (Figure 4).

2

With this arrangement, the outlet works flows would discharge in line with,and directly into, the two outlet conduits that pass through the dam to the river. Spillway flows would pass over the new crest, downward through the passage between the inner and outer towers, and into the outlet conduitThe spillway crest would extend only about two-thirds of the way around thtower because this provides all the crest length needed to pass expected dicharges. Scheme A had the advantages of directing the outlet flows straighinto the conduits with minimum disturbances, and of relatively large spill­way discharges with little rise in reservoir elevation due to the long crest.It had the disadvantage of additional cost.

In Scheme B, the two service gates would be placed between the inner and outer towers, and the spillway crest would be cut through the innertower (Figure 4). The outlet works flows would be directed at an angle to the lin,e of the outlet conduits and flow disturbances were expected at the tunel entrances. The spillway flows would pass down in the inner tower and directly into the outlet conduits. Scheme B had the advantages of a less expensive spillway, and of directing the spillway flows straight into the con­duits. It had the disadvantages of more turbulence at the conduit entranceswith outlet works flows, and of reduced spillway capacity.

To determine the relative advantages and disadvantages of the twoschemes, and which would be more suitable for use in the prototype struc­ture, hydraulic model studies were made. The models used in these studies, and the results that were obtained, are discussed in this report.

THE MODEL

A scale ratio of 1 :15 was selected as the best compromise betweesize of model needed for accurate results, and the construction costs, lab­oratory space, and water supply limitations. The model consisted of a large head box containing the intake tower and gate assembly; the conduits; and the tail box containing the conduit outlets and the river channel (Figure5). The metal-lined wooden head box contained a rock baffle for distribut­ing the flow to provide smooth approach conditions in the reservoir, and a representative section of the earthfill dam. The outlet approach channel and control tower were situated in this earth dam section (Figures 5 and 6APart of the outlet tower extended above the specially shaped downstream enof the head box while the remainder of the tower with the outlet works propwas exposed beneath the box (Figure 6B). This construction allowed accesto the gates and conduits for operation and for visual inspection of the flow.To facilitate this inspection, transparent plastic was used on most of the

· model. The downstream portion of the conduits, their outlet structure, anthe toe of the dam were located in the metal-lined tail box (Figure 6C). A section of river channel downstream from the conduit outlets led to the tailgate used to regulate the model tail water (Figure lOA).

Suitable point gages were provided to measure the reservoir watesurface elevation in the head box, and the tail water elevation in the tail boOne-sixteenth-inch-diameter piezometers were placed in the bellmouth en­trances ahead of the gates, and at critical areas near the gates and in the

3

conduits, to enable determination of the pressure conditions. The pres­sures were read in terms of feet of water on single leg water manometers. The rate of flow in the water entering the model was measured by cali­brated Venturi meters in the permanent laboratory supply system. The water leaving the models was returned to the laboratory reservoir for re­circulation.

INVESTIGATION

Conduit Outlets and Flip Buckets

Tests were first made to determine the outlet portal design needed for discharging water from the conduits into the river channel without pro­ducing excessive scour in the channel and on the toe of the dam. The exist­ing apron at the end of the conduits was 20 feet long, level, and with side walls spaced 21 feet apart. The distance between the outer walls of the con­duits was 14 feet, which resulted in 3-1/2-foot outward offsets between the outer conduit walls and the side walls of the apron. Experience has shown that these offsets or setbacks are undesirable because the flow spreads after leaving the conduits and impinges on the walls to form large, undesir­able fins. To prevent this spreading and impingement, the walls on the model apron were placed 14 feet apart and flush with the outer conduit walls. The apron was set at elevation 4718. 5 and was level with the bed of the river. The walls were 8 feet high.

Tests showed that as the water discharged from the apron and passed along the riverbed, it caused severe eddying and scour (Figure 7). This scour occurred not only in the riverbed, but on the toe of the dam, and the apron was seriously undermined. Also, the walls were too low, and large quantities of water poured over them and onto the flow emerging from the conduits. This flow condition tended to depress the jets and increase the scour.

Greatly improved conditions were obtained by installing an upward curve at the end of the apron to form a ski jump or flip bucket, and by rais.;.. ing the wall tops to elevation 47 32. 0 (Figures 5 and 8). The radius of bucket curvature was 15 feet, prototype, and the curve was continued to produce a 4-foot rise above the upstream apron floor. Forty-five degree wing walls 15 feet long were added at the downstream ends of the higher walls to protect the structure from undermining.

This flip bucket and wing wall arrangement lifted and directed the moderate and high velocity flows to greatly reduce the eddying and scouring near the dam (Figures 8 and 9). Low velocity flows passed smoothly over the bucket lip and into the tail water (Figure 11). No appreciable scour oc­curred. The wing walls protected the bucket from undermining and reduced the erosion on the toe of the dam at all flows.

At small discharges and low velocity flows , hydraulic jumps formed in the conduits due to the back pressure, or depth, created by the 4-foot rise

4

of the flip buckets (Figure 14F). These jumps took place without undue commotion, but pumped a great deal of air out of the conduits. This air can be readily supplied through the spillway passages when the reservoir is below crest level. When the reservoir level is above the crest. the vents at the outlet gates will meet the air demand.

The 14-foot wide flip bucket with high training walls and 45° wing walls was considered satisfactory for prototype use.

Scheme A Outlet Works

Outlet Works Using Slide Gates

Water passed smoothly through the two 4-foot wide by 5-foot high slide gates within the inner tower and entered the outlet conduits. Disturbances then occurred due to the spreading of the jets as they left the 4-foot wide gate conduits and impinged on the inner and outer walls of the 6 -foot wide tunnels. No confining walls could be placed along the jets on the outeside of each conduit because openings were needed for the entry of spillwayflows into the conduits. The inner sides of the jets from the gates were unconfined also.

Upon entering the conduits, the flow reached the transitions wherethe flat floor of the gate passages blended into the curved inverts of the conduits (Figure 5). This transition, which was most severe at the walls, ag­gravated the tendency for fins to form in the conduit. Fortunately, the finswere relatively thin and did not seriously affect the performance or the frepassage of air through the conduits. Pressures measured at areas believecritical on and near the transitioning surface were for the most part posi­tive at all gate openings and reservoir elevations (Figure lOB). Pressuresobserved at Piezometer 4, which is on the curved invert just downstream from the end of the transition surface, were slightly below atmospheric. Tpressures were not low enough to indicate cavitation in the prototype structure. Rounding at the intersection of the transition and the conduit inverts would reduce the tendencies for subatmospheric pressures and provide a greater safety factor for local pressure reductions at surface irregularitie

Single gate operation was entirely satisfactory in the tower and conduits. A slight sideward flow component existed in the flip bucket, but no undue difficulties were caused by it (Figure 14). When only one gate operated, the other conduit stood partly full of water. The second gate could be satisfactorily brought into operation against this ponded water by opening it reasonably slowly.

Outlet Works Using Radial Gates

A proposal was made to use 5-foot wide by 4-foot high radial gateinstead of slide gates because radial gates might prove less costly (Figure 15). The decreased height of the gate made it possible to raise the passag

5

inverts to elevation 4721. 0, which was level with the intersection line of the curved conduit floors with the side walls. The passage floors down­stream from the gates dropped on trajectory curves to meet the existing conduit inverts. New bellmouth sections were laid out using the same de­sign criteria as used on the initial bellmouths.

Model tests showed that the radial gates performed satisfactorily and much the same as the slide gates. The modified gate passage inverts and transitions to the conduit floors produced somewhat better flow condi­tions on the floor and the conduit walls. The pressures in the corners of the bellmouth sections ahead of the gates were quite low, and therefore un­satisfactory, for both symmetrical and unsymmetrical gate operation.

A later decision was made against using the radial gates because their light construction, compared with slide gates, would be less well adapted to resisting the flow turbulences, pressure surges, and vibrations likely to occur when the conduits fill during spillway discharges. No fur­ther tests were made with radial gates.

Scheme A Spill way

Water passed smoothly over the Scheme A spillway crest 'and into the passage between the inner and outer towers (Figures 16 and 17)i Con­. ditions were turbulent in the lower part of the passage as the flows plunged into the pool at the base of the intake tower. At flows up to about 700 cfs. the conduits flowed partly full. At larger flows, the conduits filled com­pletely.

Great quantities of air were entrained by the water falling from the crest and plunging into the pool in the tower (Figures 16 and 17). This air was carried into and through the conduits and part of it accumulated into pockets. Upon reaching the portals, the pockets burst forth into the open and created considerable spray. The water, with the remainder of the en­trained air. passed reasonably smoothly through the flip bucket and into the river channel.

When the reservoir elevation was raised and the spillway flows in­creased, the pool within the tower rose. Thus, less drop occurred from the reservoir surface to the pool, and more tranquil flow with less entrainment of air took place in the tower. At a spillway discharg.e of about 2, 300 cfs, the pool within the tower was high enough to submerge the crest and prevent any appreciable entrainment of air.

In the area just above the outlet conduit entrances, the inner and outer towers are connected by a concrete section (Figures 16 and 17). Square corners were initially to be used on the ends of the section. Tests showed that the flow passing around these squares ends had a pronounced tendency to separate from the surfaces and produce negative pressures. Rounded ends on the prototype structure will reduce these difficulties and the pressures should be satisfactory (Figure 21, Section F-F). No tests were made of the rounded ends.

6

Scheme B Outlet Works

The flow through outlet gates placed between the inner and outer towers was smooth (Figures 4, 18, and 19). However, the water from the gates approached the conduits at an appreciable angle and impinged heavily on the inner walls. It then climbed the walls and crossed over the roofs to drop down the outer walls. The action was moderate at small gate openingand became progressively worse at larger openings. When just one gate operated, a pool of water was held in the other conduit by the elevated lip of the flip bucket. This water moved upstream in the unused conduit and then swept around the nose of the pier between the conduits and into the higvelocity flow of the operating conduit.

A serious objection to the design was that excessive abrasive and impact damage would occur on the conduit inner walls where they would be struck by the sediment-laden flows from the gates. A further objection wasthat severely negative pressures occurred on the conduit outer walls at theijunction with the angled outer w:alls leading from the gates (Figures 4 and lOC). This intersection was rounded to a considerable degree in the initialdesign but an even greater rounding would be necessary to obtain satisfac­tory pressures.

The flow continued through the conduits. alternately climbing the inner and outer walls. The height of climb gradually decreased, but was still appreciable when the flow reached the flip bucket. Unsymmetrical flows through the bucket tended to slightly increase the disturbances in the river channel and aggravate the scouring.

It was concluded that even though the initial cost of Scheme B was less than for Scheme A, the deficiencies in outlet works performance in Scheme B were enough to rule out its use. Therefore, no further tests wermade with the Scheme B outlet works, and no model representation was made of the spill way structure.

Final Design--Outlet Works and Spillway

Outlet Works

The Scheme A arrangement was used for the final design. (Figures20, 21, 22, and 23.) Two 4-foot wide by 5-foot high slide gates we~placed8 feet apart within the center tower. with their inverts at elevation 2 20. O. New bellmouth sections were provided upstream from the gates. T ese belmouths were formed with elliptical surfaces having major axes three times the length of the minor axes. No curved surface was provided at the_ top of

-the passage because it was level with the inlet roof. The major axis of the sidewall curves was equal to the 4-foot width of the passage. The major axof the invert ellipse would, by the same process. equal the height of the passage if a top convergence were provided. In this structure, there is no top-convergence and the flat roof approximately represents the center line posi­tion in a symmetrical conduit, insofar as flow pattern is concerned. The

7

equivalent height of a symmetrical passage providing a companion top con­vergence would therefore be twice this 5-foot passage height, or 10 feet. There was insufficient length within the tower section to allow using this 10-foot axis, however, and it was necessary to compromise with a 6-foot major axis. It is believed that with the moderate heads that act on the Sherburne Lake outlet works, this compromise curve will produce pres­sures high enough to be entirely safe. No model studies were made of the final bellmouth section.

The conduit walls downstream from the gates were made parallel to keep the water from spreading excessively (Figure 21). After leaving this straight conduit, the water travels a short distance without sidewall confinement, and then enters the outlet conduits. To reduce the tendency for fins to form: and negative pressures to occur, the floor transitions from the flat to the curved surfaces were made with curving elements. These curves will be produced in the existing prototype concrete by dressing the present straight surfaces.

No model studies were made of the final design outlet works be­cause of inadequate funds. Thus, there are no model-determined calibra­tion curves. A compnted discharge curve is presented in Figure-20.

Spillway

The final spillway was about the same as the one tested in the model (Figure 22). The principal difference is that the final crest extends around to existing walls on and in the towers instead of stopping at new walls that would have been constructed. This resulted in a longer crest,

· and a probable tendency for minor flow interferences at the crest ends. Trash bars and their necessary supporting structures were also included on the spillway. No model studies were made of this final design and no model calibration curves are available. A computed curve based upon the increased crest length, with allowances for trash bar losses, is presented in Figure 20. ·

Flip Bucket

The final flip bucket was basically the same as the one developed in the early part of the model test program (Figure 20). Two design im­provements were made. These consisted of continuing the curved inverts of the conduits downstream to where they intersect the upward curve of the bucket, and providing a 3-foot wide, flat top downstream from the bucket lip. The performance of this bucket is expected to be satisfactory for all outlet works and spillway flows. No model studies were made on it because of inadequate funds.

8

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C) C'i ~ l::i

~ 12:i

9 - , ·' /5'0'

0

;

\ i

·co· . .

,Pod,i/5 c6ate Srems qt 1";, ~--Romos C 60/e 5/ems at fl 4748.· '- · - -'S, ~ fl 4735.

:;,;-,·,

\Lf ,--... --·-r

o(Wt11-· fcJ1A-

- /)(5'Tre1sh !Jars, 7'C.loC. j" Beorir,p ?!oles urder J !Jeoms not 5h<Jwn

··--IZlJ~------

-i rertex of {one ~f ______ --.-~

~

:-,. ..

~. I!, •• ('> .• (. .... ... ·.;lo.

10n J

p,:743

D .

12·0-~- ·

T/J.-ckness of rloor decffoses to #'at C:Ulo#"H&II 0 .fl/9.247otdownsllwmfd;<-of'tfo/e.»II

NOTES" I Le17r7//J of f/Jn,-e 1/flfler 6wrd P,pes // 0 • Le09'IIJ ;

of /o,rer 6uord P,pe on5tem 5, !5'5f' ' Z /?ear/J/afl/J~ e.rlendfvl//Je/9/Jlofdou/J/dl711'

(}//Jerlltaplm:,gmse.rtend /vii /Je/y'/Jlo/ dovok ff,,// mJ/, threeO,oen1~s.LowerOpemll9eKlends /20Po.reJJ//ol ~­cl 47/S.S,m/d/kD,cen,,%'4b/J,J,-,.,51/hl fl .-/735 Q/IP llflperOfle/7//J!f' 4i7//ore 5t//q/fl 4750

3. Concrete Reinforcement not shown.

,z· o 111 rrrrrJ

- 4!364'

~-12·-o:r--

"' .

. ' .

i

NOTf rorulj/Jnder oote lio/St 5ec LJraw1nt_7 /6 - C-/9

' <b

nrTJ oon noo 00_0

C=!er11e;q!,!s md ~o,e,, iirC1;/hclerGo,fa shown '. on DMJ. 16 C·/1 Upper Ends of Cr;/irdu Gak : 5fem5 lapr,d for /" Eye-bolls lo r,air, Wrre n'or : from Co(/,?/erwe;ghb

ono nno DOD 0_0n

. ' "

i 0

JI •• < ,J

" . ". 0:. b

D477Z

~ • 0., t.. < ~,. tr

0, • ~ ,._f;j

(?) '

i p

I q •

'0

I' • p

' " '

- _j_ .d 47q_}_,Q76'_

OIi tJe/15hns lilr 5lems4&5 :someos tor 5tem 6.

119/JJ (Inside)

'/'.5!eel Ltili?q. " . 'j' Straps

,..J_._. 1z'x1z' £14701

, "

7 /}

, b

r- - ~ ' c::,-

f-~-s~~ ....

D.4700, - ·-r--

,.(.-c. <::,' '•

-·, d , ~-

__ .. _'-/3'0"/J. 0 ~ • ,;:, _:_.__ •.• _J""

SfCTDYr?L. cffl/l7TIOM c-£

-l

0 z I ci I

lJ ;a fTI ({) ({)

C ;a fTI

;a fTI ({)

fTI ;a < Q ;:o

0 C -l r fTI -l er,

::0 1"11 "CJ 0 "Tl

~ G) C

I ::0 -< 1"11

!,J w ~ 01

/fOTf.-T/Jis /Jraw1i,q comp1M Ii-om Oe5ign /Jmw,i,gs mode in t/Je Hbs/J1i,qton and Prryect Or/ices

,.._,______..___ ___ _._ _______________________________________________ ,_,1~

512

~~{----­t:? :_::~: ,,:;

SCHEME A - Outlet gates in inner tower with spillway flows passing between inner and outer towers.

Outer tower--

FIGURE 4 REPORT HYO, 454

--6'x8' Horseshoe outlet tunnels

SCHEME B - Outlet gates between inner and outer towers with spillway flow passing into inner tower.

SECTION X·X SYMMETRICAL ABOUT <t.

(SCHE.ME. A)

SECTION Y-Y SYMMETRICAL ABOUT 't.

(SCHEME B)

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS

PROPOSED SCHEME A AND SCHEME B REVISIONS FOR REHABILITATING STRUCTURE

N

--8" Water supply

'--Rock Baffle --

= ,b a 0

80"

c• E.

0. 0 x ,..-)

Ng

24" --

r7IM MI, --- -A

5.-0

"

Spillw

ay an

d

inn

er sh

aft

r 7 o

z 0 6,

— -1 me r

DDz r

u)

ri

z r

TZ:1 0

_a

-I-

r- 3 o

• 0 -h 0 a 3

>1 ° 0"

1

—4

0

"A fri

CO -P.

I _ '•\,, ,c-1 o„

r. <-- 1;YO '"

(4>.

6.08'1->:4 -5.50;44c 6.57" ›;<-4.33",

H-H

-wap j.o

apt)} w

oa

4sd

n

0 fl

0

6'-o"

0

—J-

< 216'

9

3

O

re. N

co J1

-o r

z

CO fl

0

0 ,-Tunnel ‘‘, portal

0

00 -

6-0"

V

O C —4

r

z

z

z

P1

r

<-3.67 A 7-33"->

Lod'

46.96"

o.4o 0.354,:<- •.;

[32°"- ,0.24"R;1 ->12.174

A

b_5.6 .0 01:3

A r rn

f A to .O ▪ N

2.08%,

320" NO

LLD

3S

A J

7ri cf) > 0 D0 m

m r-

• Z > 11:7 C — 0 x-

0 Z pi C);l m C 0 1— a < —4

M () rn r-

--ID

co 0 op in .—Nrn — -1 in

0„, 4— 2)

=Z — N 0

3 ,

co 0 7 C -4

O

rn

7 . z8”

5.2.2"->

- 6.40"--›

_Y

r

r

fl K 03 0 3

rF)

143

<0.80"

8.48"-7!->4

k..;„ 0 0 co :s0 N

m ,)

A.

7S •

)1-)1

NO

lit A

31

3

-r 0

2 N./

A. Interior of head box with approach channel and Scheme A spillway.

B. Gate and tower section - Scheme A.

C. Outlet conduits leading to tail box in foreground.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS

1 :15 Scale Model

Figure 6 Report Hyd 454

Figure 7 Report Hyd 454

A. Bed prior to tests • B. High angle view of now.

. C. Low angle view of now.

D. Erosion after operating model 1 hour.

SHERBURNE LAKE SPll..LWAY AND OUTLET WORKS 2,330 cfs Outlet Works Flow from Initial Conduit Apron

Res. Elev. 4784 T. W. Elev. 4728. 2 1:15 Scale Model

Figure 8 Report Hyd 454

A. Bed prior to tests. B. High angle view of flow.

C. Low angle view of flow.

D. Erosion after operating model 1 hour.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS 2, 330 cfs Outlet Works Flow From Final Flip Bucket

Res. Elev. 4784 T. W. Elev. 4728. 2 1 :15 Scale Model

Figure 9 Report Hyd 454

A. Flow pattern •.

B. Erosion after operating model 1 hour.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS 3,880 cfs Combined Spillway and Outlet Flows From Final Flip Bucket

Res. Elev. 4793 T. W. Elev. 4730. 2 1 :15 Scale Model

Sit

4732

----

ti "'

I----I 4728 ~ I--"'

i-----z 0 L.--I- L---<[

i;'; 4724 ...I /"

:..,..-----

"'

~ :c

ti ~ I

II) 0:

I

. 500 1000 1500 2000 2500 3000 3500

DISCHARGE-CUBIC FEET PER SECOND

A. TAILWATER ELEVATION

0.75-, A-<ll _.G::J·. SECTI01N A-A • .. '. J:-1.25'+,t+i ~-0.25' Flow>- _±t--:J!e~2~-;'r4-;:--4 _____ -f \..... ! _,)

El.4720.0-i

,0,: -~ ••• .,.d_:_ .. ,..,. ·. ·. •,•p, ..... -..... ·-··.-.- • .c:..-.-·:-.-~.-~ · .. j:::'.•.'I. .·,4:·.•-. .q, -~-- • •••• -;~. ·-·· .. _.; •

~ I --~L-~r------l--__j __ ::_Alo-l=-----i~2~--~-'l~:::::==:t2~~~-==~ :;; 101-- /' 1:3 ____ ..... 3y "'n.-L 1-====Jt::::J:;;;~d:::::l:::~;1;;~~~!~~~~-~t:::::t~~~~;t::::j 1--'l _i...----~ 0 II)

!:/ 10 ::::, II) II)

"' 0: --Q.

"' Q.

~_:- - IR' ... _5 0 :-E-:- - - -1- - - -- -i-- - -i-- - - -- _.__ - -- - - - -

.......... ...____ 4--,~ -----

~ -10 o: o!:-----:'10=----='20,,---='30,,---4""0=----s_.,o ___ s._0 ___ 1.._0 ___ 8,._0 __ °"'90'-----'100

n. GATE OPENING-PERCENT OF EFFECTIVE TRAVEL

FIGURE 10 REPORT HYD.454

i

! 4--1 i

I l

1,~

·-··

B. PRESSURES AT TRANSITION FROM FLAT FLOOR TO CURVED TUNNEL INVERT SCHEME A

Piez's @El.4720.6

······· ·-.-::':':

-4

4750 4760 4770 4780 4790 RESERVOIR ELEVATION -FEET

C. PRESSURES AT CHANGE OF SIDEWALL ALINEMENT SCHEME B

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS

TAILWATER CURVE, AND PIEZOMETRIC PRESSURES FOR OUTLET WORKS 1=15 SCALE MODEL

A. Q = 250 cfs. One gate 49% open. T. W. = 4723. 4. A jump occurs in the conduit.

B. Q = 250 cfs. Both gates 36% open. T. W. = 4723. 4. A jump occurs in the conduit.

C. Q = 582 cfs. Both gates full open. T. W. = 4724. 4. Conduits flow full.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS Scheme A - Outlet Works Flows at Conduit Entrances and Exits

Reservoir Elev. 4730 1 :-15 Scale Model

Figure 11 Report Hyd 454

Figure 12 Report Hyd 454

A. Q = 250 cfs. Gates 20o/o open. T. W. Elev. = 4723. 4. A jwnp occurs in the conduit.

B. Q = 1,000 cfs .. Gates 73o/o open. T. W. Elev.= 4725.7. A jwnp occurs in the conduit.

C. Q = 1,530 cfs. Gate lOOo/o open. T. W. Elev. = 4726. 9. A jwnp occurs in the conduits at outlet portals.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS Scheme A - Outlet Works Flows at Conduit Entrances and Exits

Reservoir Elev. 4750 1:15 Scale Model

A. Q = 250 cfs. Gates 15% open. T. W. Elev. = 4723.4. A jump occurs in the conduit.

B. Q = 1,000 cfs. Gates 61% open. T. W. = 4725. 7. No jump in the conduits.

C. Q = 2,030 cfs. Gates full open. T. W. = 4727. 8. No jump in the conduits.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS Scheme A - Outlet Works Flows at Conduit Entrances and Exits

Reservoir Elev. 4770 1 :15 Scale Model

Figure 13 Report Hyd 454

Figure 14 Report Hyd 454

A. One gate open 42%. Q = 250 cfs. T. W. Elev. 4723. 4.

B. One gate open 77%. Q = 500 cfs. T. W. Elev. 4724. 3.

Reservoir Elev. 4750

C. One gate open 31 %. Q = 250 cfs. D. One gate open 6 3%. Q = 500 cfs. T. W. Elev. 4723. 4. T. W. Elev. 4724. 3

Reservoir Elev. 4770

E. One gate open full. Q = 1,016 cfs. T. W. El. 4725. 7 Res. El. 4770

F. Typical hydraulic jump in conduits. Two gates open 42%. Q = 500 cfs.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS Scheme A - Single-Gate Outlet Flows At Conduit Exits,

and Hydraulic Jump in Conduits 1 :15 Scale Model

512

FIGURE 15 REPORT HY0.454

PLAN SECTION A-A

TRANSITION COORDINATES

. · . .-.· .. · <· :, : ~:. :·-~--·\i.: ·.·.· .. ."!·· ' •• -~· . . ·.·

-: -:-.-. ·<j· .. ·.·.·.· . ·:o· .. ::~:-:~-:::

·..:.·.-.f>: ...... ·.·.·:."'·:

,-ll I 2'-9'Dia. ., Shaft

/--::: • • a- •. • t I

~-------,-''•',a· ., ·::."·,'II I ..,....,,....,.....,.....,,....,...,.......,--,-,·(j·: ... 'c:i.. : \

_::\:~::<·)~!):-/::~/}\(·;~{\::/ i(\\{i, Ar­y

. . . . . . . . . . . ...

Flow -I I

"o -' 1

I

ELEVATION

. -0 .' · ·.o. . · .... . . . . . . . ' ....... :Q.: p_ •••

. ·-·:·.· .. -:-:0. ~ .

.. o •

.o::J· •

·-· . :."c.:?· ..

. . t?· • : :: : p: .

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS

PROPOSED TOP SEAL RADIAL GATE INSTALLATION

I

X y 0

0.006 0.048 0.171

0.442 1.040 2.091

2.986 3.998

0.897 0.869

0. 788 0.656

0.476 0.254 0.088 0.035

0

~A V

A. Flow over the crest is smooth and the water drops far before striking the pool within the towers.

B. Much air is entrained and carried into the filled outlet conduits.

C. Air bursts out of the conduit portals. The flip bucket performs satisfactorily. T. W. 4725. 7.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS Scheme A - Spillway Flow of 1,000 cfs

1 :15 Scale Model

Figure 16 Report Hyd 454

Figure 17 Report Hyd 454

--A. Flow over the crest is smooth, and the water drops

only a short distance to the backed up pool.

B. Air entrainment is relatively light. Flow spirals down the conduits.

C. The nip bucket performs well. T. W. 4727. 7.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS Scheme A - Spill way Flow of 2, 000 cfs

1 :15 Scale Model

A. Q = 250 cfs. Both gates 22% open.

B. Q = 500 cfs. Both gates 43% open.

C. Q = 1,000 cfs. Both gates 72% open.

D. Q = 1, 430 cfs. Both gates fully open.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS Scheme B - Outlet Works Flows At Conduit Entrances

Reservoir Elev. 4750 1 :15 Scale Model

Figure 18 Report Hyd

Figure.19 Report Hyd 454

A. Q = 250 cfs. Both gates 1 7o/o open.

B. Q = 500 cfs. Both gates 35o/o open.

C. Q = 1,000 cfs. Both gates 61o/o open.

D. Q = 1, 920 cfs. Both gates fully open.

SHERBURNE LAKE SPILLWAY AND OUTLET WORKS Scheme B - Outlet Works Flows At Conduit Entrances

Reservoir Elev. 4770 1 :15 Scale Model

N

oJIL

\ \ \ \

L-t-"-- --- I A

-~-_:_ ~'- -----~---;lPreserve free outlet for -- -·---- embankment dram

~~' -----------------.-..a----J.-Extend 4' riprap to left \ ~o:':\'.::, ~ ,~~-~ abutmentort0o'min. "'-' · ', . ,· } at El. 4725 from £ 0

', •:, • outlet works

Vary side slopes to match existing channel

L E

----+f-+~~+--,--..-. ~+ J A

c,( ,'Is,

-clF

4"

-o-·

3'-o" -~ :, !_

-<J.., 'F L

&• o<_

FIGURE 20

REPORT HYD. 454 f' Dia. expansion anchor baits ( Vertical spacing dee~,_

,, 4'Min.

1' Min. depth saw cut along perimeter 12' Min.- -,,4 - · '· ---#4-lx 4" Wire fabric

of damaged area - - - - _ _ _ ;6~:-24' Moxc: _;.. .: , -J ,Provide chamfer

' \ ><-?-

. ,, 7v".01'111'7~7/1/./IIB~ · ,::;. : as far adjacent Remove deteriorated concrete ', I)! : concrete

and repair with new cCX1crete, 2

,0

.t .'

~-"o,•

DETAIL OF REPAIR OF DAMAGED CONCRETE. FOR ANCHORAGE O£TAIL S££ OWG. /5·C.2l4

,>

c;-{

_J E

0 4810

4800

'-

RESERVOIR AREA IN HUNDREDS OF ACRES 4 8 12 16 20

RESERVOIR CAPACITY IN THOUSANDS OF ACRE FEET'

0 W W ~, ~

Overflow crest and I .,,.. I outlet works-. /

J / / '""--,!

;'f Outlet works i;; 4790 UJ "-

rl' .-pv~rest f· / / V

,;, 4780 Q >-

- j / / /

HALF PLAN OF OUTLET STRUCTURE. ~ 4770

~ ;"'

Nor W S. El. 4788, Res. capacity 66,000 A .F- -- - -------,,

~21..- --•-

6 Existing 3'o"x :_'_~·---slide gates--- ---~

.-Riprap

,El. 4705 _L

30

-2-4'x5' H. P Regulating Gates

PLAN

0 30

SCALE OF FEET

/

4.i : ;\i t\P

'\ SECT/O~ A-A

60

£ Outlet works,,_J

,<--17. 5'·->k---17. 5'.->: ,-E/.4720--,

"'·"'---Ripr~ p---.,_;,.-

SECTION M-M

11 S•.oosH

~/

-:Slope varies ',-. El. 4726·,,

~~

4' Dia. past recess-,_

IO~}. 't:f.t r II"" '~I #5@12-''.-., _ _i;- I

I #5,, \ -~

1o"c.1. drain pipe··

'Riprap

'Surface of dam extended

'- -:: 0 ,~..___o#5 An~h~;-b"/i~s-/

SECTION .J-.J

,, El. 4732.oo··''j_ __ _

,--Slape:;

,--El. 4726 ___ ;;6@/lf. f

~ , , ,,

\/

:-,-~;# '--Backfill---;;¼_,N !'.,·:;·_.:/'.~

: c:."y ,-El. 4705 '_J

'-Existing dam embankment ' : r i?

SECTION C-C '1,"

Repair damaged / :,•:}rl-+= Y ==-==,.r-== ~II",>'; .. area /see detail Ji V,

''Riprop

SECTION B-B

__ £.'·Original ground surface -........... , ..... 5. #5 Ahcnor bars@ (2''.;,, 'f;t

6"Min,-l

·~ ~- =----~ SECTION D-D 'IC~ ........ ~~ .;,,¾p;.r))=!f?·- -~ SECTION F-F

\,-

. Alf' #5,¢_: ', ~'

SECTION K-K

Cast iron grating caulked ,-6' Cast iron soil pipe

in hub of soil pipe-, :' , i'----£ \, 1-r~--4;;i~ -a -::i . .1, ':L.,,.;:

;f Bend-.1,;.,/,

SECTION L-L

!2~ r<-

:,_e:;-·Slope f fif

#6@12\

{Balter--

El.4722.00·y_ __

El. 4 715.00) -i

#//@fl-<

#//@12'.' ___ f_t J . [., ..• ,,

1EI. 4718. 5 max.

-{,·

'-Reinforcement not shown:

SECTION G-G SE.CT/ON H-H

...I uJ o: 4760 0 > ffi 4750 ~ 0:

4740

Capacity----\,,

/// I-<---

/ I /

I I ,,/

- ----Voutlet works /

1/--- -Area

4730 r /-- ---4720

0 2 3 4 DISCHARGE IN THOUSANDS OF C.F.S.

AREA- CAPACITY-DISCHARGE CURVES

CONCRETE FINISHES Surfaces covered by fill: Fl, u1. Water passage from portal to end of sill: F4, u3. Intake structure water passages below El. 4732: F4, U3. All other surfaces: F2, U2

NOTES Far general concrete outline notes see Dwg. 40-0-5530

For general reinforcement notes see Dwg. 40-0-5586

REFERENCE DRAWINGS OUTLET WORKS R£HABIL/TAT/ON-INTAK£

STRUCTURE SHEET I OF 2- .. ___ _______ l5-O-213 OUTLET WORKS R£HABIL I TAT ION-INTAKE

STRUCTURE SHEET 2 OF2 ____________ /5-O·2l4

SHERBURN£ LAKES OUTLET WORKS LAYOUT ANO OAM SECTIONS ___________ ./6-C- 14

SHERBURN£ LAKES RESERVOIR OAM O_LJTL£T CONOUIT _ _____ .. - _ - .. -- - -- ___ /5-612-3393

UN!TEO STATES

DEPARTMENT OF THE JNTERIOR

BUREAU OF RECLAMATION

MILK RIVER PROJECT-MONT.

SHERBURNE LAKE DAM OUTLET WORKS REHAB/LI TAT/ON

PLAN AND SECTIONS

,

ORA wN _ ___ _ .,_,_H.;9~ __ __ suaM1rre;o- -~Jtt;~ _______ _ TRACED .. _ ... />t. ft,_"f. _ ___ RECOMMENOEO. - -.a~~~~ ___ _ CHECKED- -~~4f.4f,i..APPROVED--- -~~,_ ~ _ ------I

C/'i/£~ OE~~'a £NGIN££!'_ __

OENVl!R, COLOR A 00, FE8. I!, 1959 15-D-212

·'

Saw cut at El. 47305--. - /

,Saw cul from El. 47200 / to El 47305

'~ El 47320-.

FIGURE 21

REPORT HYD. 454

Saw cul--. El.4730.5)

Mastic seal, ---Remove existing concrete ',,

f 17 ) ~ ~ El 4728.0l")

Mastic seal-see Detail Y----

Top af concrete,

V

/1

. , ~- .' .. ,'E/47275~; ; ;--fi:4co"x5'-o'

~~ ~,I I\\ ; / ; 1/igh pressure

· · · · / 7 17

' ~,ates

7

cut at El. 4732.0

SECTIONAL PLAN A-A )_

/ /,,

. · Asbestos . ,-Oakum Mastic\ wicking,, Mastic\:-~

Exposed -~a~~'.·-~te ', -~ : _ -~' s><

surface ~21" Sawc~-, '

'J_•2,~ ,, "''· ', '"-J"," i', ' ' - ",,

"construe/ion Joint , I

~.,,.i!!U/·-.#6@!2"from ~----£ Inner shaft . . • \ El 4725.5 ta El. 4729.5

'-~6@ 12' from El 47180, see Section K-K

HALF SF.CTIONAL PLANS C-C ANO 0-0

'

4719.5 to El. 4732 0

~ - - -+-Top af concrete,

I f/. 4732.0

·,

Gy \~ _, ,. t I / / -/ AR L":'.'

SECTION F-F

Drill holes far #5 bars and grout bars into existing concrete\

~

SECTION G-G

SECTION J-J

SECTION K-K

.-6"M1n

# " • t< ___ f._-,.., 4W,;:iabricm ,-{ExpanSlf?n anchor W-:- 9:'

',, /, boll, 24 ±CC.--,,, 2

._,

#4 Hairpin hooked p--- /' ·----

as shown--------- ---- - / \ ;" Min

Wire hairpin to bolt--- ----- - \Alternate m.ethad, using

,, ' hooked expansion anchor, --- '--...,,.... --1:~L· ~~~~r

Ladders and landings not shown, see Dwg. 15-0-220 --,

,-Ventilation piping not shown, ' see Dwg. 15-0-216 Excavated surface

of •xisting concrete

··-·-Hoak ,n field---------

~--~-~---~-"--<: r/Symmetrical about£ DETAIL OF FABRIC ANCHORAGE

0

t)cy ½

~-: ~ ~:l.[~ ~'t:J~~ ,. "' Q_ -.: -:::c --

~ 8.?:l ~~~:.)(\J

~ -- -c::

~~~i C\J Q.J"~ ~

~]~t~ ~ '-- t:) § -I::, Cl.~<:..:,.!:! (ij "'

\_ \'

. /. ·/

Chip existing concrete ta Y--/4.A:_, ... ~~;,,-" · maintain 12'minimum clear distance----

y ~~ /1/

% /I

/

\~

£ Inner shaft and gates-) I

'-;,-j

\

SECTIONAL ELEVATION_ B-B

C

"' l'.Q ,.

~ / /

// ye

: Floor transition from \ rectangular to :

I

'

/

·p . c,:

Ma,hc­

Drow lath light across mos/ii: before anchoring-

... _()·. L; . 1 ·

• ~ ,il ••

DETAIL X CALKED JOINT

tl

DETAIL Y MASTIC SEAL

.ti

-8' Wide strip smo// mesh diamond expanded metal lath anchored each edge at 12" spacing

#4-lxl Wire fabric, see DetoJ/ of Fabric Ancharage----------

"~(

~r:,

F Expansion anchor baits @ 2l spacing each way---------

I , 11

,Bushhommer and / ----- (6-0---

.\ grind existir,g floor 1 transition ta_ 1arc af a i:,

surface to mfel the ,' tolerances or a U3 finish.

r--•• I ' I

30~0" radius f'rovide a ',/2 f/

---------- 3o'-o1 R -------_::_c---- -.-::-~- J I ',, ---l>i

~\M ,-iwJ '---_J

' - -

-CONDUIT SECTION

.r/

6

,.D·

/,

/ ////////

I

I '

I El 413050,

1 Cut _ existing Slope to droi~7 \

,/ reinforcement I _./ :, ~ ~

-~.1·

·'· I . :_}~

/ %

-•.. ,;i·

"f» ~

/

_c

/

1////,!/u ~-- -,, ----- ---- c'1'f'{):t;K( I L / / /_,,,,. / / / / / I

SECTION E-E

NOTES

Far general notes and list af reference drawings see Sheet

I af 2. A II saw cuts I inch deep except as noted

Clean and preserve as directed, 40 bar diameters of existing

reinforcement exposed by removal af concrete, where

extension af reinforcement will be into new concrete.

COMPANION DRAWING SHEET I OF 2 _________________________________ !5-D-213

5-11-59 D- 4'"'1

SiJBSTITUTEO MASTIC SEAL FOR PORTION OF CALKED JOINTS

UNITED STATES

DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

MILK RIVER PROJEOT-MONTANA

SHERBURNE LAKE DAM OUTLET WORKS REHABILITATION

INTAKE STRUCTURE

OffAWN _____ '!,~_:~:... _____ SUl!IMITTEO.:_~~-------------------

::::::~=-;;_~~~-~~--~::::::::::_D:tJ~-~---======' _.E_H••~AM•_~,rA!"5!!!_

OENVEff, COL.O"AOO, FEl!I. 2, 1959,

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/////

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~--·

4750

i,-,,-'f Existing spillway

--------------------------------- - )< --- - ---£, ist ing ear th fill - - _: - - - ''. - - - - - - - - ->-

FIGURE 23 REPORT HYO. 454

Remove existing ramp __

c·~

'=~, ~A~ ~) ~ >~½//.. . . ... ·· / ",~~····· ~"'"''';,,;,,:.···

/. _,.~ , I ,.· ./ rn,"'"""'~ r ___ "" __ __/ /-,- . : 1 : _L -=---7-

------

Source of backfil~,­______________.

G~ r SECTION C-C

Gravel blanke /., :-%'.i,,_,IJ.4'e),N~§."e \

'f Existing spillway

·f,emo;e existing riprap as shown

4•1--,

A Ai___ I I I I I 1111 ¥' ,I I I

I ' 'Remave existing

1

concrete wall-----

' ' I

~I-· i~ j . t 1-/ // --_'fExist1ngspillway

- - -Backfill - -- --~ - - -~ ~ -----End af zane 2 material

~

- - - -- ..:-.... -

C, C, 4

"' ~ (J)

30

Sta. 2 +15

PLAN

0 30

SCALE OF FEET

I ,":cl 4753.0 • 41

"' "' l':'-"'_t

Sta. 2+15----,-,

SECTION A -A

C, C, 4 ..., -2 ".'

60

750~=--->',_-:­----------~

C, C, 4

"' ~ (J)

__ ':[/. 4740 ,-Backfill 1[1 4730.0 _t

',,_Existing 18'x3'.o"

concrete cutaff walls *n 4727.o -

Remove existing gravel surfacing, Sta 0+15.64

24' R1prap an 12" bedding--, ' - Left abutment wall shown as originally constructed Remove top of existing wall to a line

NW.S. U 4788.0

Flatten existing upstream slape to 3,1 above cl 4 793 - - - - - - - - -

[/. 4 785.00,'

10

5' below dike section shown

SECTION B-B

0 10 20

SCALE OF FEET

C,

"' 4

"' to

~ \r~'!f-- ~, J;:~ ~;, / * G ,, , I ~

24 Rack fill fram / 11 ,l I ~

;,l I .... ~

·" I -t'

CD ·'?' ...... - ',.,'._- >-.. ;>c:-.,"'"~:<? • '.'--:f~~---z;;,·:~oc,.,, r: ",.p,qgaL> ~o f'b."'O.J..u6 ·f_.,,0 ,,

C~Y 0

'Provide special campactian af earth fill against walls in zone I SECTION D-D

SECTION E-E

Limits of \ special compaction-' in zone I.

ex,st1ng er )1bs - , , I ,._

I "' Remove existing rock filled timber cribs.--,

Remove timber flooring and concrete cutoffs extending within 12' of surface of backfill-,

·,,.

;<-id-~ ,-24" Rock fill from existing cribs

SECTION H-H

0 "-4

"'

SECTION F-F

Remove existing walls leaving 5'.o" max. height above ,,Adjust surface uniformly to give floor.--------,, f 12' min. cover aver irregularities

, j:_--11'.>-<, i in existing concrete surface 12 - , ,~- : ,,. , ,-'f Existing spillway f1>..--~ ~; ,'-'1 ' ' ':::::-:--y-y-24-->-r<--- 24---->-' ... ,.,._._..,

SECTION G-G

vi ,-Top of existing walls ~ (J)

Top of backfill at wall-,,

IZ-~ ~·=;::----------=-=-=-=

··Remove top of existing walls leaving 5'.o" max. height.

CD 0

I

~ : ,'-'u 4724.o

EMBANKMENT EXPLANATION

Selected clay, silt, sand and gravel compacted

by equipment travel ta 12- inch layers. Selected sand, gravel and cobbles compacted

by crawler-type tractor to 12- inch layers.

20 0

GPO 82:2893

20 40 60

SCALE OF FEET

NOTES *Indicates elevation based on assumed original elevation. Adjust

to con farm to existing elev at ion as directed

UNfTEO STATES

DEPARTMENT OF THE fNTERfOR

BUREAU OF REGLAMATfON

MILK RIVER PROJECT· MONTANA

SHERBURNE LAKE DAM RAISING SPILLWAY DIKE

Ol'tAWN_ ---~·-'"!..:£:.. _ ______ SUSMITTEO __ ~Af..~-----Tl'tACEO ___ -!.:~:..fl!:.. _____ l'tECOMMENOEO ___ o,._.;t.:;~ CHECKED- -/._.Jl.~J~~- _ APPl'tOVEO----~ 4:~;,:::,~~~----_

_ _ CHIEF OEs"1fr.f~l'IIG ENGINEEff _

DENVER, COC..Ol'tAOO, FEIi. I!, l9lS9 15-0-215