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BUREAU OF RECLAMATION UNITED STATES HYDH!tULIC L.:iBORATORY

DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION

HYDRAULIC MODEL STUDIES OF THE OUT LET WORKS AND

WASTEWAY FOR LOVEWELL DAM BOSTWICK DIVISION

MISSOURI RIVER BASIN PROJECT

Hydraulic Laboratory Report No. Hyd-400

ENGINEERING LABORATORIES

COMMISSIONER'S OFFICE DENVER, COLORADO

May 20, 1955

CO'.NTENTS-

Page_

Purpose. ..

• • • • • • • • • • • • • . • • • • • • • • • ' . ·1 _:

Conclusions ,·:,. ·,.,, 1 :· ..

·'1

2

.. • • • • • • • • • . . .. ~ .. • • • -. • • • • • •

Recommendation • • • • • • • • • • • . • • • • • ·it • .. •

Acknowledgment • • • • • • • • • .. • • • • • • • • • • • ,2-

lntroduction • • • • • • • • • . • • • • • • • • .. • • • •

1':18 Scale Model • • ;, •.· . • • • • • • • • • • • • •· • • • • •

Investigation. • • • • • • • • • • . - • • .- • • .- • • • • •

<: Preliminary Design • • • • • • • • • • • • • , • • •

Baffle Blbcks · in: the Stilling Basin • • • • • • • • • . ·(' . ......

Culvert-type Wave Suppres_sor. .' ~ ;.. • • • •• ~ ~ '- • > ••• • .• •

• • • • • • .. . . ~ : .·•. ·-Cover -Over Stilling -Basin • • • • • • • • • • • • • • • -7

Headwall at Wasteway"Gate • ·• · •• • • • • • • • • • • ..,,

Water Surface Fluctuations in Automatic Ga~e Well • • • 8

Interference of Control Gate Hinge Blocks At ~gh Flows . •. . • •. • . . • • . • : • = • · ; • • • ' • • • -. ...

FilletS:,Dowrlstream:from the Control :Gate .• .-· • ••

Change in Location of Wasteway Entrance •• • • • • ' ~- .

i

·,

• •

• •

.. .

,9

10 ,·

10

LIST OF .FIGURES

'···i Figure

Lqcation.M~p !•·~-~·~······ . . . . . . · .. :- ·:: 1

General :plan and Section--Lovewell D,am. • • • • . . . Outlet Works . ,.. . - . . . , • • . . . ~ -·-· -~· . '•:· ~ .•.. i..f .- ._: · .. ··.· 3.

W:~ste\\'.ay 1 • . . . • • .• • • •' it

Aµtomati~ l,{a9ial Gate-Wasteway . . . . • • • • ' .... ' .. . . ":.-~ ~ 5

1:18 Model ··,~~-·~1!· . •, •. •. ! • t ' •• ! •• ·-.r. . - ; ·. -:.-.: :: ' .·6

F+ow Con~iitions_ of Preliminary Design . ~ . . ~ . ,,~ • : • :··~·-·.·; ·i

Ut;iderpass-type Wave Su~pressor •..••• , ••• : •• , .• ,·. , 8

Flow Conditions with Basin Bloc:ks and Wav~ Suppre~£;O;r .. Q = 635 cfs .: ~ ~ : ~- . ~ . . • • • • . . . . . • • • . . 9

Fl~w Conditions' with Basin Blocks and' w'ave Suppressor : .' ' Q = 1,270 cfs ~ .•..•..•.... • : •. •! :.- ..• .,, •.• ,., • ·: 10

R~te of Flow-vs-Reservoir Elevatio~ for,Control G.a.te,. ~I:ld i . , Water Surface Profiles . • . • . • • . • • • . • . • • • 11

. ' . .. .. . ,' 1 .. ,.· . ; . .

Flow Conditions at Waste Gate • • • . . . . . . . . . . . 12

Perfor~ance Cu;rves for ,W;is~eway • • . • • . • • . • , • . 13

Int~rference of ~inge Blocks, on-Flpw, .and Effect.OJ-Slightly·. · Closing Control Gate . . . • • • . . .• • • . . • • • . . 14

; • ~ I

Effect of Moving Wasteway Entrance Downstream . . . . . 15

ii

UNITED ST ATES DEPART·MENT OF 'THE INTERIOR

·BUR-EAU. OF RECLAMATION

Commissioner's Office' Eµgine.eririg · 1.aboratories Denve:r,.-·Coloi'ad'o · · · May 20,. 1955

Laboratory Report No. Hyd-400 Hydraµlic LaboraJory · : . Written 'by: W. -:p. 'Simmons~ Jr~ Reviewed and · · · ·

cbec ked by: J. W. Ball

_-,·s:~1:>~~~'t:, ~ydrauli~ ~o~el studi-=s of th:e _outle~ ~·orks and wastewa_Y for · -·· ·· · · · Lovewell Dam'•-Bostwick Division- -Missouri River Basin ·

' '·Prqject ·· · · :,, ~ ·-<,.' _.:. ,: ; ~

PURPOSE

.. , ... - · '. ·. ·ltydraulic model tests were made of the Qutlet works and.waste­. -wa:f to study the'flow ·conditions· and. determine the· capacity of the prd­<.'posed ·structure, and to ascertain any design changes needed to. assu:r-e

satisfactory operation. · •· ,. ;,

! . CONCLUSIONS

1. The basic preliminary design structure was made to operate satisfactorily by the addition of two large baffle blocks in the stilling ~asi~; 'a_culvert-typ!i!·wave suppressor near the basin end, a cover:·~ver the basin,' arid a headwall and cover at the wasteway gate; and by relo­cating the inlet .pipe to the wasteway gate weir well, ahd providing a lessabrupt taper at the upstream end of the bottom corner fillets just down­stream from the control gate.

2. Two large baffle blocks placed near the upstream end of the stilling basin·produced a 'better hydraulic jump in the ba,sin and. reduced the 'wave action (Figure 6). · 'The flood handling capacity of the ba~in. wasthus increased (Figure llA). The small chute blocks in the preliminarydesign were found to be ineffective. · ·

3. A 45-foot-long ctilvert-type wave suppressor placed near the do~nstream end of the basin greatly improved the now conditions at the

· \vasteway gat~ and: canal entrance when releases ·were made at partial gate openings 'at ·nfoderate ·and high heads (Figures 7, 8,. arid 9)'. With this suppressor and the two large baffle blocks in the stilling basin, the flow at the wasteway gate and in the supply channel to the canal was sat­isfactory at all applicable combinations of head and rate of flow.

4. Wetting of the fill material next to the stilling basin by spray and flying water can be prevented by placing a 50-foot long cover over the b$sin. The cover should be placed not lower than elevation 1577. 0 to avoid heavy buffeting by the water. ·

5. A verticatwall with a'2-:foot wide horizon,tal shelf placed di• rectly over and just }IPStream of the w~st'eway gate will prevent water wastage due to waves overtopping the gate (Figure 12).

6. Much smaller water surface fluctuations are obtained in.the, weir 'well whe·n the inlet of: the wasteway gate! <f'loat. weil supply;pi.p~,:i,s m_9ved fr,opi .. its initial lQcaUon on the left channel wall _to a regigr,_:oi.: qui'eter flow· at the right wall. · - ·

7. An emergency flow passage., or flood-out., from the main · c~a~.~~ to tpe wasteway gate float well is required to quickep t-h,e,gate.'s

res.pqn,se" when the rate of rise of water surface in the. channel is greater than· that which might be expected during normal operation ... A stop­board controlled opening through the channel wall to the float well should be satisfactory.

. . . . 8. . The upstream ends. of the bottom corner fill~ts just dpwnstream '_fr.om the ~qntrol gate will not'cause objectionable fins .. of w~ter if a~ate

of tap¢:r of 1:4 is used in place of the 1:1 slope of the prelim,inaryde~ign -(Figure ·6). · · · · .. · .· , . ,

9. When flows of about 1.,270 cfs·are passed through the fully opened control gate the flow strikes the hinge blocks. The water will be below the blocks when the gate opening is smaller than about 92 percent.

,

·· · .. ·io. · ·+he flow cond~tions at the c~al entranc.e were ·improv~ only · sligh~ly over the ~lies obtained with the preliminary df:lsign without the

· b_asin }?locks and \\•ave suppressor when the wasteway inlet was .moved farther downst.ream. · · · ~. ·') .

RECOMMENDATION

_ . _ _ · . . , . The operation of this. outlet works stru.cture should be super­.- yised,carefully enough to insu;[''e th,at no releases a~e made at a·rate:.· .. greateT than ab61:1t 1., '270 cfs.

ACKNOWLEDGME~T

Clos.e liaison was maintained ·between the personnel in the D.ams :aranch. and. in the Hydraulic Laboratory during the model testing. pro-~~- . .

'·,

2

· .. ·-, -~ . . · · · · .. INTRODUCTlON .

Lovewell Dam is an earth fill structure located about midway between the east and west boarder.s of Ka,ns~s and 8 miles south of the Nebraska line (Figure 1 ): n will ·offer flood' protection to farms and citie~ down~tream and provide storage and control for ir_rigation water. The ·dam1 rises. as· feet above the bed of White nockCreek ana the main sectlbn ha~· a'crest· length c;,t about 4. 000 feet ·(Figure 2). A dike ~o~~ ti'nues t-o the·-left for· another 4~ 500 feet. Two 25- by 20-'foot radial spillwiy_gates -~t the· right abutment will control th~ re:servciir elev-a'.~ ti~n; -~~d r_~l.ea.?~: fl~o~ :di,sc_1?,arte5: as _r_eq~~re~. A. ~y~ra~il~c ~ju~J( typ~ sbl'.hng bastt11s prov,1ded to convert the hrgh velocity sp1llw~y relea$es in't_6 low velocity flows that will 'not seriously. erode th~. riv<:!r_ clia'~~l: . Th-Ef-~utlet ·works, whfoh will release water to the irrigation c·~pal. Ues to ·.tfle' riglit of the· spi~1way'str1:,1cture •.. It consists of' a clo~ec;f condiJit; frbm,!the·fa;ce ot:the dan)'fo the·,radiat-type high-head 'con'trol g~Je, -~' ~:J6-s1ed'.~6_ndii}t tr·omi -~he gate _to the _sti~ling basin. a~ open: ¢~~nij1 ·y~'

· ~e.<?.t~<>'rl;· __ a w_ast~way·f~r e?Dergep,cy_ use, and a _chanrtellea41ng; to, t:tit;·., '1_rr1~~~_10n _canar(Figu~e 3) .. ~ pi_easuring station at th«;? end or th!~ ; __ ¢.~anrt~l--will measure the rate of flow turned into the canal.· Th~f tj:le_;:t.5-ii:~em~nt's_ wlil be ma4~· wit~-' propell~r-typ~e ·meters located at ~~~-'~q»:n­stre~m ends: of'two flow pa~sages. or barrels, that are fo,:r;nied by a/, v~~fo·aJ wall on.the ce·ntei:- lin,e of the channel and a subme~ged ~lov.e~ Check gates a short distance downstream wfll hold the, channel vv~~et surface to elevation 1570. 5 at all discharges so that the barrels wUlal­ways flow full. At low flows the discharge may all be directed into one of the passages to produce the velocity needed for good meter readings. At higher discharges the flow will be equally divided between the two passages.

The wasteway is provided to prevent overtopping of the struc­ture and flooding of the irrigation canal in the event of excessive re­leases from the control gate or improper settings of the measuring sta­tion check gates (Figure 4). During all normal outlet works operation the automatically controlled wasteway gate will remain closed. How­ever, if the water surface in the channel to the canal should for any rea­son rise above approximately elevation 1571. 0, water will enter the float well and cause the waste-way gate to open (Figure 5). When the cause of the abnormally high water surface has been corrected. the wasteway gate will automatically close as· the water in the float well es­capes through an orifice-controlled drain pipe.

Good flow conditions without large waves and surges and with an approximately symmetrical velocity distribution must prevail at the measuring station to permit accurate flow measurements. Also. rea­sonably good flow conditi9ns are required in the vicinity of the automatic wasteway gate so that the control system will not tend to open and close the gate unnecessarily due to waves. To determine the flow conditions th~t could be expected within the turnout structure, and to determine any design changes that might be needed to insure satisfactory performance, model studies were requested by the Dams Branch. The model that was

3

constructed, the tests that were made,. and the results that were ob­tained during this test program are discussed in this report .

. ·" .l

.1:18 SCALE MODEL ' • <: :.1:

\ . . .. -. ·= i ::_- { i \· !-.- ~- •

A scale ratio of 1:18 was selected for the hydraul4:P: mpdel after considering the size of model desired, the, space av~il~b:le,. in the laboratory, a:nd the co~t of construction. The model included a he.ad : box to represent the reservoir, the bellmouth and closed co.nduit to . the control gate, the radial-type control g~te, the conduit and stilling basi~ d,ownstr.eam., and the Y-section, wasteway, and channe.l't<>the · . cai?,alJFigure 6).· The model was constructed mainly of wood apd wa~ Jtiad~jv;jitet-pro~f with a plastic coating. An oil base paint wa~ ;~ppii~d as, -~-J~I\~1 coa,t' to enhance the appearance, provide smooth flow. st1;r;-_ ..... f4ce~;-,;anffgive the necessary color separation for good ph°"tograph~~·, repr;oq)Jqtions. All details necessary for good representatio,n .of,~he,() prototype op~ration were included in the model, such as the corner fil­lets in the conduits and the slots for the emergency gate jµst ~pS:tre~w of the control gate. Suitable gages and piezom~ters were installecl,,:.E,l:~; :,;-eqtiired to determine the water surface elevations and pressures.within 'tq:Ef Inodel. Water was supplied through the central laboratory system which co~tains calibrated Venturi meters for measuring the rate of flow, and the ·water discharged from the model was returned to the laboratory reservoir for recirculation.

' .. _ I' '

4

INVESTIGATION

Pre,liminarYDesi_g,:i.· , _. .: _ ;-., >

· · .· . ; , At low re_servoir ~levatfons and· ·~d.th the co~t'r~fi~te-'~f or ·. · near tl'l~ full open position; the flow conditions· within ihe ·'$tructure . · · . were satisfacto!y "(Figure 7A). a:owever # at smalier·_:~te·'.hpenings · .: with moderate or·high heads the;flow conditions wex:e much'too ~ough ;,

. for proper operation of the wasteway·gate or good flow measurements i at the canal entrance (Figures 7B and C). The capacities of the:waste­' 'way and the supply channelto·t_he canal were adequate_and no·pressure

les~ than -0. 3 foot of water was found on the stilli.Iig basin chute at any appli<:a.ble: ·combination of discharge and reservoir elevation;. The rate

'_:of :flow that the stilling basin could pass without sweeping· but the pdor: was alsq a(tequate but the capacity· was further. increased when "baffle ..•. blt>eks_ were installed to improve the flow conditions in the bas'~. Wben

·, rhigh~yielocity flows were dischaTged from small openings ~f tb,'e_·:c·9~tt-ql gati:e./ objectionable fins of water formed at the rather abrupt eriqs qf the

ff\jptt9m · corner· fillets just,. downstream from the gate~ · · · :. · '· .. ,. ftj ~ '1~ _; ~- ·. : - : , . : . . . .: . ~ · · ' :

. ;, ; . ·. . Th~ rough flow conditions downstream from the still:lJig'q~isin'. w~re ·materially improved when a wall was placed in the wa,st~w)~.y :~rf~-, trance· of the Y -section to eliminate the wasteway from the structure . and make a continuous 16-foot-wide channel. This indicated that bet-· ter flow conditions could be obtained in the supply channel by a change in the 'location of the wasteway •. This method of improvement was _no.t considered justified due to the advanced state of the initial design and the necessity of establishing the final design so that construction dra;w­iiigs could pe prepared. Moreover., the initial tests on the model.i_n-

. dicated that saiisfactory conditioQ.s- could be obtained withoµt a reloca-tion of the wasteway. -

Baffle ·Blocks' 'in the ·Stilling Basin

Blocks of various shapes and ·sizes were installed in the up-.. stream portion of the stilling basin floor to improve the hydraulic Jump.

Good results were obtained by using a few blocks of relatiyely large stze.and best performance was obtained with an upstream projection at the block top '(Figure 6) •. Two such blocks, 4. 7 inches high in.the model. and placed 8" inches downsfream from the toe of the parabolic slope and 1 inch from each sidewall, gave good performance. EqUivalent blocks are recomme11:ded for the prototype struc.ture. No serious erosion is expected ··on these blocks, but in the everit that the upstream extensi,on . should be eroded off the blocks, satisfactory flow conditions shou_ld f;_till prevail. The gre·ater ·rate of flow that the basin with the blocks can passwithout having the pool swept out is shown in Figure 11A. The sma.ll · · :chute ·blocks prop"osed in the preliminary design were found to be inef..; fe:ctive and should be omitted from ,the structure. · · · ·

5

Culvert-type Wave Suppressor- :

Experience with previous structures has sl>,own th;it .con~id-:. erable reduction in wave action can be obtained by the ·use· -0:f' culvert­type, w~ve· s.up;pre.ssors., T~ese suppresso:r;-s c~nsist_ baajcally of a pas­sage,way cr~ated l;>y a :r;-oof of n;ioderate length. over. t,he .'1hannel, with a head\ValJ high enough to inake all the {low pass beneath the _roof. They ar.e ,.x;~Ia..tively i*e;x:p~nsj,ve' to build, eff~ctive,· anq p~easing "ili:_appear­an:~e (Figure-~-)~. The_ first st.ippresso:r; ttj~d; on the model of the Love-:­_we;tl outlet,we>r~s was the equivalent of 40 feet in length anq ,was locat~d at th~ dpwristream en~ ~f th~ stilling basin wher.e t~e s~dewalls dive·rg_ed. :rvhic~ sµ:i.Q<;>t]?,er ~low condit~i')ns wer·e obta:inep. at the _wasteway gate ~nd i.P:Jhe. _5ruppzy -cMnnel •. A number of differe~t length ~uppressors placed a.f v.ariQ,us; stat;i.ons and elevations. near the downstrea:qi' enfl ot th,e sfilling bas1n were tri.ed •.. A 36-f9ot-1or~g'_suppressor at the, dovr,nstrea.m e~d of

.. , tp.e 8.;.foot-:wide ba~in section was not s~ti~fac.tory, primarily bec;:ause . tl~~ upst:r;-ea_m end was. in a ·regio:~1 of extreme turpulence. A :lQ7foot~long Jnippr;~s'i~or e;ittendirig downstream from the point where. the sJ,de walls ··begin to diverge~ station,5+.22.81., wa~ moqerately .~ffective. Upstr~~m extensions to this suppressor of 9 and 15 'feet provided considerably hn­prove~ent., particular.ly the 15-foot one which produced a 45-foot-long struci~fr¢~ .. A 45° s·loped t·op surface in 'the ~f11trance aided tn~ ,water's entty triider t~e· roof. and a, gr~dual upslope. pf the dow'n~tream 30 feet . of the ·~-foot suppres·sor improv~d th~ exit conditions.

Mea·suretnents were made to determine the effect of the 45-foo~-long suppressor. upon ~he reservoir elevation needed to pass ass cf~. through th~ structure. · With no suppressor installed in tbe. str.uct,1,1re and with th,e control .gate fully open and the w,ate:r surfac.e at the ·canal etjtranqe at el~vation 1570. 50~. a reservoir elevation of 1571. 71 was re­quired. With the 45-foot-long suppre·ssor installed so that the first 15 feet of cover was in the parallel section at the end of the basin and at · elevation 1568. 00., and the last 30 feet sloped upward in the e~pandipJ section of the basin to end at elevation 1570. 00, the required reserv·oir eleva~io~ ~as. 1571._84. When the horizontal portion of the suppressor cover wa:s. raised to elevation l 5p9. 00,. _the requ~red reservoi;r elevation

·.fora 53·5 cfs'. ·now decreased.to 1571. 78. This latte.r reservoir ele.vation was h:'.o(eiqessiv~ for the prototype strtu::ture, and the suppressor: cover w~s fc;nincl.to be equally as effective at eleva~ion 156-9. 00 as at eleva.tion 1568.PO. ,Ftirthe.r raising_of th~ suppressor cover resulted in.r~4uced effect_l;v~ne-s~ of the sup~ressor in controlling·, wave action.. ' : . . .

. . ... ·.. . . . The control exerte;d on tl\e flow by the _stilling basin ba,tfie blo_cks and 45_.;.foot--1ong culvert-type wave suppressor _produced satisfactory flow condUions within the structure at all applicable. combinations of h~ad·. an~ rate of flow (Figures g·a~d 10). · At all flows up to the npnnal design ra:te of p35 cfs .. go9d conditions exist at any appropriate coIP,binationi:;" of reservoir elevation and gate opening_. At' ~lows from 635 cfs to the maxi­mum pFedicted flood flow of 1,270 cfs., conditions are rougher, but are within safe limits and are considered satisfactory. The curves of Figure l lA show the relation of reservoir elevation to the rate of flow for re­leases made by the control gate at openings of 10 percent increments,

6

and the coriditiorf where the -water at the canal entrance is maintained' ' at elevation 157.0.50. The 'curves of FigtireilBare for.the ~a,s·e where the water su:r-face elevation at the canal entrance follows a computed· .. backwater ·curve· for the unchecked canal. The· backwat'er curve is ·also

· sho_wn iii ~i~ure ,1 lB •. The gate opening is· taken as the verti~,a.l di~_tarice fr·omJhe· conduit floor to tl\e gate bottom. The curves in both plots !:-how

_ a_ transition range in whfoh·the submerged jUJllp that occur$: aftlie g~te .: at partial openings and 10-vr head!:, changes to an ~~ubmerge~ -'jum,p ari.:d the water depth downstream of the gate ceases to influence the head dif-ferential on the gate. · · ·

. _ . 'r-h¢ curves giving·the reservoir elevations and discharges '"where .stilling basin,_swe'epout just begiris, with and without the 'basin·<

;blqc~~,'-·are sho~n ·µi Figur~ 11A. The max~um ,rate _of flo,w fo.r the "b,as4l.wjth the blocks is about 1~ 700 cfs. The water surface p;rofiles (~r ~- ,flood flow __ Qf 1,,.27()'.cfs with the control gate fully opene~ and · _ pa:rtly._clqsed, and: fo,J" the design.flow of 635 cfs at the maxim1,1D1 re.ser-voi:i-' ~leva.tioh of 1'610. 30 are shown in Figure llC. · _- :· ·

•. •• .., . J • ' •. . •

Cov~:r Qve~ StilllilS. Bas:IJl ·

It was noted during the model studies that spray and slugs of wJter overtopped the stilling basin walls. The designers felt that the g!otjQd in the· vi~imty of this basin should not be· permitt.ed to become saturateq by·waters f:rom the basiµ and that measures should be ta~en to keep the water within. the structure. Accordingly, the wa.lls of the

.mo~el. stilling basin w~re :t"aiSed the equivalent of 1,,. 3, and ·5 feet above 'the original 1574. 00 elevation,, but even with the 5-foot extension, con,­siderable water was still thrown out of the basin. Complete control was obtained by placing a cover across the basin,. but there was concern . about this cover because it might be repeatedly struck by the higher waves. Observation of the model indicated that the cover was struck rather heavily when' s,et at elevation 1574. 00, but that the buffeting be­·cauie light :and much less frequent' when the side walls and cover were raised to· elevat~on 1'577. oo. The ne~essary length of cover was. found to. be abput 50 feet, prototype~ and :it is recommended that this)ength cover be· used and that it be set not lower than elevation 15 77 ~ 00. The cov~r·sh·ould start,.at the basin. entrance, Station. 4+0_3.>8·4. A cover 5 · feet long sho~id als<:> l;>~ placed across the basin at, the upstream e,rid of tQe sloped approach at {he _suppressor entrance.

,,. ' . . -.'1 I ; ,"

: ·Headw,-U at :Wasteway Gate

The combination of the stilling basin blocks and the 45-f oot­_long wav~ f?Uppressor produced moderately quiet conditions in the main

. chamieland_ ~t _the wasteway gate. (Figure 9). However,' the residual w~ves at.the 635' cfs flow were still large enough to cause occasional ovettopping oft~e ga_te,_the top _of which was at elevation 1571 .. 50., or 1 f:<>dt above the·a:verage water surface. The wastage of water duE(to this c;,vertopping wou.J.d, be· undesirable and unsightly on the proto~~ ~truc­ture and· steps were taken to stop it. The simplest method seemed to

7

be, tp increase the height of th~ .gate to obtain additional fre~b_oarq., but . this was not effective at the ends of the.gate ·where trapped waves. QC-: . casipnaUy rose a,bove the side walls. Best re_sults were .. obtain~d by . placing· a l ~foot-thick cti;c-tain wall di:r;-ectly above and b;nmediately· .up~: _stream ot the gate, a.nd by extending a 2'."'foot-wide_ horizo;n.tal Q6ver.up­s.trea~ from. this wall at elevation 15 73. 00 (lrigure 12) _; :Iti t~e proio- 1

type structure a rubber sealing strip will extend horizontally qown- ·. . i;;treaJ;il fro~ the bpttom corner of the wall and an angle .iI,"on strip along

. tb,e _top of the waste gate ~ill re.st ·upon, th~ ·seal strip·W}:l.en the gate i$ fu~c~~~ · · · · · ·

. . The re;lation of rate of flow to the wasteway gate op~ning when the water surface within the outlet structure is held at elevation 1570. 50 is shtjwn fu Figure 13A. The relation of :rate of flow to the .reservoir elfj-ra,tiqn, with ·the Waste-way gate full open arid. the canal c~ec~ed full off is .. shown in Figure _13B. ·The maximum. rate of now that ~he. wastew.ay can pas.s is about l., 080 cfs., and at this flow the channel water surface

. is at'·elevatiori 1573. 72, or nearly at the top of the _elevati_on 1574. OQ ' side walls. If a slightly greater flow is attempted through the gate, the water surface touches the gate headwall and orifice flow results •. This requires a greater upstream head for the same rate of. discharge an<;t t~e side walls are overtopped •

.. ~. . . . .

... - . · The relation of gate opening to' reservoir elevation for a 635 cf~JloW with the tail watel' at elevation 1570. 50 is shown in .Figure 13.Ca The rela,tion of the rate of flow to the reservoir elevation with the con­tr·o1 and wasteway gat~s full open and with the uncheclted canal is shown

· in Figure 13D~ The flow conditions at the waste gate for a di~charge of 6_;35 cfs are shown in Figure 12.

Water _Surface Fluctuations in Automatic Gate Well

. . The automatically controlled wasteway gate is actuated by a_. float contained in. a well that iS supplied with water from a sec;:ond well, the latter being connected by a pipe to.the main channel (Figure 5). A. weir. of adjustable height is placed between the float and second or weir weU ·and this weir er.est will be set to an elevation somewhat .above the normal operating water stj.rface elevation. Whenever the canal supply cbanriel 'water surface exceeds this elevation flow will occur from the weir well into the float well. If the channel water surface persists at a high elevation., sufficient water will enter the float well to lift the float and open the waste gate. When the now into the well stops the_ gate :will close as the water is drained from the well by a small orifice-controlled outlet. ·

. Sati_sfactory operation of the wasteway· gate will depend upon the sensitivity of response of -the float well water surface to changes in the average water s~rface elevation in the channel. In the Lovewell outlet _structu:re it is imperative that ,there be little lag between changes in · eleva.tiori of the channel water surface and the float" well surface. because under extreme conditions a rate of rise of about 1-1/4. inches_ per. second

8

is :poss,ible iri 'the structure; and both the structure and c~~l down- ., stream· tnust·:·_not · be overtopped before t~e waste gate· operis. to· ~rry : · off the ,exce_ss flow. · This rapid response requires -a relati've;y' ~rge .. supply ·pipe·ibetween· the .channel and the weir \'vell. Unfort:~tely:'·the·, Jai,ge· ce:tm~cting-'pipe alsb permits large Water· surface flUCt~tiOJlS,.Ul the weir well when fluctuations occur ili the vicinity 6:fthe; pip~ en-. ·

. trance •. .E'xcessive fluctuations in the weir well water surface- can ,, . caus~ the·weir to be overtopped and water may pa.ss'illt_o t'he'float well arid gradually fill it' to the point that the wastewa.y·gate opens~ · Thi~~ .. of course:, is undesirable. ', .

A scale size weir well, witho~t weir, was connected. by .8: . scale -size pipe line to the left channel wall at Station 6+ 18 ~ 5:0 .amr. · · . · elevation 1562. 54. · The fluctuations within the well were al;>.out 3/8 mc1i rri.<?del~ · w'1:i,ch waif greater than the, 1 / 4 inch fl~etua tiot;lS in .. t.lM? . , , ~~~l-?1··the_'yic,ini~! of·_the supplypipe~ ·T~s·~reatet ~lµ·~t~~fbti'::: 0·;

_was;apparently_·due to eddy currents at the pipe mlet su_perunp_os~g · ·: their :energy up~n th~--1 / 4 :µich 'sur~ace fluctuations in 'the· ~~nnel •.. · ;; When the location of the inlet pipe was moved downstream to a region of more quiet flow at Station 6+42. 00, the well sur~s decrea_sed tq .. slightly over 1/4 inch. Surges a little le.ss'than 1/4 inch occtir:recf. ·· wJ:ien. the 4-inch long i:n].et pipe was placed in the right hand. wall at the original _6+1a.· 50 station. This wa.s·the best location found' for tAe uue.t ptpe but i~ was an appreciable distance from the weir and 4oa.t, :weus .. A sca~e ·pipe_ line_ .vras constructed to represent the necessary let\gth Qf line and number of elbows to lead from this inlet opening to the w~i,:- · · well-location. The line came out of the wall horizontally at e:letia#on

. ~.564. 05., tu:rried:_ vertically downward and then turned horizontal a.iµ •·to cross unde·;r-;the channel to the weir well. With this arrangement.the

water s~rface fluctuations in the well were less than 1 / 8 incho This de­gree of fluctQa.tion was· believed to be small enough so that no appr~ci~ able overtopping wquld occur at the weir crest, and it is recollllllend~~ that the_ ·fnlet be pla'ced on tl1e right hand channel wall at the above· · · mentioned location. · ·

An analysis ·of the rate of response of the automatic gate with the long~r· supply' pipe., to the possible· rate. of rise of wate.r ·within the· struc·ture, . indicated that ample speed would be obtained for all except the most extreme·bonditioris. To accommodate these extreme·condi­tions it was0 'decided that an opening, or flood-out, should be provid~d through the left channel wall directly into the float well. The invert ' of this opening should be at elevation 1571. 00 and provisioI15: should be made for stop boards to obtain the desired crest height. 'The flow into the well should be directed so as not to plUllge down onto the float.

Interference of Control Gate Hinge Blocks at High Flows

Two standing waves occurred in the closed conduit section be­tween the control gate and stilling basin when flows of about 1,270 cfs were passed with the control gate wide o~n (Figure 1 OA., conduit shown without cover). The crest of the fi.rst wave was at the approximate

9

location of .the hinges of the. control gate, and to determine the_ eft~ct _ of the lung pl9cks on the flow, scale-_size.block~ .w:ere i~s~UeqJnJb.e. m.ode_l (Flgure 14A). ·. Te~ts showed that _the 9lpcks_ woul~ be_P§rt~lly submerged under the, a.bove operation conditions, -but-that tlµij:_i5ll_9µ_J~. ~e ·:110:_cause for:~onc~rn, (Fi~ure .14B~ conduit shown w:i,thoi~f~p~e-~}~-, Jf des1r~d, theJlow.may be d3,rected b~neath the:blocks. by ~.lightly,c~qs­_ing t~ gate, but a larger standing wave is created farther ,dpwns~.r~am ,{Jrigure l•Qf. -A gate position of_ about· 9~_perc~nt open, or-!s:,;na.J;Ler, -wili ~lim.~te .the wave. and produce good flow. · Thi.$ 8 _percen.t qlo~u~e will decrease the flow from 1,270 to 1,200 cfs at reservoi_r el~vation 1576.20. -

Fillets_ D:own,stre;µn from the Control Gate

.:·_: :· The _abruptupstream enqs of the b_ott~m c~rner· fillets in-~lie~ con<tµit:.j~st downstream fr;om the cont~ol gate (Figure 6) c_ause~_ tµl~i\ de$t~a~l~- fins of water when the gate- was operated at ~mall opening$. .­undetr high he~ds. These fi.Qs were eliminated. by changing the ends .. of t~e-~N18ts to: the more g~du~ taper of 4:1 (Figure 6)~· _ · _ _ __ -,:- · __

Cha:'p.J~ ~ 'L6ca.tion of Wastew~y. E:ntrance Q ..

' .-:·.

1• ·.;,. I',-. .• : . . ·· . ··, · , . • ; : · . ; • ·"

. _ ·, · -.- .. · Visual a:naly~is · of the flow near the wast~ .gate disclosed that tiie w~ve action int.he Y-section was aggravated by waves reflected.-: fro_m tn.e wast~ gate face. This was substantiated by the reduction ob;;. ta.iri.~d in the wa. ve action when a wall wa.s placed in the Y-$ection to _ e~te the wast,way and form just the 16-foot-wide curved channel. A,, brief test' ·was made. to d~termine .if good flow conditions could also:

, ~ :dJitained by moving the waste way entrance .farther downstrean1:. _ The ·Jlignm.e·nt of the waste way was changed so that it ente~ed the main· . i -c~eJ near the downstream end .of th~ curve. (Figure 15A). 'l'he wave a~lion -a;t _ the entrance to the irrigation canal was better thaµ that for _ the ·pre:,liminary design without the basin blocks and wave suppres~or., but was not -considered satisfactory (Figure 15B). Conside-rable wa.ve action persisted at the waste gate and 114-inch water surface fluctua­ti_ons oc_curred in the weir weU. the well having its :i,nlet pipe located just upstreai;ri fl.'<>m ~h~ gate. In general, the flow conditi<>ps were no1: a$ good as those obtainecl when the w~steway was completely :blocked, out of the structure.. It is possible that so:m,e location might-be fo~nq -where the wasteway would not aggravate the wave action,,· but 110 fur-_· ther tests were justified at the time. .

,,, . ~. .

10

10

.,..)(_,

1['

KEY MAP

IO .. SCAL~ OF MILES

UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

MISSOURI RIVER BASIN PROJECT BOSTWICK DIVISION -NEBRASKA -KANSAS

LOVEWELL DAM LOCATION MAP

.,.,

/

' ---Ax,s d dam

12"Seeded topso,1-.,.

/.lax. w.s. £1.1610.J--·'# '

j_:1::_"'-'

£1. 155~.o--,

1e5o r { Courtland

1$00

Canal ( not in I.. Iris rontracf}--;_;

Sfrlpp,ng. __ ,,

SECTION B-B

El I6/~l)J)--,

~

-er,sf fl. /614.0

~-Railroad right of wov ·-" /f I , .•

I ,<Original ground surface

__ _r.'18.Min.

I

~ . "' -:r ~' ..... ,o : rP.L sfu. 59t 10. 13

~··-( N 51,563.00 ~E.99,.f.1527

----8~0:x_lO_':t!i::."__'!.~l~te,- - -Ta."ii6JJ-- -- -------- ___ Original ground surface-,

~cess shaft ---------- i ,·B'o",13'-o"CDnduif - -;-B'Oia.sluia,gofe _____ _

v _,... ,: w1fhha1sf--------------------e./562.00_____ ,-.i) N. WS. £1. 1582. 6--3:

El. I559.o---,

Sto 2+23.98-------,

· i·-·Axis of dam Spillway Sia. JO+/)/). I)/)

Sill £I. IS6,.ia~''-.\~xt0'--cfRadial gate : ~ '£1.1562.07 . Sfa.7+80_00-----'::>,J ,, ~ s--o·, 10·-o· Conduit-' Sta 4+0J. 84··· ,.-f. '-sta. 5+37. 91

Sfa. 4+31.56-··'

:::02-25',20' Radial gf!/Bs

·-41• Chain h~rin?r-- ----.Jt:._-(]:~9~"':__I ground surface PROFILE ON € OF OUTLET WORKS

"'½/1 Sta. 14+06.00----71 Assumed firm i;

shale surfoce -?-"

·,: __ Original ~nd surfacs , I ·~ Foundation excavafi0tt··-' -

PROFILE ON i OF' SPILLWAY SO O SO 100

I SCALE OF FEET

1550 L.---'--------~---------1 w.---Slo.45•00 .. 1850

. ~

"' 1800

... -1:! i

1550 75 10

75

,--·Slope crest from £1. I6I6.0 at PC. Sia. 56+69.31 ./ ' to fl.1614.0 at P. r. Sta. 61+50. 44

--Crest fl 1614.0-----------,.... ~---------------- F.. _____ ~b----c,-,st fl.1616.0

•• 50 STATIONS

>< -- -- ------ ----- -----C, 0 21J-O.OOl,3J3L 2.0 , ..

..: 1.2 11. 0.1

Q4

~::,,.=~~~:::,.-

'z_~

I I

~------Reservoir oreo--

CREST OE TAILS AT MAXIMUM CAMBER 20

SCALE Of' FEET

EMBANKMENT EXPLANATION

/

© S,,t,cfed c/a1, silt and sand compacted by tamping rollers to 6-inch 7,,.,;_

® Seflr:fed sand and grolltl! compacted by crawler type tractor to 12 - inch layers.

@ Misc1lla111011s material placid in 12- inch /ay,rs and compacted by trove/ of equipment.

----, Stripping as di,.;;~---- - -7'1 ------- . - -

Max. WS. B 1610. J··;,

\

RESERVOIR

PURPOSE EL£ VATIONS

Rood canfral 1582.6 lo 1595.J lrridatian l571.7 lot582.6 Inactive 1561.0 lo 1571. 7 Dead t525t to l56l O

oral Sforaa. r.aoacifv

/ _,,

' , \ \ ,.,. \ {I \_/,

,1:35'".JJ' R."'200.00' [ :64.12' U/24.09'

$TOlfA•E A(;ltE- ,EET

50.100 25 4(J{J

13 170 5 530 942no

' ..... _____ ,f'.i

P.J.Sfa2193.JD1 /-<l N.46,IJ2.6/ 1 F, E 99, /62. 89 ~.,

PC. Sfo 2129.18 ) P.lSfo.JtSJ.27)

Capocifyof44,l00a.f. beftl#n sfrlam bed IBl525!)ond E/./582.6 includlsan allowance af B,000 af. far sedim1nf.

A s,rr;//afYJI of 92,BOO a.t (Max. ors. £/16/0J} in cambinafian wifll a spillwrrt,,_;ty of 35/}00 cts. is providld to protect against fire -- w,/um, inflow design flood having a peak rx 82,fXJOc.f.s. aria 14 day vo.t.tne at 254,0<XJ af.

-~1--,

z:;:t x:i:necr;~;:::~~::~~= ~~::;i;:~~'~;:;~;----- ---OPEN DRAIN - TYPE DT

---,11-o·z1J'-o· Conduit Stripping------' TYPICAL SECTION

!50 0 !50 100

Op1n d~ain type 11.-- ___ _,,

SCALE OF FEET

,,_-Sia 9+00 1

~~-Sfa.21-33.(X) ----------- -- --- ::o+<---C1:o2.0-QO<J0.,004,5L1 --------"°tz.o

16150

Max. W.S. fl 1610.,-. __ ,,, --- -----,._, d flood control"""( w.s. £1 1595. ,,·\

oPafirrigg_fion styg,p,•s: £11511./1'''1

1$00

,---~iginol ~ 5":_faCI __ .,,,,.,., .... -

'-·-Bottom of foundalian ,xcawrtion ~-=-~ ....... J,~

Original gro~"$ 5;rfac,.- -·~,\-. __ _ f ~Original ground surfOC8 -~--~-

~-1: 1 t 1:1t¥}·-1B•At Sfa.J2#()() · 'l s,: ~c - Min. slope to White

Assumed side surtac,--··~--~....._

--------- '------ ...... .....,, __ ,-Shal1-------~ ---

----------Silt, clay, and sand wifll r,-k1d shale ,, , t SpiHwa,-,: ' _______ and cllalk at fire abutm,nts----------------- ,,~- \,_ ( Outlet r,orks----'

--------~,,.------------------~'!'_-Shala::.-:::ssumed-surfac, 'r<---------12' ----- ----->i Rock Cnek•00005

1000

OPl!N .. DRAIN-TYPE 1C OPEN ORAIN- TYPE 11C 40 ••

PROFILE ON AXIS OF' OAM 30 .. 20 ,. .,

'·Embankment drain

SECTION A-A

RESERVOIR AREA IN THOUSANOS OF ACRES

2 • • 8 ., 200

,ooooo;f/~"':~ I I I I

1!540l----t--+-+---f--+-+-+---+--+--I

1520 L._. _ _,_ _ _.___,___,__...,__..__. _ _..___. 0 20 "°

SPILLWAY DISCHARGE IN THOUS.lNOSOl"C.F.S.

OUTLET WORKS OISCHARGE IN HUNO'IEOS OF C.F.S.

AREA-CAPACITY-DISCHARGE CURVES

UNIT£0 STAT/ES DIE~A/IITIII/ENT 0, Tit£ INT/£/1110/11

•Ulf£AU 0, lf/ECLAI/IATION

MISSOUltl lflVEft .ASIN PftOJECT IIOSTWICK DJVISION-NEIIRASl'CA-KANSA.S

LOVEWELL DAM GENERAL PLAN ANO SECTIONS

::=~---·_:~:~~~-~~~--~---~-~:=::&£~~~~---~-, CH«;KLO ___ ,(.Jf!:.f!t .. _.Ai9~v«o..~:11

OL-ft, GOC..0/111400. ,JAN. -~

8

~

1650 - -

', ' ',, -..

<,'

"' er,, <,'

"-'' /' '

\

' '

,/d'>o -1660

'• ~~~

.-., oo,

', \

\

', -,,tt6o

50 0

' '

' \ '

' ' _,_ N.4510:,{J.f:,

' 1s-,.,.o ~, f.99,52/.05 ' )

-/t;•o \ \ \

PLAN 100 200

SCALE Of FEET

'I;! ~

-<:"' ....

~ ~ ~ .a, Q.) ~ ~ 15~:::::

'!>

2{1 Parallel ta spillway i.- ..

,- -Original ground surface. Max. R.W.S. El.I610.3·,, .

- " - - - (\j r ,..._ ,u, .... ...

" "' ~ ~" i ~f.n ~ iii "'oo- ~t~ <\i ~; ~.f ~ ~ ... -:.:J,:.:..... ;t,• .... ...

~ El. 1561.00----:1~ • , .• pii1:,

E//559.00· --~ , 1 1

---rg " "

- '.:f\1 ""·-. -,,... : !'-!." f --~- - _..,. DeFat, ,.,.,. ~,u. cf37.l5------,.. ·,El!! ..,J...,; ..;,,- ~Cutof( crillars. ··,, ~ ,4 '-6TDroiil

Sto.2+4198----.,..,c:, "'"' "1 : @20·3 crs. ·,; ~ , Weirwellsuwly--------' .::'..'? iPlil i ·Apply protective cooling to J', JP, ,~ o v-.rt1ca1 curve

,-SPitlwOY f

' ' ' ' ... _ ------' ' \

\

"' Ci .... !!)

i;:j

rt: ,-4 Ponels €)39!3•

..... , <:> <:> : <:> ~

g :!: !!!

';,~ ~ ti freshly exposed excavated : --.,Sta. 4tll.34 °S@, fj,ii:J ~ surfaces where directed.-· ,B.I560.74 Bottom of concrete--,. ,v .,.,,_,.,,,, <-> SECTION A-A 1

- - • • 1

I IJ I r ,y

Assumed limit of unsuitable / foundation material.- - - - - •

Limit of filter blanket.----- -

t::: ~~ ~ ;;._·o· .. : ~~2:;i_-_-s,6~---~;~·.=c_-_· :_-_-~;isf --2~~'f -~:j ; ,.--E/ 1572.00 : ~ : ;

,, ,, ?.;,

11

'1

: ~-·-controctJo,, /oint with :1,

..__,.: ._--_· _-E_1_15_6_5_.6_1 ____ _,;i-EI. 1565.00

" type ·:f' ruboer woterstop, , I :1 ~ ~~~1 11,..---E/. 1559.50 . 1 ,.--El. 1558.75

-9t,\'~\:·-;.' -~-! -· -El 1558.00

-ri'i.--EI 1556. 50

·J'

B-B (SECTION THROUGH WASTEWAY)

°' ?

DETAIL Y

, .. 1->-:t:=· , __ ::~

- -Filter blanket. I

I

I k-2, I I I I

El.158•· 25--r~­

EI. 1583 00/':1.. 2'-~

I

Umit of special .,.i 24 compoction-~,---">1

-'- I

1 , Type "A" rubber woterstop.

12· Fillet. - -

Type "A' rubber woterstop. -- -

~ ..... ' ... . ,.1;-

s" Cl dra,n-._

·ors@11·,.r.

·4'-6"

DETAIL Z Pr<Nide outer recess at

top of joint and formed sides only

8"o', 10·-o· Fixed+--ttre,,l-'-e-Jtt.-1

'.Apply protective coating ta freshly expoSdd excwoted surface where directed.

SECTION C-C, M-M SECTION C-C,M-M TJ'__EICAb_~NFORCEMENT

{Preformed bituminous joint filler.

. - -El 1562.00

, '-Type 'A· rubber wotersroi

wheel gate.----- - - , , Sta. 2+81.64.----- --- 'i

11 12' Fillet-- 1 I

El 1560 .

----- -~-----22'6· ------------

"' _.,... ~ 12'Thick.- ~----.......1. ___________ _J

SECTION D-D

'L'-"' ~

,:.., ... SECTION G-G

i0 -~-"2"7:1· i.r~~ f,:-+-- 0 Q.)

~g ~-!:: ~u q,"='

§.~1 t ti~i

<:>.,"'

·~~~~ Q¢t~ \,, a~ il '';>: , ,

",,-, -18'6~---«.---- -C\I

1• ___ Slope i , • ____ _

-/2 _ -- -16-0---

1

-- - - - - ___ ,4c3:_ - - - -- ---'>i

- --:. ·Filter blonket. ·- ·Apply protective coating

as directed.

~ >----'---~-----~. ---------"' -,----,,,..--, T~ - I ~ ' 0\

~ ·~

'

2'-3''. .. ·- ,-;- - - - ' j - - -

-12 , '

Support beoms for hoist not shown - - -

--~~ ---- -- -.., ~9

-~ 9 --2'.7' ·8" : - ---- _ _y7 __ --

Sto. 2+sI. 64-----,

I I I I

I I I

~ 1 f?~~~ ;-+-,-}l__:;::::,;:.!!!~:i:,::=,~I ~l if"'---.¼~.,}.$~ "' -----"L......;;"-1

.':' PLAN H -H Sta. 3+14.39-'

:L t 1Q i· Stem guide ond anchor.-·

SECTION J-J

, :1s· Steel ladder: ·1;"1,t-1[

:'.ij.k---Limit of special :~~;:1 compoctir ·

I -El. 1597.83

"' El.I573.BB._

:fji_ , . .r--1'J_f L.:,~ .

h~ .. :1--­~15~ ~-- ... ~~~~~ '- () ~ ~ ,l:!<.<:>.. 01·~ e .s; .. ls

:-2~,· i~~ .c -...

!!!

=-~ .?

,--El.I616.50

Apply protective •: = coating as direct-1d_J_.:

"' ~~ NOTES

Apply protective . i coating as directed.-'

SECTION L-L SECTION K-K

YH GATE OPENING·EEET 10 I I 4 t 0

,.,or I i I I I I i I I I I i i-1 I / I I I I 1....J.._j_..LLL:..---1---L-+--1--+ I I I I~ I I I I

~ H-:---d±±~t I I I I I l l/1 I TT l ~ 1100 I

> I

~ I I '-1-_,__ I r "' I ,1---i--r7W ~ 11 I I l4..J .._ oo I _ _t_J__ /_ ~ Pool beoins to sweep -+-- --.7-- , "' ovt o( basin.- - -1 I ~ i!7"7 _I I ' : . / I I I I :; r-4Jen r,ne flow- \ I ' I I I I I 31110, U" ,/ ,,,,,

!!e :.,, ~ Constant dis~ge §1 ·1 i, ·,Q,6J5c.f.s.

~ I.,. - L~J. ~ A I ' I I I I I

"' 1170

, , I I I I I ,__1 r t_-__r~__L1 1111

rt rrlcEl./562.07 ,Et_.of inv,erttot!stia_ingMi 1

nwt 11

let,-'f:."' • 1 1 1 1 . ...:.: ! 1 I , , 1

1 T , , t I I I I I 100 10 10 50 •0

01 SCHARGE IN HUN OR EDS OF C. F. S.

DISCHARGE CURVE ( DESIGN DISCHARGE' 635 C.F.S. FOR R.W.S. El.1571.7)

Provide ¾ chamfer on oil permanently exposed corners and joint edges unless other wise noted.

For details and locations of settlement points see Owg. 271-0-804.

Electrico/ conduit and apparatus not shown. The fiJ.ter blanket shall be coml!(Jsed of a 9• bottom

_or ;.1 layer and on 18" top or '8 • foyer

REFERENCE DRAWINGS SPILLWAY AND OUTLET WORKS-GENERAL PLAN

AND SECTIONS----- ____________ • _______ .271-D-804-SPILLWAY- GATE STRUCTURE AND INLET WALLS AND

UN/NG-GENERAL PLAN AND SECTIONS-- --- _____ .271-D·805 SPILLWAY- CHUTE AND STILLING BASIN DETAILS ... 27l·D-809

i'l:;tf~/tJR:tA·r::ti:t\;i,.r'i:·--. -- . ---- -- -Z7l·D-BII

GENERAL INSTALLATION .. - ______________ .271-D-77/ RUBBER WATERSTOP ___________________ _ . .. 40-D-21167

3-14-55 o.£1,/

UN/TEO STATES DEPARTMENT OF THE /NTE/f/OR

BUREAU OF RECLAMATION

MISSOURI RIVER BASIN PROJECT BOSTWICK DIVISION - NEBRASKA· KANSAS

LOVEWELL DAM OUTLET

PLAN AND WORKS SECTIONS

:;:;~ ~- s;;_!~ ~ ~ _-_--;~::::::~::..~~---. -. CHECKED. MF_IAJ._ - ____ APPROVED_ - -

DENVER, COLORADO, JAN. 29, 1954 271-0- 810

•

,2':i'Filler b

v1r Detail y... ,--. ,.-·-Spillway Sta.lH45.00

··v«J~,1'.,;.' ,,--Spillway wall

L B

Sto. 6+04.81· ••

Spillway Sta. 13+ 41.00- - f

C---------,o·-o~ -- ----~~~5~L -------6'94·---- ~ I I L --.:

~,t·I- er> ~ : · , •N.6_6°34'E.,., , ,

.., : I ~ll ;f:~ ._ ..... 1

~~I . £:.fl -9..t:sl -~~I ~..,, g~1 !: ::s1 c::.:t'-1 (3::t1

' I ~A .. I 1;.'-- \ J

FIGURE 4 REPORT HYO. 400

• ;-::: :: :,f;:_:: ::: 7=;;~::: :-,.:~~: ;;:,: ;:t>r_:•--•-- ~•- _:;;:-_-.---·••:: • •·· · ;;_;,r.-:: •: ·----• • ·-·-·••J A

' ' . --"- -1._. f ·- El.1572.00--, : /j fi 7 4-31--'i'°·--------------/8'-8¾----------------___;

1·. . . D. . . . . . . . ..... • t ' ' , '

, i . --c · 0 · · t I f Fill line at wall - - - , ,...._ : :

.4

·.o-,

-ol

I }~--1 El.1568.5-• : -~ +--------.L_J ____ J_y_ I ' I ', I ', t ·· ~· I ' I I ' ' ' I ', I I ·L El. 1565. 00 ----., •

~---------Type ''A" rubber watersfops---------:.i t :~_ F -- ------ - ---Contraction joints- - --- -- -- ____ 1 1 ''-,/> 3•~

I ,-Outline of encasement 1 ,-,':.. ,

:,1

Ell559.50 ______ !,__{_foroutlefpipes : 1 ,, ,-Filllineatwall r-1 I ------------ I ' ,' \ I I

Tooledround-------:1 ------_---"::::L_~---- El.1558.00--r-.,:

· .· D . · .. a. . : "· ·. _ . _ _ _ _ t ~--·-El 1558. 75 ', ~-.i Ell55i5-:-~ l \}

. . . .c, . a.,· .. ·"'·· ·.ti -,:,• -:: .. ·,o_--.-.--:o.:C ·. "-:_.hi_, ~·r 1o

., ~ ·' "' SECTION A-A

El.1555.50--··-­

rPreformed bifum1nws joint filler-,-- ,

10 5 0 10 zo 30 I

~-':s;:-c;:."A:-L:-;;--:Eo"'F::-cF"'E"'E~r,._..J 'Assumed limit of unsudoble foundat,on material and Zone 1 embankment

z '-<--Contraction Joint

Detail X - - - - - .o: :•

L >- ,-screen not sri!JtJi: ~ -::r.~ - o ' -1-~· Flood- -·-5'-o"- ' " \ : :

1

out apenin ./~ - ,! " il ___ t. - , g--- ->- )- 2 '2 varies-- --:f.' r :Et/57100·!: ·;,

El. 1574.00-.\

rRodiol gate hoist not shown ',_See Dwg. 211-0-798 --- ... ,,

1. :--24"--:

I ! c"_,,",,.fa!c, n ~- "·'' i.--- -~--.~

Orifice plate not shown

C) C)

~! it'!!

' ... : ~

SECTION

A

) 11', ~:. Y. . '"':.J-~

jl-

i1 !i

------s·-o·-----1

24" i ~r-Type ',1"

\ rubber watersf,

}, 6"

See Dwg 211-0-198 -----,,

' ~.e ~

. .., t.,-58'-o"to Spillway ~

-------,--~:.{:-~--~--=--~-

A FL-

f 6" Outlet pipes _ _.

\------7 ,.----, '¾ Preformed ,t

Joint filler-_, "." ------s'-o'!, _____ _

DETAIL y

-- ----s·-o·--- --- ->r ·Q:

.. ,;.

:j/

·•i:,

o·

·~-r-~3!_

/ Sta. 6+23.00

' ~-12"Fillets

-----10' o· ---------

Weir plat, and guides not shown. See Owg. 211-r>-;

--El.1562.50

I I

,,-E/. /574.00- -, ,-Slape f-"·EI. l5 73.25 .i.,. L

':0:1 ·_,>_,

·O·

:Q:

-~: :.,,

~ , . , ..... C\.i . • . ..!? <o . -~ Q: ~

-~ 'l,,·,,l''\~! . : ;-El.l,559.QO

a,

'E/./555. 8 SECTION C-C

I 3~.,1·

L ;::,,-c / •

SECTION K-~ol tor board/ • SEC L-L

-----------. .,,

iii I

.·[)_

1--~:

uncemented joints

-12"Fillet

I I Ly . L. Lkf/ 1558.00 SECTION H-H .-,2·

1 • El.1562.00

n·f Preformed bituminous : t joint filler

• El.1558.00 .,.

SECTION J - J

Wrap coupling with hair felt and twine and cover !±hfi~ with coal tar paint.-------- · • . •

-Ii Stem. Liff not shown

·o.· . ZJ_ Q.

DETAIL X

3: ';-c, ;:: ~\·u·. d. lt .. c:, i 1-·-:1-V) "'1· · .. ·.o­~" -:;;

,- - - -El.1574.00-- - - --,

El/,

-------9'-o"----- ---

1• ,-Sloper i..,., l.

:O·. -HI 12·

-,r' -o 0·1.~- o e; Ii.CL• . . a<.

r·fj, ·u . ll):

"'· .-o·· ,-\0-.

. .,, SECTICiN E-E NOTES 'Type'EI' filter blanket

Reinforcement not shown. Gates,hoists,weir plate and guide, metal cavers,

and intakf screen not shown Provide I chamfer on all permanently exposed formed c1rners and Joint edges. Tool round all permanently exposed unformed corners ond joint edges.

For concrete finishes and settlement point detail and location see

Dwg.271·0·IJ(),f.REFERENCE DRAWINGS

OUTLET WORKS· PLAN ANO SECTIONS--- -- -- -- 271-0- .. o· OUTLET WORKS-WASTEWAY-AUn:N4TfCRAO'AL G4TE - •• 271-D- 79B

,i-to-5• I CHA HG£ CHAlflfEL. AUNEIIIEHT. EKTElfO su,.,.J..., ,.,,.£. 0 L,r' ADD l'L.OOD-OUT Q,-E#IHI, HEA0ffAL.L1 5HOW METAL FlfAMES.

UNITED STATES DEMIITltllENT OF THE INTEltlOII

IIUREAU OF ltECL.AMATION

MISSOURI RIVER IIASIN PROJECT /IOSTWIO,C DIVISION• NE/IRASKA• KANSM

6" Seeded topsoil -- ---- - --r---~.'o~-12"lmpervious loyer,_~1'

_.._....., __ ,..,.. '(; ·,1(<'.>

-<Jo

:)--{Batter

t SECTIONG·G :-.15 Contraction_}

join f- - --

LO V EWELL DAM OUTLET WOif/CS

WASTEWAY PLAN AND SECTIONS

SECTION F-F SECT /ON A/.. PL.AN E/..EVAT/ON ,,, BLOCKOUT AT CONTRACTION JOINTS

FOR SLEEVE-TY p c,-,rc,cro __ _ M'..:.~'! ____ ,.~~f'lfov•o •• ~-=-.. = ff. ---

o£HV£f'lf 0 COt..0,.,AOO. JAN. 2111• 1994

FLOW,_ L B

'E 6"0uflet

See Dwg. 211-0-811 for details of blo,kout for contraction joint.-\

-<7E

_j B

I I I I I I I I I I I I )

·>fr········ 2·-6·-···-···~,t"!;,,~

BH!!!<P."'" L f Mi ::,-r····· f Dio holes.

Provide 4·i"xs• sq hd moch bolts with hex. nuts.·····-:

~ ..

'·{Mesha12odia steel wire cloth. Weld olternate wires ta bors.

__________ _// SUPPLY PIPE SCREEN

: ~ ·:. ~- ~ .... : ~:

i

.. -.. 1--~:.

·"· i"· •

:~:: ·/>.

"i·

·::? .. :C:i. : : . . _·!'.'

":· . '·

i:,:

.'"·.'. ~

6 Weir odjusfable < .

from El. 1568.50 ··.;:, to El 1571. 50 /. ·. 0

•

Provide suitable ,- ·,. seal.··--..... --' ·. .

.· . . 1·.

·~· ..

-· J '? D

··r_j ,--~

5 · -----£ Stem

•Ir··-I ,··-El. 1562.05 n

·o·. ; , r 6"Cost iron slide gate, _::-~:-_

: : · . · · : ·. · : · . · . . : /,ff ond onchor bolts

·.,;,· ~: . .c, o:. :·:'ti"Dia supp_ly_ fJ.IPf \ OS reqwred ~eat.

c··EI. 1560 54 i / on 'E of gafe.12 0

._,;:__a o·

... ~··, ·D .·_c;_·,•:'..·_P~~

SECTION C·C

q·

:.~.

··:.e,_·

.c;..

,:~· .. ' .. '

STEEL· GALVANIZED

ONE REQUIRED

( Supply pipe screen ,..,

_,··El 1562.05

(! .\ t ·:<·:

.o •":/.,}f:-·.1.· ::-:4. '·-12"Dio. supply pipe

SECTION F-F · {SHOWING SUPPLY PIPING ONLY}

.. _-o

:~

·o

~>

r·El.1574.00

,-6"Cast iron slide gote, -' lift and onchar bolts

as required. Head on It of gate• 12'·0·

- ----f-- - -------- - -- --- ---g'-o"- -- --- ·• -- - - - ----- ----

."t",:-,-,

··-·£ Stem

0

}}r1 Float

(-El 1559.00

1:(\·

.f:i:.: .·,<I.

·o

(

·.v:

:•::·:Q:

{. 1-~ ... - •

),:·-·

. . _<::,,.:.

··2'-6" ..... r-·o·.-·

.<i .. ~

--{~. · .. ::

: ~ ... ·:·s·.

f: ~ ~-- · .. ;:.

·,;::..,'::

(..

. t) -.-~ · .. .'¢:. "A:---~·-· ~ ·."<J· :>:· .. : t>: ·":.': ~:··~- _·. <::'::::.· _._ ·.-v·. ·:tc,;_:, . P."

SECTION D·D

F1GURE 5 REPORT HYO.

,..-··Hoisf·manual/y operated· chain

1 .,-··-Spiral jaw clutch coupling

Counterweight

>--/ \ , \

/ \ '\

'\ '\

'\

\ '\

r,I I I I ~ /f·····

l<J. f'

-10·-o·- -

'c:,

-+ ·:~·-.

:.::::._.,

·. ·.~·: .

' ' Top seal. Cut slotted / .;,

holes for cables ___ _,, ~ ,,

~ ~ &

i J __ _ .<f:·. :-o: ·_.v: .·.-o ·1:>

·'./O'·o·, 9·-0· Radial gate

9_:_.· • • .

0

: 0 .'li ~ ~-W.f:j·El/559.00

. ·->>.:::

SECTION A-A

Overflow screen·-'

.-··El 1574.00

,:~ ,.- .... ~

c~ U)-~

~i 4,...Jc

,':".\l ·---El 1571.00

SECTION H·H

:q·_: . :<0::

o·

. :·\ . .'4

'\

Bors 't'\

~.

f. Opening J and screen--._ SECTION B·B

L 2jx2fx;-·-,

~· I{ Dia. hole. Provide 9-

J", s'Sq.hd. moch bolts with hex. nuts.--··---

! ·-----···

··i···~···-... ' ·T ;

:J.. ... -.'._

-f ~ : ";)

•' ' IQ ' ' '

.; . I . !I~ , )f== 1 1, --i··y 1•: i ' ,. . i ' , •. i . ' ,. . ' ,. ,.j' '--.

, ..... >< ··l-4, ··>T<···l ·4, ··,-,<··l-4, ··>l<··l·4i .. :--~-1· ~ ......... -· ..... ·- .... 5~td'-- .... ...... - -- ..... ,J '·I·

FLOOD-OUT SCREEN STEEL· GALVANIZED

ONE REQUIRED

,. .. ·-. Mesh 0.120 dio. steel

wire cloth. Weld olfernofe wires to bors ond ongle.

REFERENCE DRAWING WASTEWAY-PLAN AND SECT/ONS ....••.......• 27l·D-8II

, .r+ _See Dwg. 271-0-BII for detui/s of r--22-11a --~~-- blockout for contraction joint

. . . <\ ' ~ '

6"0utlet pipes' · 0

· ·.: ·""·.. ! ,,/ .!_.-6"Std. pipe flonge,

embedded in concrete-, · · topped .

I } ....,....,_ .... __ ..,;i.-... ..._-. _ .• -·Orifice l'_lote, J' brass

with if hole on £ . Cost iron slide .: ....,..,...,...,...,..._ t'l:"r'.111'"11!!1~~ Provide 4--f• 1·

gate ond lift,--\ "' ..._ ___ ..__;.;.;.;....., l;,;.;.!.lliiliii&.1;. bross cop screws.

_L /.,.;:;:.t:;3-

0.,i~·'----End of wostewoy.

~-:J

SECTION E-E

IZ - .so-,.. I SUPPLY ,,,.,,,, EXTENDED ANO RELOCATED- SUl'PLT ,,,,,, SCREEN

D Cl('JI. ALTERED- FLOOD-OUT SCREEN ADDED. - SPLASH PU TE ADDEO.

UNIT~O STAT~$

O~PAltTM~NT Otr THI! INTl!RIOlf

.URl!AU 01' Rl!CLIHIIIATION

MISSOURI RIVER BASIN PROJEOT 8OSTWIOK DIVISION - NEBltASKA .. KANSAS

LOVEWELL DAM OUTLET WORKS - WASTEWAY

AUTOMATIC RADIAL GATE

ORAWN------ - .IIY~f!t.l;t._ -- --- --SUBMITTEO----•~!Ir~ __ .... TRACED. ______ g.._'l_M·-- -----RECOIIIIMENOEO. --(/;_~--- - ---· ---- -··

CHECKED.~A./._ ----------APPROVED. -R-~,J.AAI . . - -- ---·· _Hllt'1', lllltCHA-7c:~1tAHCH

OENVER, C:OLORAOO. OEC: . .50, IP~!S 271-D-798

..

', ',

',,',g

6\ ',

~,; ',, ',,,",.

~ ,c·~ /'-I/',

(I "',.

xt ,.,.,.,,.' Y=394

.,,-sto. 2+81.64

~

J+.i45t<-5

t 11-i7 I

/

/' 1--38°40'

I I

I

',> I ·.?, I •

;s ,,; :::J

,4 :::f

r<---5.33---l>j ' I

V 'I

,-0.67 Fillets

J

1--x I I I I ...

U)

<D I I I

1--i

SECTION A-A

I I I ,__.-Gate hinge,l Sta. 3+07.31

,--El .1574.00 '·

/-Waste gate

~ Flow ~ 1.67 ..... +' ><-0.75 Ei.1562.0!'t--

----6.66 ---~l.66b":-----6.8B---->f<---5.30 --1 \i,fl ---·-Ei.1562.50

-->-

GATE SLOT DETAIL

(SLOTS ON SIDEWALLS ONLY)

0 0 .,; ... I

- 11, -.., 0

SECTION G-G WASTEWAY

B ~

~--5.33--~ I I l --Ji

I I I I I

,!.. U)

00 I I I I I

t:'.:::::::::::::j--'i

SECTION 8-8

PLAN

~ irf ll---,~-- J1 i . . -(

:t67 Fillets

SECTION C-C

C

<7

.., .., ,,;

I I I

i

:<-- - ---10.67- - -- -- - +J I i

...:

•

--1 I I : I

8 00 I

I k,,-0.67 Fillets j I j SECTION D-D

I I

I ~-t

~:_-_-6~67----->l 37.50 + ->j I I

:< I

Ei.1562.50---

_z·,--

''-El.1559.86

SECTION E-E

WASTEWAY

r=::::=::::=::::=::::=:::::::E~I. 1~55~8-;00j-r-, 1- :::::::i '{__

Flow >-

0 ... 0

~-.t-i T­

O l I '"; I ·•1J.QOf<­.,- I

,.--Two 1.0 inch thick blocks required, spaced 1.0 inch from sidewalls.

,b ,o I •

: T I w

LL__ f ~ l-<- ----5.50 ----+l

BASIN BAFFLE BLOCKS-RECOMMENDED DESIGN

I I I I I

_,--Ei.1574.00 ---Sta. 5 +63.16 £ .-Control gate

(--Y=n. ,,/ --Sta.3+07.3I --Sta.4+03.84 ---Sto.4+31.56 ,,-Stilling basin

~- I I / Flow> I

I .I.

a,i .,-, l Sta.3+14.39 ,-,J I Y

''--Ei.1561.00 '··-El.1572.91 El.I 560.75--' "-El.1554.00

ELEVATION

LOVEWELL OUTLET WORKS AND WASTEWAY

MODEL ARRANGEMENT AND DETAIL

I: 18 MODEL

''--£1.1562.07

~f

,,-Wostewoy

'

i G

:-:---5.33 --=-~

, r-:

y

I

: 1 ., ·.:: ~

' v L

SECTION F-F

FN;UR£ 6 REPORT HYO. 400

Recommended ~ ~y, "7''1. shope-------~r---------~-;_,__ ______ ~:__ __ l __

~>- ',t,,\ PLAN 1

:,:~(;J,~''"'* 45"-'ELEVATION

START OF CORNER Fl LLETS

INVERT AT STA.3+14.39

Dimensions given ore inches,madel stations and elevations ore feet, prototype.

Sta. 7+8000--.~

El.1562.00-/

Figure 7 Report Hyd. 400

Y-Section Canal Supply Channel--Station 7+55. 00

A. Minimum Reservoir Elevation 1571. 71. Control gate full open.

Y-Section Canal Supply Channel--Station 7+55. 00

B. Reservoir Elevation at Maximum Irrigation Storage. Elevation 1582. 60 Control gate 330/o open.

Y -Section Canal Supply Channel- -Station 7+55. 00 Note curve in water line on sidewall.

C. Maximum Reservoir Elevation 1610. 30. Control gate 200/o qpen.

LOVEWELL OUTLET WORKS AND WASTEWAY

Flow Conditio1?,s of Preliminary Design Discharge of 635 cfs with Water Surface of Canal at Elevation 1570. 50

1:18 Model

A. Side view. Flow is from left to right.

B. View from downstream.

LOVEWELL OUTLET WORKS AND WASTEWAY

Culvert-Type Wave Suppressor 1:18 Model

Figure 8 Report Hyd. 400

Figure 9 Report Hyd. 400

Y-Section

A. Minimum Reservoir Elevation 1571. 78. Control gate full open.

Y-Section Canal Supply Channel--Station 7+55. 00

B. Reservoir Elevation at Maximum Irrigation Storage. Elevation 1582. 60. Control gate 33o/o open.

Y-Section Canal Supply Channel--Station 7+55. 00

C. Maximum Reservoir Elevation 1610. 30. Control gate 20o/o open.

LOVEWELL OUTLET WORKS AND WASTEWAY

Flow Conditions with Basin Blocks and Wave Suppressor Discharge of 635 cfs with Water Surface at Canal at Elevation 1570. 50

1:18 Model

Figure 10 Report Hyd. 400

A. Water Passage below Control Gate. B. Stilling Basin.

C. Y-Section 635 cfs Released by Wastegate and 635 cfs_ in Canal Supply Channel.

I.OVEWELL OUTLET WORKS AND WASTEWAY

Flow Conditions With Basin Blocks and Wave Suppressor Discharge of 1270 cfs with Water Surface of Canal at Elevation 1570. 50

Control Gate Full Open and Reservoir at Elevation 1576. 20 · 1:18 Model

ti ... IL

1580

I 1570 z 0 i= ~ 1560 ... .J. ...

1618

1610

.... ::: 1602 ... I z 0 j: 1594 C > ... .J ... a: 1586

0 > a: ... <II 1578 ... a:

1~70

I l I

Goto 1openl1ng -10,c,--., /

, .. I

Hydrau lie Jump changes - / _ tram submel'lled condltlor at gate to unsubmerged condition downstream

-at gQte-wilh or wlthof ba fie blocks- - - _ --

I

/ V

/ / ......

../ ---- .,.-_ ......

·--- -Tal11wote{ chefked l° El-\570.5

£M xlmum Re . El.1610.3

I 20% --.,.y

I I

V ~ --

\I 7'-- .. V \

)> V I - i-- l> i-- -

rx. \ j ~ /_

I ', I Pool begins to sweep ~./ out of basin-su--lnstalled,but no V-" "' baffle blocks ---

30% -~ / -, V 40% -...... V

/ / 50% ./

/ / V V v" / ~

,/ V v - --·-.. -- -- --

~{

'

/

FIGURE II REPORT HVD. 400;

Pool lbe91J, to Jwaepl.t J basin-baffle blocks ond -wa • suppress, Installed

~ I\. /

\ /v

/ ", ', V

./

"~- .... v ·, r-...

--..... v ' ___,. V ':;

60% •-,i,,. / ~ ~1700~-e:;-

/ 70% i.o;;; ~ ::::::: > -.... K -:---

_ ..... 90~ -~ - .. ,

100%

1562 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300

1-...

1618

1610

~ 1602

I z 0

~ 1594

> ... .J ... a: 1586

0 > a: ... Ill 1578 ... a:

1570

RATE OF FLOW-C.F.S.

A-RATE OF FLOW-VS-RESERVOIR ELEVATION WITH CANAL WATER SURFACE CHECKED TO EL.1570.50

I I /. ·Max1imurr/ Res.'E1.16\o,3 I / I I/ I /

Gate1open:n9-10%...,. / J V /,r J

20¾- --,,./ / / Hydraulic jump changes I I 30% --.... V V f--trom submerged condition at gate to unsubmerged · I / / 40% r~ / ,,/ condition downstream

i-of gate-wittl ar without. I I V V 50'11< y' baffle blochs-"" ~ _ ., -- - ./

' '-~ v .. / V /,... 60'!1, ;,,..-I \ '

y

V

/

./

70%

I I /, \ ''.>.: / ,,, ,/

______ .... vr V / -~

} IY /\ ~ ,/ l,./' -..-,

i---L---_ .....

9Q.., - --- --,,/ / - -,::: - - ...;. i-- -

i-- ·- -- ·-./ - -

./ V

/ -- -- _,.. ...... ~ack1wate~ curv1e for 1unch,cked1 cana11 - --

~::. ,.e:: Elev,tlon ~f flcj"rot1stilll1ng b1sln •rtlet11s62101

,,,

V

--e --,.,o,

100 200 300 400 500 600 700 800 900 1000 1100 1200 RATE OF FLOW- C.F.S.

B-RATE OF FLOW-VS-RESERVOIR ELEVATION WITH WATER SURFACE OF UNCHECKED CANAL FOLLOWING BACKWATER CURVE

(GATE OPENING IS THE VERTICAL DISTANCE FROM FLOOR TO GATE BOTTOM.)

-~

...

1300

,-1--cantral ' ........ Sto. 4 + 03.84-, ~ f--sta.4+31.56 Sta.5+22.81··-.. ~- Sta.5+63,16 I !Sta. 7+8p.OO···· ~ 1

,/ . ' I a \ JI A! - I I . a ! A.._ a • - - - . I • I I • Flow w : ii e a - - ~- Wa;,#9 sJpp.-esso~ W.S. checked to El.1570.15•···- i..

ffl ffl ffl ffl • m

6 a 6 I a •

6 I I I I I I I ~ -,1 / a-Q•l2 i'Oc.f.s. Control gate full Qpen Res.El.1578.2

m-Q•l270c.f.s. Control gate portlv closed Res.El.1587.8-

1550 3+00 3+50 4+00

a-Q= 6~5c.f.s,Gantral 9!ff8 portly closed Res.E11!.8~:1;:,_, 4+50 5+00 5+50 6+00 6+50 7+00 7+50

Ill

OUTLET WORKS STATIONS

C-WATER SURFACE PROFILES

LOVEWELL OUTLET WORKS AND WASTEWAY RATE OF FLOW-VS-RESERVOIR ELEVATION FOR CONTROL GATE,

ANO WATER SURFACE PROFILES IN STRUCTURE

I: 18 MODEL

A. Gate Controlling the Flow with Water Surface Elevation at Canal Entrance--1570. 50.

B. Gate Fully Opened. Water Surface Elevation at Canal Inlet- -1570. 10.

LOVEWELL OUTLET WORKS AND WASTEWAY

Flow Conditions at Wasteway Gate Discharge of 635 cfs--No Flow to Canal

1:18 Model

Figure 12 Report Hyd. 400

.•..

... Ill Ill I&. I z 0 j:: C > Ill .J Ill

a: 0 > a: Ill II)

Ill a:

1576

1572

1568

1564

... Ill Ill ... I a,

6

~ 4 Ill

~ Ill ... C 2 a,

Ill ... II)

~ 00 -- i..---- 100

/

V V

V /

V L.imlt of control by waste

V gate to hold El.157D.50 wqter surface In structure, ,,,.-

V At larger gate openings the flow sweeps ban'!(ith the gata

No t•w tj canr-

200 300 , 400 500 600 RATE OF FLOW - c,t,s,

~ I

\ \

I

' ' I I

t-r , ·'

700

FIGURE 13 REPORT HYO, 400

A-RATE OF FLOW-VS· WASTEWAY GATE OPENING WITH WATER SURFACE AT CANAL ENTRANCE AT EL, 1570,50

... Ill

1610

: 1600 I z 0 j:: 1590 C > Ill .J Ill

1580 a: 0 > a: l)l 1570 Ill a:

ot, \ '

\ \

'

_I I I I I I ·Maximum Reservoir El.1610.30

\ ' Fu II gate open Ing. , I'.. ,_ ...

15600._ ___ 200...__.._._400....___. __ 600 ..... ___ 8 __ 0,_0 ___ 1000 ..... __ _..1200 '

RATE OF FLOW - c.f.s. 2 4 6 8 10

B-RATE OF Fl,.OW-VS·RESERVOIR ELEVATION FOR FULL OPEN WASTEWAY GATE AND NO FLOW TO CANAL

GATE OPENING- FEET

C-GATE OPENING-VS-RESERVOIR ELEVATION FOR FLOW OF 635 C.F.S.

... Ill Ill I&. I

~ j: C > Ill .J Ill

a: 0 > a: Ill II) Ill a:

1580

1576

1572

1568

1584 ,,, ,,"' ,I

1..,,,,--' V

V V' .~ I I

,/

v~ Maximum capacity j of stilling basin

/ V

/ V

/ V

/ Control ond waste gates full open. / T. W. El. follows backwater curve for unchecked conol, ,. ,,,

_,,,

... --- Elevation of floor ot stilling basin outlet-1562.01

200 400 600 800 iooo 1200 1400 1800 RATE OF FL.OW- c.f.s,

D-RATE OF FLOW.,,,,S-RESERVOIR ELEVATION FOR FULL OPEN WASTEWAY GATE AND UNCHECKED CANAL

LOVE WELL OUTLET WORKS. AND WASTEWAY

PERFORMANCE CURVES FOR WASTEWAV

I: 18 MODEL.

1800

'i·

Figure 14 Report Hyd. 400

View from right side. View from upstream.

A. Control Gate Hinge Blocks.

View from upstream. View from left side.

B. Flow With Gate Full Open

Standing wave moves to Station 3+18 when gate is closed 4%.

Standing waves move to Station 3+58 when gate is closed 7~. At greater closures the wave disappears.

c. Flow With Small Gate Closures. - Model shown with no cover on section of closed conduit below control gate -

LOVEWELL OUTLET WORKS AND WASTEWAY

Interference of Hinge Blocks on Flow and Effect of Slightly Closing Control Gate - Discharge of 1270 cfs.

1:18 Model

A. Original Wasteway Entrance Closed by Curved Wall and New Entrance Provided Downstream.

B. Turbulence Occurs Due to Velocity Impact on Right Wasteway Wall. Full Open Control Gate with Reser­voir Elevation 1571. 71

LOVEWELL OUTLET WORKS AND WASTEWAY

Effect of Moving Wasteway Entrance Downstream Discharge of 635 cfs with Full Open Control Gate

1:18 Model

Figure 15 Report Hyd. 400