01\D 1--i,
HYDRAULICS BRANCH OFFICIAL FILE COPY
r DfflCf ,. FILE COPY HY DR AU LI C LAB ORA TORY iIIEN BORROWED RETURN PROMPT] SUMMARY ·REPORT FISCAL YEAR 1960
BUREAU OF RECLAMATION ENGINEERING LABORATORIES DENVER, COLORADO
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a. a.c:::::c "W ci'f'il qSDffl"ll, puttoulu']J in tbe put, ba•• beea 'ff1l'¥ mch bPCJncm.t, u, 4-l.bg vi.th ~'t t.v.np wl.uaa,, J.t , tor a:aaple., the •veN&• n.ov ot & •tnul, or u ·~ .V.tic prea,un. It u ~ l.au.ty that w.,.. a1J11 &'IIU'e of tu t.ot that w hav. loc&l · .. QJtUHc1 Ill yeq 1arp tiacrete .~ Yel.oci:tl•, · pwbapa tl:\\C1. :ttug vlll.~itiea, ldu@ 4aace." ta)
"'le•earo.b 18 tbe ,-.rob. tc;r the 'buS.c ftt.ou ...... r&l nationehf.pe neea,aa tor th.. • (c1Yil ~) uccapl1abanta. lt 1a tM Wllllilinat ilr,porlaae. to th• protuei an4 to ,octety that 'U:da tuHt for UlpX'O'fe ... Milt be &e'tiY-1.y P1,U'Sued .. -b7 labon\t.oq ~'i.t 'bJ ;pG.Cll- lllid•S*PJ:r ...i,.1a, bJ o. ffff.U (of t'Q.U••CIIJ.Jt •1•tae, Ul4 'b7 wb&wwr otbAIJ' ..._ an appropriate." 'b)
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t ID.~\ICtlon. • 4t • f I *' :e • ii . 1li' ._ ._ • 41 llt· .. ~ ~ ott J "f .l U Btu41a fol> ~u f.ro..3nt.1. • • • • • • • • • • • • • 3 U! Coopmltion ri Out.tfAa A81Nia• .. ,. • • • • • • • • l.3 ff Aa•tat4N:loe to JOl"e1.&Jl · a...... 1, 'f .,...ul.1 ~tolf' in.....1-s.,.~1~.. • • • • • • • • • 18 ~- ·' !) ~ la¥a"9ltlou~ ...... 19 .) V&tff .... t • • • • • • • • • • • ,. * • • • •..) ~'llOA • • if. • • • • • • .. • • • • • • • • Al& ) ~~14a:tq ••• ., ...... ,:t llM~U a...ftb ...... Cell. ~t 6o •1t P.rop:,N4 ~ wt:th ,on1.p c~ • . . . . 61 I ...... C001141nt.t.ioa vlth ff'A. • • • • .. ~ b . ~. to, l.961. C1"11 ~ a.....-. c.o.,~•••••••• •· • * ...... 79 uo
... o..n.1 U.tlflcatlon • • • • • • uo 1. a,..:a..1 ~t:,t,tu~t.- ., • • ,, .. • .. • • .. • .. • • • • U9 1,...... _... :la tHluddl Oi-aaoiatto , lilllatNUoaa. • • • • • • • • • " • , • • • U9
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fl.me ut. Cot't l>bU'llNtion "7 Cl.U•tft•\iat:I Of VOl'k...... ,. m neo • .. • • .. .• • • .. * "' .. • • • 13' 1)1 l,S l
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•~ P. a1,_..., Jr., reoeiv a ••nor pertonuaee aw.rd ill NCOP1t1on ot outttaa4tng accOQ.Uabaata ta hu laboratory ••1...,ta. c. w. TbOllu reo•1...i • -s,ectal ael"'ftce aftl'Cl ill NCOOitl ot hi• ut1'lnioo to Junau :,nat.ip am to the ~ pl'Otuai® t.hroup ~t.1 , ~.w.t.1 _ Mil pu\)Ucat.ior. of b1a p&Jer (ta ~&Cl1ou ASCa) •11-,on h ._.vellltDt ot ~tlon Water."
J. W. laU ,-c•i'Yl!d q t.'Nlll'4 1A NCOP!Uon ~ notl.'ble vo:rll: in !qdn\llic rM-.roh. n .... ~ ot the •tart, c. v. , w. P. Siam:,,a, A. J. hterk4, &. J. Carla em T. J. !boat went 1DY1ted throqh letters to the -A9aiatut Ooad.•11.1.JmW &114 Chief Snctneer to p;rept,N and ~•m pa;pen ta epeo1t1o ~c "9MNh 'topics a, nat.iom.1 -l:JM1 to;tv r:aatioaal bydnuliea ••tlllp ana COlt.f•:rucu. A reoort. ot l*P'l'*i 4S..oua•1ou an4 publ1ce.ti"M ie found 1a S.ctloa VI ot tht. ftJIO!•t. 'ft1.e autbon htmt· eoatrtbut•d •1pf.f'1CU\tl.7 to their protu11 b7 thie ext7ft.C'Un'1C\ll.&r writing troa wbtcb •c.h credit bas aceruea to \he Jmoeau .. the .... Cid.et -.44t two oOU.S• Conte.et trips vtaitiq •tx uaiventtiN• hlJca WN ... before various t1'Jn of at\tdeat 'bocltN •v.oh •• ASCI at-l1Cleslt. ohaptcrwa, aru•• ••an .u.4 un4el"p&4U&t(t cl.U••· M•t•taaoe vu ftDl1eN4 to '11• lou4 ot C1vil Servle• kudDen la ..Sld»a •P»llcatl tor e-qln.evislg am subpr<)fo•eio-.1 poa:2:t.io.u •
..-. ••• J. Cel.ao qd. ,. P. bpl° CODtiaue4 1tuq of 1\ue:l.aa l.U&'UIP u4 ll&n •t1i&!n.a a i,rottc!encr quite useful 1n ••••••tng t.chn1G&l reports pero written in that l..aJ.lsua&(h c. v. ntoau ~ u•t•tal1t!• to 'l'eoludcal In'tonation ll"e.nch ill uanal.ating t.clmical PJ'emth.
._ B:rucb Chl•t W&I &ttordt:4 t1M Ol)Ji(WtWlit7 to &t.tem th• Pa-a~ ...... , ten- &no•1... Coafwae•,, October 21•30, 195i at Brook roreat :tu IIIJ4 CMJ.e:t , w IYergrea. !he purpoq ot the coda.nee ... to pYOT1u • oppo!'\Dit.y tor eucutlYU to a\Uq, tr.. t:otm int.rnpttoa ot ~ w.s..., aot1Yit1ea, -U. ~t ot 'broad. perapeet1•• ad tu18bw tn\o .,.ra l ...... t. n• 1 1U.t1••· An i•creued 'Q8Ul"n&1J1JIU"8 of JNII t....aa,- ~ o • l.ttd. ot ~ pro'bl... , am tlle 4w~ ot a ir.M• tor ~ akilla 111 ht.Ulllrl relatiou wre addi\loal obJect1YM. Aa • ...,of thtl brd. ot C 1(1.~ to the Xoa Xutitute ot ~c ltutu"Ch, tbe Chief of the ~ulio 1&bon. at'-24d. .. aet1ca of the, loud 111 low. Ci JI ...,. 18, l9'JO• !be ~ ot · • N"e plNl.J' t4'Ylt017, di.Notecl ~ towu'd •\Nlletbab& ot tu l"Ne&Nb ,,,_... uo. the 4ffe1 t. or tan4taa ~..... , •
!he ~ . 1#.bon.toq . ~ 11 proJ!OAl, for r.t 1A • broad 1Up Of ~uli 'lht oCNl4 be ~ . 1ll fOl'Wip C trlft vi.th CNl'Nllq cn4l'l DOW' rMtaJ.n.a in t.bolle uf.H laclmtng Wf.&, Mlata:aa, hrMl, laa4, Spit.a, lint l la:¥1&. Aut.ataue .. .,.... tu Llbzv,r •tatt tn Mlecl\111& techtd.c-1 •tuial ~ ~-iato lo1Uah. A • .._~ b ~10 labol'a-,. a'tatt, Al.Yla J. htwka o :t.rl.1Nte4 dbnalltfau, \0 tu ...... or tu NJOrt rNIU'Oh.1 ~ !UJR!! ...*~ .Oh 4'acrillM a.i.auoa N11-.rch;;..i; Pl'Ntllt Ni4 HAve. U•tt baa he • tutlcall7 aooe,wd 1a ..... d. 111:aa. h l&'bon,torJ' bt4 w offloi&l. repra.. '\i.,..., W..an. ,.._._ U4 lb.one at tlMI: lipth MC3 ~ca »tvbt Cod • held 1D 101"\ Colllu, Col , Jul1' 1 ... 3, 19S9• .._1" Ul of t!ta a,,ar.\lU.o 1A •tllff at coatanoe at ....1 oa lNft *W.'WI· 1'he l..uon.to17 ... .S..it-4 'b1 IIIIQ' ot the Ul1DNn rqS.atmld at ~ OOD:t..-.c••
l&bioft.'°"7 vu ~ .., · • li.abth COIICNO• or Xateratioiw. A8 f.a'10l'l tor ~ lealuoh, blN&l, bf C• V • t1111U1 wbo :prweot.d ~ wltta bJ b1•elt u4 B. J. Carla • A PQa' 'bJ , _ w. JaU-. ,.,....1*1 lq Du 14.ute, om of ~ AtatalJAQ ~ &tteat.... uw•.
2IMt ~ tabon't,o;rJ 1-.rt ..a tacuttiu vve called to •olTe u uaoreutasa or ~ . :1.e111 111 • la'bora q a1J4 oa p;roJecta.
Ia t.1 'to tll4t nplar ~ t&bol'&to17 re , i&Pffll MIA pubUoatiau '"'114 ~ ,-ear, ftV 1'oo p11111 f Atdl7 ~ vve die ~ .. • · ot 1lhe &tA1Ti tM ot ._ •-.rt ~ • 7e11:1. ,-.. notea an tile ta DlmS... ffle•, u wu • 1a ~ 'Bz'ucll am s.ttom. 3 !he MJar •""41• dact1.btid in thU 1ectlon ure: Mn lutMI Dail Olttl.e, Worira Gla Ca,qaa Dia ~tJ Ilea Jet l'low O&te C&Uldt1 ~ .»ill,.,. QftJl4 Cou1M n.a 111ftr ~ lepe.u ~ ~ tvbiM cau ·n.ttou 0 Jbvwplaat -4 OGtlet ,.., rel.eua P.latq Oora- - Ul1rlr7 01 eu,oa Arehi tVILl Nt.J4el M&Oi& Dlvent. 1-11 Caal C&pt4it7 tmi• AdJuetablA Wein Tut. f COIi ®Di ~, Caohaa Pro.1 t
he •tr u 111• ta'ti tl.u14 wn o oa a 1,13.15 •oalA • · let worb intake • de'tendne the au.pe Of 'tmintll ~. C:U'O\\lar am1 ~ lMu.utlh ~ WN tN I J'1pN 1. C."1\&U PNA'IUV ai•t.a. aall portl o,r the ~ •'tn.DoM U4 ua. comuit.a w... f1."QI stopJ.os •10tt au t.krM ~ op1ntM ahml _ l.J· Le.rge veu ot nia·u · preal\D'ft oo wiat~lti ot eUldMt ~ achw•• ,reuuna ven k'r•loped• t.b.e MC.lltllMt'J' a~ utrewel.1' 4iffloult 1a thfl ftel.4.. A ~ ~ Q 'Wbloll WU a&tlafaotol7 tot' eltur •inal• _. ailtlp1- t Optff.tlon wa &mal.oped. 1ha &"fl flow TitlOCl\7 b • l>.t t ,..t•• CU.. ,,.. II tpa • taor...a to 61 f"R• 1a tlMt ~ t U ffft onatreu fJ"Oll the u1n.llc.t. llllftra• preuw wn iaU.• u the *1\ u1 trm1t1 4WtNul n-o. the • ...•• ~ WN _... • lsJO Mala ~ul.1 llOUl to et f'lQW C • P825-0-19126 .,. B. Rectangular bellmouth entrances Figure 1. Twin Buttes Dam outlet works intake structure, 1:23. 25 scale air model studies. Figure 2. . Twin Buttes Dam Outlet Works hydraulic model studies, scale 1:30 . • n.tatl.S ~tt 'were obta1De4 1n • ti .'fated charm.el, the ot the.... 1U141 N'ri.H4 to tb1a detaU.ec1 a4e v1 • left WU of b'Ua:ut.. \llte f 4 with the ln1cke\ wall c1Aifle0 1 the conduit.. IIOIINW.i11"1 tlaia ~ a.t'1e Pfff\O'l"mltDOe vt.1ih • lllVlir non. 5 A. Canyon wall showing prototype excavation and outline of flip bucket position. • P!557-D-20824 B. Hydraulic model (Scale ii.: 24) of canyon wall shown above and flip bucket. Figure 3 . Glen Canyon left tunnel outlet works and flip bucket hydraulic model studies. C. Test model showing flip bucket with extended left wall deflectec 12. 5 feet. D. Discharge of 23, 000 cfs with bucket left wall deflected 12. 5 feet. E. Discharge of 23,000 cfs with bucket left wall deflected 20. 5 feet • • Figure 4 (Contd. ) Glen Canyon left tunnel outlet works and flip bucket hydraulic model studies. 11 r<------8 Dia------·->,I ! • , . Orifice area, : : ~ -i 1.914 Dia. (- 0.0200 ft.' ! Wl&»b=q(Y#ffff(fi: .~·: : T : ,, Air demand piezometer j / ," , ' -r ---~------ _l" Air vent on each si de /, 2 Orifice area = 0.0033 ft' <:~--Air vent----,/ ·01"' - -- ·· ------···,: ·,;; -·· :- ,- · · - IOa5"· --- -- · · ------··-· :; ci I CL : . >, .~ ~ D 0-t- ~e . --+----~~=~ ____ o~ • 0 wa.. r,..: T ' "'''a. Note, Piezometers 16, 17, 18, 19, ."*" ,. and 20 shown far side in this ·,Q"' view, near si de in other views hr 21 i-o----·· 6"· · . ___ J : . 1---- 11 ' 1->- -~f ---- ,j I" .• ~2 ELEVATION SHASTA DAM JET FLOW GATE 1:1 7 MODEL FIGURE. 5 The teat• •have4 th&t the coett101ctttt of 4itcbarp tor the mw aate 1• 411"tv• t troa the one tar the Shutt. Wi&n• Per e-.1e, at tuU o»eninc, ta ooettiount. et ta. new duian ii 0.633, mi the . Utce a:ru.. ~ tb• total l1N4 in tu appYOIIOh aoa4US.t, u o vt.tll o.814 tor the Shut& ~. u obatlp :bl 411c:ha:rp coetft lent ..,.. Jriat"U1 to the Jbplcal Ulla-we• 112 tA coaduit ~-fl'Clll tbe pte. JiAtso.trio aealurftl!ltl aboV tat tbe p.re1,urn at erttical .... vtthta the t. are .1&tlatacto17 for all tne- U.Charp colldlt.iou. Th air au.mt o:t ~ 'frtid.t1 t.. watt ....\11". tor• lJaiteA iber ot and belda. PretnN ~,,... taken t111Aaltaneoual,J s.n the ab' fttl\t and at iatll 1t1tbtn the p~ <d con Ult 1 ailQt• t1w ._.. cella u4 • 6""°~1 direct•ln1:t1i,g recorder. Anal.J111a ot tl:l1t_opm1tton .na &1l' ~ or tM cate vUl a llll4At fro. th••• rec . _~ vt.t.tt ft•ul.U. for tbe lete rug ot heaa. ad gate openifl&I •• een ob~. Vtd.H4tl;:2!!.,R!! U!l!!f St.\KU. • treN te4 on a 1132.78 •o.i. el of the Wbil~ 8p11l1t&1 1. !he c:1alrMtr... •ll4 ot the tunnel, 1MlUd1q t.lMt· flip bucket, and. a reao:h of tbe ~trttul river obannel "1"• uaed. to utvrd.lut tbt tne ot tltp 'ln.acket Nq,utrec\ *114 the extent ~ charmel ~Dt aeenuy to b&li4le t'looda up to 28,780 ,econd teet (1 6). The ttnt •w ahovtld. tbat tl~ proJ. etin& can,on vall tbe right actd. aa a eot1t!'Ol Jl'()l1'WI lltl4a•1rable baclt• water ill the tl.1p b t and. outlat 1torka flow c a. T••t• mo t.U.cated that niat tba Up ot the ~t to ·11\broW" thAt nter ..:sf' 4cM:latreM allO pro41ai:et1 ~•Oift ~ of the Jet tor low fl.ova. Broa1on ot tlMt olR rock face ~t to the aecea• "*4 coul th• rOM u4 l-.4 to Othel" d.Uttcw.tcS..a, ftgm'e 6. •~ 1ilOCUt1 tJur.ilmu were e · tnl.Otd an wneA, \tut it ..,.. 1u:N1•aaary to ""°'" pWta ol the dl::Jltnettoeaa c · l to elilw:late the ,oeatb1Ut¥ ot ol the c l. With rock ru .- t:,7 the buaut J~, ad to ~at of the -,.t on the rook vaU ab4 •J.rule baclc.Vllt«r at tu flip ket. A t11p .tet .,_. deval Wb.1,0h u ocOCOldcal. t.o c ~t Md. 1'hlch conr1...... the 1-•ulns Jet ot vata to tM c•atff of the lift%' c:t:auul tor all dJ.a• char •• 'fh.e tivv.1 a~tun, lch b located to the rt.pt ot the •»11191' tuaul, Hgu:re 6., vu alao ·tutff in the IICJ4el.. Di'ff!l"eion ducl\upt to 13,ilOO • •tfft WN ~ &114 found to 'be ...tufactcr7. '1'hfJ ~ ~nonte nll to the d&b,'t or vent outlet ,,... -iuat.U by the •l tau •lnc• f.t wu appu,ent that. th• to. ot tbe au voul4 haw bffn ea. U ripnp ba4 been ut• t t-4 ot the n11. 1 A. Looking downstream into river channel, spillway tunnel in foreground. Rock pier separates spill way channel from outlet works channel on right. B. Maximum discharge, 28, 780 second-feet, dis charging from flip bucket. Jet is in contact with left rock cut but not with rock pier. Note con striction in downstream channel and drawdown of tail water at upstream end of model. Figure G. WHISKEYTOWN SPILLWAY MODEL, 1:32. 78 SCALE, PRELIMINARY DESIGN Coa14ul.ble ~· ta the aodel 1 of the ....tq... po17 ap.Ul.1faf' Ul4 '1111 aul'J!O\ID41DI t . VU -,... Whea 't.hia p,n!.OA or •pil.1tr&J' *'1•1 1a JArt«L, ~ •t'QAtu or the t1 coo4f.•lw Sil .,ui-, a ...1., ~-11,QrJ Oftdall •eot:lae, u4 vent.Ml abaft U4 'baa 1til1 be -.de • ... , . The l&borat.or,' uaS.1"*1 al a4m.4 at Grud. Cou1M tMa •k1DC "~ Mid ~ ,s.ou vbS.ch .,.. --- OM"itt.tli \be ClCIIUlffte .... t.roll tbe •tMl liMl' Catlld ... ~-\lftll ot outlet, ta. !Jae renl."94 trCIJII o&"fltatl . la al.ope t 1lh4t now ..,_. Jlln cloaau•• t.rta t1sa u... u4 111 otba ~-1- ta the • Oft'M ...,._._ •ntcUoo. .- naohtl4 a wdJll• 4.apth t 17 nna«. vt.4al7 '\be It() outJ.na ·o 'YU'la- ,s.ou ill bad, ot ,eJITS... , •1• u4 :t1.U'e ~ a\tl"f&ee ~tie•• BeN tbctn w.. \tUUfftoi-.. i,- 4\U'ba l9',-6o loW*•tv .... to _. au the ~, · i.a ~ Pr · · ..,,, outlets wn nJJ&lNd u4 t.htl IIOI\ h'ntftlJ' 4..,P4 tJ.eu Yill \Ht qpt f:roa ael"'f1.q uatU Npain CU be ~. Ille a1flal!ailll w ft.it tea . "" -4.e of the ~ is. . \le~ ln YhlcJl ""8 ....,s.oa ~ 1-4. -- cut. 1114 tll• •l"GOed 1lil'1*a J'II,~ w:ltb, elXXIY •tut&.U• A COIi of OllloS..S... wa QPUed IJl'OC'f• ~MJ9i,JI' •vtaoea pd .... OJ*'&tiaa ,ta ~ et'hnl.,.... of · u. . lu:,eoUolla after U ~ n; ·t bd.t w ffl • of O&'ft.tatio.o...... ot • t w.. ten, tbe rtpl1r a1l4 001fl0UW t.Jtat.lllmt. vS.U M t.BlW to .. r111 otn:I.• 41•1*1 ~ u ra'14l¥ u pouu,i.. 9!!!!H ~ ~ -2fl:!l!!!U9!.1 !o ~ • ..... Of ...... '&be flow: ~ to ta l'l,v ft'oll the a._..,. Po,v;plM.'\, u,tataaM ,.. ct"• proJen Pl'l'ta 11'1-th tM .Uvat ~ a 4.1.tf....ua.l b41eator to . 1M 1p1n1. cu. • m.a~ ~ trG111 'Nl.oo:t \NMJn.. -.. 14th • ColA ~ a4 pl.G\t.14 ....,,., the 41.tt«Nn'tial .....ll'Nld b7 the bM'llc&toi-. 8 A. Application of epoxy resin mortar to pre - viously primed, cavitated con crete surface in Outlet 63W, Elevation 1050. B. Completed epoxy resin patch in Outlet 63W, Ele "' vation 1050. C. Epoxy resin patch in cavity remaining after construction of air inlet groove In Outlet 51 W, Elevation 1050 . .. ,r Figure 7.. Grand Coulee Dam cavitation erosion repairs. .. :i!tt Pf.,.· .11...~ ''l•., .. ~.sUli·'. '. ""'1·'.••!!.· llt~ ·. i~r.'. .£1•11·1 .,'~,,, t If H ... ii' i1 'a rt 'f'' ~a '"I ·~': f1•1 ti sliEJ 'i ,u,n Jtla, ,J . r_ -__ p~ i!ii (fi ;Jt1J ,!!f~Hi !fffP: t • iH! ~111 1:1! .,, .!;:i ,1!11,1. ~ifJ,l§i .1#1 '( ~,.:i.r- ·-..... !.i --, ,. , .. ,-- -· -ff 1 .•.t l 1!: ,t.11,~ · l .• -·. ~ b•sS.umq ot tb.e tl.N'eA YaUe, Th• aoclel •tuAiea •howed. tbat b;y pro'fWrta ..,,. aUt\loual 2-lmh 4riUe4 hole• at each flan4 w.11., adepte YenUaa or the low •••ure.,.... Will be FOYi e4. Teeta 1fWe ct$ l. t 36 *Clll• II04e1 ot 7 Gol'P Du pru-, -.114 ri"lff ou.U.ta. ~l ...... to ~~ th• tt•t. ot a 1 l"OUJ COMtl'1acte4 aloai tu Wt rivwbai* (IJ.MsatNtta trca tlMt tli ket. rou. ~Md on th• ri.ffl' 0~1, ~, ~ availui. flt1tr an,a.. TM rol4. fUl. _. 4.upluated l trb4t el.1 ~ ttte l.,,.. c:,ptnted ld.:t.b. Q'Utl.t A1•cbarp• Qd •»1UY&f fl.on, l'roll tbne ._.•ts, it vu ~ tba~ ~ would ,. l'.\O «.i.t.atou df•w Ot&tlAtt u~ •, but that • . Ul-, 4U ¥O\ll4 •V07 'tD.e rcllid.Y&)' I •tel"lal il\to t r1TV 1, ·lncreue the tul wat.a •l.nat1on t the powft'plut af • lt a. COI.ICl t: t the telq,1on.rJ ro.d llhouJ.d be moved er • c.onatractlon put • h.-t• on t tloW cbfll'eeterutte• of~ 60-i o\ttlets wo, wre COIIPl• to nd.J.le. the :t ot riD:rbed. a-o.1011 re•Ul.ti ~ ftl.w ni-e. .1f.C the coutruotiCHl PG"io4 a.twr ClOlf:V• of tb• 41WH 1. 1. l>v1na. t.M.• pwtod., t e 4.leeba\"ge 1• to Tl.%7 f'.rol .\00 to ,ooo eta •t b.a. ~t.\.:ti• 215 400 feet. ttt.i.. t•, the .~ ot l'inT eroaicm vere ..,.ur uaary r1 0,teotion 111 ti. ·1.ant a.tt.tbay vu 4•t.r.1 ·• tff t.n4tea: t the .-n4bv tepoa1t.4 111 t.be Z"iftr ownatreu troa • UM, voul4 nu. t • tau nter •lA.,..ttou •llfft.aitnltly \0 be JiOWW-pr in& b • 'lb.e bu' VU1 b• NMOTK after 't.he izd.tt&l o~•t YOl'ke operation. An bl l. ot a tl ot Ghri ~ arae4tawl.7 0.ovnttreaa of ta . vu eODatr1IOW4 to at . (1) tbe 1 atian of JC>VW liMa ~•tnc fro.a i,owerplant to • nt hJu"A, (2) · hlwetural ad •truct11nl tu urn tftft t. povw.rpl.ant. M4 ta. toe ot the 4.Ul, an (l) 1 * of the Yiata hoUM, p1rldni lot, &a4 th•t.r • • The 10... T 9-'toot 110tWl at 1:2)to Ille -.oowpMae4 .a. a,luJO tNt at tblt CIIU.V ttcas the tat ta U4 ' l~- powerplalit, out.let.it, Qill:tllf fti.ta, OJ.ft C . 'Ortdp, 11f1to~, -4 n•ta boa•, ft a. fJMt topogn. 1 u. ct 10 P5~7-D-19454 A. Looking upstream into the canyon immediately below the dam. • B. Downstream view of the same section. Figure S. Glen Canyon Architectural Mode l. First section of model south from dam abutments. ~an Acaof;! Divvaton ~ Teat-• wr• con4uote4 on the lt20 •ctl.• l of the d.iftl"llon at Sau la Divv.tt.m to ..,.lo» aa effeottw •tb.o4 tor rduoin& the udSM'llt tntlow b.to OCOl"l'O llaltl Cual. .l nwabe-r ot B,U14e fllntt ~ • teate to o,ttmua ..-111&, ansle, place• •m., MA •1ff&t1 · tor tbe ,..... 'the c entn ton ot aN.tMnt ent«n the anal u-. ....Ul'INl tor .ch &l'T&DpMnt u4 c wt.th IMJASant a · l1lS 1iae cuaJ. h •• . tng ~ cODtrol i.1t1.. P'our bot aa1da .,._. plaoe4 .treaa troa the ~~ad.~ at u U61e ot i.,• VS.th tJ:ae tlaw, an4 ltplleeA 26 tut on eaten ,,.. m IICllt atteottw ~t tor rdmt.n& 1.U.nt tntlov to th• cam.1. 8twllea alao ..,.._ od.uc With canal bu4vol'k• D:>'"4 to 1 • totn- l.OC-atlo'D .ia trua aluS.c--, au 1rmlrte4 •t on "*" OOtliatJl'Ui'I'~ th• l.o,r•f'l.ov Ob&Wl, ~ 9• A blcWtt tor al.ukiDa ..ailllmt fl'OII ~ at into the 1 ..no., ohamlitl vu illl!Ol • »'ff tl.oocl .,__, the e-o= ~tlcm nt:t.o or M41mlnt •nt.r1 th• clmlll hlid b to a.U..n.t :ln tbe rtvv water vu ntu.c:94 frOll 2 .,65 to 0.09 1 •• ot the bottoa ..._.. With tr. •t.t>h= SA p~, the o *Dtl"&tlcm ~tio ftl 1.o6 oul.4 'btt Net· to 0.25 b7 inter• a1ttc'b aluieitta oi,en.t • ....i WU ao4ffl· to 1.ng t.be aediment 1utlov to caml.. A fl: o l nplacecl the l11'VIJ?'te4 et 41• tnto ocono Naln Canal. A •1'*1c1u.g anieaa1R1t S..n tn.uttton r al 11uic-4 ue••• ~nt oollectizls 1n th traul lou to tlut· l.c1t•f1ow channel • . uul.ta ot 'tbae tau will be o~ Ylth ,-e,u1.t,, ot the PftVi ~ Cf!!!l't.£.lud.1,-a Sina ot 1-p ..-1. were ft1'h .-iate4 to ,el.op tapl'offd .. ot 4-t.endai nw n1u~. The ,;o;rJr. u ~ Nn1· or t . ca ~ C ntnl. &1le7 J.roJect vbieh l.mUcated t t the v..11.MIU PN:1ieet1me,t vbkb blt.4 u,.« tor attarutoru., -~ the tty o~ ...U ad 1114t· 11184 ct.aalA -, not be IMlecJ) toy Jar aODONte• liM4 o&Ml• nai •1.offf. nm cOON.Uatd. labon.tor1 uo. 4.. i&Jl effort -. t:bs'ff obJeot1.._, to 4*fflo.f •xplq&ti ot t~er bJ'O;raulic d rot C. tnJ. ..U., !l"oJeot eaM.11 an lloa1 • ot lllcreUlD& oapaci tlelJ ftl.o,p h¥4,raUU.c •1P :,roe .-.a to,: uteria-. .u. tt•l4 1 .·lol7 stlid.lff are "111g c t1Cted.; and. t.o acflll,tre ta Wbi vUl nae a ·bMu t~ retiDllllftt ot tuture dnl.gn JrOCN • u A. Model siphon viewed from near present canal headworks. B. Siphon section viewed from right bank of present canal. Figure 9 . Siphon Constructed and Tested During Model Studies of a Sediment Control Structure at San Acacia Diver.sion Dam. Reaches of the rr1ant-tc:em and Delta Mendota ca.oals on the Centt"al V~1 P.roJect and N&Cbes of tbe Jilin and at Low Qana.l a or tbe Colldl:ia Basin Pro3ect vere 1Jl'Vut1 ted., iccludirl:8 auch tactore aa vat.er •urtac i,totU • ror d.U'tenmt diac1:1&:r&ea, veloc1tJ 41atrl.'but1cn, eonditia:i ot Un:f.r,a Joint , boricontal and vertical. ca.oal. aHnemeut, e0Qdit1on ot concrete aurtac a, an4. ettecta ot bridge piers a.ad. other obatruct10ll$. Labol'Bto:y teat tacU1tie• were c~tructed tor qualitative ~valuations ot tbe effect ot val'ioua bridge piera and ot tboda to reduce bead l.oaae,s aero.ea a\lCh 1tructurea. An air w•t ftlcWty ,aa destane4 to detemine tbe effect ot different concrete eUl'faoe roughiles,ee. ~· ot f'ield concrete and labomto17... ~ ccncrete vW. be teeted 1n thia ta.cu.tty. Although tniti&l stw:U.es are priartl¥ concerned vith conc:rete-linf:4 ce.mJ.a., the #tu.dies vill be extended to include earth-lined canal.a and closed ccmdu1ta .. Ag,1uai,'bl.e,Weirs A 2•toot ad.3wJtable wir ot Bu.reo.u dea1.£ll t1"tllll the BlA\ck C8Jqen Irr1£&.tion D11ftr1.et s 1rurtalled in the labo:atory 1&,..toot Yide flume to canpare its 4141cha.:rge cha%'8Qteri•tioe '¥1th those of the etandan\ Cipolletti wtr. Teatillg for &d.1uata.lU.e wir heights ot o.o;, 0 .1, o.a, 0 .. 3, o.4, o.;, and o.. 6 toot abow the filred bl.ack -.a :.3de vi.th aximu= veil!' heade equal to or leas tban 1/3 the weir length. Ooo4 a~t •• obtained between the C1polletti ~ table• and laboatory su.n:mnta tor~ table weir he1gbts equal to 0 .1 toot or e.;tellter above the fixed blad.e. A 6 percent m:dlWlll deviation,.. ~ tor mall bea41. for a4.1wrtable weir bei&hta l.eaa t1*n 0 .1 t'oot, a it,. pel"Cent deviation ,ea meaeured at tbe -.i1er wa. A •l.iiht \Ciderregtet:ration ev14ett.t tor the h:leber ~r creat JO•i- ttona, and overre 1attet:tcm oceur,:ed u the ni.r ere.at app~he4 t.be fixed blade. A 6-inch by 2•1ncb p,peUer•t1Je COIQOUDd ,aterJDete:r wae lnatalled and teated in the ltt.boatoey to d~e the eaun ot the deterl.otation of r1ap, e:ean and abafts o~ tera 1zt&talle4 on the cac ProJe(:t l>tatri'buticm Syatem. \ ·, I f ri It j i;,;. i 5 •.d''f1J.· 'l!f... ii! i ~,:1·.!1·• r11.•· E1 (· I~ lr f!-~fs:t. f g. ffl 'ti Ke lltJIP.~ =- . , ""• 6 t· a £1§ilE • °' ,r-c •.: r I 8 .. S ~ : , : f c+ r : I . . I • ! ' • n ~- I If El B !f l,.. f1f!;.... li 1•~11~· Ir ~.L~JJ .ft:8-g -. f.rl.ld!···h l i!..~JJ il.E·.. I s. '~. . ' .( ~!2. '.i . .It lt. .· ' it. ii ;I11;,~ .. ~~ ... ·1·rcc ...... , .. .. r . . ii 1h1.tr; ~ I£ ~·flo.l :iifi1t_,. f .·', Jf•ritl ... J!... ~§w.' ..· ~'.tf! g.· • 1'f~o.l.li··. ' Ii, ~.a··· . it ilJHU 1 Jt ,,.,,fJ r ~n f. r1.. a:.. I\).. i ~! !l at_... .. ·' ...I' ~. !1t!l~1 ·. lfit1:1;1 ifl!: ~ t: 8 0 '1tr ..... ·1 .. °' . c*~ 0 c+ if .. f;I." J(ai. if. Iii fiait!.. ~.-~ I i . t• ·Po·''.· ·. ffM-• 1 fit• I 1. ·• 1 tfl ~ I 'l'ffi1 111'. Ii lrJlif1: ,i!!· II 1 f t1ut ·1~i ~, l'. .R~1 S',~·· rei&•n ~·~~ 11i 1s:::J:'.t • • c+~ , i'I ' . .I • and. th• COl"J)8 of ~, a repreMnt&t1ve trca the lf1d.r&ulic L&borato17 o'baerved th• 1naVVIIIDtat1on &ad. uaiated 1n aoae ot the teat ....ureaenta ~ better acquatntance ¥1th teat procedlu'N. 'lbe ~· of tlle 1 natlpti wu to at to tlu14 -.ob&nlc• aD4 tlov i,baOIIID&, ilaa 1DC tur · • ~ re•l• coetttcienta. 'lhi• inelwled -.a t ot the t\lZ'bUJ.acre ohanoter1•tia. 1n a n-toot-4ialletel' 1, 'ftl.ocit.7 actw• th• · an4 lD the 'bow.ldar7 som, trtnioo all'll..... ,~. lo.a•., 41a p fflcie ot • nplating pte, an ff&luatioll ot iutl'\llellt pvfo:IIIIU•· ktenain tut eq,uii-zat vu tnat&Ua4 ta the atNC't\l.N. Ml&ch ot tb1a vu 1aol\de4 tr'1ct1oa. A P1toi t tl"&ft1'41is:IC 11Hbaa11a vu ue4 tor -..uraent ot 'fflOCit.7 d.iatrt i fl'Gl1 the tUJIIUll •wtao• OTcr a 41•taac• ot l toot t.OWU'4 tbe cuter u... ~le of the aa vill correlate t 'boUDc!lar., velocit7 418tnlNt1 ¥1th the wlocit7 diatrf.bU'tiOa acl'N• the o itaiAed troa other 1utl°'UMllt.at1 • A total of aeTa teat. vu PJ'Oll'Ulld• FOUi' t•t. ftN COlll)leted the nm pe.rt1al.1¥ coapleW t.o a 41.tollarp or 1 000 o.t• > c~ to a a'¥'elqe veloot 1 ot appro,d.aa~ 41 t ..t per M • !Arp ~c tore.. laTol'Ylld in the tlov fin a Teloc1~7 ot a~ 54. t ..t per cauae4 4ullp to tett eq,ulJIIID, JMKteN1t&t1Dg a delq h 'Ule raan1n4er of tba wata. A o 14va le eaouat of w.l le :t.a vu o tor ..-.lation ot •lD'fM• rutat&Dce ooeffl iata 1a l.U'p tunaela t :tl.Ow' in ~ •• or la toJ7 tnatl'\altllU lUlll19r ....,...... ~ C ittou .. • lq4r&u:JJ.o ~tor., •taff a at'1dJ' ot COJIDff'ted. vtth the Opml.U Of ~'Pl..aat 4ovaatNUI trca e CWl1 l:t. &ppM.Nd hell ttOM all4,a h the labon.tor., that tile. 1a DO ! 111 7 Of fl.ubJJag the hel."fJ au4 &nffl t.rca tlw • ~• toUovh& •tol'III occvrillg upat.Nul) tllat •"7 "41aNt tnuJQ:l"H4 1Ato • ri'ftl" 4owmt.raa ..fr(III • plat V0\11.. · haw to be r.....a. tl'Oa cba-1 'b7 MOMaical ...,.; :t •tal&l. aluNl4 be p.r•nmt.4 f1"0II •~ the tailrue CbamMtl, bJ' &t'bru butu. Jllr'oJect. hftattpti J:>t:n.alon law.r • • N»r•atatlq to •th.ff aore 41.ta on ich nr:oaarDAa• tioat C fu1l1¥ Jllld.e. 14 sa:m:011 ff... -MS~ '° nama 0!1l.ldal'S twei,ra .~ Aec...... i ... .out 'l'IA'Jllf't'ilfolai111111 1M ~ JtU'• Dn!p ,,uaU.a IIO'Uataua lf;Jlro-~o S."7, Aua~. ~ ·• taulllNl'U& valDla ,,.. wiped l& 1 va1af81 ,,_:...-• .,..._.&oaa ftal taaNe _,.. to 5 • ID a44i , 18 fl'OII OOD~U. ,_. -1&M4 to t ~ ~t.oq. ..._ 55 tornp ~ rut. ~ a offlctal . u 41U"il)g t1le ,.,.... priul,U tonip ~ aett:ri.t1• ot tor, .. Ulcrf."4 ~ ta 'lb tol.l.ovbaC Dl.'l'llMEl'IIL'Dh&t CGalP.w'HCI.~ t.bJa ll:llllill'laJ.u lbd.~Sl.eo~c IIII01D' Nl.M.1Hl4 IWIIINB.ma , 1,-tell• ta\ ~illO.• X\ !.b.e Ulic L&lo.ra'tar7 tJt.&ft vu c;a,u a M tor a •,-,,Z· u•tc•INJrt. ta' , Wt& u a B)IN,ulio ID l.&W,r,a'llb#Y t.~U • wwe a.nu.,io. ~ a. OIMW-,-r' Wf.ldllllJ\J boiJ•fW,t J:Cl. bM •o.U.d't44 a f. . a J.. Qatar IIR• C. WI' llt.s -,,lf.e4 tbll ..1a. Un U I ~11.J.il Hl:lllJ.... 1 .. lr " U..s.h '-\n.lia tftlia Cq ~ )et41 r, llol'oooo ,,'f14Rlllll. .... ,,IW4JIAtlJI, Iu41a Cqlon ChUe fo.N!P, ,,.1w, 'f .,•• ( tr....) IaJ'Ml 1• T·.59 l 4aJ 1.1. ~ X.U. 7... 8-S9 1 u,- n...-q, ...... w.ra.r ~ a..., 7.n... 1 c1a1 ftlollla A, s.MI• ~ a.u... ~ 1 a.,, Jl.rof'. ~ Q\aul>o ' J&)NIA *5 1~ A, ~ lcrl,la, b4lfl 8-19--'9 l &Q' PJtof'. ,._. o. ol.t ' ..,.., S-1g.59 1 oa, A . OJrl4a TolQ'o, Zapm 8,..I0... 59 l 4-1' Aro7 ~t.l.ni 4a IN& an.11 8-18-~ l tlq .... '.\'ial'lon fl'CIII fONip ooavt• 19.5 u:rd.tiJ J; .... , rn.- • 1•'9 2 daira v. C, WA ••1kl'ok) J. Dt~ ) ,... 3-S9 l 4q •• ,le trillal ) ...... Au. 9- 8-'9 l • Sb1Pft 1'aAu.a 9•l0-.S9 la, n. ". JacJeu.r) c. v _ GIile ) , IaUa 9 ...17 .. 59 l ,. J.t. ~ WJ.a 9-J.8..'9 l f.ro.t. Ml . e fipanl.U I.i,, P•U.'9 l daJ loJ sa 1. hwb , ltrNa 1o;.. •'9 l 4q ff.D 1 oalt ' B'f.1lai1 lelNl •• t l 4q' - •· _._ JfcmtN&l, c.. a. u-U-15-'9··~ l PNt• 'babi ir.u.ta 01'7, J&JU 1l•lS•'9 aA lt-l.i•S9 c. a. l• ronoea u-:&B-59 1. •• c• .,. Wla ll-ll-59 l eq , a. vs .. Crom~) -.tnl.1& U•ll-'9 l d-, u.r. l14ffo t..,a (.rona 2Jiraee) foJc:ro, J.,_ l•lJ-60 l 4ay 8,. • lll'IIUll I.ab.are, Jtuiat.A ... a.6o l ,...n. J. A, 8. lokhati.l A. M. ftaJ. I IAat a. Alb: ) 'fll u :ota, tral.la 1•16-60 l M161Mtl • fttQa\l!'let) (ro«Ntlp ~) N.. Y~ X.l'Ml 3- T-6<> 14-f *'•"• 1d l.la) Nwo 3-14-60 ldq ~... Al.1 l•) ~ .. -'tar ,...... , %all& ,. 1 cSq a. O. Cla•D _ :ra ftcrtorta, ~, A\1n:r&l.1a 5- t-60 l . ...cw l'.Wlal'\iMI, ~ ,.16-60 l clq 17 R • arch act1v1t1ea or the l!ydr•ullo Laboratory acoelerat.~d and broadened. in acope duririg Fiacal Y ar 1960. They are d.e1c:tibed. 1n eo detail by category 1n tn:ta aection. (a) ~aullc lnYe:•ti t1ona•-General (b) Water )leaaureaent (c) Sed1'1entation (d) Lower-coat Ct.nal Ltning (e) Saline Water Demtneralisation (t) Propoaed re1eu>oh with 1'ore1gn cUl"r ncy (g) Reaearcb ooord.inat1on Y1tb and TVA (h) Propo,al tor 1961 C?i vu l'Q$1neer1ne Research Conference C&tegor:lea (a) t.o (d) incluaive comprise the principal portion ot the :,roar reaea:rcb in the lfdraullc 1.aborat.or1. Saline water deld.nerallu.tion (e) u a principal proJect or the Chemical Eqineerhai Laboratory Branch. Tile work perfoJ'Md. by the Hydraulic I.&borato.ry de&l• vith apecl&l. pbUea of that proJect concern1118 prol>le in fluid cbanice and related technical fields. 'l'he By~ultc Laborat.Qry developed twelve propoaale tor hydraulic r search vhich would be u,etul 't.O the Bureau and could be pureued. 'b)' toreigrl laboratories Vith foreign currency credit. 1n thoae countries. A copy ot th draf't of thee propo.al.a follow• (t). The hf4raul1e re•earch prograce ot "the »urnu, ffA and Cox-pa of naineer1 ·were 41.seuaaed at a aeettng gt the Watervaye ~1•nt Station May 9•12, 196<>. A cop7 of tho gou:p aUIIIIIN'J report tollova in pvt (g). I>etaU note• on d.1•cuaaio.JUJ ot 1nd1Y.ld:uel pr0Ject1 are on 1'1le 1n the Hydraulic Laboratory. Statt work tor preparation ot a p:ropoaal. tor a aJIIJ)Oaium on reaearch · vu eOCl"dtuated bJ Jlydr&ul.io Laboratory e:Dgineere. The •11:lpOat planned tor 1961 vould cover \lU1c reaeucb 111 civil engineering tteld.a •• related to water reaourcea 1u Reclamation. A cap1 ot the propoaa.l (h) ia enclosed u a r cor4 ot thia co1UJ1de:rable tuk • • 18 APPENDIX 5 (a) HYDRAULIC INVESTIGATIONS GENERAL Hyd_r o. ulic Char acteristics of Vertical Stilling Wells A study of vertical stilling wells originated from the problem of converting wat ~r ·flow of high-energy content to one of low-energy content, such a s unwatcring certain structures which contain water under high pressure and supplying from high-pressure conduits i rric;o. t ion wut er to earth ditches. Investigat.ions of particular structures a nd oper ation of completed field structures have entebl ishcd the f easibility of the stilling well. Area, depth, and sh~pe of well for various discharges and entrance velocities are needed in generalized form to establish design criteria for wells square e.nd circular in cross section. A limited number of t ests ho.s been conducted to determine the relationship between we l l o.re,::i. , we ll depth, and amount and velocity of flow for wells of cir cular cross section. Some tests pertaining to wells of s q_u:i.re cr oss section with regulated flow have been ma.de, but many ... gaps in the data do not permit its general use. Stilling well structure:J developed for particular projects are discussed in Hydraulic Laboratory Reports No. Hyd-237, 244, and 277. Developments therefore permit only limited use of the stilling well principle in design considerations. Accomplished FY60. This study was not pursued because of more urgent work . Scheduled FY61. No work is contemplated during fiscal year 1961.. Future t ests will consist of obtaining data for both the square and the circular type. Hydra ulic Jump and Energy Dissipators Considerable time is devoted to model studies of stilling basins for. individual dams. Often, there is insufficient background experience to approximate a first design of a stilling basin closely enough to ~~ke a good estimate of the ultimate cost of the structure. The objective of this research is to develop several types of stilling basins and energy dissipators for general use so that laboratory development work for each individual case will be a minimum. Of primary need were hydraulic jump basins for overfall spillways. Five types have been developed and generalized so that they may be designed for most all combinations of head, height of fall, and I~ discharge per foot of width. Also needed were special purpose stilling basins such as those used on outlet works controlled by valves, and the roller buckets, impact-type basins, and flip buckets used when hydraulic jumps are not feasible. A series of progress reports has been issued on the completed parts of the overall program. Hydraulic Laboratory Report No. Hyd-399 covers the five hydraulic jump basins and an impact basin. Report No. Hyd-415 "Slotted and Solid Buckets for High, Medium, and Low I8m Spillways," covers the hydraulic design. This same material has been published as seven papers in the October 1957 ASCE Journal of the Hydraulics Division and also as Engineering Monograph No. 25. Hydraulic Laboratory Report No. Hyd-446 covers the hydraulic design of a special purpose stilling basin used on outlet works utilizing the hollow-jet valve for flow control. Fig.to A partial study of the hydraulic design of flip buckets used at the end of high-velocity tunnels flowing partially full has been made. This incomplete study "Improved Tunnel Spillway Flip Buckets," was published in the Journal of the Hydraulics Division December 1959. Miscellaneous data pertaining to the above basins have been obtained from laboratory tests and field performance of the recommended structures for the purpose of clarifying certain design procedures and proving that the proposed structures serve the purpose for which they are intended. The continuing program will be directed toward completion of the following energy dissipators: (a) discharges over baffled chutes, (b) discharges into vertical stilling wells, (c) discharges :f'rom outlet works utilizing a slide gate for flow control, (d) discharges where energy must be dissipated in a tunnel, and (e) discharges over submerged spillways. Other types of energy dissipators are also required and will be considered for study when the above types have been investigated. Accomplished FY60. Work continued on Report No. Hyd-445 covering . the hydraulic design of baffied chute energy dissipators, Item (a) above. Photographs and other data on prototype performance have been obtained and these \dll be included in the report. A special testing facility was constructed and a test program developed to obtain dynamic pressure data on baffle piers and chute blocks. These data will be used to determine more accurately the point at which stilling basin appurtenances are likely to produce cavitation and structure damage. 2 0 CJI C1I 11 CJI / - - Hollow jet valve- Size d" ,' I ' I ------l __ ._l .- 1/4 W ,1.:· w I OJ' ------~:-i--- i- I -<-S_Io_,p'--e A r- '" A , ,. "'1 1 D ISCH AR GE -----~rr , I L , - - , , ------3/4 L------>I CHANNEL _J ' ~ - - - aJ -- --Converging walls PLAN VIEW 0 ~(j -....___ j I f.;, -....___- ~-- / / ,---Ta,l water Elevat ion or above ,· ~I --- ' ' --:--.;:::::------~----~ - x - - - ~ t< ------L------(h,v )··· . c:;; . ."', ~--....___ Tailwater Elevatio~ ___ ?.•( 1 . - , , ~ , - 1- --Converging walls . ' "t", I . I::> , ">- .' I d=2) .;;_ . . · 11 '-M in. of O.Sd I I 5:>. . . ------,; - - - -1 · D 11 A = Inlet Area of valve ->I -12 . -~ 300 : I Endsill, I = ~=Q==== ' 3.5d CJ2g H ,-- -Apron Q = Design discharge per valve ... r:::)' ... .. (:,. .... ------,:: . ci- I C = Coeff icient of discharge for design I • valve opening. ( See Figure 3) 0 C t{) ~ 2 SECTION A-A 24 - Inch or larger ,' C\I H = Total Head= h + V /2g Riprop-- - - - _, -: -r<) Q L h arld v = head and velocity computed 0 at one valve diameter upsteam from valve for design reservoir elevation HOLLOW-JET VALVE STILLING BASIN GENERALIZED DESIGN I-' 0 Preliminary plans for the construction of a facility to study Item (c) above were made. A larger slide gate model will be used to overcome the difficulties experienced in previous exploratory tests utilizing a small gate. Scheduled FY61. Hyd.-445 will be completed. and published. Testing to determine dynamic pressures on square-edged baffle piers and chute blocks for basins discussed in Hydraulic laboratory Report No. Hyd-399 will be continued and attempts will be made to generalize the pressure data to make it apply to all baffle pier and chute block installations. · If sufficient progress is made, the effects of streamlining the piers and blocks will also be investigated. Design, construction, and testing of a facility to generalize the design of slide gate stilling basins will be done if time permits. Operation and Design Characteristics of Siphon Spillways Studies of the operational characteristics of siphon spillways were begun several years ago when experience with this type of struct\U"e indicated certain deficiencies. Inconsistencies had been noted in' regard to the heads and times required for priming in identical designs, and discharges often differed from design values by as much as 30 percent. Two siphon spillways of conventional B'lll'eau design were built to 1:4 scale. Extensive observations were made of press\U"es throughout the barrel, heads and times to prime, and the influence of different forebay rates of rise on general operation. Conc\U"rently, a detailed study was made of technical literat'l.U'e to discover the progress of siphon development and to develop an improved design for testing. These earlier results were published in Hydraulic laboratory Reports No. Hyd-lo8 and 335. Following many attempts to improve the conventional design and the analysis of data from a prototype test, an improved design embodying principles of French and Italian struct\U"es was constructed and tested. The results of studies on both conventional and improved designs were reported in Paper 1807, Journal of the Hydraulics Division, ASCE, October 1958. · Accomplishments FY60. Test data were analyzed to formulate general design procedures for the improved siphon spillway. Test facilities were incorporated into one structure for future investigations. 21 J Arrangements were made for the design and construction of an improved siphon spillway on the North Platte Project in fiscal . year 1962. Designs of siphon spillways recently constructed on the Culbertson canal were reviewed for their adaptability to prototype testing. A test program was formulated for consideration by the field. These tests are to be performed in the future. Scheduled FY61. Test equipment will be reached for permanent installation in a siphon spillway on the Hammond Canal. The equipment will make possible the measurement of discharges and priming times, supplementary to determination of rates of' rise in the f'orebay supplying the siphon. Pending the acquisition of prototype information, efforts will continue to develop partializing devices to allow the siphon to operate at partial prime. These will be tested at 1:4 scale in the laboratory. Standardization of Design of Small Canal Structures Canal systems contain numerous small structures such a.s drops, turnouts, overchutes, wasteways, culverts, and bifurcation works. Many of these incorporate dissipating devices which are quite different f'rom the conventional types. The velocity of flow is low compared to the larger structures, but efficient energy dissipation and transition design are essential in most cases to prevent undercutting of the structure and damage to the earth canal sections downstream. Head losses at most of these structures should be kept to a minimum. Because of the large number of structures involved, a poorly operating or uneconomical design will be repeated ma.ny times. Although a m.nnber of designs has been tested individually by models, standardization has not been established, as the structures operate under such a wide range of conditions. Research studies will be made to standardize designs and will include .an orderly program to observe and check prototype installations designed in accordance with findings in the laboratory. Five broken-back transitions for culvert and inverted siphon exits and entrances have been tested. The transitions were tested for various submergences with the entering pipe placed horizontal and on a 2: 1 upward slope. Accomplished FY6o. Analysis of test data continued. Head losses and submergence effects for three siphon exit transitions were analyzed, and some of the results are published in a Master's Thesis "Flow Characteristics and Performance of Broken-back Transitions (Outlets)," Colorado University. Scheduled FY61. The study will be continued for other transition designs, including a closed expanding section in combination with an open warped section. A progress report covering the tests made thus far will be prepared. Hydraulic Characteristics of Pipeline Distribution Systems and· Related Structures In localities where cost of right-of-way acquisition is high and where the usual losses by seepage and evaporation from open, lined, and unlined ditches make irrigation costly or infeasible, it is becoming common practice to use pipeline distribution systems operating under heads of more than 125 feet. The regulation of flow from such systems introduces many problems, including (1) the dissipation of energy from high-velocity jets before releasing the flow onto the land; (2) protecting parts of the system from damage by cavitation, vibration, and water-hammer; (3) controlling surges induced by autooscillation or sudden changes in flow requirements; (4) regulating pressures to give constant turnout quantities; (5) developing simple automatic regulators; (6) determining hydraulic losses for various parts of the system; and (7) establishing entrance conditions for submerged pipe outlets. The information now available is widely scattered and not adequate for resolution of these problems. Tests made on 6-, 8-, and 10-inch gate valves and a 6-inch globe valve in pipelines have established operation and cavitation characteristics of valves at moderate heads. Hydraulic Laboratory Report No. Hyd.-337 presents limitations of head and back pressure to eliminate or minimize cavitation when valves are operated at partial openings and points out the effectiveness of placing sudden enlargements immediately do~mstream from valves to prevent cavita tion de.mage. Some work has been accomplished on the use of the sudden enlargement to dissipate energy in flow from valves at heads up to 400 feet, but further investigation is necessary to establish limitations, operating characteristics, and design criteria. Tests have been made on three orifices and a flow nozzle placed in a 3-inch pipeline to determine their flow characteristics, including cavitation potential and effect of cavitation on capacity. Accomplished FY6o. Results of the tests on orifices and flow nozzle were analyzed and published in a technical discussion on orifices in Journal of Basic Engineering, ASME, M9.rch 1960. Equipment for investigating flow characteristics, where high velocity jets from gate valves and orifices enter larger but still confined flow passages, has been revised and readied for continuing tests at heads up to 400 feet. Scheduled FY61.. Limited testing will continue on high-velocity jets entering sudden enlargements in flow passages and on the use of baffles downstream from controls under high heads. A limited number of tests will be made to investigate frequency and magnitude of pressure fluctuations in sudden enlargements downstream of controls. Cavitation and Head Loss in Conduit and Penstock Branches Suba.tmospheric pressures of sufficient intensity to cause cavitation damage have been encountered in branches of large conduits which convey water at high velocity. Better shaping of these passages would alleviate this condition and reduce the head loss. However, little information is presently available for design. This research will consider the relationships of (1) optimum angle of branch with ma.in conduit for manifold branching, ( 2) angle of convergence of branch cone junction with main conduit, (3) arrange ment of 2- and 3--wa.y branches from and to a single conduit, (4) pressure distribution for various arrangements, (5) head loss caused by the branching pipes, and (6) the distribution of discharge through the branches. Research on structural vibrations due to turbulence has not generally been included in previous programs. Work by von Karman shows that the vortex trail behind a stationary cylinder can cause forced vibrations of the cylinder and possibly its ultimate failure from fatigue. Various hydroelectric power companies report that they have severe vibrations in their penstocks which may be due to tm-bulence in manifolds and at junctions. Therefore, structural vibration due to turbulence should be included in the studies. Because of the lack of information on hydraulic losses in branched pipes and on the correlation of losses between relatively small models and their prototypes, piezometer installations have been made in prototype structures. Some of the penstocks and pipes have already been constructed and are in use. Programs for the measure ment of losses are contemplated and the mea.sm-ements made while the outlets are in use. Information for design and correlations with future model studies will thus be.acquired. Accomplished FY60. Complete analyzing of the head loss measure ments in the outlet pipe branches of Palisades ram was prevented because of lack of correlation between the J11Qdel and prototype regulating gate discharge coefficients. Reporting of the results will necessarily be delayed until additional model and prototype . discharge measm-ements can produce the cause of the disagreement. Cm-rent model studies on slide gates ma.y assist in an explanation. ) The head loss measurements in the pipe branches of the Glendo Imn outlet works could not be performed because ot insufficient time for preparation of the piezometers and the necessary scheduling of water releases. Locations were established for piezometer orifices in the liner plates of the center rectangular bellmouth entrance of the Glen Canyon tunnel plug outlet works. A piping drawing for this system of piezometers was made for inclusion in. supply specifi cations so all necessary materials will be furnished with the liner plates. 25 Review of literature disclosed very few papers pertaining to head loss studies in branches. Papers on laboratory studies of small pipes were reviewed, but no information was received covering studies on field structures. Scheduled FY61. Test programs and descriptions of necessary test facilities for prototype installations will be prepared or kept current as necessary. No laboratory studies are contemplated. Literature searches will be continued. Cavitation Erosion of Roughened Surfaces Rough surfaces, when subjected to high-velocity flow, will induce cavitation which may cause extensive erosive damage. Because concrete has very low resistance to cavitation erosion, very smooth or metal-lined surfaces are specified whenever high-velocity flow is involved. Experience with flow on the face of a high dam has indicated that specified tolerances may be too strict under some flow conditions. A limited number of tests has been made for the purpose of determining the cavitation potential of various types and degrees of roughened surfaces. Test apparatus have been developed and a method of interpretation evolved by which the cavitation potential of any specific surface can be evaluated. The cavitation susceptibility of two roughened concrete surfaces has been evaluated, but tests on surfaces of different material texture and relative roughness are required to develop generally applicable inform3tion. The information obtained for two specific surfaces and a discussion of the problem and the results of the pilot tests are contained in a paper "Cavitation ~ge of Roughened Concrete Surfaces," published in the ASCE Hydraulics Division Journal, November 1959. Accomplished FY60. Written material on pilot tests revised and presented for publication in ASCE Hydraulics Division Journal. Scheduled FY61. No work is planned. Downpull Forces on Coaster, Cylinder, and Fixed-wheel Gates When gates are used for control or emergency closure of penstocks and outlets, large downpull forces (forces tending to puli the gate closed) are o~en encountered. To design the hoist and gate support properly, knowledge of the forces resulting from any closure of the gate is necessary. Similar information is required for cylinder gates. Needed information includes (1) pr~ssure distribution on 2G the gate bottom for different ratios of gate thickness to lip extension, (2) effect of recess above the gate in the face of the a.am, {3) effect of gate slots, {4) effect of aeration on pressure distribution, {5) gate seal shape and location on gate, and {6) more field confirmation of laboratory data. Generally applicable data and criteria have been compiled from laboratory tests and are presented in Hydraulic Laboratory Report No. Hyd-130. Additional information, including the use of air models to determine downpull· forces, is contained in two technical papers "Air Model Studies of Hydraulic Downpull on Large Gates," ASCE Hydraulics Division Journal, January 1959, and "Hydraulic Downpu11· Forces on High Head Gates," ASCE Hydraulics Division Journal, November 1959. Further laboratory and field investigations are necessary to establish the effect of the physical characteristics of the gate setting on downpull force. Downpull force data have been obtained on two of the service gates in the Palisades D3.m outlet works. Accomplished FY60. A limited nwnber of tests was performed on one model gate to correlate de.ta obtained when using air and water as test fluids. These data. were analyzed and are contained in a discussion of a paper "Hydraulic Downpull Forces on High Head Gates," published in ASCE Hydraulics Division Journal, November 1959. The results of the prototype tests at Palisades r:wn were analyzed, and a report is being prepared, including a summary of prototype tests mo.de to date and an initial outline for future tests. Test techniques were developed and suitable equipment for downpull tests was included in the specifications drawings of Glen canyon tunnel plug outlet works and Navajo lam auxiliary outlet. Scheduled FY61. The report on the Palisades gate tests will be completed. Preparations for prototype tests on Navajo r:wn auxiliary outlet and Glen Canyon tunnel plug outlet will be continued. Contact will be maintained with design groups for the purpose of establishing areas of data deficiency and whether model or prototype studies are required to supply the need. Air Demand of Gates and Valves in Outlets The use of gates and valves for "in line" regulation of flow in closed conduits introduces a requirement for aeration downstream f'rom these controls to prevent severe subatmospheric pressures, 2. 1 cavitation, and vibration. Empirical relationships are currently used to determine the air vent size or the :free area needed above the flow to prevent these adverse conditions. The use of these relationships does not assure adequate aeration. Thus, further coordinated model and prototype testing is required to develop and prove generally applicable relationships. Some data have been· collected and analyzed by the Bureau and the Corps of Engineers, but further investigations of a general nature are needed. Accomplished FY60. Provision for insertion of a Pitot tube into the air supply line of the Navajo lam auxiliary outlet slide gates was made on the piezometer piping installation drawing for these- gates. Scheduled FY61. Measurement of velocity distribution and air quantity in air-occupied space above the flow in a tunnel down stream from a 6-inch model jet-flow gate will be made as part · of a current study. The data will be filed for consideration in a future analysis. Development of Cavitation-free Gate Slots Experience has proved that expensive and troublesome maintenance is required on the surface downstream from conventional, high-head ga._te slots due to damage incurred by cavitation erosion. Because slide gates of various designs are used extensively by the Bureau, this problem is of considerable importance. Laboratory studies have indicated that practical cavitation-free slot shapes can be provided for gates discharging at partial openings under high heads. These results were used in the slot designs of various outlet works gates and were published in ASCE Hydraulics Division Journal, October 1959. Although a cavitation-free gate slot has been developed, ·additional prototype studies are necessary to confirm present d~sign criteria for various slot sizes and gate settings. The data should be extended to permit the use of slide gates in high-head installations where danger of cavitation has otherwise made them prohibitive. Accomplished FY6o. Preliminary studies have indicated that the laboratory's present water tunnel is unsuited for determining the cavitation potential of various gate slot designs because air separates f'rom the water and accumulates in the test section. Information :for piezometer orifices was prepared for specificatioos drawings of ,the tandem slide gates to be installed in the Navajo IBm 2S auxiliary outlet and in the Glen Canyon D9.m tunnel plug center outlet. These prototype piezometers near the gate slots and downstream .in the bodies correspond to piezometers used for model studies. Piezometer piping drawings for these installations were made and included in the supply specifications for the gates so all necessary piping and fittings could be furnished with the gates. Scheduled FY61. After installation and field painting of the Navajo auxiliary outlet gates, scheduled early in fiscal year 1961, flow surfaces around the piezometer orifices will be prepared for pressure measurements and a check made of the numbered designations at the terminal end of the lines. This will be done before the guard gate is subjected to water pressure which will make the piezometer orifices inaccessible. Future laboratory tests depend on the development of suitable test facilities for determining the cavitation potential of gate slots by use of a water tunnel. Instrumentation for Acquiring and Recording Hydraulic Data Instruments for fluid mechanics studies are continually undergoing development and change to increase precision and detail of measure ment. :V.any new and valuable instruments became available in 1959 and 196o. Some of these instruments were of new principle and some were new adaptations of well-known principles. Many measurements are still curtailed by lack of adequate instrumentation and means for analyzing and interpreting the data. The objective of this program is to provide at reasonable cost modern instrumentation for improving the quality and quantity of data obtained f'rom laboratory and field studies. Accomplished FY60. A 6-channel direct writing recorder purchased for use in the laboratories will permit simultaneous recording of many dynamic and static measurements not previously possible. With appropriate sensing elements; the equipment will measure displacement, flow, velocity, acceleration, vibration, temperature, strain, and other physical phenomena. This equipment was used extensively in acquiring data f'rom hydraulic models. Wave recorders and pressure cells were used to measure the rate of tailrace drawdown caused by outlet works and partial spillway discharges in one model. F19. 11. Two low-range pressure cells were purchased to measure differential heads acting on training walls and other structure parts subjected to unbalanced forces. Facilities were developed for the evaluation of the dynamic response of pressure transducer and transmission line systems. The facilities are used to evaluate the effect of diameter, length, and transmission line material on the accuracy of the recorded pressure. Designs were completed and construction started on a towing apparatus for calibrating low-range velocity meters. The apparatus will be installed on the 30-inch plastic-sided flume in the Hydraulic laboratory. Scheduled FY61. Study of dynamic response characteristics of pressure cell·systems will be continued to establish curves and tables for use in interpretation of records. The towing apparatus for rating velocity measuring equipment will be installed. Development and calibration of the SR-4 and thermistor.velocity meters will be continued and a new propeller-type miniature velocity meter will be obtained. Study will be made of a high-frequency response total head tube' to determine its applicability to problems involving cavitation and pressure fluctuations. Search of technical publications and commercial periodicals will be continued to determine the usefulness and adaptation of new instruments to-engineering problems. Determination of Minimum Size Riprap for Channels A better method of determining minimum stone sizes for riprap protection of rive~bed and banks downstream from stilling basins or other discharge structures is needed. Many maintenance reports indicate that a common fault of existing structures is undersized riprap which has been moved or carried away sufficiently to permit excessive scour of riverbanks, bed, or both. To temporarily fill the need for a sound method of determining proper atone sizes, data have been collected and analyzed in terms of prototype performance and general laboratory experience. This material is contained in Hydraulic Laboratory Report No. Hyd...409. - The report suggests that the submitted curve; stone diameter versus '.bottom velocity, be used to determine the minimum stone size. However, data are needed to establish the effect of interlocking pieces, the effect of stone shape, the optimum percentage of 30 Figure ( II) A. Six-channel direct writing recorder used for measurement of pressure, flow, ve locity, acceleration temperature, strain and other physical phenomena in hydrau lic laboratory studies. H-1383-27 B. Pressure cells for measurement of cavi - tation tendency in tran - sition downstream of radial gate in Twin Buttes outlet works 1 to 30 scale model. H-1383-30 C. Record of wave meas urement in exit channel (left trace) and pres - sures acting on stilling basin training wall - Twin Buttes outlet model. H-1383-29 P825-0-l9131 , Figure II. Instrumentation for recording hydraulic data. minimum stone sizes in the riprap mixture, the effect of method of placement, and other variables encountered in the field. Accomplished FY60. Testing of riprap sizes for protection of slopes downstream of culvert transitions was deferred because of more urgent work. Scheduled FY6J.. If time permits, a limited number of tests wili be made to extend design criteria for riprap protection of channels downstream from typical culvert exit transitions. Friction Loss Tests in Large Conduits One of the size-controlling factors in the design of large diameter conduits and tunnels is the resistance offered to the flow by shear of the solid boundary on the fluid at the interface. As surface roughness increases, shear increases and the tunnel must have a larger diameter for the same discharge capacity. Vany equations and graphs have been prepared to correlate experimental and theoretical analysis of surface resistance head loss in small and large diameter conduits. There are still many areas of investigation required for correlation over the complete range of operating velocities. , / Measurements of head loss and velocity in large conduits are more I easily obtained when preparations a.re made during design and construction stages. Satisfactory methods for measurement and classification of surface roughness have so far escaped the efforts of engineers. Full understanding of surface resistance on tunnel , or conduit capacity requires a firm correlation with a reliable classification of measured surface roughness. Until such a classi fication is available, data must be obtained to cover general ranges of construction methods and materials. - Accomplished FY60. "Progress Report No. I, Friction Factors for Large Conduits Flowing Full," Hydraulic Laboratory Report No. Hyd-460, was published. The report includes data obtained from field measurement of 13 pressure conduits ranging in diameter from 4.5 to 14.67 feet. Details for construction installation of piezometers in the Fremont Canyon power conduit, Glen Canyon river outlet, and Clear Creek Tunnel were completed. Locations and details of 4 piezometer rings, 2 rings each in the Spring Creek power conduit Tunnel No. 1 and Rock Creek siphon, were included in specifications drawings. Head loss measurements will be ma.de in this single conduit at some future date to provide surface resistance coefficients for a concrete-lined tunnel and a steel siphon of 17-foot 0-inch diameter. Information acquired in recent years will be useful background material for the recently started capacity deficiency studies for large concrete-lined open-channel conveyances. Scheduled F'Y61. Program and necessary equipment will be prepared for head loss tests on the Fremont Canyon power conduit to be scheduled with the turbine acceptance tests. Inrori:na.tion from current technical reports and periodicals will be analyzed and pertinent data compiled for an appendix or revision to Engineering Monograph No. 7. Specifications Finishes and Tolerances for Irregularities and Misalinements in Concrete Surfaces Subjected to High-velocity Flow Many spillway and outlet works structures have concrete surfaces over which water flows at high velocities. Certain irregularities and misalinements, if permitted in these surfaces, cause regions of low pressure which will produce cavitation erosion when vapor pressure is reached. It is therefore necessary that offsets, bulges, grooves, joints, misalinements, and other surface irregularities be adequately controlled. The lack of informa.tion concerning the cavitation tendencies of these various surface irregularities and the uncertainties regarding the application of test data to predict the point of incipient cavitation for the prototype structures have resulted in the adoption of rather stringent specifications regarding the construc tion finishes and tolerances for these flow surfaces. The treatment of these surfaces to make them comply with these stringent specifications o~en proves costly. Much of this extra cost could be eliminated by a relaxation of the specifications. A thorough knowledge of the cavitation tendencies of the various irregularities is needed to ascertain whether or not a relaxation is possible. This knowledge can be obtained through hydraulic tests using available water tunnel facilities. Representative joints, humps, offsets, depressions, etc., can be placed in the test apparatus where they can be subjected to high velocities and low pressures. Pressure and velocity conditions for incipient cavi tation can be determined and the critical cavitation index obtained for each of several sizes of the various irregularities • .., 32 Tests have been made to study the pressure conditions and cavitation potential of abrupt offsets in surfaces of flow passages. These tests emphasized the necessity of eliminating this type of irregu larity when surfaces are subjected to various velocities and pressures. The test results have been presented in Hydraulic Laboratory Report No •. Hyd.-448. Attempts have been made to study the cavitation potential of offsets away from the flow, but the laboratory water tunnel proved inadequate for this type of testing. Accomplished FY6o. Tests were conducted on several beveled offsets into the flow to determine their cavitation characteristics. Scheduled FY61. Tests will be continued on into-the-flow offsets with various chamfered and rounded edges. Further efforts will be made to develop satisfactory test facilities for studying offsets away from the flow and construction joints. The findings will be included in a progress report. Side Spillways There have been demands in recent years for design information relating to side spillways. Although there is considerable information available on the subject, correlation is lacking. The usual procedure has been to make the best use of the material available to complete a design, or to rely on hydraulic models to resolve the immediate questions pertinent to the specific structure. The purpose of the study would be to develop basic design data utilizing an analytical approach and hydraulic models. The study would include two very closely associated parts: (a) a study of the parameters involved in the flow characteristics in the channel upstream from the side spillway and in the spillway proper (this type of structure is generally termed a side spillway and serves as an emergency structure to release excess flows from canals), and (b} a similar study of the hydraulics of a channel downstream from the spillway with relation to the overflow weir (this t;ype ot structure is generally termed a side channel spillway and is normally used in connection with reservoirs; the flow may enter the channel from one or both sides, or from one or both sides and one end}. Available information for both (a) and (b) needs to be extended and reduced to a form readily usable for design by (1) an analysis of all available technical literature on the subject, (2) correlation of data previously obtained in the laboratory, and (3) extension of the available data by means of hydraulic model testing. The file of information and references has been kept up to date by adding material gathered from the technical ·literature. One report of work done in Yugoslavia on a labyrinth-type crest may add · considerably to the data on this subject. Accomplished FY60.. Work other than maintaining the :file was· deferred because of more urgent work. Scheduled FY61. The project will be kept up to.date by adding references and pertinent materi.al to the :files. As time permits, the material will be indexed and summarized. -Air Requirements for Tunnels and Siphons There is a need for the determination of the mechanics of the escape of air absorbed in water when the ambient pressure is changed and for criteria to determine the quantity of air to be exhausted from the system. In the case of siphons, for instance, air entrained in the water by natural means, together with the larger volume resulting from agitation by pumps or energy-dissipating devices, may collect under ·1 subatmospheric pressure at the high point in the conduit, preventing continued operation of the siphon or decreasing its capacity. Should the accumulation of the air be sufficient to adversely affect the capacity, it must be removed by mechanical means such as an air , pump. With existing knowledge, the designer is forced to estimate the quantity of air to be released from the flow. Obviously, the estimate must be on the side of safety and may result in a costly structure. The program includes laboratory investigations to determine the basic principles governing the rate of separation of air from solution and the flow of air in the rarefied state; the selection of instrumentation for laboratory and field measurements; and prototype observations to simplify and confirm laboratory studies permitting an analysis usable for design. Accomplished FY60. References and pertinent data have been added to the file, and considerable assistance regarding tunnel freeboard, water collection systems for powerplants, and rate of air ejection from pipes in irrigation systems given to designers. The significance of air entrainment in pipe chutes, pipe drops, and siphons was given consideration. Of pa.rticui(ar concern were the variable locations of the hydraulic jl.Ullp in the pipe; bends in the horizontal or vertical alinement; and .large 34 variations in velocity, head loss, and capacity for possible combinations of submerged and free flow. · Test sites were considered, but no conclusions were drawn. Scheduled FY61. References and pertinent data will be added to the file. As time permits, the material will be indexed and summarized for use in future tests. Locations for field tests will be considered. Crest and Transition Section .for Morning-glory Spillway The best available hydraulic design information for morning-glory spillways is applicable only to structures which are so located that the approach flow is radial in direction. Information for determining the morning-glory shape for ideal flow conditions was obtained from tests made in the early 1950's. The results, conclusions, and design criteria for the ideal case are contained in a paper "Determination of Pressure -controlled Profiles,'' published in the 1956 ASCE Transactions. Since few locations conform to the ideal standard, there is need for information which can be used to modify the ideal spillway shapes for safe and economic use on structures located in areas where tangential rather than radial approach flows exist. Spillway profiles used by others and published in the technical literature have been analyzed and the various designs compared for the purpose of generalizing features such as profile, diameter, aeration, operating head, and discharge quantities. In many instances, coGtly oversized crests are used to prevent the spillway :from submerging and forming an undesirable siphon head in the vertical shaft. Future research will be directed toward establishing design criteria to produce a smaller satisfactory structure. Accomplished FY60. One spillway crest was constructed and tested in an existing facility and the data used, along with data taken on five profiles investigated during the Trinity morning-glory spillway model studies, to gain further background as to the best method for attacking the problem. Scheduled FY61. Further analysis of the effects of tangential flow on the profile shape will be made in model studies of the Whiskeytown morning-glory' spillway. This profile, less critical than the Trinity profile, will help to indicate which range of head-to-diameter ratios is critical in spillway design. Carrz!ng Capacity of Large Concrete-lined Conveyances Designing large canals is a complex problem where the influence on the head loss of the important factors of size, shape, and grade are added to the cumulative effects of lesser factors such as structures, crossings, inlets, turnouts, checks, and other local items. Although the specific quantitative effect of each factor has not been accurately known, the design procedures developed over a number of years and applied by engineers with broad background experience gave acceptable results until recently. Recent experience indicates design procedures used successfully for determining the capacity of small and medium sizes of canals are not adequate for large concrete-lined canals on flat slopes. Tests have demonstrated a capacity deficiency of approximately 20 percent below the design. Consideration of the deficiencies led to a decision to review and evaluate the adequacy of current design practice and to consider the need for research and testing to develop improved methods of determining flow resistance. The program evolved has the following objectives; 1. Develop explanations of the observed hydraulic behavior ot canals known to be deficient in capacity. 2. Develop hydraulic design procedures for interim use while field and laboratory studies are conducted. 3. Develop a comprehensive field and laboratory research effort to acquire data to provide a firm basis for refinement of design procedures. Initial studies will be primarily concerned with concrete-lined canals with a later extension to include earth canals and closed conduits. Responsibility for carrying out the program has been delegated to the Canals Branch with assistance as required fran the Hydraulic Laboratory and field. Accomplished FY60. A study group composed of representatives from Design and Engineering Laboratories Divisions and an engineer from Regional Office, Sacramento, deliberated and formulated a program for general coverage of the problem. An outline of a test program to secure information on reslstance coefficients in large concrete-lined canals was prepared in cooperation with Canals Branch. Letters were sent to the Project Manager of the Columbia Basin Project at Ephrata and Regional Director, Sacramento, outlining the data needed and requesting·test performance during the 196o irrigation season. Personnel from the laboratory assisted personnel of Regions 1 and 2 in establishing procedures for measlll'ing resistance coefficients of the lining and structures. A trapezoidal channel and rectangular flume are being utilized in the laboratory to investigate the losses caused by bridge· bents and offset piers. Model test facilities are being constructed to measure the surface resistance coefficients of typical concrete surfaces. Velocity distributions and head loss measurements using air as the fluid will be used to evaluate the coefficient. A continuing search was started for a method of measlll'ing the average height of the roughness of flow slll'faces. Plans were made for the purchase of a propeller-type current meter system, including recorder, for simultaneous velocity distribution measurements in vertical planes across prototype canal sections. Measurements close to the lining surface will be possible, leading to a more acclll'ate evaluation of shear distribution on the canal perimeter. Values of shear will be expressed in "f" and "n" values of resistance coefficients. M9.ny technical articles were reviewed for support information on design of test facilities and recent developments in the evaluation of resistance coefficients. Scheduled FY6:J. • .Assistance will be provided for the performance of prototype tests as required in preparation and supply of equipment for measurement of water surface levels and velocity distributions. Evaluation of prototype data obtained from tests on large concrete-lined canals will be made as tests are completed and information is received from field offices. Laboratory investigations of the resistance coefficients for various bridge supports and for concrete surfaces in their respective test facilities will be continued. Current literature will be reviewed and analyzed for extension and correlation with the information obtained. 57 ( b) WATER MEASUREMENT Constant Head Orifice Turnout The constant head orifice turnout is used in place of the more common turnout-weir combination. This device has the advantage· of not requiring the numerous adjustments and walking involved in using the gate-weir combination. For the several hundred structures constructed to standard designs prior to 1946, the _flow rate was based on submerged orifice discharge coefficients of similar structures. In 1946, 1:2 scale models of these designs were calibrated to develop dischnrge tables for the standard structures. The results were reported in Hydraulic Laboratory Report No. Hyd-216, "Calibration of the Constant Head Orifice Turnout." Questions concerning the effect of changes in physical features of the structures on the calibration have arisen repeatedly in recent years. Some of the questions have been answered., although with. reservation and restriction, resulting in design changes which approached a new standard. M:lny questions remain to be answered. An analysis of available material disclosed that certain variables could be studied on a sectional model built in existing facilities. This study reduced the number of variables to be examined by study of a 1:2 scale model of a 24-inch slide gate turnout, and verified parts of the analysis. Accomplished FY60. Studies of the 1:2 scale turnout were completed, but reporting of the results was deferred because of more urgent work. Scheduled FY61. Report to be completed and published. Critical Depth-measuring :D?vice The need for standardization and calibration of a critical depth measuring device is evidenced by continued inquiries from design and field personnel. The Parshall flume has been calibrated and documented in use, but being of rectangular cross section is not always readily adaptable to the trapezoidal section_of canals and laterals without expensive transitions. This study is for the purpose of better defining the needs and exploring the development of a flume with a section shape compatible with canal design. Current and past literature describing methods of measuring irrigationwater by devices of this nature was studied tor application to current problems in water measurement. It was found that the Agricultural Research Service~ using facilities of the Colorado State University Hydraulic Laboratory., was developing 38 flumes for this purpose. One report "Trapezoidal Flumes for Open Channel Flow Ma&surement," dated in 1958, shows that progress is being made on this problem. Accomplished FY60. Contact was maintained w1 th the ARS project at Colorado State University, but no new information was available because ·or study curtailment at the University. Several conferences were held with ARS personnel and information exchanged. A number of references to aid in analysis of the . data from the ARS studies. was furnished that organization. Literature sources, such as the Internat.iona.l Association for Hydraulic Research, the Bureau of Standards current periodicals, and rese~rch reports, were used as references to determine the necessity for Bureau experimental study. Scheduled FY61. No laboratory study is contemplated pending conclusion of the ARS studies. Literature reviews and maintenance of files will continue. Weirs R~ving Velocity of Approach Errors in water measurement with weirs are caused by a number of factors, including the depth of water and velocity distribution in the pool upstream of the weir. As the velocity of approach to the weir notch increases with a decrease in water depth caused by sediment filling the pool, serious inaccuracies are incurred in measuring the discharge. The purpose of this study is to rationalize the probable effect of the increased velocity and changed velocity distribution on the discharge. Generalized statements covering the effect of this factor on accuracy were published in "Errors in Measurement of Irrigation Water," Faper No. 2980, ASCE Transactions, 1959. Accomplished FY60. Literature reviews, including a Master's thesis on the subject, were kept current, but no laboratory or field investigations were performed. Scheduled FY61. Review of pertinent 11 terature will be continued, but no studies other than analysis of available data are planned. Turnout Gates In general, the measuring devices used in the irrigation systems in the United States do not control the flow. To accomplish rueasurement and control of the flow at a turnout from a water conveyance, it is necessary to also provide a gate or similar con trol. If' this control could also serve to measure the flow, economy would result. For this reason, there has been an increasing 39 interest in the use of single- and multiple-gate turnouts for both control and measurement. A large number of such gates with wide variations in design is available commercially, but accurate knowledge of measurement capabilities and operational limitations is lacking. Past years of investigation have yielded calibration and other pertinent data. on meter gates, Hydraulic Laboratory · Reports No. Hyd-314 and Hyd-319. The devices studied are only a minor pa.rt of such equipment available. General studies on the influence of headwall and approach channel design on capacity and performs.nee of gated pipe entrances have been ma.de and are reported in Hydraulic Laboratory Report No.· Hyd-422. References to a number of gate calibrations have been obtained, and it is expected that analysis of the data. will show important gaps that can be bridged by ma.king laboratory studies. Accomplished FY60. Hydraulic Laboratory Report No. Hyd-319, concerning the results of the capacity, accuracy, and operational limitations of one type of screw lift meter gate, was completed. Gate calibration facilities of the Salt River Valley water Users' Association and calibration of a 36-inch slide gate were observed. The program involves the calibration of standardized gates for both free-flow and submerged conditions. Initial phases of the study are described in "Discharge Characteristics of Irrigation Delivery Gates," University of Arizona Bulletin, Civil Engineering Series No. 12. Discussion and observation of the recently completed test facilities indicate that the techniques used in making measurements are good, that the method of analysis is sound, and that valuable gate capacity data will be obtained. The results of the calibrations are to be made available as they are completed. A report on the operation of gates in orifice check-measuring structures in the Meeker-Driftwood System disclosed an inconsist ency in the placement of staff gages used for measuring the head differential across the gates and head differentials different from those of the calibration. Scheduled FY61. Calibration data requested from the Meeker Driftwood installations will be evaluated. Gate calibration information from known sources will be obtained for evaluation ' , ' of the results. Review of publications and compilation of the findings will be continued. No laboratory calibration work is anticipated. Design Da.ta Table Experiences of the Bureau of Reclamation have shown an intense need for adequate measurement and accounting of irrigation water for the 40 best utilization and conservation of this resource. In addition to the need for accuracy, there is need for economical standardization with simplicity of design for construction and operation. To simplify the selection of water measurement devices and bring about a standardi1..a.tion of the devices developed in the past with those now in prominence, the relative merits of each have been compared in tabular form with brief written descriptions for design guides. Accomplished FY60. Investigations of adjustable and compound weirs have supplied additional data for the design data table. Information on turnout gates received through correspondence and travel reports has been added to the file. Scheduled FY61. Information acquired by l aboratory study, field investigations, and literature will be added to the design data table. Compound Weirs Many water measurement devices are located in remote areas; they must operate over a relatively large range of discharges with an acceptable degree of reliability. Weirs combining conventional and reliable shapes have been used to extend the range of discharges for which a single measuring device will give accurate measurements. Literature research disclosed very little information on discharge relationships for compound weirs. From the meager infornl9.tion of this search, it was concluded that a compound "V" notch weir might be the most readily adaptable device for measurement of a larger flow range. Accomplished FY60. Discharge characteristics of five compound weirs were investigated and rating curves prepared for each weir. The first aeries included three combinations: a 1-foot high, 90° V notch with level crests 2 feet, 1 foot, and O length on each side of the V notch. A weir of 6-foot crest length was calibrated for flows to 32 cfs. The second series of weirs included two combinations: a 1-foot high, 90° V notch with 1-foot and 2-foot crest lengths on a 15° upward slope on each side of the V notch. F i..9. 12. Scheduled· FY61. Analysis of data from the laboratory tests will be completed to determine if the calibration curves can be extrapolated by formula. to compound weirs with greater crest lengths. A report of the results of the calibrations and analysis will be prepared. Preliminary analysis indicated the discharge characteristics change slightly for each crest length. This 41 may prevent extrapolation. The infiuence of the V notch on the water surface drawdown and contractions was evident in the discharge capacity of even the largest weir. Adjustable Weirs Mlny adjustable weirs· are in use on irrigation projects, and more are being installed at water division and terminal points in distribution systems. These weirs having an adjustable crest height are used for raising ~urface levels for upstream water delivery and for measurement of water passing over them. In many instances, more than one adjustable weir is used at a division point. Under these circumstances, the placement of the weirs and the selection of the proper points for head measurement become important problems. Laboratory investigations were undertaken to better define the hydraulic conditions controlling the now through single and multiple combinations of these weirs. Accomplished FY6o. Tests were completed on a connnercially produced adjustable weir loaned by an irrigation project. Calibration of the 2-foot weir in a 4-foot wide flume showed only a few percent deviation from the discharge of a standard Cipolletti weir. Scheduled FY61. A report of the results of the literature search and laboratory investigation will be made. The program will be extended to include multiple combinations of the weirs. Wate~ Use and Measurement Records Importance of good measurements in an irrigation system may not be fully appreciated by all who are responsible for dispatching water. One must be aware of what constitutes acceptable practice and steps necessary to improve accuracy for more equitable distribution and conservation of water. To improve measurement conditions, ultimately raise the quality of' measurements, and to provide reliable water use figures, an educational and assistance program is indicated. Preliminary discussions disclosed that a school might not produce as much benefit as actual measurement and recqrding of water use by improved methods. Water use figures would be assembled and made available to various planning, design, and operation offices. This program plans for more accurate determination-of system seepage loss and waste and for a compilation of water use figures. The program would include determining the average consumptive use ·of water on representative farm units and a survey by questionnaire on the methods used by the projects for measuring water at points of diversion ·from streams and reservoirs. After analysis of A. Laboratory test facility B. Weir in operation, showing variation in drawdown over crest Figurel2. Compound weir studies questionnaire results and consumptive use figures, the need for further action would be determined. Accomplished FY60. Work on this study was curtailed because of emphasis on other important phases of the water measurement program. Scheduled FY61. The study will be extended through the use of questionnaires. When replies are received, the results will be analyzed for application to tentative sites for installation of devices for improvement of measurement methods. Should the study so indicate, a site will be selected and plans made for installation of improved measurement devices to provide accurate water use figures. Summary of Available Information on Measurement of Irrigation Water To quickly and accurately answer questions arising f'rom correspondence or personal inquiry, a current and complete reference file on water measurement methods is required. The laboratory file is maintained on this basis to reduce the time necessary to answer these questions. Accomplished FY60. A bibliography for use in our study of control notches was obtained, and reference material was added to the files • . Scheduled FY61. Files will be maintained and abstracted for use in bibliographies. Measuring Very Low Flows of Irrigation Water Many inquiries are received for suggestions and examples of inexpensive means for measuring discharges considerably below normal flow rates. Library searches have been made to ascertain the extent of available information. The bibliography and abstracted references indicate little is known about measurement of very small flows at the irrigated field and that a pertinent study should be ma.de. Accomplished FY60. A :wider search was undertaken, but no additional information was acquired. It was concluded that additional study should be tied in with project requirements. Scheduled FY61. Requirements will be established as time permits. A search or development of equipment to meet these requirements will follow. t3 Control Notches In recent years, multi pl e- and single-notch controls have been installed in many canals for various purposes. Since the notches are designed to form a control in the conveyance, an evaluation should be ma.de of the possibility of using these devices for water measurement. Also, more information should be obtained to determine whether or not operation of these structures is satisfactory. Accomplished FY60. Available information on notches, including both laboratory and prototype data, has been reviewed and compiled in memorandum form with drawings and photographs. Scheduled FY61. Operation records and calibration data will be requested for known installations of trapezoid.al control notches, and a report will be prepared. u. s. Navy Underwater Log Equipment, Electromagnetic-type Underwater log equipment for velocity measurement was loaned to the laboratory by the Navy. This equipment showed possible application to control of valve openings and motor and pump speed control when used for sensing velocity as a single unit or in conjunctive use with other units. As a water measurement device, discharges could be inferred from velocity measurements in the control section. Such installation would normally require a rating of the section for known positions of the log equipment. For determination of _yelocity and discharge in closed conduit flow, the rod meter could be used for traversing the pipe and determining the velocity distribution. The log meter was installed in the laboratory 30-inch flume. Operation of the equipment was successful, but the velocity range of the instrument exceeded the small capacity of the flume. Sensitivity of the equipment was excellent. Accomplished FY60. The equipment was demonstrated to interested individuals in the Canals, Irrigation Operations, Mechanical, Hydraulic Machinery, Hydrology, Dams, Electrical, and Technical Engineering Analysis Branches. A memorandum report of the results of the investigation was prepared, and the equipment returned to the Navy. · Scheduled FY61. No addi tional work is anticipated on this meter becaus·e the Geological Survey has entered into a contract with an electronic research and development organization to simplify the circuitry and other characteristics of the equipnent to make it more suitable for stream gaging. The results of this development will be studied at a late?' date~ 44 Dethridge Meter The Dethr1dge meter 1s a device for obtaining a positive self integrating measurement of water delivered. It has particular application to measurement of deliveries of irrigation water fran open channels. The meter consists of an undershot water wheel · working with small clearances in a short specially shaped flume that forms the outlet for supply. The discharge rate is controlled by a sluice gate at the flume entrance, and the quantity of water discharged in any period is recorded directly in acre-feet by a specially geared revolution counter linked to one end of the axle of the wheel. Accomplished FY60. A literature search was made, and many references, including copies of the most pertinent material, were assembled. This assembly of information was indexed and correlated and a memorandum report started. Scheduled FY61. The summary memorandum report will be completed. Discharge Coefficients for Radial Gates Radial gates are used extensively on spillways and in irrigation systems to control rates of flow and water surface levels. Normal and flood releases from storage and diversion dams and regulation in the conveyance· systems are affected by the hydraulic character istics of these gates. Intelligent and orderly operation of the systems normally requires that the rate of flow passing the gated structures be known to a relatively high degree of accuracy. The radial gate is used to close an opening in a structure. Hence, the boundaries of the now orifice are formed in part by the structure and in part by the gate. The wide variety of shapes which the structure may assume, together with the extensive choice of physical dimensions, shapes and settings of the gate itself, combine to create an almost infinite number of combinations which affect the rate of flow. Therefore, determination of discharge coefficients through a structure utilizing radial gates for control is not readily solvable by analytical means, and an empirical solution is necessary. J, Needed information includes the effect on the discharge coefficient of (1) the radius of' curvature of the gate leaf; (2) the ratio of breadth to height; (3) the relative position of the hinge pins; (4) the submergence, both upstream and downstream; (5) the profile of the bottom of the structure adjacent to the gate; (6) the alinement of the sides of the structure (assuming that the structure has only one ·gate or that the gates are separated by piers; if there are no separating piers between gates, other questions arise); ,nd (7) orientation of the structure with respect to the approaching flow. ~ny tests on model gates have been made over a period of several years. The test data. have been analyzed and the results and conclusions presented in a paper "Problems Concerning Use of Low Head Radial Gates," ASCE Hydraulics Division Journal, February 1959. This paper indicates that progress has been made, but that further testing and analyses are neeessary to establish general design criteria. Further analytical studies of unsubmerged radial gates were made, utilizing the available data on gates, discharges, and gate setting shapes. An equation was developed for determining discharges through a partially open gate, taking into account the numerous variables. Use of this equation has provided discharge quantities which agree very closely with those obtained by laboratory cali bration. Further verification of the formula is required, however, over a greater range of gate and structure shapes than is presently available. This can be accomplished by hydraulic model testing, using a large radial gate~ Drawings of a model of a test radial gate to be installed in the large 4-foot flume in the Hydraulic Laboratory are complete. Accomplished FY60. Model tests were deferred because of more urgent work. ' A thesis entitled "Discharge Characteristics of a Taintor Gate on a Spillway," by Zynowij Miroslav Glowiak, was obtained from the University of Iowa. Material in the thesis will assist in evaluating the importance of variables involved. Scheduled FY61. Construction of the model gate and installation in the 4-foot flume will be completed. Testing will be initiated to obtain data for checking the proposed formula and extending the scope of presently available information. A progress report will be prepared. ( c ), SEDD-mNTATION Sediment Control at Diversions Diversion of water from streams with alluvial beds into irrigation canals presents difficult problems. One important problem concerns the necessity of conducting as much of the streambed sediment material as possible through the dafn structure and keeping it out of the canal., thereby avoiding expensive ;-emo:'81 by other means • . The designs of several diversion structw.~es have been developed to cause the maximum a.mount of bedJ.oad carried with the water to pass through the sluiceways and keep it out of the canals. Both inter mittent and continuous sluicing methods have been investiga.ted. The types of sediment-excluding facilities developed and tested include: 1. Curved guidewalls approaching the headworks and sluicewa.ys 2. Short tunnels upstream from headworks and siuiceways 3. Specific structures at the entrance to headworks, such as overhanging sills 4. Bottom and ·surface guide vanes 5. other structures such as the vortex tube The publications listed below describe the development and hydraulic model testing of the headworks and sluiceways of some of the structures: Hydraulic Laboratory Reports No. Hyd-275, 316, 384, 385, and 419 Paper "Model Studies of Sediment Control Structures on Diversion D:uns," Proceedings, Minnesota International Hydraulics Convention, September 1953 Accomplished FY6o. Tests utilizing bottom guide vanes were conducted for proposed use at the headworks of Socorro M:i.in Canal headworks upstream from San Acacia Diversion ram. Data were taken to show the -effectiveness of keeping sediment from entering the headworks, using 4 spacings of 4 vanes, 3 lengths of the 4 vanes, 7 different heights of vanes with respect to · the water surface, and 3 positions of the vanes with respect to the location of the canal headworks. The tests indicated the best number and arrangement for this structure. Scheduled FY61. Tests will be ma.de utilizing surface guide vanes upstream from the model headworks. Location, number, and spacing of the vanes will be varied to cover a variety of conditions similar to the tests utilizing bottom guide vanes. Three field studies are planned to check the effectiveness of two types of sediment control arrangements at diversions in the , field with results obtained on hydraulic model studies of these diversions. One field installation ha.a a short tunnel type of 47 · sediment control arrangement; the second has a curved guid.e wall; and a third has a curved guide wall and an overhanging sill. The field studies will include the sampling of sediment loads passing through the sluiceways and those going into the headworks. Stable Channel Shapes Research studies to improve design of unlined and earth-lined canals have been made during the past several years. Data were collected . from field canals operating in noncohesive earth materials in early studies. These data were analyzed along with other laboratory and field data to develop a theory utilizing critical tractive forces of noncohesive material combined with shape characteristics of canals to assist in design. Laboratory and field studies and the development of the tractive force theory for design of canals are given in Hydraulic Laboratory Reports No. Hyd.-325, 352, 358, 366, 3'3i a~~ pe.,pers ''Some Factors Affecting the Stability of Canals C"oi'iS'tructed in Coa~se Granular M$t~rials," Proceedings of. Minnesota tnternatiopal Hydraulics Con:venti6n, September 1953, and "Design ot Stable Channels," Transactions, ASCE, Volume 120, 1955. · Studies have been concentrated in recent years on canals built in cohesive earth materials as a part of the Lower-cost Canal Lining Program. Field tests have been made on test reaches selected in five regions to determine erosion characteristics and the tractive forces or shear that produced erosion. Undisturbed and sack samples were obtained from each test reach, and shear tests in an hydraulic shear testing tank, as well as the standard Atterberg soils tests, were ma.de. Vane shear tests were also made in the field and on the undisturbed samples brought to the laboratory. The purpose of the field and laboratory tests is to correlate standard or other soil tests with critical or starting erosion values so they can be used in designing future canals in cohesive materials. General Laboratory Reports No. 21 and 22 have been issued. They include data from Laboratory Reports No. Hyd-435 "Progress Report of Canal Erosion and Tractive Force Study--:t,ower cost Canal Lining Program," March 1957, and Hyd-443 "Progress Report No. 2 of Canal Erosion and Tractive Force Stud.y--Lower-cost Canal Lining Program," February 1958. Curved Channel Shapes Maintenance on curves of canals has been a problem for many years. In trapezoidal earth and earth-lined canals, scour on the outside and deposition on the inside ot curves have increased the cost of maintenance. Recommendations have been made to shape the canals in such a way as to reduce this scour and deposit. Research and studies have been started, including collection of data. from field canals and constructing an hydraulic model in the laboratory, to determine the various forces involved as water moves around curves in canals and to determine if something can be done to change the shape or direct the flow currents so as to reduce scour and deposit. Recent observation in the field has indicated that a 4:1 slope on the outside of the curve and a 1:1 slope on the inside of the curve gave less scour and deposition than curves of regular trapezoidal shape. The work and report on the erosion and tractive force investigation in connection with stable channel shapes are discussed in the Lower-cost Canal Lining Report under ''Activities and Accomplishments for Fiscal Year 1960. 11 Accomplished FY60. A search of the published literature was made to ob'ta.in information on velocity distribution and shear · distribution of open channel f'low around curves. A trapezoidal flume was then designed and constructed. The trapezoidal flume is 50 feet long and 1 foot deep, 2-foot bottom width, and with 1-1/2:1 side slopes. One curve is included in the flume, and sections were made so that four different curves can be represented. Scheduled FY61. The proposed study under erosion and tractive force studies of the stable channel shapes program and the work proposed in this area for fiscal year 1961 are included in the Lower-cost Canal Lining Report under "Erosion and Tractive Force Studies." Instruments will be assembled to measure velocity and shear distribution in the channel upstream, in the curves, and down stream from the curves. Measurements will be pointed to obtaining information on shear and velocity distribution, and then determining if the shape of the canal section can be designed to fit this pattern or if some type of structure to guide the flow around the curves so as to reduce scour and deposition if necessary. It is planned to make tests first on the fixed bed and then include movable material in the hydraulic model to determine the relationship between movement of earth materials and forces in the flowing stream. Channelizat ion and Bank Protection Use of steel jacks and jetties for bank protection and channelization has been studied during the past few years. Steel jacks and jetties have been installed -in local areas on rivers to protect highways, 49 bridges, railroads, etc. Through the use of two hydraulic model studies, formulas and graphs have been developed which can be used to choose economical layouts for jetty fields. A fixed-bed, open channel model was utilized first to determine relationships between depth, Froude number, density, and number of lines of steel jacks, and velocity reduction and recovery downstream from the lines of steel jacks. Another hydraulic model study was ma.de, simulating a prototype layout of casa Colorada area on the Middle Rio Grande. An unpublished paper "Use of. Steel Jetties for Ee.nit Protection and Channelization in Rivers," gives results of the early model studies. Tests have been made on the movable bed model to verify data obtained in the field and to extend the range of discharges and determine the deposition and scour characteristics of the jetty field. After completing the series of tests on the Casa Colorada model, the movable bed, distorted model was modified. The walls of the model were changed to provide almost constant width of the jetty field channel and flood plain. To make the results more generally useful, tests were made with steel jack tiebacks, spaced from 250 to 500 feet, and with the discharge ranging from 5,000 to 15,000 cfs. Accomplished FY60. Tests on the model were completed and data from the field installations were obtained. These data were plotted and an analysis made. A report, including the results of the hydraulic model and field studies, is being compiled. Scheduled FY61. The report will be reviewed and duplicated. It is planned to continue to collect data from the field instal lation and correlate it with the model studies. Model studies are not planned for fiscal year 1961. Waves in Canals Erosion of canal banks by wave action creates a costly maintenance problem. The canal becomes unsightly and hydraulically inefficient. Field measurements have been ma.de of wave heights, wind velocities, and canal characteristics by using 16-mm camera~ anemometers, staff gages, and other equipment. Measurements have been made on canals on four projects in coordination with the Lower-cost Canal Lining Program. Data obtained have be~n assembled and analyzed. In the laboratory, ~ 2- by 8- by 72-foot rectangular flume has been converted to a wave-generating flume. A f~p-type wave machine was installed, and a 1-1/2:1 side slope was constructed on one ( '· side to simulate one-half of the canal. The wave machine was calibrated to· produce waves in the same range as those photographed 50 on field projects. ?>Bterial from Driftwood Canal, Nebraska, ·was placed in the wave flume, and the rate of erosion by typical .surface waves was measured and plotted. In general, the conclusions were: 1. Erosion of a homogeneous embankment by an uniform wave train tends to continue as a geometric progression of' time. 2. The rate of erosion is dependent primarily on the wave height and density to which the soil has been CQDlpe.cted. Compaction above 95 percent of the Proctor maximum density greatly reduces the erosion rate. 3. Wetting and drying cycles have a deteriorating effect on the resistance of embankments to erosion due to the disruptive effect of slaking on the soil structl.ll'e which occl.ll's when dried soil is subjected to inmersion. Freezing and thawing cycles seem to have a similar though not as severe an effect. Accomplished FY6o. Report No. Hyd-465 "Progress Report 1--Bank Erosion Due to Surface Waves in Cana.ls," was compiled • .Arrangements were made to install field equipment on the Driftwood Canal to measure wind velocity and direction, wave height and frequency, and rate and total amount of erosion. Correlating the model study with field measl.ll'ements of erosion on the same soil will continue. Earth material from Kennewick ?>Bin Canal from the Yakima Project will be tested in wave flume. Fi9, I~. Scheduled FY61. Hydraulic laboratory Report No. Hyd-465 will be completed. The tests being made on Driftwood Canal, Nebraska, will be completed and a report compiled. Weed Control by Shading With Sediment A study has been carried on in coordination with the weed control research to determine the effectiveness of suspended sediment in reducing growth of water weeds. The study was started after reports had been received that sediment had been jetted from Angostura Reservoir for the purpose of reducing weed growth in Angostura Canal. In several published reports, there have been statements indicating that suspended sediment in canal systems has reduced water weed growth. Details as to concentration and type of ~ediment or types of weeds are not known. Research has been conducted to answer questions concerning control of water weeds. Tests have been made on 3 types of pondweeds, using 3 different concentrations of sodium-base bentonite to represent the sediment and 2 different sediments, 1 a commercial sodium-base montmorillonite type bentonite and the other a natural-occurring bentonite-type sediment obtained from Angostura Reservoir. '!he suspension was maintained by pumps mounted on the sides of 55-gallon drums, equipped with specially designed apparatus to maintain various concentrations of sediment in suspension. To evaluate the growth response of the plants to shading by sediment in two different growth stages, both ungerminated plant propagules and established cultures were exposed to the environments of suspended sediment concentrations. Solar radiation measurements made with a limnophotometer indicated that the intensity and spectral quality of light were considerably in water containing suspended sediments. The reservoir sediment was more effective in reducing radiant energy levels at much lower concentrations than the commercial bentonite. :te.ta from this study indicate that low concentrations (50 to 100 ppm) of suspended sediment create sufficient shading to produce significant growth reductions of submersed aquatic plants. In general, however, the amount of growth reduction noted would not be considered critical to the survival ability of the plants. The data showed that sediment concentrations greater than 11 250 ppm would be necessary to affect their survival ability. Maintaining concentrations of fine sediment of 1,250 ppm, by weight, in most canals appears generally unfeasible. Accomplished FY60. Tests were completed using commercial sodium-base bentonite and Angostura Reservoir sediment. The paper "Effects of Suspended Sediment on Growth of Submersed Pondweeds," was presented at the Third National ~eting of the Weed Society of America, Denver, Colorado, February 22-25, 1960. Compilation of General Engineering Laboratory Report No. 24 "Some Effects of Suspended Sediment on Growth of Submersed Pondweeds," was started. Scheduled FY61. General Report No. 24 will be completed. Flume Studies to Determine Parameters for Relating Suspension and Scour of Sediment to Hydraulic Characteristics \ It would be extremely useful to be able to predict the size of' sediment that will go into suspension when the hydraulic character istics of a water channel are known. This info~tion is needed to 52- A. Soil in test section before being subjected to water waves. jI P33·0·21745 B. Condition of test section after 26 minutes of wave with frequency of 50 per minute, wave height of O. 18 foot, and soil compacted to 94 percent maximum. FigureJ.3. Wave Studies on Soil from Kennewick Main Canal, Yakima Project, Washington. solve problems of scour and deposition of sediment, particularly at diversions. The first part of the study is planned to include a search and compilation of field data such as can be found in the water supply papers of the Geological Survey. The size and concen tration of sediment found in suspension will be related to functions of velocity and shear. The second part of the study will be the construction and operation of a flume to determine definite parameters relating maximum sediment size and concentration. Relationships which ~an be made from available field data will be checked in the flume study. The flume will be used to fill in areas where field de.ta are lacking and to check the field data. One of the main points to be deter mined is the depth that a confined open channel will reach when water flows on an alluvial bed and when the size and gradation of the sediment and the hydraulic characteristics of the flowing fluid are known. Accomplished FY60. Because of other important work, this project was not pursued. Scheduled FY61. The literature search will be made and a model study started. ( d) LOWER-COST CANAL LINING Soil Sealants Activities and Accomplishments FY60 Laboratory tests. • . Tests using SS-13 in an hydraulic flume were made and the report "Flume Tests Using SS-13 to Determine the Sealing Effect on Soil from the Black Canyon Irrigation District, Idaho," Hydraulic Laboratory Report tt-Hyd..8, was -completed and distributed. Because a manufacturer's product was tested, the report is restricted and received oply limited distribution. The tests showed that a surface seal was formed when SS-13 was introduced into the water, both when ponded and when flowing. The seal was obtained with either tapwater or with water having a eaco3 hardness up to 385 ppm. All tests showed that when a thin layer of soil was removed from · .the treated surface, the seepage rate increased sharply. Field tests. Tests were conducted on Lateral 10.2 bypass of the Black Canyon Irrigation District using SS-13 and gypsum. Initial seepage ponding tests were conducted in August 1959 using canal water; gypsun added to the water, a~d SS-13 added to the water. The bYl)6ss was divided into two ponds, and the tests were ) 53 conducted to show seepage losses when gypsum was added before adding SS-13 to the water and when no gypsum was added before SS-13 was added to the water. Adding gypsum had little effect on the seepage rate. F19, 1+. After completion of the initial ponding seepage tests, canar water was allowed ·to run through the bypass for about 1 month. Seepage ponding tests were again made during October 1959. Seepage in two ponds was reduced as a result of treating the canal water with ss-13. The seepage rate in the pond treated with gypsum reduced from 0.99 cf'd (cubic feet per square feet per day) to o.61 cfd. Seepage in the other pond reduced from 1.86 cfd to 0.81 cfd. Travel report "Ponding Seepage Tests Using Chemical Sealant SS-13, Lateral 10.2 Bypass--Black Canyon Irrigation District- Lower-cost Canal Lining Program," dated February 8, 196o, contains the test results. Preliminary plans wer.e made for a field trial using SS-13 introduced into an operating lateral to effect sealing and "' subsequent reduction of seepage loss. The preliminary plan proposed that tests be made in Indian Bend Pump Lateral. Travel report "Attendance at First Triennial Technical Conference on Irrigation, Drainage, and Flood Control--Reno, Neva.da--Mly 11-121 1959" outlined the tests. The tests are being actively pursued. Scheduled FY61 Laboratory tests. It is planned to make flume tests on chemicals that have promise of ~ood soil sealing properties, particularly those materials that show the prope,ty of penetration while sealing. Field tests. It is planned to continue to follow developnents where SS-13 is used as a soil sealant. Suggestions will be ma.de for .continuing tests on Lateral 10.2 bypass, Black Canyon Irrigation District, Idaho. This lateral was treated with . SS-13 during the summer of 1959. Additional ponding tests a~er a period of time has elapsed will give the lasting quality of the sealant. The field trial of SS-13 on the Indian Bend Pump Lateral in the Salt River Project will be kept under surveillance with a view of insuring that the report contains adequate information to properly evaluate the tests of' seepage loss by the in:flow-outnow method. Figure 14. Pumping SS-13 solution from Ponds A and B, Lateral 10 . 2 bypass, Black Canyon Irrigation District, Idaho. Erosion and Tractive Force Activities and Accomplishments FY60 A progress report of the analysis of data taken from earth ' · samples and hydraulic data obtained from 46 field test sites· on canals has been· prepared. The data were compiled in statistical arrangement to permit a multiple linear correlation. The critical tractive force, as measured on a tractive force machine developed 1n the laboratories, was the dependent variable, and the other variables measured were independent variables. Initial analysis of the data was made using the method of deviation described by M. Ezekiel in his book ''Methods of Correlation Analysis." The labor involved using electric calculators was excessive, and only a few correlations were made using this method. Using a multiple linear correlation method which had been programed :for the IIM 650 computer, many correlations were made. The data had been arranged in zones parallel to the A line on the soils plasticity chart. Correlations were made within the zones and then with· all the data. Mlny o:f the correlation coefficients were high; thus, the possibility of a strong correlation for several groupings was shown. The LCCL progress report gives the results of the analysis made to date. Future tests are planned to obtain information from field test sites where the soil is of heavy clay which was not found in ',the 46 selected test reaches. :t.Bnui'actured soil samples may be used in the tractive force ma.chine to extend the data. The problem is currently being studied, and a limited test program may be initiated. Scheduled FY61 Analysis of data already available will be continued and new data obtained will be integrated into the progress report. other published data will be utilized to further check the data obtained during the previous studies. In order to check the analysis and procedures previously developed, it is proposed to apply these findings to typical existing canals and designs under consideration. Values of soils characteristics will be obtained from data already on hand or by obtaining samples from the field. In each case, critical tractive force will be obtained from the correlation 55 .. formulas. It will be desirable to check these values by tests on the tractive force machine. This will be done from samples obtained from the field. To establish the practicability and validity of using the results obtained from the tractive force studies conducted to date, a test conveyance will be designed. As presently envisioned, this conveyance will be designed in a manner such that one reach will . remain stable, another will be overdesigned, and still another will be underdesigned (will erode). A design study of the conveyance will be made, and a suitable field· site will be selected in a project under construction. Wave Erosion of canal Soils Activities and Accomplishments FY6o Equipment was assembled and rehabilitated and electronic circuitry was planned and developed for recording the wind velocity and direction and the frequency and magnitude of surface waves. Suitable test sites are being sought. About 5,000 pounds of earth material were obtained from Kennewick Ma.in Canal, Yakima Project, and pertinent tests made. Soil from at least one other location where wave measurements have been made will be obtained and tested in the wave fll~e. Scheduled FY61 The flume wave erosion tests will be ma.de on earth material from canals where vind-wave information is available. study on the proposed wind-wave installation on Driftwood canal, Nebraska, will be continued. This study is being made to correlate rate of erosion due to surface waves in the laboratory flume and a field canal. Seepage Loss Detection and Measurement Activities and Accomplishments.FY6o Improvement of seepage test methods. A draft of test procedures for conducting ponding and seepage meter tests has been completed and will be distributed for review. This report contains tentative standards for the conduct of ponding seepage tests and instructions for the use of the seepage meter. Procedures d~scribed in the report have been used successfully in ponding seepage studies. · 56 Writing of final procedures for the inflow-outflow method of testing has been deferred until a site for experimental study is selected and tested. Because of the many variables that affect the results, these procedures can be properly written only after experience has been gained through accurately controlled inflow-outnow tests. Studies planned at one or · more sites will indicate the possibility of establishing procedures for measurement of seepage rate without removing the conveyance from operation. Arrangements were made by correspondence to assist in a programed natural sediment lining trial and evaluation of the results by use of the infiow-outflow method of measuring seepage losses. Detection by electrical logging method. Discussions were held to determine the feasibilit~ of adapting well logging equipment to seepage detection. Adaptation appears promising and a logger was inspected and recommendations made regarding modifi cation for seepage detection. As a result of the inspection and evaluation, ancillary equipment such as booms, winches, distance measurement device, and electrical requirements for truck mounting has been purchased or designed and fabricated in preparation for field tests. One field trial of the method has been ma.de. The results will be reported in the near future. Revision of publication "Linings for Irrigation canals." F.arly in fiscal year 1960, a letter was prepared soliciting assistance in providing as complete data as possible on all canal seepage tests conducted by the field. These data are needed to up date the tables appearing in the current issue of the publication prepared some years ago. The table contains data on the canal properties, soil characteristics, procedures used in conducting the seepage tests, description of linings (if any), and results ...... obtained from the tests • The preliminary results of the tritium tests to trace canal seepage water were reviewed. As a result, additional data were requested on the seepage loss rates from the ponded reach of the canal being used for the tritium tests. These data have been obtained, but -lack of time did not permit them to be included in a revised table. Scheduled FY61 Only work necessary to advance the present program will be done in fiscal year 1961. It is anticipated that there will be no study of new procedures or methods. 57 "t... Detection by electrical logging method. The presently proposed program to advance these studies includes two field trials of the method during fiscal year 1961. It is anticipated that ponding or other tests necessary to determine seepage loss rates at least in limited areas where· the logging is accomplished will be conducted. Inflow-outflow method of determining seepage loss. The , consensus is that research and development to produce a procedure for evaluating seepage losses that will give reliable, quanti tative results without the need for removing the conveyance under test from service should be pursued vigorously. Proper evaluation of lining materials, methods for detecting seep areas, and success of other elements of the program is contingent upon quantitative seepage measurements that may be ma.de conveniently and econom ically. At present, the inflow-outflow method appears to offer the best possibilities of producing such an end product. To advance this technique to the desired level will require, among other considerations, the writing of concise requirements, perfecting procedures, and preparing standards to be :followed. During fiscal year 1961, presently stated requirements will be revised, at least one field trial will be carried on, and · tentative standards and techniques to be :followed will be prepared. Some data of value to this program will be developed from the field trial of SS-13 in the Indian Bend Pump Lateral near Phoenix. Seepage meter method of determining seepage loss. During fiscal year 1960, a preliminary report covering methods of measuring seepage loss rates prepared in fiscal year 1960 will be reviewed and necessary revisions will be made. Pond method of determining seepage loss. The preliminary report mentioned above contains a section on ponding seepage loss tests. This section discusses, in part, selection of the site, construc tion of the pond and installation o~ the equipment, conducting the tests, computation of _l~ss rates, and interpretation of results. ' ': . ' The section of the repor:t; will be reviewed, evaluated, and the necessary revisions made. ·A. final report covering procedures for both pond and seepage meter measurements will be published. ' . ,, I ·, -··. ) S8 £.b.emice,l. 'l'reataent ot a Plovi?Y5 tateral--Sal~ River ProJect, Ariaona At the r que•t of Region 3, a repreeentat1¥ ot the Hydraulic Laboratory ob,er d the procedure• and aa11ated. in the conduct of a see~ control te1t on approximately 2 llilee o! Indian Ben4 Pump Lateral., Salt B1ver ProJect, Ari&ona. The obJect1ve ot t.be teat ia to quantitatively evaluate the ttecta on the seepage rat ot &PJlying a ehem.ica_l aa.l.ant to a .flowing l.a.teral. The chemical used vu ss-13, which couiata ot reainou l)Olymera and heavy a in a carrier or die,el tuel. Thia chemical hU prev1ou.1J been used 1n treateent ot c®ve1&11Ce• by "lo• velocity" pondiq. 'l'h teat 1a being conducted by the Bureau of R.-clamat1on, tb.e S< R1ver Valay Vater U•er• • Aaaoci&tion, Mid Aruona State Un1nralty thrOUSh cooperative agree nta. Ad:vance a:rrangementa tor the teat• proved. quit aatiataetory and the proce urea followed vorked 1tell. Prelia:Snary c:alculat1on of the preu-eat nt aeepa rate aa determined by the Wlov-outtlov method 011 the entire reach and pond.1ug test.a on three •elected reaehea ahowed the l01Ja to be iu the order ot l•l/Jt. cfd. During treatment, tloW in the lateral waa checked ·to obtain the approx1- •te depth tor the normal tlov ot aome 20 eta with a flow ot 7 eta. Treatment vu for a 24-•hour period ua1ng an appl1eat1on rate of' SS•l3 ot 1,000 pp. Poat api,U.cation ••epa.ge rat.e will be ured by the 1ntlow-out!lov and poucling thod.a. Tho determ.n.at.ioti* vill be made periodically tor •ome ti.Ile vith the 1'1r•t evaluation being made within a v k t'ollovtng treatmnt... R•eultii v1ll not be lmovn until all data are co1l.ected., final calcula t1Qtua are 'll&de, and a report compiled.. Theae tuka a.re to be aoco li• ~bad by Arir.ona State Un1 verait1. S:Ut1§ In,veattetiou••lortb' Platte 1ro1,ct At the req-ueat of R pon 7, uaiatanc waa rendered by the n,d.raul1c Laboratorr 1n t~ l.g) a progru to develop data fros which to eftl.uaw quant1tat1velf tht! ert ta of aedi.atent ••&ling in the conveyance •1'8tem ot th lorth Platte Project. A field trip to the proJect vu -.de tor ln1pect1ooa an4 c;:onter«DCe•. M a re1ult ot theae inapeet1ona all! contennee•, a tentative procedure to be followed tor th& preaen~ irrigation HUon ,vu d.eYeloped. 'fhe progrq propoaea that the water loaa in a aelect.e4 reach ot a pr1-.ry conve:y aDQe Will be meaaured before, during, cm.4 a.tter a ae411,acn1t•laden f'low la S..ntrodueed into the reach. '1'be ae.d.1unt load 1n the flow 1• pro poaed to be induced by an1pulat1on ot the level• and releue• :trom Guernaey R•••rn>ir. The progu tor tlle 196o irri tton •euon 1B •ubJ ct to t'urther ret1neaent and approval. c~rt.e.in speed.al equ;i nt has been loaned. by the H)'draul1e Laboratory to aid 1n c&n71ng out the teats. The result• vill be interpreted and .bandl•d Jointly b;y ~h 1ntereeted otficea. · 59 .. l.OIU'a1~ ·~ cu.i, JlolMi•· aOl.liiMlla'\tom Of U.. l !A a -1 Ml't.h•·..1J-...... -.-... n -~ 1, !wt- l.OD&, .. ..umpa. ftCliN I!5A. QOft f, ...... ,.... 'l.OII•· ff»! !'!!i!, c(c!! U74-ltl.3 (Ltiw4) o.os ll()tJ.W., (Uill'!Ded) 1 .. 6 l •1538 (Unl.i-1) 2.3 1 1 l&lie tiii _ 8 I 'too\ of ttVta• - • , la two~ the ~ ,, :tUl.ta, WM CGIIJliaW lQ" 611.oldDg •tel' to now the c..i Ul4 •Jl.U cmw eutb ADu "7 ._. pl-..\l 10 ad.la thfAk, " !'he plut.lo vt.tutood the tl Of ,._. vt U•tte cUlat a~&l -.. loft b7 'IUhlng U'U • ' CeU • - • 1 ...... ::.....l! !'be ~ of 1M ~ Of Vul Q'IWI WU PJ.aJm4111 VI.Mijf.a.a•~ b'OII folloldrag p:ogs•: A. Hook and staff gage installation on downstream unlined pond. B. Upstream dike covered with plastic film. Figure 15, Seepage tests by the ponding method, Helena Valley Canal, Montana. 1. 8evkll .,.. a\llDU'y ot a...uable patentl, op.rat.ion rQOrt., put,U. a.ta on 10 'U'aUfttr thr . ~•, b.Jdral&Ue data tluU tlov on .,.. 1sasi.r to .. u.o. 1n the •l.fttziodJ.al,Jata -1;acu, IMl4 llltt.~ ot aal1tU tb&t could be lid to the· tl.ov C ltlou, 2, Aal.JIS,a at tbe loa• preu_.. dlatribv.t.1011 Witb1D the •tack ...Uol.41 u4 ettll . lt.1 '-1 ..._ ot Jalolffl b,-ar&Ultc r•latt mhl;pa. 3. ._._.... nt -.ml a.aaqata ot Md io.a u4 ..._.. cU.atr:S.• utto lrl the antol.4 of a •f.iLCk t'lpllNt '1114fQt· pal"t1a1 and noral t'lon ot ~U.ution tr# OOQWi!IOD. vtth the ual.Jaia o~ Itea 2. "-· ~ .,.ebJ. t..•t t•oWtt• to at\14¥ the tlO'lf chu-u• te,'fbtto• of qu:er onttgun.tt.oo in ~lllon vi.th~•• ,. Obaffff4 aaA u•s.tt S.n tu 1mw.llatton ot ~ •ta.cu or the ffO ~1&• tor applioattoo. to :tuture byd:ft,u1le 1twUu. A l'fflev an4 ·~ of aftilablA U.tuature 'Rt'e completed. Ltwratve ttle• t tbe Cbea:LctJ. ln1ia1e1Da X.on:toq tn.nch u4 other &OUN,•• wn med tor u1..-oh on the ~ or ti. • • ant P'l'flfttlf known •ta ot ~l&tion. lie.Iv' ut1 l• fNrl tee.Weal peru,dicalt v«e NYifted tor ,o,,Sl>lA • liaattoa tlov ·omUtiona eno~ :S.A tbe ~..... Wt.tb tbt• -.e'qromall, e ual'Pt• ot fl.ow ttona lll tba •t.aok -.nlf'ol.4 • cell flov pu-.- wa. at _ b7 ua• of b~ tlott cotftietetlte. ftoe 0tttfS.Cknta "'1'e appU.*1 lo a ~ 1l0nlllll1 u.e4 in ~• to be later c . to th.Me Ol>tdlld. .tl'Oll aa -1 cCHlftlcleut• Qeriliilntal11 -----·lnl.« Ml eut Jl"ffilVM u4 tn••ure 4Utl1.buttont nr• .-.. la the allaltolb ot the o,.ra~lag Icmlo• 1tu'.t.. -.•• --~i. wen au to a. VbetMr a ll!ll.Ult:ribu.tton ~ Pft*•ure ~ be •1*:1-k WI o · vll:niti.QI to ,olu'f.Dt.in e¢&1.iD8 Ylth • oert&S.a _... of ttaclk. Ph••UNtt wn ...... ,. at th• entraao•• cd tal•t 1111Dlttld, e:d.tt ol th• outlwt ...Uol4, -4. vith!n t!:Mt · ttol«.. f'O atulUb ~ nes.. • co.rttct••• d thtt •nUol4, •t.er ,,.. dlaC!bar to t,nM• the at.ack ~· 1n-1.1 nov. 'fhU 1U'Nlt.i8l,t.S. u1oN4 u --.1.vat.l.On ot th• PJ'"•un 41-'2-ll>ut• S.oa acrot• '1wt ·.-t.a.u -4 • ,-vtial . tend.n&tt.on or tne tlov tbrO\'&lh ell eompa:rtants at 'f'&J'lOWJ e,l.An'atlona. A plae~tc ....14e4 te•t fa111t1 to ,_..s.t OIJ1ervat1on ot tlov thft>u&h the I*•-.. of a QUlfl" vu cc •wA u4 oprrat.ed. Pl•so.tera ven lnatalle4 111 u. tadlitr to aUov ~ ot etiana.. ot ,n,Qun t~ tlOtt troa t.tMt We\ ~o th• ouu.t .and of tbe -,.ca flow,...._. SN& io.. ..i pre•••• U.tr&nton tt:11! •tn&l• au 1114.\iple e•U o~tt.ou WA ....U'NtCl to •tudf OhU&a tba~ llSp:t · ._ -a. ua. tu. Qfl.Cfl' to r • hea4 l.ol• ad. ..UOW a CR&tv oapt.eitJ. lt\i0.7 of tbt•• ~t• U.ol.ON4 oeat ,ara'blli'ty la ·the ~-• 41a•lb\tttou, ~ amJ.11u ta n•c.. ,vy to •tabliab ~ o._. ot t.b1a .-.rlabllitr. A N;ort ot the nslllu ct tbt. tut,... ,vtially c-,1.te&. (t) ~~h ••~ l'oNll! ~~z..~la B-2 ~.B·l~a. Inclvve!iP UdABOll IIOPQ!IAL B•2 ·~ bll ..!£9l! b; .91!! Clla.nula 1n caaal• OJ." cbaw.i.. of 1n1pti011 ar-tw1 :S.t b o:ttc necu•ary 1n •teep teftln t.o 1anr the tr'W ot the •Y•tft• 'l'hll 1• ws.U, &eetc:lilllPlUbe ·. 1>7 1IMm of tft6 tall arc,. vblttb 1.~ tbe wter in o,-a cblmultl to a lovu •le,-tloo auA 41Nt.pate1 lw nl'Jlua nero. Then 1' ON4 for~ crlW#.a tor 4Nlgn.Sng the•• #'tl'Uetvna tor uttvent httt.abi.t of t.U, Utchar&e•, u4 •ba,pu or COlmlPftC••· Tld.l. ~ •tucll woul4 M oor.u'luQtd. to awl.qt u ~ot10ld.c-1 c.\rop . 4M1Pd to a1n1at.n l'IOnlllll •tc n:rl'ee• aftla · •looltr 4J.a. UNtion to tbl Uftltl"W&II haJmel ad to dAmtlop u. et'feottve ••ra 4Ja1S.P1tor at -t• ••~th• tne tall dn:I»• Variable• to N OUS4.Wd in tb9 It wcol4 bclude 4UfeJNmt •U.• ot l"Nt... anaulU", _..,...,u.i, uA Hide~ obalmelaJ ffl'tt.c-1 utt •loJ1as 4ro,t ot YUS.ou helabt•J QA 4tfl'went eeJ'a,-tiN pa'tba urto.. at thAt btlN ot ~ o,. uera U..11&tor •1 c011t.tn. ll&ttle un, -.ft4 •SU.., or oth•r •nv.rt•.._ to 1aoi-.... ~ .:t•cttw.. nw• an n«uce tbe 1-,th of the atnctUl"«. !be NteUOb •turlT VO 4 uolud.e a M14"Ch of UteNltlaN to utel'llf.ne Pft,H:it ~leclp at~' • .,.. ,. Ari ~td. bll>lt.can.pbr vlth uatnota lu ln&):JAb wwl4 u p.npa:N4 .. fte Uwratun uaroh VOUl4 1>e toaow.4 by h748\1Uo .,.l ~i. whloh W\tll be aoftned 'by the NM• ot tbAt Utetl.t\1:N n.1"N1• the lm'eetj.pt!OU va\114 be 41ftotK towuoA detlnlna the ~c la.•• to 'the •vuct.,. 11t11 &trf.Vitls relat~ betwee critical. 4iuu1one ot the itrop •'tl'tletui"e P! tbi,. «Mrl1 a.aat.pator. Y-.rS.OU. 1• i \ ...... -...... 'Wou.14 co uo t, r 'ftriou I pP aisn ot vortu t • t.o ata'blhh etflcient t and veloc11•• i-r tlon Oftr th• tube,. t wit a unifor gradation tine to gra.vel voul4 be a44e4 to the flow; •fticieney of th• vortex t . would de fl"llinc b7 mMauri.ng concentration.a and gre.dationa ot -~ 'bnu•lnl or •tcftlla ~ · Ul'lte. Jule re:ia~ ot now 0441\l , t.1lN .,_.. u4 ._,., • •-'•-• •lM .a C011Catn• ,1 · WN.14 - ~. hcJ111lS.. N4.UN4 m noll • l&llo,a._., •"'11' fllU14 falluq • ater a\181,J .,.._ Vltb a ~ ~i&l. ot $ MOcmct,...fwt., a a.Ulllat• t••Uaa uwta:, • n.... {.s.rd.JII• 1*11'11 or 100 t«Mt\) ·"°" ·~. bl tut.a, ••.,1,111 ~ to o'bta.ta -- M4 -·- U.ohuiPt, •~t ~ _..Aio&l aalJab t ~, WNIIIM ...... vu, o.m-., ..i ~o ~,.. A OOllp:911 lft ftJO!M,,. tMl:MtllC a ldWoCNPlJ Ul4 ~ tbtONt• tca.1. ~ .a4 lMM>8tacr, •WU., WOll14 be PN,Jl,\'w4 la IQgltlh. De ao¥•1nt; ot t-41~ ta ~ vate pres-. 4-t.p po'bl.elll tba, 'bt ret01'ft4 oalJ'· ¥11tt • be\tff ~ ot * Jlbt....- Ult t.hl ~ O'l uw ~ ot ~ ~ • • ._acatior.l ot *- tMo.17 or ..,.u.,. HftlAtMU• to tb.e tnuJWa• Uoa of Mltlfall'II, wM.oh hu .__ JWO»oMd bf ~--- 8. X.., of lal'i,dt oftuw a Jr,101~ .,11•tm of 1M Yffl OCIJl)l.U Jf}'OMU tit ••taml ·~JQl't; M WU. u aoour Mil 4Qodt S. ~la.. A ...... ch -~ 1* 4Mln4 ~ t.f tld.• ....., ~ JIOr'e ~17 ._ ~•1111 if ••Ulltlll ~- b Nll4IIUCh at.u4;J VOll.14 !Ml\11l1t A ..... of lJ...... J A ~-.:1 nu4T .. bW * t.1Mto17.ot "·· -~, la ~- f'l.W lo obl...i, ·~ w ,.._ ~ ot .is.. ,~ .. .,.., lg' applleaUoa of 4AM tna --*" •• 1Ntea ta f1W ...S. •'""1 Clbu!Ml•, Ul4 ~ e.. '1MIOJ.7 Ulll 11.a a)JlialntOl!l ~ .._,_. 'IJ ... Of a~ Wld•l, •~• tbl U\eW.tllft ~ ....a lM-. te VliolM ~ ·'° ~ • . Dll P*)JSU/111 111 ~ lupe..... ~laUC\DJ VOVl4 lMt M4e ot .u .a ..a • • .,.,_., ~ or~ lftJU'll4 m "-111h. 'fttl.Oet.'7 Ch'lrillut:loa -- ,,.. ~ - 0'1lo Nt•t.• - ,.,.. .,,Ul4 '° 1bit ~ · IMIUUtt "tld.N4 tw U. luoN.iofr •~ voa14 ~ aa ~-t.,, •• . . .,._., a •~•t..Uaa tl.fltA _. ~ . _.,... (JOl:IOtllt'nt10IUIJ • nu.it ot ntn.d.- leatath to ~ t\11.1¥ ~ ... Ul!itm.,a tlov :110a, ...,.. ~Uoo tff ---- ..... u4 Mc.1tlllll\'I ~. 'Nl.od.iJ 41.avt'tn:IUGD, A4 ...-. wl.opeaJ - --·tor--··· ...... ~tt. A ~ltt N»on ~ tq tllMnU-1 ualpla u4 nn1• or l&bonto17' •'*'7, t.aciwtt1.W th• 1tt.'blloeraJ!b1', W0\44. • JNPlftd Ul IQali&b. IISWIOI JlU)fOSAL l•S !£!AO!Sal it!!!!! ntn Rl!JE!ll! II!!!!! h ~ ot 1.Stllall\ Qtlow --.i.. 111-..... •~ frall 4l'f'fflton ·MM* ~bW oa,t.ona,ll,- 1,J 'tb.• •• d -.nu1e.f.al t1laada. An tal.Ul, u ....,_.1;, ·~ ue1 iooa...a la • n ...., ¥ill ... ---~Of--~ri10tlWa1.ldaild.AtM~of o:oan• ..a.... ~ ttMt cwJ.. au llldib.ol r _,,__ ·. 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Of - .... ~. ~ • :lno1111• • •• «-11114: u t.ctcar&M tl.ow...... -.ba a.rice, a NilMa\ r.t41DC 4eftoe l'OJJ.iat OODND.._ •• .,u.. .,.._ ,.. ~ ...... i pl_pt-...6 or ~ b .,..._.., U4 ~UM ..,.S.~ot--...... u . )It 41Nottq Al&laa~lll•u.., - ..,.., ' la .. ;piptl.inie ... frOII ..,IOIIIL'lfAU. -- ot &laaS.,.1;f... eMJV• .. la no.at 1Wlft 1a ~ nola ~ W n."""mt. oai.t&U., ..... ~ •"41• .... tba ... tidnlJattoa ~·1 ~ a-JNJ..4tlaipa - • ot ~ walll4 - ~ U.a.N. 1-1 .... _· ... ~,s... hr~~- .1fl*·IO-eli...... l\ ~ u. ., ,-, - :111, ' - .... l ... voalA 1-1...... ,, Ott ~ ~ of·~ ar1 ~DolAI Ol'ifl.N Pl&.... , •lat11 • ta "1'1• la pl,e:U•••· - Ulll1'i-1 • 'ftlll14 - ... of .. n.cw ..U.tloM~ --..... ~, ...... twa.UO. M4 . 1..... •bllA ua .i•lflM ...... iod. • ~ ~ .~.. u,. w •Mlllri•lJ.r URO ... t!IIW'& 1 Ida 1a flow • ~ -- taotUU. " ...~ plftd,\ ~ ., tM 41.labU'pf, the v,a--. UIA,, ul tie .... u4 t,auiea\, _...u,u ...... ot ...... ~..uo.. ~1.tlll\,...... -1 1.11.ttuit, ., ..i.. JelaU•---ot ..Y.ioet ...... u,,- .. ..., ..... Sa ..,,• ~ .. Mettw • ...... , VOlll4 1kt ~ ul OriUl&l ~ 4*ft:M4 u ._ ..U\ioa vbeN .-t.OD ot t.111 ~ au. .tut 'bed•· ~-UM4 ~ ffnlou ·'IINl,4 bl -- ~ ~ • .u.o, th ...... iald N ...,~. ~ ff:tr bot.,tllll'I OQ1'6UOD ..U.ltle I.• ot t.tbraleal 11""~ tu PNJll,ft.tl• ot a td.•Uolff.Jllf 'd ~ 11l lDIU ¥CNlA be • JU"' • A iff l'ltJOl'I. ~ ..Jtah ca Ilda NNU"'ola a\ Nq.uin&, v...N. intutl 1a & 1- C i.,.,11' ~ - 4- ~ atftlllll.,. " . MliT ~ ,.._., 1aip l• tu. t rtwr MAlllta:I ft:icll ~ oe•l•· ouo.. ,.., tor --.1., ba.... _.-*' in but&, Wia, Afdca, ~. '!beU' UM, Jtov• .,_, IN HD lbd.W ~ &otata1, DO a, bu .a...... it• tbt 4•lp f, .. OD a\ne..._, !b1e ~ ...,. 1fOt&l4 in~ a ...... Of u ...... t ooa»Sl•ISc!a · -~ot.Uthl *&Oil u.ot ,....,.~ ...i f.aa taw t. ~ a:litba l(.DCIIW'..Ml1GP1 · 11a1ta1 oritula m a..t,a ot pi4At ...... ,, 1-ltlt floOII '1:d.• a 'dU .-bl.I 1M ...:i: u. • ._sea , dftoUll\ 1.S:lMflit.. 1.uaw ,.._ .... t: ..,. CS.YIIQ • .&.alll.aPIJ ~l,Q. M ~N:11M1111. -- lnflmM ot &U6I ,.... U•\toM VS: 1nDI• ..., ..iab:Uot.. 'bult nla~ al ~II or...,.. .- M\1<111l pi«...... n. ..u- al.na"1oa of ...... ,rt ~ "° ~ al Wl,W, ocn.U'lf.w, ._. du ot ...sm1in• ~.,...... , .. ·~ t ...... r, O'VltllU Ml&)lU'Mf tZ'GII ~ ... U:iERQlll . ,u, dfen Of 11111- Of ...... , 41a _ ...... , to .....ua •..,,....,. ••••, ..,...,... .,. ~ ot _.,... 1tottoa ....., a1 ~ •• ~ m a.1.p ~ --~. raowu.. tw • 1uo:ra.-,. • ¥0\llA s.nci.. • or an11:t7 •P'Mlll 1'lL a ~ _,..1'7 . 8 .....S.•hn, • •.nS11tll\.,.t.-Hq a.toe oonroW.q , ~ ~ to, -- ur:l ...... , ...u ••,... ~ ...... u , p?'Q'fld-. fi IUtDC O*l. aialpt.a t ~, u4 l)hG~ )IIIID't • ..,. · • ot •ttteou of •• ~ or .-un..a. fl.on i...... 1-w 1a ,.., 10 ,_,.... u d11'erSUt in '\bat at, u,-.. ot ..i.ntn ri1Wawa111&w .... ill'fM: lpM&l. Dul: wrhU.. ban ...., b. ~ ~ 14 ad. orftla'* t ' ";I r:f. u •1 l I ff • ~ ~~~ -~~,i, 1~~'1 i1 Ir• _ lh 11 1 1 rif ·th•,,l ltf°'_ 11f~ ; 111!,J11!1f! :; ta!l ~ !t: tvil t~:1,11, t,:1:1111:,1~. •ay~~ ,~ E Ir: •. l1lf1 "'fU l ufu arr:1_i ;-_ 1' '~ &el"_· : i!J§ ar-17 ;t iltt ufl_ 1;,,J_ J er'i: l i ,J11 "''' . r:' fl:ij - f "'f1 -_ i · .. ,1 I 'rt.& fff I f(I i _· ' Jf ·. •lta: 'll 11 1~;; i f !11 f ~ I 1,1 JI A compreheuive r~t, covering the analyttc&l and laboratory tett result, and. concluaiona, vould. be prepared. in Bngl:lah.. 't'he data would \M pre•enteA 1n a tol"ll that. en be :readUy uaed. by the dealgn ena.tnee,r,. A ldbl1061"&Pb.1 W1 th ab•tl"tlCta in &ngliah would be includ.ed 1n the report.. 'lhoae pw>licattona cootai~ high..qual1t:r, 11gnit1cant Asta vould. be tran:tlat.ed in tlletr entiret1. The eutr&inlll!Ut ot au bf w.ter flowing J.u tunnel aha.ft, bu been known to relUlt 1n blOlil ...t.ck cauatna utenaiff t\aap to 1ti-uoture1 placed near the abaft intu.ea. Althouah IIOll't ot the know occ\UTenoe• vere •1th arl.7 b,-clraulie air co,r.prea•on, they have eauaed. a reluctance or dnigner1 to ue ahatta 1n wich there it air eutrain lDllt. love'ft!', in r cent year.1 attention be.a been directecl ww.rd the problem ot air ent.ralnlant and. transport at »r1UQ"J and 1econda1l'y 1nleta t.o nter•f1lled tunnel •1t1taa and aome ot tneae are reported to be open.tins nt1afactorU.y.. Moat of the recent 1nve•tigat1on and apl.ol"&tary work on :tlow 1n tunnel •Wta hu 'been done 1n countrl.e• out•ide the United Sta.tu. Some ot thia work bU been pUbll•hed. ln Jo~ ot Wide cuculatiou and tnu la aftilal:>l.e to the AMriban •na1neer1Jii profe1•1on... 'fbe:re u no d.ow:rt a great deal more 1ntonat1on of real value th.at hU not been publ1•hd,. Intor•l report• from abrca4 at"e -tbl:t. •everal Yel"tical 1nta.u shaft• have been op1r&tiq aatutactoril1 •wn thou.gb con.tdara.'bl.e qou:nta ot atr are entrained. Tb:1• intieat•• a no.eel tor rqeareb .. '1'n1• propoattd. re•earch •tudy on aeration in ab.aft tlow1 would reqw.re a aearch of tecluucal lite:ratw:-e, tu p.r.paratto1;1 of a com»lete biblio• greptq With &batncta 1n lnglJ.ah, an •ppratAl or tbe intone.tion obta1med, a.m1 labora:tory teat. and t1eld o~enatiou to integrate and extend the ata to ...ue the• ua•f'ul ror de•1 • The l&bo.n:torr teata .an4 ti•l4 ol>eerva.tion, W'l.ll.4 be directed tovvd J obtalntng bU1c Woraatton nSU"dtaa tho banua of ·a1r entrain• Mnt., bubble •ue; 'bul)ble h1•toi-J, rate of rue ill turbulent tlon, e1'i"ect1 on h14r'*uU.c equ1pwa,:t, •tbods and requtr«-nt1 tor aepara• tton ud venting, Ut4 Mthoda ot red.uctng •ir en-tratnaen.t. An au.l.ytical. et'Udy would. be ac1e to correlate the tindinp ot th1a r~ p:ro&t"M. 'lh• kaavldp d•rlftd from tb1a progru vUl eu.ble a more tutQ&l eval.u.tion or t.lle exteiit and nature of :probable air entralnaent ln ~ed. atructure•, the 4-ltttertoua et1'ecta, if an,, o-r the •ntralued air>, and Mtbcd.e t'11J entre.imMmt control and air• vat.er aepan.t1on. A comprehenaive i-ei,ort tn Bnglilb would be required tor thu ruearcb P",Ject. 73 (g) Reaearch Coordination with WB8 -4 TVA D10RT a, Rtl)RlULlC GBOOP-•Mt.1 U, 1960 Introduct.ton The hJd.raulic group met on Mold.&Y', 'tuesda7, and Vedneaday, Mt.y 9•11, 1960, •t the t.:I.Ma prescr1be4 1n the agen4a. ~e in attendance ; ' . \ t.hro'Q8bout t he dteeu111ona nre: ' \ llr .. Barold M. Mart.in, US8ll 11r. Jacob a. Doua, 00! Mr. E II P. Fort•on, Jr., W!8 Mr. G. lh J"envick, WES Mr. P. a. Brow, Wl:8 Mr .. a. o. cox, WIS Mr. W. I .. Price, USBB Mt-. I. B. Way, TVA Col~ 141:l\ffld Jt .. 1..an&, 1i!'B Mr. T. I. Murphy, VBe Mr. R.. Y. llui!aon, WES Mr.£. B.. Pickett, WIS '?be field ot lq4rau11c re•evch and 1nveatipt1on u outlined in the apnda na diacwaMtl b;y the poiap in detail. u a re1ult ot this die 2. SubJeota ot concvn to the Corps Qt lnain~ere alone 3. SuJeet.e ot concern to tbe TVA &lone i... SUb.1eeta in VhS.ch &ll th.ree organis.ationa nave concern Tile criterion tor 1eparat1ng the aubJeot• 1n th1a ...-nner wu active part1oipt.t1on b7 the Ol'ptlisation in the current year or lllmediate future.. Nilfl1 of the •ubJeeta ,,_.. of real tntereat to two or 1IOl"e of the orpuilatlone NtPJ."e•ented.; boweftr, tha f11et ns not cOll81deN4 1n MkSna the separation. .lach ot the tour categor1ea 1• 41acnaae4 •e,arately ~lov. Work or 't.he Bureau ot eclulation lnlwllltJCh aa the USU 1a et1g11,p 1n vater :r•ouroea develop1ent vlth ea,.pbaaia on 1ff161,t1on, tbe:re are certain tlel4- of bydraul1o• ot conceni to tl'd.t organlaattoa al.ow,. The ovp deterained. that tbeae •ub.1ectl include the tollovi s l:. Methods tor aeaaur Nnt ot water tor 1rript1on l)\U'pOaea, •uch .. erttioal depth•-..urins 4-vico, and indicating and reeordJ:ag •tc-• 2. ·tboa. ot deteetirl8 u4 meuuriras h•l*P lo•••• troll ca~, •uob u electr1cal logging, pc:mdtng, an4 inflov-outtlov method 3 .. Dev.lopr,ent. or a-.U et.able chmmela for irrigation purpoaee, :tncl 1na eroa1on and. tn.ct1ve force atu41ea a... Pipeline diatributlon •;,ste Pf'Q'bl.ems auch u h1sh•hea4 \ turnout• 5. Turblne bypua energy di.laipation Work or tbe C9£P ~1; . H!neen 'ftle Corpe of lqineera • respona1bU1ty for flood control and oavigatton a1#o ••t• &pilrt fields Of bydraul.ica ot coaeern to this orge.nuation alomt• '!he group detend.ned tbat tbeae aubJecta in.alud.e: l.. D< ,1gn ot lov cav1pt1on dua, including r nay cl.Oaure devteee, control &ate•, cre•t abape, ,tilling buiM, &l1d approub. oond1t1ona 2. 'Hd.al MtUl1!"1.ea and aaaoot.ata4 p.robleu, ••h •• eatarine • nt.at1on1 'Alt. w.ter intru.aion, and ticlal poUut1on 3. Waft action probl inwlvtng harbor 4 •tan., cOftr layera tor breakttatere, and r!: •lope protection for reaervoira i... oluticn ot river probl.eu l>y IZIOdel teattng !':or1' of 1th;e ?!~mi•aee, Vallez Autha,1tz ffhe· ffA hU no rqearoh 1n th• tiel.4 ot h7dr&Ullca Yhicb S.a not of ooac ni to either th or t~e COlil>S ot Bngineere. t'he tollonng aul>Jecta vere det.e.rmined t.o be ot c01DOn intereat to the tmm, the Corpa ot Ens1neera, and the TVA: 75 1. · Ml"fil .4U•1l!tor• . b~low •Rlllwaf! and outlet vc;irka. !be USBR te1t.tng pog:ru on energy lli11pato.ra h ilitted to plezcaeter pr,·•· aur ...'l.ll'"ellnt• on batt'l.4t i,1er• 1D. the laboratory. 'l'he e~ of .l13&Sneen pro&N,a prodd.n tor one prototn,e t••t a aerlft ot bd'fle pier te•ts 1n a cavitation tank. Th TVA baa no ataU.ar 1:At•ta pl.um • It-. conclud.64 tt.at eneru--41.aas.,ator• teat.a tor large bJdt"aulic at:rueturet. 1hould con:t1uued \,y ach organi&ation, N each atructure u uniq,ue and. require• •,ec1Al 4eaign cona14erat1one. 2. lU.~ t~,1911 ~ cha?meb. 'l'be USBB bu publS.ahed data (~c ~ epc>l't m», lar riprap aisea, but no current program. '.fnere ta a need to 'fttU'y and. extend. pre1•ntl1 available data. The Corpa ot lnaineer• progru provi I laborat.017 tea ta ot.,. riprap in Qhalulela below h1ah daaa.. The TVA hu no cUl'Nnt ,...... ·- progru, 3. Uu!,e ehan.eteriat1ca or !fpUlwai.•• 'the USBR ia concerned. vit.h prcm.41.ng tor prototype tut. ot aiphou-tn,,e apillway• to clleck laboratory reaulta, with qpbu1a on •tde channel 1pillva.19 of d1ago-.1 ar c\U"ve4 creat e.l.inoeent, and on req,uired depthe ot approach for various am• ot aub•raence on IGOr1'11ng·alor1 ap11lvaya. flle Corps ot lllg1Mca 1e currently extending eari, USBB teatt on lov w•lrl. 4. J'riction s.n tunMlaa. concr t.e a•, and ClS?1T:!Pte4 or atnct.uritl 11.&te 1I1!.•• ioth the~ ana.· Sorp1 ot ngineera are actively • · in protot,pt te.,u on t.h tr reapeatS.ve atructurea to 4eteraine friction loa.aea in luge cODCrete &!Ml •teel eonduit.a. Th re :t• a definite need ror conttnu1na and expe.nding thue aetlrtt1e•, •• all testa °fi'1!!.tl'1bute to the pael'al. Jmovle ot tr1ct1011 loa•••• Li,: . , ~ The Corps or lngj:neen 1• actively wnp.ge4 tu labo:N.tory t••u tOl" ' \ friction loa•e• 1n m.ultipl&t.e pi.pa. Jelther the US nor tbe TVA ia Mt1ve 1n th1a latter field.. 5. 1'-Y!. ot ~.• and valvea1 lncl-11\JSr , 41 ~ fore~! &ud ete alot • i!!. for out'!it vorii. tiili &ii 1a. progr •• prototype teat• on downpw.i ton••, and p~ to und.erte.ke • model atmy- of air and 1n the next year. P:reeent ffort• tJt the Corpe of • an oonce.roed v1:t.h a 4al atud.T ot 4owpull and vibration on couter ptee at the onuertlle laboratory. All ettorta in th1a field a44 to paaral. ltnowleqe Where data are imtuttic1ent. 6. Vertical 1tl be.ail\& or curr•n p mae4 corpa . nn amt aotiv t • aN ou ntuely du•S.i}a:r type.I ot atructur •, du1gned tor d.itterent purpotte• and applJ.catiom. Th •\JN&u. u concerned vi th hiah-head cond1tion.1J and tbi Corpa of Xn&1neere with lov.. head. condit1ona. The 'l'VA baa no active vork in thU field. 8.. Can,.tat.1o •twU.ea. The Corpa ot bgS.neera aud. the mt are both enp.ge in variOWJ ;iii.not ~vitation re.. arch, As t.llia 1• a broad field in which 4u1SD- criteria are laekJ.na, it :la cons14end that theae effort.I coaple nt e other and that 'both net.ea &hOllld eontt tbil research 1A con.nect1on with. t tr reapectiff atructurea. 9. 1natl9Ullentat:t.on tar land tt ld UH .. Tb USBR, COl"pa of . Enstieer•, and ril 'a.re not. eapged In buic 1Utr ntation reaevch tor model and t1el4 a •.. lach agencJ de lope instrwaenta from c c1ally' avaUabl -,.ut nt to et the n.e. 4a o1 its ;particular YOJ'k, 10. Diaeharse ,coet,f1c1ents :for ra41&1. §!WI• Tbe USBB 1a ng test a ot caral pte• on a geuere.l mod.el, ff.Z"Jing the oreat • and orientation~ t.ne teat sate to attain accuracy 1n the .-.ure nt ot water.. t"Ao corpa ot Engineers 1• doing no r•search on thta aubJ t but. h mating uae ot exuttng data to dewlop deaign ¢riter1a. ll- cU.atutat:lon and. 4 aoffalnt. '1'h ta conducttas neral etwli • .·of m 1ntaku cm illurtel. av 't.O 4 velop aethoda or preventing the entrance ot ••41Mnt into canals. I t 1• alao •tudy1ng th critical. tractive !o:rc • on var1aua ao1la 1n which canal.a are built a _ 18 1nftatlpti the incipient •eour ot •tre•beda ot var10 particle ais ·• Corp9 ot hgineers :t'tort in thia tield. 1a devoted. to a •tw, of water rature ef:tecta on bed. to and •ediment trana,artat1on. l2'. Ji&cSSoaottve tracera. 'Rh• Corpa ot Bu&innn 1• uaing raUoa.etive trac•n ln 'i iii! prototype atwUu on d.eftm.te proJect,. The OU aettvttJ in t.bla tield 11 1n application to euure nt ot leeuge 1n cwla .. 13. 81:es,ptc action at l'S!e:i J?laut,•. 'l"r.e Corps or ineera 1• coacet'lld With •tphonic action at l)\111.pin& planta V1t litt. up to abo t 50 feet.. Th• is concerned w1th water colU11t1 aepe.t"&tion in dUC!large lian involvlzaa beadlt ot 100 teet. There 1.1 no overlap 1n the tut »roarus• 77 l!t. .. Lf?ok _ ate and uacolated J?:!Obl-... The Corp• ot &ngitleera U conc•n•d nth general .reaearch and 1l"f)Jeot •twU.e• tor l.ocka. Th• 'ffA 1• co®erned only rtth pro.1ect lock I tu.die•. !'be USBR U not. cone.med vlth lock ,twU..e1 but 1.t 11 concerned rith uaoc1&te4 problems or wrtex •~••ton. 15. C heuive o ot field data collection and. dew nt of dN!fm c.r, wria. tt orps o lnginee.n . • orga zed, rai-'ti.M proJect tor the de••lopaent ot d.ea1gn criteria. Th• exch&nS of intOZ'llllltion 'b tveea the three agenoiea ta com:pr•heui-ve. All three orpntu:tiona ht.Te progra=a for conducting field -teata on theb' re1peative vroiecu. In rlff ot the .me:ral lack ot data cm prototype pvtonauoe, it 19 cona14eN4 neeeao:ry that each agency continue to c=ollect prototype data. Concluton.t The oup Uberat1ona ha.ft bro\l&ht out that hy'd.raul1c reaearch act.1vitie1 of the TVA, USBB, and. CJi a.re tailored to the untciue reqUireaen:ta o! the n1pectlve or n1zat1ona, t.hat the data produced by et.Cb are complement&l:7 to the dev•lopment ot aound b.J4raul1c deaign p:'ILCtic••, and th.at the activiti•• ot the tbN• aaenctea ba'ft no 11gn1ficant areu of ovui. • There hu long bun 1n ettact a formal exchange ot 'technical. nporta, informal col"reapond.etiCe &nd vuiu, and Uld:ted !'oraal. oontereneea. I t 111 concluded that the excb&npa ot h1d,r&Ulic ini"orat.ion between tn.e three orpn11ationa, Yb1cb. ha en ot great 'Val.ua ln the put I could be :1 roved tbro acre tr :uent vi.it• and tQ1'111al. conterencea, leading to exob.angea or butc te1t 4.ata prior to publication or rtna.l report, and. to sr•ater utU1sat1on or a-.Uabl• infor-.tion exuttng 1n the :t'11e• ot the tbref! agenciea. 78 .. UNITED STATES DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION COMMISSIONER'S OFFICE IN REPLY BUILDING 53, DENVER FEDERAL CENTER REFER TO: DENVER 25, COLORADO ( l, ) Proposal for : SYMPOSIUM ON BASIC RESEARCH IN crvn. ENGINEERING FIELDS AS REIATED TO WATER RESOURCES IN RECLAMA.TION JUNE 12-17, 1961 The sympositun would be in the form of a conference held for 6 days, June 12-17, 1961, on the caJllpus of one of the state universities or at a hotel or lodge near Denver, Colorado. The sponsoring organizations would be the National Science Foundation, the Bureau of Reclamation, and possibly one of the state univer sities and the local section of the American Society of Civil Engineers. This conference transcends the scope of any of the individual professional societies. The purpose of the conference would be to explore Civil Engineering fields in which basic research relating to water resources in reclamation is needed, and to stimulate the interest of educational institutions and other organizations so that this important research can be accomplished efficiently and in an orderly manner. Typical research needs are listed in the section "Future Research" of a recent publication "Research: Engineering Methods and Materials" by: the Bureau of ReclaJllation. A copy of the section is quoted in Attachment A of this proposal. The conference would be limited to subjects related to reclamation work, including (1) Water Sources (rainfall, snow cover, etc.), (2) Water courses (rivers and reservoirs), (3) Impounding Structures (dams and control works), (4) Water Conveyances (tunnels, pipelines, and canals), and (5) Conservation and Utilization of Water. Selected specialists would hold panel discussions on fields of Civil Engineering related to these subjects. The fields would include hydrology, meteorology, economics, hydraulics, soil mechanics, concrete, special materials and techniques, and design. The conference prograJll, scope, subject outline, prospective panelists, and estimated budget are included as Attachment B of this proposal. Each discussion panel would have about five members from educational institutions, Government agencies, selected state agencies, private concerns, and other organizations. The panel members would be chosen for their background, experience, knowledge, and interest in the respective fields rather than their affiliation 79 with any particular organization. A careful selection of panel members would be ma.de by a committee appointed by the sponsoring organizations, using mainly the lists of qualified prospective panelists contained in the attachment. The symposium will require about 12 panels of 5 specialists each and about 10 additional key persons to plan the conference and spearhead the panel discussions. Approximately 60 percent of the panelists would be from educational institutions, 10 percent from private concerns, and the rest from selected state and Federal Government agencies. The 10 key persons would be from the sponsor ing organizations. The first day of the conference would be spent in registering, welcoming, and orienting the participants, with key note talks on the purpose and scope of the program. The participants would separate into the various panels on the second day, with keynote talks by selected persons, setting forth the scope and objectives of the individual panels, and the discussion Qf scheduled subjects. The panel discussions would continue on a flexible agenda of subjects prepared prior to the conference by panel chairmen. The panels would make brief progress reports on the , morning of the fifth day and then assemble to integrate their work i' and complete any unfinished work, prior to a final coordination meeting on the sixth day, or last day of the conference. The panel · · members would be assigned the preparation of specific parts of the final conference report which they would be required to submit 'to a designated editor within 1 month after the conference. The editor· would edit the individual parts, coordinate them in a final report, and see that this report was published prior to December 31, 1961. The estimated budget for this proposal is $27,500.(See last page of Attachment B.) Limited f'unds will be required for planning and arranging the conference, perhaps as much as 6 months prior to the conference. Funds will be needed at the time of the conference to cover transportation, subsistence, and salaries of panel members from educational institutions and private organiza tions, conference services (recording, typing, etc.), and publica tion of the report. Need for funds should not continue beyond December 31, 1961. It is expected that the expenses, transportation, and salaries of panelists from state and Federal Governments will be paid by the respective organizations. 80 Attachment A FUTURE RESEARCH Experience has shown that the more that is learned in a. particular field of research, the more opportunities appear for further extension of knowledge and further benefits. Rewarding returns can be seen at this time from continuation of all of the principal research projects in engineering methods and materials described under "Current Research."* It is true that certain specific problems are solved to satisfy an immediate need, but almost invariably the solution itself suggests a prospectively better avenue of approach. Although eventually a point of diminishing returns may be reached, such a point cannot now be foreseen. Concrete Materials Concrete research provides a good example, particularly in the sequence of developments permitting a continuous reduction in cement content of mass concrete. Before Hoover Dam, it was l thought that good concrete must contain at least 5, and for even greater assurance, 6 sacks of cement to a cubic yard. Research for Hoover proved that 4 sacks would be adequate. This discovery spurred studies into possibilities of further reduction, and it was soon found that pozzolans could be used to replace part of the cement. Then it was found that purposefully entrained air in concrete would greatly improve its workability and permit further reduction in water and cement content. Today, mass concrete is being made with 2 sacks of portland cement plus pozzolan, and this may not be the end. Certain admixtures are now being studied vmich promise to permit ' a further reduction in cement content. Studies. of these agents will be continued, and very likely, even more promising materials or methods will be developed in the process. Certain problems in concrete behavior have been more or less relegated to a position of being impossible of solution. One of these is cracking, but it is not inconceivable that this problem can be solved. There is a possibility that an expanding type cement *"Current Research11 refers to another section of the publication from which this attachment was taken. 81 can be developed to nullify the inherent shrinkage in concrete due to drying. Possibly, an admixture can be found that will introduce greater flexibility in concrete without sacrificing too much in strength and durability. Better resistance of concrete to erosion, cavitation, and chemicals is needed, and the whole field of more efficient construction methods for concrete should be explored. Actually, there has been very little change in methods of placing concrete since Hoover .Dam days. In dam construction, concrete is still being manufactured by the batch method and placed in bucketfuls. A continuous manufacturing and placing method is something that should be looked. into. Possibly, construction methods presently employed in rapidly placing huge yardages of earth materials might be adapted to concrete dam construction. Structural Concrete Concrete does not behave the same under all conditions of loading and restraint, and with the instruments now available, it is not possible to accurately measure the strength and modulus of elasticity of the concrete in a large structure. Consequently, methods used in the design of plain and reinforced concrete have been developed over many years through research and experience. These accepted methods generally result in economical, safe • structures; however, some failures continue to occur, while on the other hand, there are indications that some structures are built stronger than necessary. Because there are many unanswered questions concerning the behavior of plain and reinforced concrete, and because new structural uses of concrete are constantly being developed, there is a vast need for research in the field of structural concrete. Rock Mechanics A very promising field of research lies in tunnel construction and concrete lining of tunneis. A start in this direction is described under 11 Current Research," but this is only the beginning. The opportunities are great for savings resulting from improved methods of determining the amount of rock support necessary for safe tunnel excavation and determining the load carrying capacity of the tunnel rock in lining design. Earth Materials Soil, the oldest end one of the most important construc tion materials, can frequently be one of the most troublesome. 82 Soil Mechanics Engineering, on the other hand, is a relatively new Civil Engineering science, and for this reason, there is much to be learned about soils through research, Although there are preferred types of soils for a particular structure, the engineer must make the best of the soils that are available at the site, New research is needed in analyzing soil reaction to loads, evaluating soil properties to take full advantage of them in design, devising satisfactory uses of materials available at the site, although their quality may be at a minimum, and finally, devising ways of changing or improving questionable soils to meet the requirements of the structure. Soil pressures, which are now being analyzed by theory and liberal assumptions, have not been measured w-lth certainty. Although present pressure cells have been useful, provided their deficiencies and accuracy are realized, there is much need for improvement in instrwnentation to evaluate accurately the soil pressures in earth structures so as to use the properties obtained by controlled laboratory tests for efficient and confident designs. Many properties of soils which have been difficult to measure are possibly not being used to their full advantage. For example, gravelly soils are kno,m to have several desirable qualities, such as better strength and reduced settlement. Research studies on gravelly soils have been slow to advance, because of the large-scale testing equipment required and the costs of the tests. There is a need to establish trends of how various types of soils are affected by gravel so that a minimum of large and expensive tests are required. A better evaluation of negative (capillary) forces in the pore water of soil, and their effect on strength, is another example of needed research which may result in more economical designs. On the other hand, with a better understanding of the degree to which certain troublesome characteristics exist in soils- for example, expansion of clay soils upon wetting and susceptibility of silty soils to frost action--use can be made of these materials in a satisfactory manner. An ultimate and needed research aim is to devise ways of adjusting soil properties for making them better. Research is needed to devise methods of solidifying soils, such as by chemical additives. The use of portland cement and bituminous materials as admixtures to stabilize soils are steps in that direction, and the researcher must continue to seek economical and workable materials and methods. The application of heat to fuse soil into a ceramic type of material is 83 possibly worth investigating when it is considered that scientific developments of greater energy sources are continuing. This could possibly lead to fused-soil canal linings and fused-soil pillars under structures. Solidifying or adjusting properties of soil in place is a difficult challenge, but would be extremely valuable to many small, as well as large,. structures. Construction methods in soils need further research to improve compaction methods, involving the use of thicker layers, larger-particle sizes, and compaction on slopes. Vibratory compaction methods should be further studied with particular emphasis on compacting cohesive soils. Vibration has been used as a method for driving piles, and should be studied further as a possible means of easier driving and obtaining deeper penetra tion, also as a means of developing higher resistance between the soil and the pile. Hydraulics Despite the many investigations made in the laboratories throughout the world, hydraulics is still an inexact science. This is because of the almost infinite number of geometric patterns t through which flow can pass in a hydraulic system, and because the combinations of the other variables which affect hydraulic flow, such as velocity, depth, boundary roughness, and others, are also almost endless in number. Although many basic problems have been solved to some degree, more research is needed to provide more exact data and thereby eliminate the need for exceptional judgment and experience in the engineers who design hydraulic structures. For example, it is not possible to accurately predict the behavior of large quantities of water flowing at high velocities through hydraulic structures. It is not possible to economically design proposed spillways and outlet works with confidence, unless they are very similar to ones which have been shown to perform satisfactorily in the past. Part of these difficulties stem from the fact that better testing techniques and equipment are needed. Research should be done to provide instrumentation for measuring instantaneous pressures and velocities in turbulent flow. This would permit obtaining more fundamental information on some of the basic and common flow phenomena, such as the hydraulic jump, and the pitting resulting from cavitation. In spite of the fact that hydraulic structures have been built for many years, damaging vibrations still occur 84 • in gates, walls, and other hydraulic structures. The erosion of riverbeds resulting from turbulence and eddy currents is another ever-present problem. Tests have shown that the efficiency of spillways can be increased by the deliberate creation, by the flowing water, of pressures less than atmospheric on the spillway crest surface, and that it is, therefore, possible to design spillways which discharge greater amounts of water per foot of length. Additional research is needed to establish this principle to the degree that it may be used with confidence. Excessive head losses found on some large canals affect the ability of the canal to carry the anticipated flows. Coefficients developed in the laboratory and from tests on smaller canals apparently do not apply to large canals. Additional investigation and measurements must be done in the field so that future large canals can be depended upon to perform as intended. Sediment Control Many canals are being filled with sediment deposited by \ the flowing water as it loses velocity. Better devices are needed for excluding or trapping the sediment, and sluicing it back into the river from which it came. Reservoirs also are being filled with sediment, and experiments should be made to determine how sediment can be passed through the storage reservoir, without deposition. Density Currents Currents induced by differences in water density due to salinity, temperature, or sediment should be studied to permit more accurate design of river structures such as salt water barriers, reservoir outlets, and inlets to canals. Surge Pressures Very little is known of the dynamic effects of water column separation in pump discharge lines. Certain designs may function satisfactorily in the presence of water-column separation, but others may require special equipment to eliminate the effects of the separation which might cause pipeline failure. The extension of field testing on existing and proposed systems is needed to measure these effects so that adequate and economical designs can be made. 85 Research is needed to determine the actual closing times of valves as used in the irrigation pipeline distribution systems. Since the head rise in such lines is based on the valve closure time, it is important that.an accurate closure time be determined. At present, minimum closure times are estimated, and this may result in quite conservative design practices. Turbine Performance Design information is deficient in the field of hydraulic turbine transients. Performance curves of hydraulic turbines are used as a source of this information. Since relatively few curves are available, tests should be conducted to obtain a representative group of turbine performance curves. When sufficient performance curves are available, the study of transient performences can be undertaken. Vibration Reduction Considerable study and testing is required to determine the optimum amount of substructure mass required to present excessive vibration of powerhouse structures. Up to the present time, a satisfactory method of determination has not been developed. Savings in the cost of structures could be quite large, if a suitable method could be found, Noise in powerhouses is another problem continually encountered in existing structures. Development of suitable methods of preventing and absorbing this noise is highly desirable. Earthquake Effects Since a number of large Bureau structures are located in earthquake zones, there is need for investigation of their dynamic behavior during earthquakes of varying intensities. Such studies would permit confirmation of predicted effects on present structures and enable designers to produce more economical structures in the future. Plastics and Adhesives The use and development of plastics has grown rapidly during the last few years, and the volume used in construction now approaches that of some of the more common construction materials. The Bureau uses plastics in protective coatings, canal linings, floor coverings, and for other accepted uses in building construc tion. Their use as adhesives for bonding new concrete to old, for 86 . pipe under corrosive conditions, and as water stops at concrete joints, are under consideration. Small buildings have been constructed experimentally with reinforced plastics and research should continue in comparing the various types of plastics to determine their limitations. Industrial adhesives have been used for years for joining wood members. More recently, adhesives based on plastics have been employed for joining metal sections of jet airliners. Their use for joining structural members in multistoried buildings is deserving of further research. Metal Protection In view of the great interest in corrosion today, it is surprising how little is kno"m as to just why iron and steel corrode rapidly in one water or soil, and not in another. The design of cathodic protection systems is still largely a matter of cut and try: particularly for complex structures. Although protective coatings are greatly improved over those a few years back, the maintenance of submerged and buried metalwork on irriga tion projects is still a major operating expense. Possibly, entirely new types of coatings, such as by controlled deposition of lime in steel pipe, can be developed. Research has shown that very small amounts of impurities have a very pronounced effect on the properties of a metal such as iron. Such research may lead to the development of a comparatively cheap metal, which is highly resistant to corrosion. The entire field of corrosion and methods of control is worthy of much more research. Asphaltic Materials As asphaltic materials are byproducts, chiefly of the petroleum refining industry, and are available at low cost in great quantities, as compared to other construction materials, it would be advantageous to find greater use for them in hydraulic structures. But first, greater assurance must be had with respect to their stability and resistance to the action of water and weather. It is believed that much can be done to improve the quality of asphaltic materials through the use of modifiers and additives in various combinations. This improvement, coupled with research and development on more efficient and lower-cost methods of field construction, could well make this abundant and low-cost material more widely adaptable to increased usage. 87 Chemical Sealants The total amount of underground and surface waters in the United States is probably more than adequate for present consumptive needs, but its equitable distribution has become a critical problem. The Bureau is particularly concerned with distribution of water for irrigation purposes, and has constructed thousands of miles of canals and laterals to this end. Unfortunately, much of the construction bas been of necessity through sandy-type soils, which are pervious to water and permit excessive seepage losses. It bas been estimated that 25 to 40 percent of the water carried in such canals is lost by seepage, thereby materially increasing the cost of the transported water to the consumer and frequently causing waterlogging of lands adjacent to the canals. It bas been amply demonstrated that seepage losses can be effectively controlled by various types of canal linings, but the cost of such linings is often prohibitive, Recently, the possibility that the use of chemicals to seal canal beds might provide a low cost means of reducing seepage losses has received considerable attention. A review of technical literature _;pertain ing to this subject, and some limited preliminary laboratory ,. investigations have confirmed that the chemical sealants show promise. Continued research in this field coul.d result in benefits of considerable value. Weed Control The successful use of aromatic solvents is only the beginning in chemical aquatic weed control, Recent studies have revealed several new chemicals which show considerable promise. Much additional research and study are needed to establish more efficient and economical chemicals, and fundamental research is required to determine the mode of the action of the toxicity of aquatic herbicides. Such work will require the use of the most modern and up-to-date research methods and equipment, such as radioisotopes and gas chromatography. The study of new chemicals should be accompanied by continuing research in improved methods of culturing and growing plants for test purposes. The most effective use of any technique of weed control can be developed only after an increased understanding of the physiology and ecology of aquatic weeds. Considerable field and laboratory study is needed in this field. 88 There is a positive need for practical methods of controlling weeds in large canals. Present techniques used in smaller canals present many operational difficulties when applied to large canals. The solution of this problem will require the performance of extensive field work coordinated with a good laboratory research program. Further work in many other phases of weed control is needed to solve specific problems. Such studies include the use of algae-inhibiting paints to prevent the growth of algae on concrete canal linings and the study of the carbohydrate food reserves of salt cedar to enable the most effective use of control methods. Biological control methods have been success fully used for some weed problems, such as the use of the fish Tilapia for controlling aquatic weeds in canals in Hawaii, where environmental conditions are favorable for this approach, and the use of the Klamath weed beetle to control the Klamath weed on the West Coast; such methods should not be overlooked. Evaporation Reduction Before the full potentialities of the use of monolayers for reservoir evaporation reduction can be realized, much more work is needed in the development of practical methods of applying and maintaining the film on the water surface. Such studies require laboratory investigation of the possible chemical and physical forms of the film-producing chemical. The design and development of suitable equipment and techniques for using the various forms of the chemical would require much additional information on the effects of meteorologic and hydrologic factors on the behavior of the film. To fully evaluate any new material and method, full-scale field tests must be performed under varying climatic conditions. The choosing of suitable reservoirs for such field tests is in itself a study of considerable scope, since reservoirs with known climatic, hydrologic, and economic properties are required for the tests. In the development of new and improved chemical and physical forms of the film-forming chemicals, additives very well may be necessary to achieve the desired state. The use of such additives could introduce water-quality and toxicity problems. The study of the new materials for toxicity and their effect on water quality then becomes an important part of the necessary future research. 89 Snowmelt Control There is a vast field of research, just barely touched upon having to do with the management of precipitation which falls during the winter and is in temporary storage as snow. Concomitant with such storage is the temporary impoundment of flowing water and of reservoir surfaces by the formation of ice. Evaporation loss from snow is a major problem in dry areas. There is a need for research in either accelerating or decelerating the rates of melting of snow and ice in order to secure, first, better utilizat:Lon of the water volumes available, and second, to exercise a measure of control over the rates of release of water so that the melting can be most beneficial, and so that Lmfavorable effects can be mitigated or eliminated. Radioactive Tools The full utilization of research and engineering tools which involve radioactive materials requires much additional research. Tracer t echniques, with additional research, could/ provide rapid and accurate answers to many important questions in weed control, water velocity measurement, sediment bed load movement, seepage, grotmd water movement, and many types of chemical analysis. The measurement of the properties of mater:i..als by means of nuclear radiation has creat possibilities. The uses of gamma radiography may be applied to the study of engineering materials, such as metals and rocks. Considerable more research must be done before the use of (!;arnma rays for sediment and soil density measurement is fully developed. Likewise, soil moisture measurement using neutron radiation can be more highly developed, and this technique should be studied for possible use in measurement of moisture in portla.nd cement concrete and of asphaltic concrete. High-voltage Transmission Lines As the scope of the Bureau power system increases the need for higher transmission voltages arises • . Voltages higher than 230 kilovolts are classed as extra-high voltages, and when designing lines at these voltages, two factors, corona loss and radio noise, assume more importance, especially at high altitudes. It is knmm that corona loss and radio noise may be held to acceptable values by the use of large diameter conductors. It is desirable, however, for economic reasons, to 90 install the minimum size conductors adequate for the loads to be transmitted, and since no extra-high voltage lines at high altitudes have been built (those built in Europe are at low altitudes), there are no complete data available to aid in determining minimum conductor sizes. A method of computing corona loss has been devised, but calculation of radio noise is infeasible at present. Thus, present designs for conductor sizes based on theoretical calcula tions may be too conservative and research in this field could well provide information that would save a great deal in future transmission line construction costs. Oxygen Replenishment in Streams and Reservoirs An increasing number of streams have been found to be seriously deficient in dissolved oxygen. Inadequate oxygen in the waters results in incomplete breakdown of human, industrial, and natural wastes, in development of undesirable taste and odor, and in the killing of fish and other wildlife. Research is needed to learn the effect of the operation of turbines, pumps, and other water control structures upon the dissolved oxygen content of the water resources being managed by the Bureau, and to develop techniques for the economical introduction of air into water to increase the dissolved oxygen content and improve water quality, to better fish habitat conditions, and to help control stream pollution. The increased utilization of water resources and complete preemption, in many instances, of the stream channel by the construction of darns located so that the headwaters of one reservoir are at the toe of the next upstream structure creates riverbed .. conditions unfavorable to the natural replenishment of dissolved oxygen. Such development, coupled with increased population and stream pollution, creates serious difficulties with fish and wild life in reservoirs and with the quality of the impounded waters. More needs to be known about the effect of water management practices on dissolved oxygen in reservoirs. Integrated Water Management Some of the problems connected with water resources development and management needing further research have been mentioned. In addition, there is a need for an overall study to integrate all factors affecting such development and control. 91 River basin regulation, including carry-over storage reservoirs to extend storage through periods of drouth, requires much more accurate forecasting of long-range weather trends than is now attained. Management of ground water resources, the control of precipitation by artificial means, reduction of evaporation in reservoirs and streams, demineralization, reuse of water, and control of objectionable vegetation which uses water, are factors which need consideration in planning future projects, and in the operation of existing projects. Such coordination requires computations of great complexity, the solution of which could be done by the use of both analog and digital electronic data processing approaches. It should not be thought that all of the possibilities from research mentioned here will end in success, or i f they do, that success will come easily or soon. Ne ither is it pr oposed that all of the mentioned research would necessarily be performed by the Bureau of Reclamation. It i s hoped that others, whether in Government, industry, or educational institutions, will continue to be interested in and participate in research directed toward better engineering methods and materiaJ.s in water resource development. .... 92 Attachment B Conference on BASIC RESEARCH IN CIVIL ENGINEERING FIELDS AS REIATED TO WATER RESOURCES. IN RECLAMATION JUNE J2-17, 1961 Conference Program First Day, Monday, June 12, 1961 A.M. Registration and Welcome P.M. Keynote talks on purpose of conference and scope of program Second Day, Tuesday, June 13, 1961 A.M. Keynote talks on Individual Panel scope and objectives P.M. Individual Panel discussions Third Day, Wednesday, June 14, 1961 A.M. Individual Panel discussions P.M. Individual Panel discussions Fourth Day, Thursday, June 15, 1961 A.M. Individual Panel discussions P.M. Individual Panel discussions Fifth Day, Friday, June 16, 1961 A.M. Progress reports to the conference, unfinished Panel work, and summaries for written reports P.M. Integration of work accomplished in Panel discussions Sixth Day, Saturday, June 17, 1961 A.M. Coordination of conference work and assignment material for preparation of final report P.M. Tours 93 Conference on BASIC RESEARCH IN CIVIL ENGINEERING FIELDS AS RELATED TO WATER RESOURCES IN RECLAMATION Conference Scope The conference would be limited to the technical and scientific aspects of the following subjects and fields of Civil Engineering : Subjects I. Water Sources (rainfall, snow cover, etc.) II. Water Courses (streams and reservoirs) III. Impounding Structures (dams and control works) IV. Water Conveyances (pipelines, turmels, and canals) v. Water Conservation and Utilization Fields of Civil Engineering Applicable to Above-Listed Subjects A, Hydrology and Meteorology B, Design C. Hydraulics D. Soil Mechanics E. Concrete Materials F. Special Materials and Techniques G. Economics Conference on BASIC RESEARCH ]N crvn.. ENGINEERING FIELDS AS REIATED TO WATER RESOURCES JN RECLAMATION Conference Panel Subjects Hydrology and Meteorology There will be two panels, HM1 and HM2, to discuss Hydrologic and Meteorologic problems and needed research related to the following: A. Panel HM1 1. Water sources research a. Precipitation - occurrence, measurement and relation to water supply b. Drouth occurrence and expectancy c. Depletions of streamf'low d. Ground water, recharge and yield 2. Water courses research a. Occurrence of floods b. Occurrence of minimum flows c. Forecasting streamflow for river operation d. Losses in stream channels 3. Water utilization and conservation research a. Evaporation losses and control b. Water salvage c. Ground water and drainage d. Demineralization B. Panel~ l. Impounding structures research a. Reservoir capacity for optimum regulation of streamf'low b. Reservoir capacity to meet multiple-purpose requirements c. Inflow design floods and routing criteria d. Operating criteria ,. 05 2. Water conveyance research a. Peaking capacities b. Losses and their prevention in canals and conveyance systems c. Relation of irrigation applications to canal system capacities 3. Water utilization and conservation research a. Water requirements for irrigation b. Hater requirements for municipal and industrial needs c. Biological and chemical quality control d. Reservoir and river operation and regulation Design There will be one panel, D1, to discuss design problems and needed research related to the following: A. Panel D1 1. Impounding structures research a. Concrete dams b. Earth dams c. Rockfill dams (1) Facings (metal and asphaltic) d. Spillways and outlet works 2. Water conveyance research a. Canals (lined and unlined) b. Canal structures (headworks, desilting works, etc.) c. Tunnels (lined and unlined) d. Pipelines (steel and concrete) e. Hydroelectric powerplants f. Pumping plants g. Corrosion (1) Environmental considerations (2) Materials to resist corrosion (3) Protective coatings (4) Cathodic protection Hydraulics There will be two panels, Hi and H2, to discuss Hydraulic problems and needed research ~elated to the following: A. Panel Hi 1. Water courses {rivers and reservoirs) a. Degradation and aggradation of river channels b. River channelization and bank protection c. Sediment in reservoirs 2. Water conveyances {canals) a. Exclusion of sediment from canals b. Channel stabilization c. Hydraulic losses in canals and related structures d. Weed control 3. Water utilization and conservation research a. Control and measurement b. Seepage B. Panel H2 1, Impounding structures research a. Control and regulating structures, including spillways, outlet works, canal headworks, etc, b. Energy dissipators for open channel and closed conduit flow 2. Water conveyances research a. Hydraulic losses for tunnels and pipes b. Transport of liquid and solid mixtures Soil Mechanics There will be three panels, E1, E2, and E , to discuss Soil Mechanics problems and Earth Structures, and needed3 research. A. Panel E1 will be concerned with Soil Mechanics properties and their evaluation. 97 1. Water courses a. Investigations of natural slopes and channel beds by exploration and testing to determine soil properties b. Evaluation of the resistance of soils to stability, erosion, and transportation 2. Impounding structures a. Exploration methods and procedures b. Laboratory and in-place testing to evaluate properties 3. Water conveyance channels and structures a, Exploration methods and procedures b. Laboratory and in-place testing to evaluate properties 4. Utilization and conservation of water a. Seepage evaluation B, Panel E2 will be concerned with Soil Mechanics problems regarding structural forces and general design considera tions for water-barrier structures. 1. Water courses a, Soil mechanics problems related to channel control, bank protection, removal of soils by transporta tion, and deposition of soils b. Landslides 2, Impounding structures a. Structural forces and methods of analysis for embankments and their foundations b. Drainage and ground water considerations 3. Water conveyance structures a. Structural forces and methods of analysis for soil mechanics problems of embankments, cut slopes, rigid linings, tunnels, pipelines, and plants 98 b. Stability of natural slopes 4. Utilization and conservation of water a. Ground water and drainage c. Panel E3 is concerned with physical limitations, improvement, and specialized uses and problems of soils. 1. Water courses a. Limitations and treatment of natural soils to resist erosion and landslides 2. Impounding structures a. Methods of improving earth materials and considerations of limitations and uses of materials of secondary quality b. Riprap substitutes 3. Water conveyance structures a. Methods of improving earth materials and considerations of limitations and uses of materials of secondary quality b. Specialized problems of soils, such as seepage, erosion, frost action, expansion, and subsidence Concrete There will be two panels, c1 and c2, to discuss Concrete Materials problems and needed research related to the following: A. Panel c1 1. Plain concrete research a. Propertfos and qualities of cementing materials (portland cements, special cements, epoxy resin, and others) b. Influence of admixtures on properties of concrete (pozzolan, accelerators, water reducing and retarding agents, etc.) c. Production and control 99 B. Panel c2 1. Structural concrete research a. Properties of and production techniques for prestress concrete b. Reinforcement of concrete c. Precast products (pipe and other) Special Materials and Techniques There will be one panel, R1, to discuss Rock Mechanics and needed research related to the following. Some special materials and techniques will be considered in other appropriate panels. A. Panel R1 1. Rock Mechanics a, Fundamental concepts and theories concernin~ rock failure b. Factors affecting properties of rock in situ c. Underground instrumentation d. Application to hydraulic structures Engineering Economics There will be one panel, EE1, to discuss Engineering Economics problems and research related to the following: A. Panel EE1 1. Impounding structures research a. Determination of optimum storage capacity fOr single or multiple functions . b. Protection against floods . c. Protection against sediment encroachment d. Derivation of operating criteria 2. Water conveyance research a. Economic limitations of system capacities b. Control and prevention of losses c. Methods of irrigation application 3. Water utilization and conservation research a. Tolerable shortages in irrigation water b. Optimum powerplant capacities c. Integrated surface and ground water development d. Limitations on pumping heads 100 Conference on BASIC RESEARCH IN CIVIL ENGINEERING FIELD,$ AS RELA.TED TO WATER RESOURCES IN RECLAMATION Qualified Panelists Hydrology and Meteorology From Educational Institutions Dr. D. K. Todd, University of California, Berkeley, California Professor R. K. Linsley, Jr., Stanford University, Stanford, California Professor Ven Te Chow, University of Illinois, Urbana, Illinois Dr. E. J. Gumbel Dr. Arno T. Lenz, University of Wisconsin, Madison, Wisconsin Professor E. F. Brater, University of Michigan, Ann Arbor, Michigan From Engineering Firms and Industry Mr. v. A. Koelz~r, Harza Engineering Company, Chicago, Illinois Mr. H. Alden Foster, Parsons, Brinckerhoff, Hall & MacDonald, New York, New York ' Mr. L. O. Timblin, Jr., Bureau of Reclamation, Denver, Colorado Mr. w. w. Wheeler, Denver, Colorado Mr. Robert R. Balmer, E. r. duPont de Nemours and Company, Wilmington, Delaware Mr. Herbert E. Hudson, Jr., Hazen and Sawyer, Detroit, Michigan Mr. M. c. Boyer, Indiana Flood Control and Water Resources Commission, Indianapolis, Indiana Mr. Bertram s. Barnes, International Engineering Division, M-K Corporation Other Mr. N. B. Bennett, Jr., Bureau of Reclamation, Washington, D. C. Mr. W. E. Hiatt, u. s. Weather Bureau, Washington, D. c. Governor George D. Clyde, Utah Mr. J. L. H. Paulhus, u. s. Weather Bureau, Washington, D. c. Mr. D.R. Burnett, Bureau of Reclamation, Washington, D. C. Mr. Arch Work, Soil Conservation Service, Portland, Oregon Mr. William c. Ackermann, Illinois State Water Survey, Urbana, Illinois Mr. A. L. Sharp, Agricultural Research Service, Lincoln, Nebraska Mr. Marvin D. Hoover, u. s. Forest Service, Fort Collins, Colorado JOI Mr. c. c. McDonald, u. s. Geological Survey, Washington, D. c. Mr. Earl Harbeck, u. s. Geological Survey, Denver, Colorado Mr. Herbert s. Riesbol, Bureau of Reclamation, Denver, Colorado Mr. Franklin F. Snyder, Corps of Engineers, Washington, D. c. Mr. Harris M. McDonald, Bureau of Reclamation, Denver, Colorado Mr. Lloyd Meyers, Agricultural Research Service, Phoenix, Arizona Panel J™2 From Educational Institutions Dr. D. F. Peterson, Utah State University, Logan, Utah Dr. M. L. Albertson, Colorado State University, Fort Collins, Colorado Dr. o. w. Israelson, Utah State University, Logan, Utah Professor H, T, Person, University of Wyoming, Laramie, Wyoming Professor J. Amorocho, University of California, Berkeley, California From Engineering Firms _and Industry Mr. R. J. Tipton, Denver, Colorado Mr. Raymond A. Hill, Los Angeles, California Mr. S. T, Harding, Berkeley, California Mr. Clair A. Hill, Redding, California Mr. Don Collar, Phoenix, Arizona Mr. Harvey McPhail, Kuiljon Corporation, Philadelphia, Pennsylvania Other Mr. William I, Palmer, Bureau of Reclamation, Washington, D, C. Mr. John R. Riter, Bureau of Reclamation, Denver, Colorado Mr. Gilbert G. Staimn, Bureau of Reclamation, Washington, D. c. Mr. R. J. Pafford, Corps of Engineers, Omaha, Nebraska Mr. w. u. Garstka, Bureau of ReclaIJ18.tion, Denver, Colorado Mr. w. B. Langbein, u. s. Geological Survey Mr. A. L. Cochran, Corps of Engineers, Washington, D. C. Mr. Luna Leopold, u. s. Geological Survey, Washington, D. C. Mr. Herbert s. Riesbol, Bureau of Reclamation, Denver, Colorado Mr. Wayne Criddle, Salt Lake City, Utah Mr. William w. Donnan, Agricultural Research Service, Pomona, California Mr. Harvey Banks, Sacramento, California Honorable George D. Clyde, Governor of Utah Mr. Steve Reynolds, Albuquerque, New Nexico Doyle F. Boen, Irrigation District Manager, Hemet, California Mr. Ed J. Johnson, Irrigation District Manager, Manteca, California Mr. M. T. Martin, Irrigation Di.strict Manager, Harlingen, Texas Mr. Dean S. Kingman, ConsulteJl. t, Palo Alto, California Mr. Stanley F. Gizienski, Woodward Clyde & Sherord, Oakland, California 102 Design From Design Organizations Corps of Engineers Tennessee Valley Authority California Department of Water Resources Bechtel Corporation Ebasco International Corporation International Engineering Company, Incorporated Pacific Gas and Electric Company Harza Engineering Company Justin and Courtney Tippets-Abbett-McCarthy-Stratton Metropolitan Water District of Southern California Parsons, Brinckerhoff, Hall and MacDonald Stone and Webster Engineering Corporation Bureau of Reclamation Hydraulics From Educational Institutions Dr. Arthur T. Ippen, Massachusetts Institute of Technology Dr. Hunter Rouse, State University of Iowa Dr. Lorenz G. Straub, University of Minnesota Professor Joe w. Johnson, University of California, Berkeley, California Dr. E. M. Laursen, Michigan State University Dr. R. B. Banlcs, Northwestern University Dr. N. H. Brooks, California Institute of Technology Dr. H. A. Einstein, University of California, Berkeley, California Dr. Vito A. Vanoni, California Institute of Technology Dr. P. s. Eagleson, Massachusetts Institute of Technology Dr. Alvin G. Anderson, University of Minnesota Dr. c. J. Posey, State University of Iowa Other D. C. Bondurant, Cor~s of Engineers w. M. Borland, Bureau of Reclamation E. J. Carlson, Bureau of Reclamation c. F. Izzard, Bureau of Public Roads H. v. Peterson, u. s. Geological Survey Thomas Maddock, Jr., u. S. Geological Survey, Washington, D. c. 1.03 From Educational Institutions Dr. Arthur T. Ippen, Massachusetts Institute of Technology Dr. Htmter Rouse, State University of Iowa Dr. Lorenz G. Straub, University of tlinnesota Dr. w. L. Moore, University of Texas Dr. J. w. Dailey, Massachusetts Institute of Technology Dr. M. L. Albertson, Colorado State University Dr. E. R. Tinney, Washington State College Dr. James M. Robertson, University of Illinois Professor w. M. Lansford, University of Illinois Professor c. E. Kindsvater, Georgia Institute of Technology Dr. Ven Te Chow, University of Illinois Professor G. M. Nordby, University of Arizona Dr. v. L. Streeter, University of Michigan Dr. D.R. F. Harleman, Massachusetts Institute of Technology Professor A. c. Ingersoll, California. Institute of Teclmology Professor P. G. Hubbard, State University of Iowa Professor D. K. Todd, University of California, Berkeley, California Other J. H. Douma, Corps of Engineers J. M. Bradley, Bureau of Public Roads J. W. Ball, Bureau of Reclamation Rex A. Elder, Tennessee Valley Authority A. J. Peterka, Bureau of Reclamation W. E. Wagner, Bureau of Reclamation Frank B. Campbell, Corps of Engineers J. c. Stevens, Private c. w. Thomas, Bureau of Reclamation J. c. Schuster, Bureau of Reclamation Soil Mechanics From Educational Institutions S. J. Buchanan, Texas A&l~College Station, Texas D. M, Burmister, Columbia University A, Casagrande, Harvard University D. T. Davidson, Iowa State University R. F. Dawson, University of Texas R. E. Fadum, North Carolina State College 104 Hamilton Gray, Ohio State University R. G. Hennes, University of Washington F. E. Kellogg, University of Mississippi T. W. Lambe, lY1assachusetts Institute of Technology R. B. Peck, University of Illinois J. O. Osterberg, Northwestern University Edward Sampson, University of Colorado G. F· Sowers, Georgia Institute of Technology H.B. Seed, University of California M. G. Spangler, Iowa State University G. F. Tschebotarioff, Princeton University C. c. Warnick, University of Idaho H.F. Winterkorn, Princeton University K. B. Woods, Purdue University L. Bjerrum, Massachusetts Institute of Technology and Norwegian Geotechnical Institute, Oslo Other P. T. Bennett, Consulting Engineer, Omaha George Bertram, Cor:ps of Engineers, Washington, D. c. E. M. Fucik, Harza Engineering Company, Chicago, Illinois H.J. Gibbs, BlU'eau of Reclamation, Denver, Colorado Earl B. Hall, Corps of Engineers, San Francisco, California J. w. Hilf, Bureau of Reclamation, Denver, Colorado w. G. Holtz, Bureau of Reclamation, Denver, Colorado B. K. Hough, Consulting Engineer, Ithaca, New York s. J. Johnson, Morsn, Proctor, Hueser & Rutledge, New York T. M. Leps, So. California Edison Cox., Los Angeles, California K. A. Linell, Corps of Engineers, Boston, 11assachusetts John Lowe III, Tippetts-Abbett-McCarthy-Stratton Engr., New York c. I. Mansur, Ina.ependent Wellpoint Corporations, Baton Rouge, Louisiana R. Peterson, Dom. Deptartment of Agriculture, Prairie Farm Rehabilitation Adlninistration, Saskatoon, Canada P. c. Rutledge, Moran, Proctor, Mueser & Rutledge, New York w. G. Shockley, W.E.S., Corps of Engineers, Vicksburg, Mississippi w. J. Turnbull, W.E.S., Corps of Engineers, Vicksburg, Mississippi F. c. Walker, Bureau of Reclamation, Denver, Colorado Stanley Wilson, Shannon & Wilson, Seattle, Washington 105 Concrete From Educational Institutions R. E. Davis, University of California w. A. Cordon, Utah State University G. w. Washa, University of Wisconsin c. H. Scholer, Kansas State College H.J. Gilkey, Iowa State College Alexander Klein, University of California Other T. c. Powers, Portland Cement Association G. L. Kalousek, Owens-Corning Fiberglass Corporation Bryant Mather, Corps of Engineers R. L. Blaine, National Bureau of Standards B. E. Foster, National Bureau of Standards Douglas Parsons, National Bureau of Standards Bailey Tremper, California Department of Highways w. T. Moran, Consulting Eng ineer w. H. Price, Bureau of Reclamation L. P. Witte, Bureau of Reclamation E. c. Higginson, Bureau of Recl8111ation J.E. Backstrom, Bureau of Reclamation R. J. Elfert, Bureau of Reclamation L. H. Tuthill, California Water Resources Department R. c. Mielenz, Master Builders Corporation Howard Hunter, Bureau of Reclarn.ation G. B. Wallace, Bureau of Reclaw..ation w. R. Waugh, Corps of Engineers T. B. Kennedy, Corps of Engineers D. 0. Wolff, Bureau of Public Roads L. J. Mitchell, Bureau of Reclamation Panel c2 From Educational Institutions Phil M. Ferguson, University of Texas Nathan M. Newmark, University of Illinois T. Y. Lin, University of California c. P. Seiss, University of Illinois G. c. Ernst, University of Neb.raska James Chin, University of Colorado 106 Other A. Amirikian, Bureau of Yards and Docks, Navy R. C. Reese, Consulting Engineer L. Boduroff, Consulting Eng:ineer }lilo Ketchum, Consulting Engineer L. G. Puls, Bureau of Reclamation Robert Sailer, Bureau of Reclamation John Parmakian, Bureau of Reclamation William Wolf, Bureau of Reclamation J. T. Richardson, Bureau of Reclamation Merlin Copen, Bureau of Reclamation L. J. Mitchell, Bureau of Reclamation O. J. Olsen, Bureau of Reclamation Special Me.terj_als anrl Tecl1niques From Educational Institutions E. P. Pfleider, University of Minnesota J. s. Rinehart, Colorado School of Mines N. E. Grosvenor, Colorado School of Mines H. L. Hart:-,,an, Pennsylvania State University R. G. Wuerker, University of Illinois D. G. Rabb, University of California Melvin Harrison, University of California R. T. Tarrice, Stanford Research Institute w. A. Vine, Mont ana School of Mines Other J. F. Shaw, Bureau of Mines J. J. Reed, St. Joseph Lead Company c. w. Livingston, Barodynarnics, Incorporated H. R. Hardy, Canadian Department of Mines w. H. Diment, u. S. Geological Survey L. G. Puls, Bureau of Reclamation E. R. Schultz, Bureau of Reclamation O. L. Rice, Bureau of Reclamo.tion w. R. Judd, Bureau of Reclamation W. H. Irwin, Bureau of Reclamation w. Y. Holland, Bureau of Reclamation George Rouse, Bureau of Reclamation W. E. Schneider, Bureau of Reclamation o. J. Olsen, Bureau of Reclamation 107 Engineering Economics From Educational Institutions Mr. P.H. McGauhey, University of California, Berkeley, California Professor Eugene Grant, Stanford University, Palo Alto, California Other Mr. Alfred R. Golze, Bureau of Reclamation, Washington, D. c. Mr. R. J. Tipton, Denver, Colorado Mr. w. u. Garstka, Bureau of Reclamation, Denver, Colorado Mr. Raymond A. Hill, Los Angeles, California Mr. s. T. Harding, Berkeley, Califoinia Mr. Clair A. Hill, Redding, Califon~ia Mr. J. w. Dixon, Harza Engineering Company, Chicago, Illinois Mr. John R. Riter, Bureau of Reclamation, Denver, ColoradO Mr. Earl Fogarty, Bureau of Reclamation, Denver, Colorado Mr. Wendell Johnson, Corps of Engineers, Omaha., Nebraska Mr. Charles Cocks, Corps of Engineers, Omaha, Nebraska Mr. Win Templeton, Templeton & Link, Salt Lake City, Utah Mr. Eugene w. Heber, Special Asst. Civil Works, Office of Chief of Engineers, Department of the Army, Washington, D. c. Mr. Frank L. Weave r, Chief, River Basins, Bureau of Power, Federal Power Commission, Washington, D. c. 108 Conference on BASIC RESEARCH IN CIVIL ENGINEERING FIELDS AS BELA.TED TO WATER RESOURCES IN RECLA.M/.\.TION Estimated Budget for National Science Foundation Estimated tha.t 70 percent of panelists will be from educational institutions and private organizations •.•••• 42 men Assuming average travel distance of 2,000 miles round trip for 42 men and cost of travel to be $0.07 per mile, cost of travel would be ....••. ..••••••$5,880 Assuming 7 days• time of each individual required for conference, includi ng travel, and $12 per day for subsistence expenses, total expenses would be • • • • .$3,528 Assuming average salary of individuals to be about $13,000 per year or $250 per week, total budget requirement for salaries for 42 would be . • • • • • • • $10,500 Assu.min5 Conference Services Expenses (including publication of report) of .••• -$5,092 Indirect costs . .$2,500 Total budc;et would be , . $27,500 It is assumed that all key men will be Government employees who ,rill be subsidized by their agencies. It is expected that the expenses of all Federal and State Panelists ,rill be paid by their respective organizations. 109 GPO 83600.4 S&C't'IOI VI••llXDlWJLIC LA:eOlWI'ORY BJWCH GUDAL DIS'.ffll'.Btm:VI Womt A. Genera1.De.ar1ij1o~ and IdentU'icati® Cc•t• or thu ottice conaut ot t wo :,l'i..u,ipa.l eleaent•, direct pro.ject ebargea and 1n41l'ect co.ta. Dil'ectt. pro.1.cta oba:rgea are admtolatered t hrough the progru:i proee•• vhil.6 indirect coat• are adJw:l.wtered b1 meant or the Office Budget. Collectivel.Y, indirect coat• are J"eferre4 to u Geenl M1trtbutiWJ Bx.peme and cov«r •••enttal ac:tiv1t1ea vbo811 benet1ta car.mot reuonabl.y be iun'tU'led "1th iD41vi4\'&al proJecta or ae:parawly f1Danced act1rtt1••- General D1at.r1l>ut1ve E~n•e account• ua.t int.he 1.{Jdraulic Le.bo.rator7 are u tollova; aDIRAL DlSTIDWIVI UPIISI ~11~1 9..e~•t:!Y -!!I!~, Benefit• *14. V~l:fare Equ1pment Maintenance Mt•cellaneoua AdJa!t:d•trative :&xpenae I~tlire~t _!!W:!!!!fl"±fll !!J?e•• A&dn11trattve Statt Development Meetinp and Conterenou Technical Intonation_, Denver Teohuical Staff Service, Laboratori~a Technical Staad&rd.8 amt Proceduru ~~auv14e !5?:!!!e J'teld Tra1n1ng M&nualt and. Pul>l1cat1ona 'technical Intormation, Bureauv1de l,abon.t.Ol"f Inveat.l t1CM, Hydr&'Ulto 110 D!SCIUPrIO. or rI':Dt3 D tmllOBT or OilEBAL DI.81.'llIBOTXYE UJ!Rm:lE 0 1'Illl : . B:wabr • Prod:tlction Order ... Actirltz ••. . ; 05 . loyee Jtecognltion : Adainhtr&t1w action by the. Superior hrt°Ol"llll&llCe .ad . : Special Acta SubcQlalittee, Susgeatl Subcoaait.tee• and .• : Boner Avardta S ibceimdttee .• : P:r parattoa ot dtapl.aya, Uc&t1ou, ~., photo- .• : grapba, and all other media that cu be utU1nd far the : recogn1t.1on ~ lo7ee on•the-Job and extra-curriculal :. .: acttVitiea 06 : Preparati011 or diaplays,. p U..catiou, atpa, photograph a, : and otber •41& required tort.be pursuit and ace liah:.. . nt o:t the c1-.11 l>efenae pt"ogratll . ! . 03 .- ! : ll&tntenance and repair or alditon: •ouna. ayste , . : lighting ayet.ea., arui/or opention ot. ?eeC'll'd.blg and : : picture proJect1on equipaen:t. : . 21 ..3306-00-00 : SUPPLDS AID KtSCELLADOOS. MlJIDIIS'l'RATIVE : :aPDB.I . . 10 : Conducting vuiton on tour• ot the office ancl luora.toey . : tac111t:te., •0peu Houae.,• 1napeot1ona, etc.; amludi,na •. : toreip rt•itor• : ·.• Sud)er ... . Aet1nt.z: I ... . - . : 01 ; AM1nktratton--Tecl:n1icel d1Viatona aa.d :Time ea.rd labol" unrelated to any other epec1t1c 1tea ot : branches thu bud& t, proJ.itet, foreign actiTi:t.y, outa..lde apucy, : : or ot r apeo11'tc aet1Tlt7.. U.e Job Sos. 21-3306.0-0-l, :- tor • liea, 2.1•3306-0-0-2 far 4up.11cat ina, 21•3306- .•.. .: 0-0•3 ~or typing pool aervicn :Time ot ~nt personnel spent in iutrmting •tudent• : train • in vork •thoda an4 proceduru : Tise ot atudent•t.ra1neH spent d:urtng orieat&tton period : . 02. : 07 :.Att.etJ.4auco ot l>euver office• loJH• at variou l cturea : e.n4 utratiou or apectal1ae4 aet1rtt1u ... : 22-4403...00-00 : IODL, lW'1'S8lODlT • QD O'llfEB : : C()()J!IB8Afi0K . . • 01 :.Attendance at meetlDp :!ll eba:r'ffln;or &ttel'ldance at aeetinp of nO!:lltaN&u groups . : vhoae · - 1pal obJectiTe u to tester and clinftina:te : : Jtnovledge in fields that &1.d 1n furthering the Bure&u'• : : authori.ud work .. baQl•: Proteolonat, tecbnicu, ... : and aetentitie aoc1et1ea; trad.e ...oetatiou; orpnt- ... : sat.iou promot1Dg 111proffd bum u t>ftCtice•; aa.a . : Federal., and 8',rOUPl " state, civic, other except u a ... : er or &4.nMr ot an 1nteragenc7 coaittee, or .,. eoapect commission ...... • . 22-"'>3-00-00 ; IOIW.., Dl'!IRAGilk:r, dD OTBIR . : COOl'!BA'!IOII : :Tf!cbntc:al p&~ :All cbar1ea tor preparation by :DenYV ~tic• ew:ployees of . : papen apouored by nooBurea g?'l.'.)\lpl w o•• principal : : obJectift 1• to foster and dtaaftillllte Jtnovledge in .. . : fields that aid 1n turther t h Bureau•• authorised ... work. &.usple; Papen prepa.Nd tor aentation be~ore, .• : or publication b1, pro:tea•ional, technical, or •cie:ntit'ic ... : ~1.'1¢iet.1e•, u4. Pederal, atat , or ct"fic grcmpa . : 03 :Other part1ci)'ltion. 1n F 4-ral, at.ate, and : cine gJ"OQ,1,9 ...... • ." .. .,. : 06 :Other partlc1pat1on 1n technical s.roupa :All cbar19 tor part1c1 tion 1n the atfainl ot techD!cal : :. er ecientU'1c aoc1etia or e=9t atten4ance at : pet1!§! ad er:;1on ot tecbntca'IJ!III!!!. · ⅈlea ~ . : Auth.ar1Hd. .ct n · u u ciHleer er cOllld. t or : : a tecbn1cal •oc1et,- tncl'Wtt the re"fleV or papers : : prepared by other than :'f'ff' ottlce aployee• . .• . . ! : . IO'l'E: The t.e ..all char , " a.a WI a.boftl1 c1irect labor (aal.ar7 plus a44it1Ye•); tranaportat1on an per die• where traftl is involved; and other d1rect. cbargea aueh aa stenographtc and. dl.tpltcatiug aerrtcu .. :. ! ~ -g: .• Aet1v11oz .: ( ) . : .+ 01 : Prt•te citi.1,em aXld J."'ePl'e•entat.1 • of' P en.1, atate., : : tamdc1pal., or other pri•:te orpntsattoua, va1t1ng tor ... ; 1.tlfcrt'llial d.lac •icm• of technical p.rob1-a related to : : JSUN!!&U ,rork .,. :: Preparation ct let:tere or cl&ta 01'l 4U1P, .apeciticat1oua, .• : or ot er tecb.111.cal lutQl"llltion 1a. ~ e to 1nqulr'1e• ... : frm Pt'1-'fllt4 etttsea am repreNCtAUYN ot rea.ra1., : •tate, llllGic1 , or ot. 1 - te oreanbationa ·.• 03 collection &'ad. pnpva'tion o-r at4lt.istift.l. 4ata u . : requ1nd to c .ply wltb ftCl\lUi. 'tor ...1atauce 1n . general publieat.S. )IIINticm, or tor tb o:peclttc : .: r uaat or a prt.•t.e olttsen. or .npreNnta'ti'f'U o'f : Ped~rel~ •tate, atoipel,, o-r otbel" private orp.n!At:tom .... : P:repuati ot arti.clu aa1. Jlll:pen tar l1eat1on ot.uer ... :: t.ba. 'bnoae preparea. tor preaatat.lo at. 11eet1riaa, Yhleh : N"e. llm1te4 to ~n'ffr otfilie actlvt:t1.. , o.r apectr1c . : r sta at iftte c1tiseu,. re untatS.ftll of F ural : : atate., atmictpal, OF ot.hff> private orgu:lsatii •" : . :Preparat.ioD, n:ri, ' editi , •ml t.10G or •tvi&l * : prep&rti\ b7 Jur.•u nomael rcr ftl"tou engto.eer:tng .: -~ :Preparat.1ou, revt..-,. ecU.t.in&, &ad repr llCtlon ot •terl.al . : p~ b7 B eau peno l tor Y&l'1mw techn1c:al : :~ : . J . : Act1v1tz . • • ... 22-"05..00-00 :-nc-u-. ™ TAn n . :C t 1md.n& no Ject techn1cal act1rtti •, duip and. : : ecmatruct.ioa techniw,.e• and kt&,. i-elated to aeco-.pliah- .. : t ot the cm"Nnt )'Uil" • • pro ·, tor v:b.1.dl proYisl.oa •. : u not. -.de •laevbere· in thS. chart ot aeoounta ! . :AnSntatration c.OOl"df.nation or t. en . ot Jrainten- ". : UC J!l"oSl'U Nq,U1.red by Part 23l ..2,.3. ~tioua.. .• : :Cxiat proJ t. lftruet s ant\ taeilftt • are uam.ned : : binnial.1,7 bJ' the re&1one 111th reJ!NMDt&t1YN .of the . : Ani•tant. Collld•toner an4 Chiet &ngillff.r part1c1p&t •. : ffr1 •1xth ,-.r. Beporta ve wtt t!.t.l.e4 •Cou.4tttn : ot ar v,,4/ar Mluo:r Irrtgatt.on Svuct and : hciU:t1ea.. : : .• :Prepl;rat1on of nev •t.ai:ldar • lttcat.i.o'u : thereto ... .• :Vriti , reYie , ~1 , •terial. 1u .• : f"1l:lal fora t"or illtilig. ( ee 23~5505-00-00 -ror ... : Printing, Datr:S: ut1on, •tc.) . 0) . ..• ! 17 :BIIN:&u. ot ...... "' . : ,.. t;a I ... 23-5502...00-00 : tJCBllC& Dl'CIDll!'ZQI 8DVJCl8...... auaulJ ..•· ; 01 : Jnp.nt.tlon and diaplA7 of dbibits ; ... ·03 ; ~t1on ot replt• to 1nquS.r1a f"arww&M b7 the :. : rec:s.ou, otttoe, act.nut£ ;tional ". : orpnls&tl.om, •tc•, ltotb d.ol!INtSe fore1 • PN- ... : pe.ratl ot ftl"lou ~ u; atattla of tract : : d'U'U,. coma-tructtcm .~., m:mml "PC)J"t data., etc. : : : Talaalattona t.'4 ata on • atl"uc . ~or •J•mo:•, .• : enc,clope41u,,. aa4 ~r a11tllar Ucatt ..• ': Artlcla .. plptl"IS : Pl'ept.N4 or e41te4 tor ·t.e, BUNJIL1l ,.._..1; ~ t : :lacluu ~ tor a'ttan4ance •t ...tlnp :... : : : lrle.ttm loaa teata ta large ta; • lelaent 1utora• ..• : tton cwr,t eapactt or waa omNt.e .Uaed. . .: eonftyanna; •ter cal.et .._.t 111 41aeau : : linnl at of caYl.ta'-1ml 1rn.p to pta., .i-.,, .: : plpU, eomutta; air or atphoaa. etc • .. u : at tee an4 tuw to dewlo.f \rate :,raetk&l • ; ot appl;r111& certafJl c~ to th aurtac:e or . .• 1 J.u or •tv to illldl>:lt ·~t ot •ta . . : !1l1a ilm>l'fttl tcm1c a ebed eff. ta to tub, t'owl., l : •ter ,iauta, etc ... . .:. " • U' • • : I. .• : : 23•S~: = : (Cont• ) . J.6 :StaUea ·to aolff 'W'Uioa11 o or ae4111111dat1on problne 1 1 ~ tnclmlns •U'l ..,Un&, *G'N4&timl ~~ton, l : raffYOtr N4.illentat1oo. lfbeN at.lllUH ln:,ol.ve; loaa : of cafll,01t1ea t,o stlUq; bank • l ' : PJ"O U ; nd. eurc• of •Ut,; 4eW1'111m.ng t t : loeatioM tor c tructlng 1Dtab 41ftl.'don vot"b; .• : ~tecta .of ae41aent. ¥ et.al. srovt • Sn c....i.., •* : ditcba and - irnaJlte4 lam. : .•· 1a :V..ter ..,,tt_r11'1:lr 4.s'dc• :St~ O't 8IU1ll" 4"!.c• to ...i tbe ~ ueaelt7 : ; tor curateiy Wl'll1n1Dg and ace mg for f.rnaat1on : : ater uli to a..tri 10l1 •rsta. · to ul.t.t•t• ... : C0!11111ff8., 8tll41 iDcl.alea ri.c• · OIi, iDternllt1omJ. •.. : ·l,C:Opll; ~ &cc\U'IICJ' M4 ap,pl.ka.b:Utty ot a.tYic•• . : aD4 • b1 16cratm7 and. t .t.14 pn,cectura; 4efflop ". ; new •thou; •iatatn . ttoml u.pr'O'faetlt ... : pr.ogr&1III . •. 19 : 'J'.onJ:'- t c--.1 l : f'roll tJm grov1q ~ o.t' lt»a ~ • : watu- · ._,... fNMt caml• the !DcJ'Na1D8 ...,. .: coat. of coa'-NCtirac ,camla Jatenla ntttdeatl,7 : : Dtffti&ht. to ff lol to & at .. S,.Uic : = .t.wtt.. 111C : ..~rut, of upllal~ 11.nSnga; ••I.a- •·..~ : tton r4 c:rack Olltmta; :toalte H1d11&•; * : •flll•tion ot lutlc tlla 1111\'llp; ww eroeion tests t • on ca&a1 aou.-, 4atecUon .~ pcd.nta of ...,... tr ,.. : caaala : : :. .a ... # : .4 01 :1-,... , ·-.1illellt...... C~p eam:act ;.Mm:a11ltnt of p.raoaa ana' pa:ntolJ11ttoa, t.Dcl 1 • : )IU"tklp.t.loa ot NJ el.A,t :,rem.at ~ fiet : : o er ! •tert&l coll.qa : .. ~ :Ceatal BOIU..,S of C11'1l ~• a.aiau:•H :J'Npare ...s.m.tioD Nttft1iu.e,a, ft~ - ,. : r:!f!!:t.en1 etc. ... B. peeial .Act.irttu• : a..s;i.tiiili • : inf' 4tr : Ot : .aocietl : . . .• -... Mart.in :Fellow, 1&t1on to:r : Colorado !:lecre1:al'J, tt.in CCIIIS. t.tee, . . : te• l>ivuton, : ... Gii .• : : : on tar lliullf .., t .n : ... :t U'nlt, ..• 1n uclear : : • vw.-;a. le 1 •.. . : ture•, .ASCI . .• . :..._., !'ult. l'Ol'ce • .t ... . : tr~IVj iiio • : Member J iici 1 :eoioiilo :iieiiier, .• t ! : Conilutta, ... .• . : Coonaill'llan r : : . ... ,.. .• . : : .. : ... .• . . i I· "' t• 8 • :iieii&r, isd . : .• : : . . : . ; : : . :~l .... : in :f''m.mdft . othu achtdoal -: pra.teui-0 : OthAtr : aoeietie• Ol"il!5!!'tio : e9!'0eft' : ,, .. .. b t : Col.gate : :5002 B.ec...-rob ._~lops.ant. Uuit, mt :Colarlld.o : ..._., Tuk For e on Aerated now, ASC : Atte WO ·1iffb C'om'M 1n ~e : :lfelll:l.er,. fuk Pone cm C&vttatlon., .uc:s - ~- . ·- : ODIi : . ··- : Dltwlopleat ao4 Testa, China take, : t hnteal paper for ... . . J .. : Ca.U:f . !a : .:~tea. D1..-1a~ASCX : Lcmtroii ·So&it-1 !Li'& ico'loru.o : • m.'MI' Goiii · ,._- tor t ;U. • la'ftl ft'ft, C1Yll .Engineer Cor,.,: : ly4ravl1a 1M:¥1eion,, A8CI • : Uni~ C'.19•150' : :Two weeb tour ot 4.aty ln t.he C1T1l : ". : Bng1Deer1Dg Corpa ot the Y&l leaU?eS : : u ,ec,1&1 Aaa1atant to the ~ ot ; : : 'far au4 Docu .. · Y• b .• .• .• ; ... ! :i.iairi 'fiitenatm &cciatlon ,~ ;i,fialniii,'fieiiiilc:iii lcttiitiii coiiimittee, i. ~c 8ua.:r.eh : : . U. S .. Wat.1on&l CQllld.tt.ee, 1ntemat1onal : :~, U. .. COllllt~tee, .Ioternat1oo&l . : Coat.••ton on Irript'lon J1rai.uge . : Comiuton on lrrtptton -am ~ ! :lenewd abotrt 25 JapeN o be publ1• d : :Jleaer o.. .. Coalttee on tarp n.. ot : in technical outlet. . :: tbe Internat1oml Ooma:lulon on I.arge . : . : DIM : ... :Neslte:r, a.claatiou ecbn1cal Club . .. :lluber, l'oltt" St.e.t.eAJ lttiO,tton Coanctl .• :JlelllMlr' Soc1•~ or n . . arla:on :Fe. :Bee tton :Color&dO :ch&S.nllln,, COllllll.twe on Be41amtation, . t 5002 Bn•reh De'M1op11tnt- Unit USA : (lhlgl.neer ana : yclraulic• DiYhloD:• ASCI. .&rranged ·• :Pour.. 8tatu Irr1ga\1on C.ouac1l : I.ad. 8Vftyor) : 1/2-a.1 uaat · tor B:,4raw..1c 1>1Yia1on, ...... • : ASCE Couf'e.rerace, M7 1959, Port- Collins . . . : Two week• t our ot ltf.11tarJ' Ot.tty, lauaa • •. : C1ty Dlatrict, ~ or ln&1nftn. Spe11.t . ... ." : time in eaoh or EngSDMriag Conatruction . .• ... : Suppl)' and B.e&l S.tate Jlranehes • ..• . . :lupect.ed cou.truction of 7 Atlu Miuil• : • ,. : .• • : 81tea, wrote report on tour . _.,., ·-~ - .£ • ...... : liattirilili" : 1ue : 1nr~ : : •o,d.ettu : : Sc uur:. · er, .. • e .• •. : • • !. " • ;m, !!Uk F< km" of Ccbn1ve : •tw1a1a, :C-,lete4 clunorlt u4 DOW vcrklaa on .. : : 1a ad. • venit.y ... .1-t.J.onal ate work tn .. :t •ter at· . •lea .•-...-,..__* £? ... ,tlj~'IU-, 'J.ll .• ."' : Traf.111: . , ... : :. : .• . .• :. . ... -~ . .. • *· " ... .•. ... .• ; ; :; :C.Tf.ta\i 8I\CI. Yl'bn.tf.on StllliN :~th Coqru•, htercat1cnal iito 'M U.. 1n ~ : tor• C7111t.t1le Gate Das~. tor : .t.uocs.tloo t:or S,4n.vlle-au.reh, ; 8th Conan•, UD : Btcb au 4a : Jl:mtNal, CaNda., AUS\18t 19'9 .: -tPllcua!Da on Ma P11tV· "Canta•· : : PdtU..be4 lfllrch 1960 JOQl'Ml, Buie : timl-Sf'he:t ca Dlto_... Coef1J.- : : Baaf.neer1Da, ;; 01-t ot tbe ~ o.ruice : ; J Plate" : ; :~Cbllacteruttu of Gate :~MC& Cotnen~ion, 1956 : llant .1"9:'il'carllel, _ · : Sl.otlt : : :S,4:ralll1a Dtflakm, ..ISCB tWlq CloM c.t~ _.. ~Denwr, Cooat.ruct.1oa ~ :P*U.hed. In C. s. C. hoc~ Ootat...,.,.!!!9 1960 t ... ::SUnder~-ftalf · le · . of iloited. . ,:da iiiielu . · 'mlUona,a · ' : ~1m llittlbff i!J'9 Joiii.iil, : SpiJJ.WaJ' hcket ._.., DIHipl- : J"ebn&r7 9•1.3, l.959 : ~u »f'fittor.l· :Ma ;, ~ (~vlth G. L. : ; ; B f.ehle7) : : . :Iaprofll4 1~Pltp :8tb •\toaal Contenace, lly4ra1alic :; PaU.hed ·fttlHI" 1959 JOU'Jll&l, i uetai. (coa~ vi.th T. ,. .: m.-,1atcm, ASCS, rort ColU.M, :. &yvaul1c• Dlri.atm : oae) : Col;Qf&40, Jul.J 1... 3, 19!>9 : :!he ~ . a.Sp ot ~t:Beao MCa Coonat:ton.., June 1960 : ulllllt:t.ed tor po.bllcatton 1u : Yalft lt.illln& lutaa ( • :: ~ J)S;rialon JO\ll"Ml .&SCI ; vital Q. L. hh!hley) : : :!be Bydnullc Labaratm7 tu. :Boul4er, tJnlyenit7 of Colon4o :'?alk t.o t.'Udent Chapter ASCI : Bee:lMlt.1.cn Bnglneerl.Dg : .lpi.l 27, 1960 : 1Be,ort fNllll Col.ond.O lmtion A8C8.,:aeno ABCB Con'ftat.1on, Juae 1.960 :Paper~ (m a.ence or i Attltu4e ot hl/Jlic: 'Pml• ; : a. a .. Marta). Paper ~ ,, t 'fovm'4 A.cti't'lt, of Public : : Comt·ttee appoluted ·i,y Color&4o , l.o:,ua in Jlirofenloal : :, Section. MCB :: Soctetta :. ; · • st n t ...,., ;tea : ·: . - i1ta m.n.to MK3 :.Cad t1 --· ot :Pitta CoaMnt.ion , l~ : 11•be4 1959 Jounal, • Cotlcrete .,... : t B)'4:nwl1ea · dat · &SC.I .eaue. atteot :t.roi or :Col.a.N4o .flprlnp, Co1onAo tta or: : Ca.Yi't.a't ~ : Jllt.UODll iet7 ~ Jtrof, •tonal 1 : ~ ~~ -- · ~16,a- i .. :f w;&.;iil:G &iii - ol i1ott4Mi ! ~ e nut.1oa, ; ,~&;m, 1§59 .irn, : Spill.lfllJ' U le 1,a- .: Pebruar7 9-13, 1959 i a,m,&ulie9 IJ:1-.Ul : tor (e~. ¥1th A. J,. , : , Pitterb.) : r :~ draullo or ...in,a ASCZ CoaY~# 1960 ::tiUD1111tte4 r Ucatton 111 : Yalw 'tllltng llulm (contbondt ; a,4:raullca D1n•loll Journal ~ t 1dtb ... . J. hte~ : t :Jiid.4 ii.ow- .Giloir ' :Cari&Ula, &iaoii, •• , • &iii'uuee ; !c:~ rm Gi.iuiieii.ii of :•· ot 1. ':t ei,~ '!P:9: l2§2:Niili": . . bel, ' &iiiai. . t~ lo. Uci· I ¥ I:~ • l.2i, : Irrlptton V&ter : : J.9'9, hper • 'frua11.latecl to : : : CbtMN- -.,- ter Cb aa4 . U.s : : : in fl.a atw Cc:mNrYancy terl.7, : : : Seriu a, 'f-01. 1, 1960 'fh : Sydrul.1.o fe:r:tiM""ZI~ Cont'd : ~ : ; ' ta :Wor-J,4 PNrct!c in ta ... : naton, Ammal -- Jae 1960 Jam-1'111.1, lrrtgat10tl : men , c · uol at. the J'a'ta : Oo.~ 1959 tap Ql..S..icm. l ' : ' '' Carl : 5iiaiific it.liil• '° SwLi ' i · ~t.lo of iii&fii1 1 -: n.tsn c,:,t tor qt · tff1 : 1D 1tawr-• · 11A C , , : : Jak. U4 Jett., 71 · tor : A t. 1959, · treal., O&raade : : Cbamrel.Sa,loo 1a hZ'S : : :: t. ~,.. ot s;lfal.k at· 26 r .• : or Becluatt . : tra.'J.DeM troa 9 f'Oftign COW'1t:'.1u, : : : B ~ .lalation, vwr, .".. ~ ,: :!!!!!!!:t ul-~ . . t~" . ' . :NSniliii Eirni.- 1§~ loviiir, t 11'lTauU.c• 1'!.Y!.81 , ] R ! •. .-s .. , 11&.!tat ' Ji.£ ' ~ . : Jl1gh BN4 , Ai"to..-11•--" : .. " ."' . ; •.. ..• . " • -• '1 ·..• .• 3. 9ftCW. DCOIUlS AB MLmmOIII Wot lcm io~ an WhM1 to ne°'4 eipUlCJIID.\ uwJ.o,lalnt.lt t.n teft1D&, l"HNNh, u4 •t.v4lea t.n tAe 1.Montart uA tn the ti•l4. !b.e f>ollowJ.ng tU. "" tuan 4Wilal ,._.. uffict.u, .Utine -. 4ou m mo.t uu t.o ~l.J t4fttU7 tho fU.. u4 b41.· . h the ~tao:t ..,_.ta of tu tetta. ~. B1ftl" . •'e!e hoat!t, tl.e ~ 0.-1: 414&1• II04el of left tunnel tltp buckn-'50 tMt col.w t'1.ll1 au t, 16 u4 6lt. r,..., ,w .econ4•-Ga..,,.• oow tiow lMvt.q blacnt., JU•PB &ll.4/0f' ht't 1n, left ftD10 ...u, 84 •uteftlll riwr ctbamael•~ ed.1te4 .. Cat~ 'f!U!l .·f.N>b!! 'h'Uity Du &,s.11'11&7••lt8o NW IIOdel ot flip nt••lOO t•t, col.ff fU.1 •11.ent, 16 true• pa , ...._, 1bow tlow tl'OII ru, \nlOb\ tor Mftft.1 4.ucha:rga-aot 141.td• . I!! 9e!e, rr,o4.at !tdu lhtt.tN 0. Ot.l"tln WOl'U-1•30 • .i.. II04el ot outil.et YOftl u4 1ttlUD& --~ f..-, oololt tU.1 •tlnt, 16 ,.._. JG' h(IOd• _.. ROW flaw lo pt. Nett.cm ud. .-tii'.U,llll buln•4.0t e41td. ~Uov,iet, ,AW . ,~l!!.!i ~Sn.a-.~ Jro4eot 2,0 t•t, 4olo.r tU., •U..Ct, 16 tr••e• per 1eoad lcew thOI' ,rototne ao,.n DIii -,m..,, ,owJ.7lant .. ~, V(JJ'Q in .,...tlol'i u.4 ~ hollow•~t , .., .. ...-- val:v. ·•t.UU.ng buln ill ~,icm•...Uted -4. tl:tle4. :::=:;:;;~.. nc •l'.ror!«si:. rr• , r • 1w Cout Ca4u!t-Spcrll.Da ·C.~ w.t@ •ter. 30 t-nt, col.a, fll.11, •U.nt, 16 ara4 21f. ~ , ncod.-~'to1'7 tU. of -h 1Vlati Of •Jn'd" pan In ..- box on l•lnoh p,opcU. •teJ"•-oot .Ut.a. ia, oor, 100~•:11 ~ ·,·,~1·· r ,n~,,-&,, If 111 I 1J !lia! I f!f1l 1, ~l}!IJiil; i!~ . If E!!i: if't•=.•.f ·'·j.'l'.•· .11, Q!.._ov•o«tf. Uf ·. h~11li~ /h:!u :J! 1:~nl t11;1 . ,f: f! ! iais f A... .. '''I'' ff.... .,I;' ... --~ ::.1:.. ' 1 ~ ·~o. 1-fj f iff11;; !a,J[; :piiJf~, }:.. ~.. II. 1.· 'h r 1Jt'.1!.i ;httl -,.....·. ;. 'tL· . ~s, .,~lit= 1fl!ii ,.,u,.ffE l,·i' ~=1i1,~,o~~ :.. .. 15. t,i: =. a; .. ,•='.. 1 tfi.!ti I' .g ,. . ·. ,i '"'(1 r let' J ti '·'1·.·· ' ·.1 fl~. 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PhotoP!fh! lp,ft!EJ Ve!k, tpr l>\sllO Intonat10n IJdftul.to UboratoJ.7 oopm1~ vS.tb tu !acbntcal lnfonattou Brnc:h bl ~ tor otocra, · ot l&boJ'atarr • t.acl1u to be \Mltl4. i.11 . lie lntonat Nlt&a•• • a.JMIWd ....la bU "91\ "-~-l'i• ot . to-4at.e tosra,blc Ul.wst:ratiout ot ~t.ol'J work 1n tbtJ &mtloJMllt o'l wat•r l"UWNn in tbe Wot. 1n llllplailutation of ,lll'tUIU pho tNPha to Olffl-~ ,,. MLICAftOII AD DL DJIOl!I ' aatJE) WRllG ft60 L&'bora~l!R ..· . .:=It,:::,:;:;::;; ~ m"'"4 IJ4.rl."1tc llofAl ltacU.e• of Paoa.Sa ...-. lpillva, tin vwu-~ 19, 19'9 ,i. L. Beioblef 127 ~ t 1V s h 8tucS.7 os,. StUlin& luf.u, IDffC1 Dullpatcw1, anA ANootate4 · aaace•s · Um 8; \llllni. -..u tor If.ah ,Onlat Wont, t1Ulisiag lol.low'°""et •a:tve Control (._lD nu), April 18, 1960 G. Ju Be1cbuy A• J.. hterJr& ~ llodel ltv41• ot !vitcheU (v.q,u.ro) »... a04 Outl.*1. voru-Bauta *2-ia JroJ t, C.ut.Oftd.a~ 20; 19,9 ,~ Ml:Jlel ltlr41U ot the ~u &n4 11us.e.., ot ¥oat.ton 1>1-.nt.on u..a-..JU.al0\U"1 JilV BU11l :hoJtlot, lansau•-J\11)'' 8, 1959 1. • .l .. Doqe ~ Nodal It: • t \he li,Ul-, OUtlat Vora t'I# MattlU.• a.... ~ tivv P.roJeot, ·.....,... 1, 1959 \ ~ie ModAal lt.U.• ot lbd.ehUl Du '·I o :ti.t Wwu Mo41ttcation•-kpteuer 16, 1959 G. Io S.ichley \ \ 1\\ ~ Model ~ tor the lebab1Utatton ' ot th-Otatlllt Work# am ill-, 'for Sher . .._ Lake llua, Milk IU.VU fro.1eot, tua•• i Aup1t 7, l9S9 v. , .. 1-ona, ~ •. lD-455 ~ *4el. Stwli• ot llMtnl.n lut Otl'ilet woru-eeptabv ee, 19,9 Km.it.60 l'rictlon Faotoi-• t• WP C tat Jlowtng \ hll•.... (Rl.,atna, ..._.ink U4 IU\ Delaar1t \ 'PlM,-JA, V4l'ber Coal.ff lip)Mm. ao& iSan D1qo .~t)-~ i-fllNb a., 1960 J,. C:. I "'ur a. a. Diner 111>... ~14 No4el h 1ff ot ti. X.laa4 Ben Coutrol Cl&te• .._. -, Pro~-• l**J :tail\11. lrdro•llAot.:ric A\ltboltlty- lQtt.ralia•-Qril 11, 1960 W. l'. SUIIIOU, lr • ..am,..8 ft\lM Tetu U.Si!I M•l.3 w Detmaine the ll•linc atteot,. 1ou trca Bl.Mk. ~ lntl&atl.Oll M•tnct, l4ab0•• ,Alril 1,, 1959 , • .,,. lager !!J!!! ~. Puhlic:ati ~ , , l.,,.oftt4 . l »11,-, 1lip lllCketa (• paper ~nw at tbe lllhth ktlOMl ont~, l,tnulJ.c• D1'fhion., NJCS, Colonulo . -~ Un.1.venu.7, Yo:rt Cell , Col.on4o ~ 30• Jul,f 3, 1959 ! " J • Jlhone A. J. hteru World. 11-Mtt t.n V..teJ" ...... _Dt an4 Cant1"ol at. tu hn t (• PIJel" PNHnted at 1l'Mt , o. C. ConftD ·1cm t4 t1* A8a»1 OotoNr 19 31 19'9) (8.,....tde• P.Al'.-99) C. V, 'l'homu ~le t -•• to Oftel.Op Duigu OrlterSa tor • or ltNl Jack Jett,. rs.e1a. t Cbl.maU•tlou la u.-. (O t.ribution .~ for ·u. 8a!la'R "!r~tl.on ot Mata~ 1n Water" at the llahth C ua ot ta lDtenat.1-oual Al• 1&tton t« a,uauU~ --.rch, A· \ 2W91 195 -, in tn&l, Ca.uc\a) &. J. Carlson Jiloa.ttla friarU, h~ot Oil the a.,aou. lulber (A pap«r pre.-w at ~ l9S9 Auual conve11t1on1 -, ub:1.ncton, D.. C. Oa~ 19 3, 19'9) v. P. as..mon., Jr. lttec kdJ.Mnt oa a bot ~ -.u. (J. paper PftNIS't at T.bift\ •ttonal ...tt.q Of tho 'WMA ocutr or 1ea, ", Colorad.o, reff'UU'7 1245; 1960 1. i. Otto ,. F. bpr lat~t!on t~ ...,... at a Opaft.tt J>eaouw.tlon or fll• I ~ttc Fl.OVMter (lf.yt Loe •tu) U\ ~ l\tN&U of lula.tiott Jl711lc..*2Uo fAl>on.tory I · , iaa1*7 211 J.960 ll. B. Dutff Cua1 Lilliq t.-.tq...... a.lena Y.U.7 UDlt- JCialOU'r1 U'm." luin hOJ · -~ -, 1960 (lluionn4- to Chief; l)'Ua\ll.lct ltaboN.tor, In.Deb) W• B • Nelll'M,J '\ • J. Cerlaon .... ,-, · 1na r.s.1.unt-~ c~.. Dall-· · 22., l9S9 (~ to CblefI s,4raul.ie lialiOratorr Jh:'Qch, Jlal.1 31, 1959) BUtlll.TCb. lnii__.lna ..tho41 aD4 Mate~lalJ Ju..-:1:11960 ... . 1e4 &D4 te4 1n Brd,r&ulic JA.lM:>ntoey Brcch J. Q. Scbuater V • I* Mcl1J'ne7 fntnl~· P&rticf.pat.1on b. tu li&hth •ttODll Conf41Nace, · ~ D1Tl•ioll, • larad.o tat. Univentt1, rort ColUba> , Colora4o .. -J\Jl.J 1 ...3, 1959 (.lul.7 1~,1959) •• J. Peterka 't ' J. Rbt)illt!t contnu.4 teat r•leu • tb:tOUlh Glendo nu :ti.t worn a1'l4 ~t-~ Vnlt.-JU.a•ovt Jt,v luin ~t (Jul.J 1'., 19'9) v •• v....- Meul#Ulellt of cutlet »Sle ..Uol4 hea4 .lollff a · •l.14e pte ~to 4onpt.lll. ••h.'U....a.e. Ou ~tlet lforb~ Jlro.1eot (a.,tabff 22, 1959) .... ~ At • &t the 11&btll co . or th• ll'lte'l'•tto::..al Aoociatlon tar IJdN,ulto · ...... _\Nl'al Q\W , Cat4a-.A t a349, 19'9 (October 1,, 19'9.S c. w. !horat lanioipl.tloa in bfd,'raullc •ta oa prowtn,t !'un.Ml •o. 10 of Port Dl,a.o,,A: t 10-13• 1959, pafGt'lll4 b7 CQl'JW of 'bg!neen, U.. 8. Ar-, ( tobff 13, 19S,) CIIDIJ. LS.ntq l t \lllUet- atuila V..U.,, UD1t•.. 1ovt Bi~ luin ho.Sect (lo,-ber 121 19'9) 130 At~e at.,-. l tor a:ncuttvea ecmtaezae•••Ocrtokr 21•30, 19'9•..At ll1'tJiOt fonn Ia c~ U&J> BYa · nu, Colcmldo (•o 13, 1959) At~ at ttrat trt«QD1a.l. !ltohu:.leal Cootennac• on lffilt.UOG, llrd-ae J'loo4 Coutrol•..amo, •W4a•• *,J 11•12, 19S9-•V1&1t to hlt 11.:nw Pro,eo:t; ~. Nl&ti• to £CCL hot;NII -4 to o ~ At~• at AMJ1.eM Sooi•tr of ClVU ~ eon~tlou-W..b.tqtoa, ». c.-...o. r 194.J, l.959 (1)eQ ber ll; 19'9) a. J. 1ane1 • M. Nal"tin :Poucllna ...,._ tata •inl Chem.1-1. S..iant · •13, lateral 10.2 _,1PIU ...... Jllaok Canyoo ~ta.tion Dutl"t ,, tonr-oo,t Ca.al Mnt.n1 Proaraa (I'•~ 8, l.'60) iu,.ott.on aDd NJll,V of 4Uiag9 &NM le CQQCN11;4, exit tro\l&htt ol ~ itl~te amt r ouU•'t••• Gr&1!14 Ccml.ff ~-:laain ho~\ (JebJ'Uary 91 1960) •• '.f. Leril J, w. lall '.furblue 41Ml'IU'i cal~Nlt.lou....Qa~ ~11,o:t-• Weber luiit hoJ•t (h~ a!t.. 1960} • B. xter Coll«S* tut.~ (lfu'ch ,, 19'0) l'bl4 tetW to Ye1op :t.. OD C011W7ancte oa itie• ot llrp caal1 :IA th• Col 1A 1n P.ro~t (~ 29, 1960) o. v. 'lhcau ot&tloa ~lug 71•14 Ao•~ to Ja-.,0 l>P•• Ool.orti40 1'fff ltorace h'oJe,c1i (JII.Hb. 31, 1960) ~ to de•p4 eommaw nrtua at 4.uebu'p •D4a ot outlet · uttt•. Coulee DI.a-Col 1a lulr. Pro,Sct (April 1,, 19fi0) D. Cola,ite e. :1. Selan4e7 rul4 •• to 4.e'Yelop ata on coaffYUCI• c-,.01t1e1 ot l.uae ctmlLlA s.n tb.e Col J.a But.a ~t (JlaT 3, 1960) c. v .. fhmu IU.ttna uve•t.1Pttom-Lowe-co.t ea.i Lt,.sna 1:rocraa... - lortb Platte l'roJeot (Jfa:J' 101 1960) Ch V. ftoaa At~• at aNtU28 ·id l4:u4 ot eomtw.turt.t-ton. lattt ot 1174r&ulio a.e&l'Oh* Xat1a CS.tr, Ion•• *' 18, 1960 (J .10, 1960') a. •· Mu-tin DC!ltll ffll••PDIOIDL !!le:? .wt.·~~~ Karow. •· IIN'tta, ·uca, NBCZ J-• W• ..U, ' NSOI. Cberln w. ~, I lllal Al:dn J • Ptttena, ·- , .. Carllosl,, 11e1 • ..,. WUltu & .. ~, . , Jf8CI J'14k C. Sobullter 1 , IIIJCI GlAnm L.. l•S.OtwtJ, , lobert •• ~, .wv11~ Col.pt., B8CI runt»,.~. WU"l'e B • b'u71 , IIICI !bOIIU J. ~I VS.USU , • SIVIOD.a1 lua.U A. Dolp1 h,1 klloe llatlcbVd., ISC81 Eel ._... • IAScla, l8QI JulQ' 1.- 11aa, NCI Bobvt I. lualdoh HOWN'4. Jl, 8~ 3.... 1 • .,,.., ,. ,. A*J'UCh J..ava~on 1960 ThocN I. Vnd.erbriu1 lt\ldftt 'fl'winM (a,ctnul.to lffatl:lettr} GI .., Um.ftt"•it7 of Wiloouaf.tl .• lo enginftN troa t.ta.lvenltf f'acNl.tl vere eatplo,-4 d.'l.\rlq the •umman o'f 19S9 u4 l.960. 132 ,liate J. Strnabu atcbllr4 L. Vlaht ~a. WdMn R1chwd &. ooa• l)oul.4 G. llW'Jk ·Quf Broat&Mn Duane P. lelaon larrJ' •· Jlw.aensa oacar J. lolu."ff huk r. 11cint1re 41 e11 D. Vb1 Merlin C. VUlialu B•••U . -~Y JI01111:r Jack Overton Sheldon O. :farbr X>u.117 L. nag ·Total Pff-.amt a:amal ,~ la.l1tar)' On ... 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Adldn. bpeaae s 1.0: 0.5: O,Jt o.iu 0.9, 0.2 f 0.5 I 0.5 I ii DIVXSIOI a, IIOD&IRDD J.aOIIA'f01UIS•-Cont1mae4 i•) ,hl'd•n~ of J.uor,,M.atrl ut~,Mz 11, 1J52 tllro;ge 4 301 jffl . , : l I: I t l t I ~Dil~IIPIIBI-~ l l t ; : f : I 't'OfA1,a..Cont •4 t t 1 : : s a : t l I: I S I l t # lnUNet Bnli~ ... ;f !1•2 ;u.oi10,1113.6i a:2: ! ~.o : I ;i.~,2: *·•a: A+SmSnut:re:t.1oa 1 17.3 * 2.9s 3.51 3.s, 3.9, a.a t 3.91 3.s. l I l S t % ; l t tatt 0tW1: : 0.2: 0.2, 0.11 2.1, 1.11 -- , o.6t 0.7, : I It l S : S t Proteutoml,. Xntenaem:,, , i : : i ; t 1 : • Other Coopantton t 7.4 : 5.11 1.31 3.7; it..2, 0.2 : 3.lt: 3.5: ! 1 SI & I f I t fhch. Iato .. 1en...... J)ltnver ; l.2: 0,9t 2.0, 1..9, l..61 -- z 1.31 l.3t t f S : I I • 1: t T.eh. Statt &av.•... Lilb• ; l,l. t 1.51 2.61 2.ls 1.51 ... f 1.71' 1.;~ I l l & I t l J C Teeb •. atutar41 • Proa•tlftll; ... : o.lu o.6: .... i ,1.21 ..... • 0.3: o.Ju _,.: ___ ...,_.,._·----~------~- ______... __ _ ··11 " I I : l l t '8,500 t75,.233. 1- : t i f I I I S I ; I 11000 I .,.... 1 l I I I S S f l l'oretp _Ao:ttdt~ J o.1,700 dl.,3'7 .28 : # I ; : ' : : i J:i•l;d !!E· :Lab. '1':ra!:Pi!I 132..8203..0..0-1 i l60 t 36.03 : : t t I t t : t '32-89()0-0- S I : S I ) l l t : : !!!lom hnetita & Vtlt_.. : i : 1 ; ~1H rMoinltlon · fa1 ...3301..o..o., • 50 : m.32 ; : , C1Y1l. J)etftM ,a:rticd,• l -6 t I i l t pation ; I t # I l ..• f i : i • r : J,$:)0 ; 3,593,..~ I t : 35 : )\.,S :. : • : t t t ' : ; : t I 20''(.17 : ': s : 3,63, t 3,833 .. 26 s : ; l I t I . s 1 •.. ~T,M Main'° .. • AJ.tffll... ,ai.... 3303..o.-0- 105 t 158.71 • t 0!19 . . I : l I ; ; : ' : l = !UC,. :Y!!P!f!:::!t.1ft t , t i I !!I!!!! I I l l t Loor&tcn7 • OttS.ce t®ftl21-33Q6.0-0•l0: 900 i 862 .. 39 : f I I : Ad:Jf.u:1•'tn.\1t.>U•~ ta2..JM00..0...0•l : 9,800 t 8,038.a.6 t .• ; s : : ..• • ·tat:t Dffesa.t I : I I : .,.i~t ~MG' ~-4401..0-0-1 i : '71.86 I llotatf.Oll eqi.tlMI" .... -a t 2,11,0 i a,048.,3 i A4.Srdsttatlft Tl"&lld.nl 1 -10 t 3,000 1 2,16,.)6 t I ; 5,lt.,0 I -,391.77 $ ; • : a Jatun I l I ; Pr<>fNf - • lllt«f,!l!•Z ., I t t l .• o~tioq-;;;;;co,s~ •a . # : l : t ,..~ • I 22-"<)3...o.,..o.a i 1,600 1 983.80 s : I 1.a.n.1. State I cS.Yl ; •3 : 3,000 l 2,'91.7' t ; : 1 .. ~ i ' # ' • • Teel:lntc.J. panto1pa- : ...(> 1 2,000 ·: 1,~3.. ~ : • i t1ou i : , s : : I l 9,85() I 71791.91: l l i i t i ;. t l C 1,aoo i 1,eoo.a, , I fechnlal. Ul,\uirlu : •2 i 1,100 t 1,1,,.99 : 1 't ata-tutleal. ccap1i.i1ou , •) ; ,0 I . 2J.6.3'T l : l Ar~tole• am ~ t . ...i. : 500 : 611.5, t t 2. bSiunnn&~ r ., i 1,0 : # t fechatca1 ~ ; -6 i 200 , 182.$ t : 'I : 3,800 : 3,972.89 : : ; s I=· ; l • i 5,600 •t ll.,M>1.36 i l = 75 t 33•73 I I J S,675 : Jt,43,.09: I : • : f : • • I : .• • f22~-0..0-2 I 17.26 t l : : I .• ; : ~ 123-5500-0..0-a : 21, • 270.,a t : t : ' : C t i : s .• l I t i • s t I s ,23.5501-0-0-1: ; : J • ' 4; : , : • ! : •3 t •" : i .. I : : l t •.5 I la;} I 65.'9 ; •17: ,,110 t ;,-raa.01 , •: C t I ; C s : 5,835 s 5,767.59: : : 137 (I>) WI08 Alf> ADl>l'fI GlllJ>l'!Ulll•..fXICAL DAI i,6o...... eont111ue4 , !l~1c ~~[ lnkach1 eo.t Center 8~te of \\h1! ':"'f.zv. . J>a. ~~ ..1 . ,L_. : . l • : ; · : Tee~. W$t:!!£!~ {ho.1!.9~ : ·-·--...... _...:---· ; , I : ~Ji . ' .. . . S . . I & i I t ~. a. ~ ot :23-5502-0-0•1 : 700 i 990.Jt,3 : I I ubtblta : 2 t ; t : 1onl~ -rtalton , .a: 11900 ; 1,1.a.78: t I Teoantaal ~ll'S.• : -3 t a,800 • a,i.ea.sa. : • .ltatbtlcal COllpilats.cm. ~ .i. : 1,60o a 1,95t..,, t r •I Articla U4 pape, I •5 S )00 I 26,.08 t f s t C 7,JOO t 7,Jt.lS."18 ; t I I l : : I : fet:b • tu41e• I I t I : : Data iiiii.liiu...... :rth 4•u23.5,03...o-o..e , s , i .• I ; I l f : La.bor&tcrt ~YUt!et~, ! # : l i ~COONte ;Q}-~5()q,-0-0•1 : & t 't : C•=-~ mt4 pouolu : -2 • I : •~ l iar1b : •3 : t : 2 : U,draullo : -ll s29,500 taT,699,08 : I l Strw:rt--1 U4 •tatala : ·•5 I : : : t Jlt-1~ -6 : : : ; I peci&l tacl.mt... : •7 I t t I t flrotective CO&t.1• t -8 J t I I • Book tatm4&t1 T •J :" •'lj ·.~ A N ~ ... • , . 001 ::- .,NC 4 ,~ :,. REF JOB PROJECT F _t.,_ ''..t." j 6o NO NUMBER FE.ATURE ! l-A855-73-60-o6 I Antilon Dam, Chelan Div, Chf Jo, Con /!. Completed I . Completed 5356 l l-33-11-01..01 IBoza Pplt '!IU'b1- Teat Bqat, Yaklaa ; / .t., , l-113-05-01-0l crooked BiTer Diftraion C&Dal 1-222-00..ao-0_1_ J Plt • Feed.er cam.1 COIQllet.ed ! o~ c?&l- :, capt Completed I l-~-22-35-01 1 C&vitation J)llap--Qutlet Cond--GCI) memo j l-R222-22-26-0l , P-4 Pump Bearing Failure, Grd Coulee D I Comp; rep issued I I I 2-368-05-10-0l , Modification of Meas Devices, Cach ~ Coapleted 2-~14-00-21-01 Delta-~~o_!a Canal Ca_pacity Tests _ ,Z!J .l)..., Completed f.!5" gy 377 2-214-00-30-0l conveyance capacity ot Cen Val C&Dal .:z..o 5513 I 1-J !! I , 2-320-01-01-0l . Prosser Cl"eek Dul, wasboe ProJ Report issued 526<> 376 j 2-368-05-10-03 ; Wear Teet• of Sparling Neter--C&ch ;o /O ~,!° ..2.'l 299 ; 2-'n6-01-01-<>1 , Trinity spill1111o7 71,! 70 71/~ 4-56 Report in review ;t l 5390 .J7.8_ +- _ _ " _ , .%nnit)' Al.Ur. CM Qate .callbrat.10ll J 33- 59 !'P- 2-41.6-01-oi.-01 Whiak.,-tovn Du Cont , 8 ~ /P 1 5361 381 , " . Whblteytown Spill-y lbiel ( So :! I 96 ,21}$!.. .:u ~ ; 2-416-05-0Z-Ol , Sprin& creek cont (Tlllmel)(Surge T)i · /~ I~ .$'~ I:, 2-540-o6-0.l-Ol , !'int Sta&e :&ldorad.o Di.at Diatr Sy• 1 I 2-~-73=40-0l , Fi.s,arden Reservoir, P'resnoi Calif. ~ 9 5519 ;;z_! // 12-55 Completed Hyd-449 issu~ 286 1 2-575-01-01-01 Twitchell Dam (1,1 (Vaquero) I j,. Completed , 4-G557-01-0l-Ol '. Region 4 J\bvies (GC, FG, Nav) 1' ..3 3 Completed 1 4-526-03-01-02 : Willard Bey Dam .362-.-!l-G3!t3-..05--0l...-O.l Baacm4 1&1n J;uaJ., hY Mexico .:z.. ~ /.! :1_.; 1 4-482-05-0J-Ol 1Colbran C&Dal. 1 BoDbAa Cot.tonvood Conr t 4-526-03-01..0l , Willard P Plt, Weber Jluin, Utah /~ .:l- 4-526-ll-Ol-Ol I Oat.w.y Ponrplant WN--Weber B P 17 11 4-59 Completed ~ t, J 4-G557-0l-Ol-Ol I Olen canyon J)UI • 81*7 conf ; .1' s +.!l..a551dll.-ill.-.OZ.f Gl.c ~u~l I (M cont $~5., J10~ 6-57 ~26 319 " Glen canyon Tbanel Plug OW 'It, 1 ; 9.Z see Snowy Mt1111 ~3 Glen canyon control Gates / .3 £I:, 4-58 1del 1,.5! 5164 375 31'.S~ i.-0591-0l-Ol-Ol , l'laain& Gorp Spillway 6'1 t,(,, 4-57 a.375 318 I 5 . 4-07ll-Ol-Ol-Ol , •V&Jo DIii and Bea cont 5(, 7,:7 :i.91! 12-57 4593 3J6 . ll&va,JO Spill"Y & AUX (1w Jla-Jo ()ltlet Works 31:!: 8ttJ //5~ 4700 331-. _ _ " . . , .Y !! 4-0557-01-05-05 Protection of Rainbow Bridge ;L ;L 4-0517-01-01-0l '. Crawford Dua Corapl eted-Rep:>It Issued 315 4-G551-0l-Ol-Ol Paonia Spillway & (1,/ Model 0 /33~ 1 ]94 . 4-G557-0l-Ol-02 G C Pump Runner Coe.tings--Sed Eros 3 3 Completed--Meao written j 5025 1 ~;i! .2!> Completed r,--_;__~G_.5.5]-01-01-:Ql. '):'hre~:-I>i~nsiO.!!.B,l _& Se5:t. Mqd-..()GD __ L~OHS --- J ; ( '~ll- 54 1 Ru, "•u f J., ,. , • • ' ,'M"! .....------ENGINEERING LABORATORIES BRANCH Hydraulic I&boratory ~ 2 6 .!~seal Year 1960,-,,:n TI M E DISTR IBUTION RECORD ~ c. 0., b,' O• 3Q.l7VV . " .· REF JO B SIIOPS 60 "1"" NO N LI MBER , . •:. iJ 10. :"·-~-1~r · " ... I I -, : I 3118 : 5-163-09-05-0l Channelisation Studies, San Acacia . 'IS£ 117!! Z77 , Chamlel1ation Studin, N Jt1o G ProJ . Report being compiled 5-825-01-01-0l . TV1n Buttes Ila Cont, San Angelo Proj -367 -t- " _ 1- Twin .lllltt.11 OW W.ter IPiel l 5113 J68 I " I Tv1n lllltt.. OW Air lbiel ID/ '! 53 Report being compiled 340 , 5-8~-0l-02-01 , PoH Out.let St.1U1.n& Jluin ;s;!' 1-58 Hyd-466 being compiled Texas I , 5-826-06-03-01 1 Mercedes Project, I - t I . , 6-26-01 -01-01 ; Buffalo Bill Dam Outlet Works .2,!!. 3 I 6-216-01-01~ Shadehill Dul OW Stilling Buin ~! .:J-<,,..., Hyd-453 completed -+ l 360 6- 596-03-01-01 ! Helena Valley Pumping Plant ~ Co11pleted C . 6- 596- Q5 -02-0l , He lena Valley Canal I I , 7-0-31-31 -01 , Silting Invest.--I.CCL--No. Platte I 7 - 328-0l-OI.-Ol 1'ed Willow Ila ~ I , 7-372-01-0l-05 Cedar Bluff Dul OW Bltt Sp Jlo. l Jim j,J I.. ~ 7..-+!2-Ql-Ol-Ql ' QlmJ.o ~ C9Gf I ., 3 Im Glendo OW St1l..U.Ilg luin IPi•l--Jml /7- ;9y Hyd-461 in reviev ; 7-449-ll-Ol-02 stlplt ~•t 1QJat, Qando Poverpl.ant. 3.1' .3- COIIJ)leted 31i. 1 7-li68-0Z-Ol-Ol , Wood.tton l.-4works • Sluic-y ~! /t) /,3f-?:- l!yd-451 COlll)leted 5017 362 , 7-707-01-01-0l , Sherman OW St.illill& ... in If.!! I 7 Hyd-455 completed - +- 1::Jll-~-O!-:Q...l, • ~cadi& D1Yenioo ~ I , 3, , 7-719-0l-Ol-Ol Narritt Dia ow cont, 8Dak.e Rift?' ;- I- 363 Nitrritt 0- OW St1llins Buin /'J.! ;t,'! Hyd-456 rough dra~ rep. _....._' , ---· -- -• 9-R000-31-10-10 , Soil & Moisture Conservation Report beillg COIIJ)iled I----'------· --- NOTE S 1 I J 'EL-4 ( 12-S4 ) Bureeu of Recl•• •t 1on .------·------1 ENGINEERING LABORATORIES BRANCH Hydraulic Laboratory ~· , · 3 . 6 Fiscal Year 1960 TIME DISTRIBUTION REC ORD ', . .,· c.o.b. 6-30-196(> ------...i,- ... ~ ,- " -~ •• J '"' V I\. M :~. ~ _."' .. ~·. REF. JO B PROJE CT SHOPS , ~ 'C·•" ,60 " . V "11" NO. NUMBER F E AT U R E Thia .-4.. ~ ~ ~ ,. ! n .,. ... , wo. l----+------r-1 ------+l]a=ed=+--"'A=:.ll::O~ - ~-' _:'.- '· ~"- " . ! I l f l'Ol\llOlt AC'tlf~i'US (12-, 13- & 14-) ;J.2-6195-00-72-0J, --roreicn Tra1Dees--Special f'Unds /~ 12-6195-00-73-0JI --Foreign Obeenera--8pecial f'Unda __ •.l.J.~.,,00-0l._-J .-,.l!ia.ch. COllr.. Jll9 .Dua, Indt. 6~ I 13-6195-00-92-0~ --Trainee• 'I~ , 13-6301-00-01-03 --Snowy Mtllll--Auatrali&n '.l'rainee• ,Jf ! . 13-630l.-00-0l-05 ---Oen T9ch Serrtcee ~~ 13-6301-00-01-Qg --Australian Obaerver / :L + U-6301-0j-Ql:9j --.MewS oah)t JUnction Shatt I 343 I 13-6301-05-06-0~ --~-TUalt, control Gate• ~ 4-58 Also see Glen Canyon 343 13-63()1-05-06-0J --1.91.aDd Bend Intake Structure (moc ) ,2_ S Al•o s~e Gl~n :8Jl)'on 4713 Y.i-?:' 4-58 Report issued . 13-6305-00-02-0li --Bogineering co1111ultanta, Inc--!anll e ~ j 13-6195-70-16-0~ --Canadian Observer ____ ._. 13=930:1.:,02-02-01 --Sn9wy Mtue--T-2 Div Daa--Q Curves So111pleted , 1~6195-00-22-0l, --Foreign Trainees--TUrk, Iran, !Cor, Chi, IDd , 14-6195-00-23-0l, --roreigJl Qbaerver•--Jap, !'Qlt, )br, Ind, Chi 14-6195-20-00-0l, --General Tech Senicea :/30 : " ' --ICO?'M.11 Jtyd.raulic: .C.boratory--ICA _____ p!!-~6ID-.20-ll-OJ; --Jll,cutop--Qen ~ch Info--TUrk.ey i 14-6195-28-0l-Ol, --Foreign Observers 114-6195-26-0l-OZ, --Shihman Dam Project, Formosa : P'CJUIGJI ACTITITllS 'l'OlAI.S .2.ss.!. I ---+------.. , 21-3301-00-00-05 BEIUFITS • WEU'An--Employee Recog ;I;_ y I I I ' 2755 _ _ ~ ~1,.:,.3.102-00-0Q-03 mull'. MAm--Laboratories . 21-3302-00-00-0I\ --Auditor11111 sound •.rwt- . 21-3302-00-00-07, --Office equi~nt repair - . I ------_..J t.L-4 ( 12- 54 ) Bureau of Rtcl•m•t 1 0n ~------,------··- - 1 ~ f I 11\ Hydraulic Laboratory • 4 • 6 ENGINEERING LABORATORIES BRANCH Fiscal Year l96o I TI M E DIST RIB UT IO N RECO RD .. ·, c.o.b. 6- 30-1~ . ._. '' -1 T "-' f " M ~f"t A C ., . REF. JOB PROJECT SJ!OPB ., ~ -~ <> 6o "JI" NO. N UMB ER FE.A TU RE 'l'bla PY qA ••. ~. TA JI<>. 1--...J------4------f.!U:::•.=.ed=.+,!:=o~ .,, .. _ ":~:.:.:. _ F • ., • ,, - ; I,. I I , 22-4400-00-00-0l, AilaBIS'l'BATl'R : " --P'Orei&D currency ! " : --construction JDd.neen Conf--1960 Also see 23- 5500-00-0- 2 - j22-~l-00-~-01 '. S'?APF ~P--~tudent Engl" Traini 22~44ol-00-00-02: --Rotation Engr Training 1Z2-44ol-OO-OO-l0, --Adminiatra.tiYe 'training Prograa( ·- t1 --- ~. . - . , 22-i.liOJ-00-00-01 PllOl'ISSicaAL, Dffl!IIAGBl!ICY, & Other-- tt. t ¥?- .2!,' I Z2-44o3-00-00~ --Technical Papers .H~ f,17 22-"°3-00-00~~ --other Participation in Jl'ed, St, Ci .57 ~ .3~ ,1 2Z-4403-00-00-05i --Interqeney C~ttee on Water R• ce -3 _ .,. .22-i.ltQJ,,oo-QQ~ --Qther ~icipation in Technical pa t.i:? "fl j 22-i.i.oi.-00-001· TEll mo, l)eDYer--Dcaestic Viaitora 22-4404-00-00 --Technical Inquirin 1 .n_.,.!t!!Q4.=QQ.-.QQ_..O --~tatia_t _i~ ~11.ationa . Z2-"°4-00-00-olli --Articles & Papen ( except at.gs) , 22-"°4-00-00-0~ --Bncineering 11:>DOgrapha ; 22-4404-00-00-<>6. --Technical Melloranda , 22-~-00-00-01', --other Technical PUblicationa ------J I 22-"°5-00-00~ TEH fffAJT S!ll'f--IAboratoriee 22-"<>5-00-00-12 --sum.nation ot Operatin& ProJecta ' . I i ~ ~ TEJI- ffllB • Piiocm>-:Stalidard Spec• j( .iI ' I NOTES . ··-·· · - -·-·· I (E.l.12-54- 4 ) ' -~- . Dure•u o l R~c1 . ... , t on l Hydraulic Laboratory 5 6 ENGINEERING LABORATORIES BR AN CH , ,~. Fiscal Year 196o TIME DISTRIBUTION RECORD C ,0, b. 6-30.J.960 ~-~------____.j .. v ... • I ( JOB P ROJE G T S!OPS .. ' .. 60 RNf '!hia ·, ., "JI" NUMBER I FFIIT\J R E ·~ .llln ""'.'" .... '"· ...... so. I - Used " ·~ " I I 1 23-5500-00-00-021COliltl'Jlll.'1' mJRS Cc.F (1961) 123-5501-00-00-051Mi\lUALS • PUBL--water Neu Jll.nual j 23-5501-00-00-l7 1--'B/R ~earch Plablica (ll<>nreiaburs 1 -- - - t · . ~21 123-550?-00-00-0l'. Tll::B Il10, Bwtde--Prep • D1sp !!Xhib ta 30!: .2., 23-5502-00-00-02 --roreign Visitora--OUtcb, Nex, Ja, 'Borne, ,17} .31.. 23-5502-00-00-03!1 --Technical Inqlliriea ss~ $1¥ _ _ .. 2.J-5..292-00-2()-oli. --Statiatical Coapilationa '/J:f I 5' 23-5502-00-00-05 --Articles and ~pen ~ s-! 1:,:i. I I - , 23-5504-oo-oo-041 LA'! DNJl:3T. --eydrau.lic Item Jlo 4204 226 ! " --General &, f 9,i-_ o 7-53 4592 na .. _. " i --!Yd J\lm? l,_~rgy 1)1.aaipatora 2 ,· ~Ji' /~t,l 7 5' 7-53 4552 219 j " . --Siphon Spill-ys 3 / ; f '?:- ',II 7-53 220 " --canala, Small Structures 4 I 7 6.).. 7-53 4265 251 , " --Pipe Exit• Ent Trana I ;.f /6-£ t,:l- 5-54 5268 221. " : --Pipeline Distribution Syatem 5 / t, ± 31.Y &,;i.. 5-53 5276 ~ • " J --Colll1 • ~Ql!\ock Br--CaY t, Hd 6 .2 7 J:).~ -' 3 7-56 191 " --Gates, I)ovnpull 8 -2,:;-, 5161 331 , " 1 --C\11"'Ted Cbanne.l Sectione 7-57 ,_ 330 •. " . --ChaDDelJ.ption I 8aDk Protection 7-57 ~2 . " --Weed Control by Seduient Shading '. 2-58 247 . " --WaYes 1n ca-la, Protect. COYer I j 3-54 372 , " --8uape1111ion of !led Sediaent ' , SEl>Dlllll'rAfiOI TOtALS I - l 'IOTE S • I ~---·------· ------·------~ -·-.. - j l, .. I I • ( 12 . S4 ) &..r~•u of R .. c· l•••t,oo ,------·--- - -, ENG IN EE RI N G LABOR ATOR I E S B RANCH Hydraulic Laboratory • • • 6 r 6 Fiscal Year 1960 TIME DIS TRI BUTION RECORD ... . I '.)AT C,O,b. 6- 30-196() '!'.-:-.. • •. ·, . ., '\A , \I A ' , ., ;, : SIIOPS ,. .R REF. I JOB I PRO J E CT A • • 6o ,... .., . "JI" ~.J. ,. NO . I NUMBER I FEAT'.' R E Thie " ... J . - ... t.. .. 110. Us~ a110 , • A L v. V • 5177 184 ) 23-55QI.-00-00-1.8l \lU'D NUS IanCIS--GeDeral .2.3 .2.5-! 0 ~ j • --constant-head Orifice TUrnout ~J-3& 6-57 1 325 I • 1--Radial Qate coeN'icient ..29:.. 7..,t 7-57 332 I " I --crit.ic&l Depth Meaa DeTice //~ ..:v::, 7-57 ~ _ _ " _ --DNign Data ~blee .f /?} 7-57 - 3.51 , " - -1--w.1.n, Vlitlocity of Approach 7 /.t} 7-58 " .31~ ,31!:) Report being compiled 352 1 i --turnout Gate• 3-50 353 J " I --Cc.pound Wein g7 ~o 354 " , --Ad,luatable Weirs / '/ /.!) -355.. I " __ -i --ijcb_<>C?l ~or f1~ld PV9onnel / :! ;l_.';, 356 f -· " --Mbliogra}il a. Clusify File /3~ 5" 357 / " --Yery I.av l"lov 1'111&• /b ! /0 366 J " I --Jta-yy 1PS Meter ..2¥J/5 370 . " , : --control Botches / ¥ :. :Z. 7 7-59 I ~"'l' I " --~.JIit.Yr ,:, / (J 7-59 ...... ,.. . T ------· I WATII M!ASUIIIMIIT 'J:'O'?AU3 17/~ 152 . 23-5504-00-00-l~ LCCL flWJWI--Genm'a). I 3>6 I .. I --Qt.r • Amaal Beport.e 7-57 ..290 t __~ ___ ~---Era.1-011 a..~t1Ye ..Force 7-55 Report in review zi.7 I " I --Wa•ea 1A Cenala, Protect. COTitr 3-54 See Sedi.. ntation aboYe 307 . " . --PeraMbiUty a. seex-c• 7-56 Report in review 328 : " , --l!art.h-chem Stabiliut.ion (SS-13) 7-57 374 , " , --s-pag. Detect.ion, Elect. Lac /0 ~ /i!J I ' ~ -~- --·------rLOWB-COOT CAJllL LDtm 'l'O'fAIB -~ // ~ : 23-5506-00-00..0lj PIRSIIL ACT. "911'1--Jlecruit, col CnHt 1---...-U-55Q6...00-00-Q2 -~ .M...Cirtl ~fl:!..~ : 28-4100-0Q-00-0J LIA'fl--Azm~ s.3g! I 28-ltlOQ-00-00-02 --Sick . /P~ - --·· _._ Z8.:!tl.QO....oo~ --IIQU4'Y -·-· / :Z.J' z8-4l00-00-00-0ili --Mllltal")' 96 33 I ~~i~~~ :j:fus.tratin I 26-i.lQ0-00-00-01j --Cirtl Def-• 0 I . I --UiOP -·-!----.- ·-- ---1. ------c.> ( 32-8203-00-00-0~ ffllR w/r,,.rt.'A lab I I : I 1---~------~----·-·----··------+--+--.. NOTES j &lefl:OI X•-BVIJGl'l llflNl'II Jr6l tabor ,iu. 3 1 1 'l 1961 : . eat • •• I Bureau ProJect. Work I Out•ide !§!nclu 1,000 • l - 1'f>re!JU kt1Yit1n • U,700 s 3,000 '~ : 1• r1cat1ou Ordttra C,32-890()...0- r 1iel4 &q1DHl' i".a1iJ t.or7 'lraJ.niug 62 3-0.0... 1 I 40 t t l !!Jl~f•• Jen.tit•• weir.. 1 t Jij,~oye• rftoiiiitl 21 ... 3301...0-0-, •f 50 t 100 Civil Deteuae part;1cipatlon • -6 t ': tenance : J 't 'r!e:.O:!, t 21-3302..0-0•3 i 3,600 s 3,6oo Au41toriu. tC>tm4 171tea l ~ I 35 I 35 Photoelutic Labol'atorr t •5 ; l · .llectric Loa4 aaal.,aw l -6 ; Office qui t n»a1r : •1 I z i ; i Jhlil~ Maintanance • Altera¥ 121-3303-0-0- i 105 l ' s I M110. Ada1m.atratift !9! · t : tiii>oratory i otllc• toun 121•3306-0...0•10 : J I Admin1,wattcm-envaJ. l22..ltJIOO-O.O...l : 9,800 ' 9,800 a i Staff Dewlgent l t It ct. eqlnffr tralnin.g 122~1-0-0-1 I - I Rot.tlou etl&iDllff pz'OgrU I ..Q I 2,!15() I : : Prote1aioa&11 Inz!!!1!!!7. ,Otha,,C%?J?!N ii I "• s IU.cdance at -~111111 ,n--"<>3-0-0-1 : 3,250 i 2,500 'fec:tui1cal. pepva t -2 t 1,600 : 1_.000 fe4eralt atate • inc aromN1 • ...3 I 3,000 l 2,000 T bnlcal group :,vtf.Cltpation ; 2,000 s a,ooo l, "'° t T ob.n.l al lntol°IIIII ii Sti"Yice--0.n'ffr # : i · Doeeatie ruiton 122-"0lt-..O-O-l t 1, t 1,800 Tecb.ut.c.l 1n.quir1ff l -a , 1,100 : 1,200 Stat1at1cal coeq>ti.~lona ... 3 : 50 : 200 Art1ele, ac ~ •4 I 500 : 600 Xuatnev. llO~pha : ... 5 1 150 : 150 hchnical ~ ' -6 ' 200 I 200 t ; liii•l : I : Job lwaMr : bq:et : 1961 I : eet. s, .: 1229 • !echnieal Ste.rt S.rrl.Oe••.. Lau t.Eoratoiie1 iSfri.Gn '" 5,600 p 5,600 baalation ot Uiatill& •V'Wl"tun• 75 : 50 tecmd.c&l Stan4ar4a • P.rocedunt• .• h iG.iidiir4 ,i,ecificatiou : .... Conat:.t'uction lnd.tlffl" C()afeft'QC• --215 J ... ,ot Muuau • Pw>licatt~ = Pr•e,nii.c . · Uon . &vuc«oiii · • aonorete Jllmual . larth Nm\ual. : Paint Manual . Water Meuure.. t Manual laj • 125 B•aevcb hbllcattoc 5.,710 : .• -- 'l'eehnical lm'orlatloa aerv1cw1ro~t ••ntce2 ; Preparation i '411:P!a7 or · bit.I 700 : 1,000 rore1an mtton 1,900 • 2,000 TeQllnlcal inqUirS..a 2,eoo ~ 3,000 I tatisttca.l compllat1ona • l,600 : 2,000 • Art1elea atl4. paq,ex,a 300 1 300 TecbDical Studtea : : &ta iiiai;;i,-....anh 4-- :Labon;tm Inv.. tyeti~ Concrete Ce11nt and poasolan krttl ~uUe tructural and. •i.ri.al• 1tma1nowa t : i&l tecmdtl • : Prot.cttq coatlap ock t0\l04at1®* 1,np ;proration NJ~ t1on Plaltie:• ; 8e4lmen1;&tl<>n atu4:le• : 18,.00 : Weed control atu.41•• t ~: Water ..,.urlng «.de.. 12,000 : 15,715 J.oftr-o«.t canal lining 12,470 : 11,000 SaU-. Vat.tr r 16,000 Conveyance C.,.CtUu : 21,400 hraormel Act1Y1t1ea • hrv1c•• 1 l mt:t..Nn~~ofii II Contui '23-5506-0.0-1 lloard of Exu.d..nen t. ... 2