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Home My WebLink AboutVAIL VILLAGE FILING 1 BLOCK 5B LOT B D COVERD BRIDGE BUILDING HYDRAULIC EVALUATION OF BRIDGE ST WATER MAIN 1994 BOOK 1 OF 2 LEGALuEllcsD ID:3034764089 HffiMEHfl# RPR 19 '94 11 :06 No .010 P .02 ftr*lr I bnFU Mtl: m otr eg(Pg /F!rpr.90/8@ee /LEA lbluq;.8150 8.lLqig Ct./Ar!fl, 00 /ffnt4 $ ttt-otr fu 0cgr5r.a3Et April lE, 1994 Mr. Dennis Gelvi4 Acdng Guwd lUaruger Upper Eeglo Valloy Consolidatod Sanitatior Dietdct 846 Forssrt Road VEil, Colorado 81667 | subject Hydrautic Evaluation "f B,ilBl ,n""* nt *r,*n Merrick Pmject No. 454-1025 l Doar Mr. Cslvin: , ,j Thir letter preeento lhe rasulls of *re hydrsglio waluation of various waler main impluvement rlGrnrtivee in the vicinity of Bridgs $treet in the Vsil Village coro arsi. This vork nras prcmpted by the poporcd rsrovction of the aovcred bridge over Gore Croel md the desiro to coordinate potentid water mdn improvemen$ with the proposcd bridge construction. hydraulic *ndyeis preeonted hsriin wss ruthorizcd by * lotter propo$I md ngroomenr, 4t13194. DROMCTSOOPE Tho scope of tho hydraulic wrlwtion ir reprintei betow fiom the proposal letrer of 4llltg4, Itern + has beon slightly rwigad f more preoiscly locate the arm anelyzed for fite flow. l) Determine the maximu* wstor flow to tho f,orth ond of the existing dead-end 4 inch msin uiltidt extends from the intersestion of Bridge $trect and Gorc Crack Drivs to the covsed bridge over Gore Creel,. The anatyrie will be conducted assuming maximum day demand conditions, with the R-1, R-2, snd R-4 ryellu opereting, Mnximum flow will bo the largest flow possible while maintainine'f, 2o pd rtidual syitcrn prossure. $ Dclcnniue lhe mrximum flow et this locstion whioh uould reeult if the existing 4 inch main were to be replacod with on I inalr mah- 3) Delermine iho msimum ftow nt'this loqstion rmdcr tho rssumption that th*.dead-end 4 inch main were replrced with an E inch mcin crorsing Gore Creel md connecting to the 12" mgin bencath Easl Metdow Drive, t ,, ', 4) Dctewninc lhe increase ln fire flow to thd srea cenl,sred elourd the intercection of Cmre Creek Drive and Bridgo Stroot which would be expected with the I inch mrin improvomont describcd in item 3 above. Ropeat tho flire flow analysis usiug, scparatcly. a l0 inch main snd s l2 inch main in plaoe pf the 8 insh nain. The dfltod M Frytq!5.tlr $J lffnrrrnl UEUCSD ID :5034764089 HPR 19'94 11:07 No.010 P.03 I Donnir Grlvin UBVCSD April lt, 1993 p.2 TROCEDURE \,,g ,1 The anntysis was porformed using rhe CYBERNETO hydraulic model developcd by Morrick for the angoing Vail Hydraulic $tudy. A portion of tho model, sentered around Bridge Strsst and the Vilhge cor€ area, is shown in Figure l. Thc originnl hydreulic rnodel was modificd to include soveral linss and nodss not in the original lnodel. Line 351 ig an existing 10" main connccting the west errd of Mill Creek Circle to ths distribution systom al the intersection of Bridge Slrst and Harson Ranch Rogd. Line 353 is tbc existing 4' rnain rurder Eridge Strcct north of Gore Crook Drivo, urd is the focus of the ahernalives ovoluated in this study- Line 354 reprs$ents a possible extensior of Linc 353; irJunuld sroF$ Gofe Creek attachod to thc covcred bridgo and connest to ilro 12" main bencph E[t Meadow Dri{e. Iunction nodes 4O4, 1O7, and 4o9 h.lve been addad to the model tp a*om-gftetc l!r.9. ncw lifoe segment* Scopc iterno l, 2 and 3 wcra perflonn.O iy varying the demand atjunction node 40? (I40?) until thc mucimum flow was found at which adequate $f;toltl pressurs was maintoined. The firc flow analysis in scope itern 4 used tree nodes to represent hydranB supplying fire water. Thoso nodcsa,rcJ409, I4l3,and1416,andarelocatdinFigurel. Again,thefireflowfrornlhethrce nodes was dtowed to increase to a marimum{lovcl, beyond urhich inadequsle systcm prcr$ur€ resulted. Adequatc minirnurn system pressurelvas set to be 20 psi; however, several nodcs east of the village core area whprc clovatiqns aru filadvoly high (Jl I I and J320 on Fairway Drive) were allou'ed to fall below the 20 psi tevet, brit wcrc not allowed to fall below l0 psi. RESULTS r i ,\'t Tlre ma,ximuln floum and residuat pre,fsures whiah reeult fram the nrrslysit of each scopet item atc summarized in Table l. In all model runs, it was assumed that the water level in thb storage tanks is at tho maximum effe.ctive level, ila. drc shuoff lerrel controlling pump and well operation. It is also usumed that the R-I, R'2! and R-4 groundwatet welle ere oporatin!. Except for those cases notcd in rlre Tablg the Inlino boosler pump $tailon was not in opcration. It should be noled that for many cases, th6 nra*imum flow is not limited by residual Frsssures al the flowing nod{s), but by the residuEl prc$auro at nodes elserrfiere iu thc oystom. i i The results shonm in Tablc I for die existing rystom are brscd on the assumption that the 4" Bridge Street main (IJ53) is in fairly good hydraulic condition. Basod upon visual obscwations of dre main mndo during rccetrt ercavation worh tre pipe appeared to hnte a thick coating of scale ype deposits wbich rvould ncgativcly impnot pipe hydraulics (Mike McGhee, personal mmmunicstion). Therefore, the flow urd pressure valuqs shown in Tablc I *rould bc taken as a "bpgt Gas6" esti mste. and may ovsr$tate the actu*l msximum flow wttich could be realized ftom the end of tho oxieting 4r main- At I150 gpm, the flow velocity in a 4" pipe ie 29 fps (feet per accond) rnd tho pre$ute loss through just this 195 foot m*in scgment amounts to 95 psi- Replrcement of the small 4" main with an 8r' mdn oubslantially rpducee dre pressure loss in ihis pipo segment snd alto$/s for a consider*ty higher 5500 pm flow ralc. If two way flow were I UEUCSD ID :3034754089 APR 19'94 11:08 N0.010 P.04 Dcnnis Gctvh trEvc$t) AFil 18, l99l pl Table l: Maximum Model Flowu Notos: il. Assumes full tanlr, R-I,R.2'R.-7 wells operating, but no booster pump stntions unless otherwise noted I 2, Lt53 is the existing 4" dead-end main bqrosth Bridge Slreet norlh of Gord Creel IDrive 3. L354 ir the proposed eadensiofl of L353 aoross Gorc Creek to E. Mesdow privo 4. Includes flow ftqrn Trnk #5 vip Inlino booster pump station I permitted by @d$rding the 8" main acro'ss Gorc Creek nad coilnecting it to ths 12" main along East Moadow Drivo, then the mgxidunr flow rstumod by the hydrarlic modsl increasss to 4500 gpm. The benefit to ffrc flow capability rcsulting fram increasing the pipe size and looping the Bridge $trpet main is examined in items 4a to 4d in Tablo l. fie rwo valuos shovvn under each spcciffc case oorrespond to models run both wilh, and without, tho Inlinc booster pump station oontributinB flow ftom the Vail #5 rtorage tank. / Dcscription Junction Nodc Maximum Flow (prn) npcidual Pressure @ Flowing Node (psi) l) Iixisting; L353 - 4"; no L354 2) L353 * 8"; no L354 3) 1353 & L354 - 8" 4) Fire Flow Aaalysis:I a, Existing L353 - 4"; no L354 L353&L354aBtl L353&L354=10" L353&L354=l2r b. d. N7 407 407 .J. I 150 3500 4500 4200 5100{ 4600 65004 4800 67004 4800 6800{ zo zo 4(t tt I32 t6 37 23 to 35 43 !o 50 24 to 33 40 to 50 27b41 43 to 55 29 to 47 t 409,413,416 4093t3,4t6 409,413,4t6 409,4131416 UEUCSD ID :3034754089 HPR 1.9' 94 11 I 08 No .010 P . 05 , If tho odsting dead-srd 4r ilain is rcplaced with s looped 8" inch main, a fire flow increase of 400 gpn (4200 epm to 4600 gpm) is projegtEd (Inline pump strlion not operating). The benefrt of a lerger, looped line is more evidcnt whbn the Inline pump station is operating; an increffio on ihc order of 1400 gptt rusults (5100 gpm 10 5J00 Bpm). lTho data also suggesls thflt increasing the diametff of IJ53 and L354 to none than I inohes linu only marginal beneftt. An incr€ase of only 200 to 300 gpm (less thur 57o) is indicrted when the sie.e of each line is incroascd from 8t'to l2r'. CI}NCUISION The rssults of the hydraulic waluation drould provide a reasonablp basis for dosiding upon the optimum lovel of improvemcnt for t!re_[r!{g9_!!Iq1,'u3ter main- | ' Increa$rng the size of the Bridge Streer main ro I inc*res (rcope itenr ?) would increase estinnted maxinum flow through that main b5r a minimum 2350 glm. . Exrending the 8i maiu beneath the cdvsrsdbridge and comecting ir to the 12" main along Easr Mendow Drivc (scopo item 4b) nould boost frre flow capacity to the village center by approximately 1400 gprn, bringing it to dre range of 6500 gprn' r Tho incremental bernsflrt of increasing thc Bridge Street mein fmm 8r' to lZi is not serlr I to be significanl enough to jucriff the added expense. I The ffnat decision will depemd upon the cstual lwel of sernicc ivhich will be requircd alon! Fddgb Strest oonsidering the needs of the reuuodef ed Covered Dridgc Building and the desired lovel bf {ire flow to the village coro rtrea. Yours truly, Doodir Gclrlir TIEVCSD April 18, 1993 p,4 MERRrcr( eqtANYA,/)'ln/ IWa",,**L\ Kevin McBrien. P.E. Project lUnnagor KWM/MR/mo file: \4 548593\04 I E-g4.ltr Kovin Mc.Drien file R- (r;n ffiE*^ l{ uEt/csD ID:3034754089 *xte"idibn{?a RPR 19'94 11:09 N0.010 P.06'Proposed connection to E. Meodow Dr. l/ moin te7 , -."__42e.,..8 Existing 4' deodend mOtn ) i! Junctionfor fire .j -r .. -i"-----*-- - " I I Il I t node$ used flow onolysis I F-o ,50 t00 200 ft I t.it rrs I I t'.'. : ! I t; WCWD HYDRAULIC MODEL IN THE VAIL VILLAGE CENTRAL AREA FIGUFE 1 II { Proposed msin RI"o"' ""--:"1 il*iloi+i I <./,*'J i .' , ''\ \ \ i" !..'.- - -"il--ir--- I ii Ni --\-" UEVCSD ID;3034764089 i HPR 19 '94 11 :06 No .010 P .01 /4F i Uenep Efials Vnl*v Cor{golrDATFo | $nxtralor DrsrRrcr [616 rorrtrraoro. vl'- colonAoo 0rBbzt q0$ {t.'t.b ' f^t( (loil) ltl-.oor iitr'll{o"ulflli/3L -- TO: FROTI: FE; Numb€f ot prywlranwilt&{t rrnlut ing oilvdi' pggc:_ For wrillrmatlon @/or proilems wfth thla |fana'['/lol*r l4ere calf tl MaraAO!i tot t6c FoLl'owrr|o WatlE Otalrlctr! AfifiOWHaao MEIFO W^TCR . EEAVI| EFEEK M6'riO w tEF . BEnBY CnElf ll€lno W TFI lM||.l.vArl, uErBo wATEh , tow RD6 MllRo wAtEn r LAKF FirrK uEADowE wAtEA UFFEF EAlgtG tllOl9LaLYJ I! AU?H(rFFY. va!! Yrla-L€Y OONSOLIPT cI YsritiF i V,,; i F,'* D=rrl,.---F_if F e.J r f .", N May 25, 1994 Vall Flre Department 42 West Meadow Drlvevall CO 81657 Gent Lemen, Elease flnd enclosecl the water flow test results taken at the endof Brldge Street yesterday mornlng, li[ay 25, near 12:30pm. The malndraln at Nlcks Bar was flowed wlth the 2" maln draln wlde open. The Statlc pressure was 150 P.S.f. The Resldual Pressure drop was 75 P.S.I. The Pltot Tube readlng showed 275 c.P.M. Due to the low pltot tube readlng, bre would reconmend to flow the hydrants ln Meado$r Drlve, as the maln ln Brldge street 1s a dead end 4" matn. The water also had to go through several 4" gos, a 4"backflol,preventer as weLl as the 15' of 2" plpe and 5-2" nlnetles. Many thanks, Rusty C11ne, Valley Wlde Flre Prot ilechanlcal on DlvlslonElectrlcal , Inc. 4il1 METCALF ROAD. p. O. BOX 5080. AVON, COLORADO 81620. (O0g) 949-1747. FAX (O0g) US-7144 I!' i P.O. BOX 5080 AVON. COLORADO 81620 (303) 949-1747 FAX (303) 845-7l4/. CorcrzEa Ba,oqc 6uruotNgz2-7 &<roge JI y't tt G.o EnDo ,lL 7".e""br:)oi' 24 FJ % /r', * {-''', ';i^.o /rh^"'f 74' *nt/c"-'-)' \ i rmil flFfl! ilt0fltTi0fl $trilcr ill.ll DNl. SeelCt0h 1f3.tf.ps1. t 1126.fl gpl. Soler ?5l,it 95. Spto r:gulrerr {l.ll p81. | 61C.88 gpr. Srppll rerllsllsr 1N6,39 pll. 8atet1 lrrglar t0.61 pat. hrtmreloctty ln the ryrter ls 2t.23 ft/see. Contlilttl tt all nfil|r sltlsfted t0 f,0l gpt. llncludlng [ore lllorancel EIDnAUIIC $U[iltnr RIIIffi ITffiNO l'15llffilt BLISl.9f 0ffffi llJfl[. tf DS[l nre fl8l t1,00f I . ll! 0l CM8 B.lStlFH r[[tl G'0lll ELll c " fitctr nilt ll0IlSr PIPB II?T LIGIID ll = SCffiDUtl {l l0 . ffIIDUIE lt |il, : l[Ill til,l, ID = lCTUll, DItmUn Ct = C0PPEI fIPB I C1, = C0PPBI tIPl Ifl . COPll8 ItPl lt P[ = Pot-toc cP = cPvc lllel DnItGrl8.?E[ P8t8$UEEil0DB (P8rl 'l[E" Sprlntler Progral by FpE 8oftrare, Inc. 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Syster regulre8! 89.23 psi. [ 569,55 gpn. (lnc]udlng [ose lllorancel Supply avallabler 106,58 ps1. Safety llargln!11.35 ps1. l{arlrur veloclty in the systen ls 28.14 ft/sec. 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F[or DIAI{ETER TyPE FITTII.IG$ LEI{GTE Eo'J tilGTE I0T lmcTfl tRICTroll C-ttALU8 pe lsPl{l {rilcnr$) lFsBr} {FEErl (FEBTI lpsr/rT.I lp$rl Page: Pf ltEl.,0clTy {PSr | (rr/$Ec ) ccz cc1 356.44 {.260 10 c 134 2,65 136.55 9,022 i40 -5.2i 2.99 8.92cc3 cc2 356.t4 5.357 t0 T 114 39,91 213.91 0.903 140 A,Ag 0.5? 3,69cci ui 355.{4 4.260 l0 cI 20 22,00 42.00 0.029 120 5.42 1.22 8.e2u1 u2 355.44 4,26e l0 14.11 e.e0 ?4.1? 0.029 t'.g 0.00 2,16 8.e2u2 BRI 356.44 4.260 lc 5 e.e0 6.00 0.029 ne 2.11 0.1i LgzBRI Bnz 356.44 4.261 te It 5 12,09 18.90 0.029 120 0.00 , i1.35 8.92 ' ll0Tl: The Flor Dependent Pressure L08s D€vice 1n the preceedlng pipe sccounts ior 10,83 pst of the total trlctton loss 'pf' BR2csl cs2c$2 cs3c$3 ilelilel ile2[e2 ile3il04 ile3ue5 ilt{N21 ilelF26 t21F22 F26Fl6 t22Fle il6Nor FloF02 toiF03 W2F04 F03P05 r04F05 r05F09 r07F08 r09F10 F09Flt Fler13 FllFl2 FllPl5 Fl{il5l n5Fl6 n5FI? 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