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28295 PE-1800 BECKERS RIDGE y-/JOIE• . i.._.. p ! T~Q ~ s 5 µ 1 ~ I ,v ( G s c1- Y c~1il 11(') 'u, ll.~ r ' , A~~ ' ~ , • " Na T- Co~ /j cr v et w 7-H T4ef-: I j V .r ~ ~f ~ ~ : ~ ,u)f~''~ A - " - - ~ l~~ I')0 c.J /l5 . Ti1~l~' Gi .S ` ~"~~2~~~~'"~ ' ~ ~l~`~~ E T'ra,~ S ,4 2 c: n~t= ....BAsiN c..~;..::....... A~N~,A'' ''4~ SIN'"8•~''";.- ~ ~u,~~~~a - st;a~o ~so. Fr. nl YAk~}~. •rafu~~~ ~~~s'`s~: ~ -zoe nR~ -6' e,4n..~o:.t~r 1 ' ~s " . 79,S9 ~;,Fr.' Fr.' ~ ~ ~ • ` ' , I ~ ~''1Oj425-10.,.FT`~ .r: • ~ ~ .'^~~r,f ,I . I I ,~wS~J•'' • ~ °'y ' , OD/ I I 1 ,'~..<'•~f~Y frJ,'~" •'•!y 1 GS-4.07~ ~ I I • ! ~ ~ C5-190 ~ fS-3.95 p I ; ,:1• • ~ . - CS-4.12 ~ r..' tS~4.19p D ~ ..i' . '"1 cs-4.23 0 I ~ ..1 I ~ I'%~,.~ ~,r ~ i ' ~ 45•~' • j .J j'' ' j ~;f ~ ~1, y~~ 1 Csa4.00 . N ~ , , , . . i i,; ~ ; , , ~ ~ ~ (0 I ' ; I - • A' I';s r- p,N K S ~ W cs-4.~ t~ F w,~ i ~i-'' f,~~Q' I'~ O(' i :yA ~ 75 y '8 i fr~y ~ eoa ~ i ~ a, . 4G%~' , • C) ~ 1' ~ ^f E I d % ~ I • ~ ~ ~ ' ~ --F, 0036212 ~0'~ RFCfS1'ER~ I y~ sS1ONAL I ! t .•a'' I 'v ,~~1~ . . . i ~ ~ eJZz_~ I IEXPIRES 05-18•0~ I "4- _ . . . . ~ ~ I 1~~_ 391t' . . . . . _ m _ _ _ - 6 $I ~ "r~:<ti"'~";%i:~i<F•r.f.<`iiai»ew.~u..,.~l,f...,,..., ..~v. _...._.~~~.~»~..y~,.,...o..~~ _ \ r~ r G C - - - - - - - - - - - - - - - - p • ~ g'. - ' " 214 ,213~ 216 "17 ~ . . ._'„3. . _ _ ~ . '•,1 '.7! ld f1DIZ \\N~ r - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ . SCALE: 1 "=50' = - - VALLEY VISTA ESTATES _ = = BASIN EXHIBIT DRAWING CLC A'ssociates, Inc. %aupF, wA - ott+vQt, w im rrom nn • sune soo (sos) e5e-6840 DATE: 04/12/00 spakono, wA 99204 FIJt: f5091 tsa-seu . ~ ~ ~ 1 ~ ~ ~ ~ r : ~ i •t. ' 1 ,'h'•. 1 iT. I i~. . i' : K$ ~ r` •~i[° i,~ . g,~ P was Cr 00361_12 ~ cQ 4; &'fj,0i~~ REGtstti~'~ G~2' I ~ SSroNAL jEXPIPES ` ~ _ . ' ~ • ~ - ~ DATE: 04 ~ i ~ - ~ I(~-~S$d~°Q't''s co se - A 99201 ~ FAK~(509) 458-89~ ' ■ Sooka~°~ i v I d ~ I B I --------------a------~ I I I ~ ~ . , 1k'~ ~ I I l f I I f I ~ I I ~ r i i i r.• , L 1~ ~ j: ...1. , ^s,~f~;,f'f,ai ~"'9- . 4-... ~ P i , J~~r +`.•~AJ~- I{ '~rl'•~' ff ~ ~ r~y.!'~yib ~4• .~C,,_ ~ ° ' =.f.~ i~~ rE ~ ,n- `,.~,d,^''f / f ~'',n 'f.+ F r4, $g.• . ~ G `pr~~ .6~`frJ ,M~~ , , r, ',f~ 1! ' ~ ' ' ' ~ I h ~~r,•' ~s r' '.~~r''~~'~,~' .~r` " ~gA51N !1i.. I\ !1 i1 ~ ~ I R~- ~ i~~.~"¢= ~ aofi~" • ~e~°~~• •~s AW-: 4 ,n..sc~~Fr E ~'~T ~ ~ 15~}• B~L FT ~ ~ 6l . .0' i I- „ I i ~ ' ~ iY i ~ ~ - - - - ~ I i ~ I 1 , , "i A~~,. -_j I .~s{-~ ' • ~ ~ co pNK s , v wAA S. q ~ p I s•~ ~ 4 f~` 0 ~0362 ~2 ~ i ~ ~ I a ' _ NAL L ssi y' ~expiREs o5-~a~DZ~ ~ ~ ~n ........w- - - ......_e- - i ~ t~ ~ ~ _ ft . G / . C ~ " - - - - - - - - - - - - ~ - _m. . . - - - ~ - " 5CALE: 1 °=60' BECKER'S RCaGE - - ~ - BASIN MAP GLC Associates, Inc. ~ S-OKAAE+ W, -DENVER. J r~ /~f~ 707 Wn1 71h • Su4a ~(509) 45B-fi&l0 DAT IE: V4/'~ Z,llV 5y~w0. Wk e9204 Fa7f. f5Q51 959-6944 I ' , I ~ I ~ I ~ . , ~ ~ ~ i r' I I•'~ I D ~I\.I^ J ~~"'f~ ~,~~i~~ ~i ~ f• ~ . i ,~i j j ~ ~ ,~r, ~ . J' •T6TAL• i 1~ • , I IY - J~~'".•• ~ V 'f••'~ ,f• $SL•Fr.- b Fr' , ;t~ C ;;i,. ..J;'; .r • ~ , ,~.t•• I . . ~ ~ / ; ~ . ~ -~~~1, ~ ,•~~~~~~~f~1~ ' ~;:~Ji ~µ,+A.~'.,...• ,f,, / f 1 I~~j ~~.rSY / ' ,f t4+y,L.•~' .f' ` 'c~a~~ ,Z r . ~ ~ ~J,.r~~~ 'B{AG~/1rN4'~ I 1 .•1~ , ` ~ i -MT AL ''1;I , ~ : i ~ ~ t; ~ ~j j ; ' ~ • r,.• 07~. i r~ ~'i II~,A` I ' • . r_ A~EA dO~fl~k~ .3x44o"''90~, . ' , • f,,. 494 Ln f~'' t59,s4 FT:' ~ ' . AlPfrk . I ' • I~ ( ' .,n7p"~~ I ~ .r fA,~"•.•'Y.. .h''~ ~ '%i n^~" ' ,i~ ' ~ ~ , y~'~ I I~ ( •i, . / i' , ~ • I ~ ~i%,'.~ ~~.7' _ ~ , . N OTE: . . ' 45.'~~ ~ GS ELEVATIONS SHOVYN DO NOT COINCIDE WITH ~ I~~ i~~, i~• ' ' ~ ~''~~y~~ ' THE TOPO SHO4VN. 1HE GS ELEVAl10NS ARE i i ( i.., ,•r~ i RELATIVE ONLY. ALSO THE TOPO L1NES SHOWN •'N ON THE EASiERLY ADJACENT PROPERTY WERE ~ ~ , ' ADDED BASED ON VISUAL OBSERVATION. ccj s- ~ ~ 'n \ a ~ ~ ~ • . ~ 77 i ~ i` Ni i'" ' l's~ i v . ; I i'. i , / 1 ~ i i . • • s,.sl l'. ti.:i•~::....»......`~.^ . / ' w..dnir,e.~aonuao~o,wr............... . • 1~~-':°`-°~";.iSw'"✓,.. . - - _ _ - ~ ' • ~ ' SCALE: 1"=60' BECKER'S RIDGE - = = BASIN MAP CLC A'ssociates, Inc. Daoac wA - oonsx a '°'W'"`"'Su!°'°° (so') 458-6M° OATE: 04/12/00 sv~a+.. •A esza rAx rsosi ase-sau ~ ~ .I j ' ~ ~ a~ • ~ iND-- ~TOT{,,,. ~~b ~~'!O ••P 1. F._. " ~~r Y,r'~ f ~ , ' / - 1 ~ .j •'~°aJ ' ~ t'" f ^'-•~o~' ' ~ ' - - ' n, ~ , . B!''lSIiN -,4:,-• t ~ - iDTAl. _ARE'11 = 8 9Q.~ FT. 98•'1~'~ 9 •StL FT.- „ 2 , ar' j~IK~,,. ~I~' ~ , ,c j ' n~! 4 I` ~ ~ I i.. .--rc' Ty~`'~l ~~,~•.n°>'~ '~~~`,~~,1 ~'.-~'1 1 o ~ ~ , a,.- Ri~, .l ~1 I ~ • .•L~'`'" ' ~ ••i ~S J"~+ 0 S-4.03a D C5-3.90. CSm3.95 G5=412 ~ . CSa119 a GS-4.23 N OTE: i G5 ELEVAT10N5 SHOWN DO N0T GOINCIDE WTH i~•• ~ i ~z ~ f THE TOPO SHDWN. THE G5 ELEVA710NS ARE ~ tSQ4 00 RfLATIVE ONLY. ALSO TME T(1P0 LINES 5HQWV : ~ ~ . ON THE EASTERLY ADJACE~kT PROPERTY WERE ' ~ r ` ~ ADDEa BASED QN ►~SU14L OBSERVATIQN, 5 _.lf ~i,~:.ti l~•'`"y~ 21~ a ~ - i Cn(' 1,.1~ cs-e-t h.. 3 ~ fi • ~ 8 ~ ~ ~ I 75 ~ • ~ I ~~rr _ £ rG . ~ C i E .,.`4- ~ ~ r 1 . ...M r.. , ,s ~ ~yAa.~ ,I. ~~ru~ _ " t , .I ~ i ~ illiu i •i. - ` ~n~ . . . ~ . - - - - - - -_.-~.-----F-_-----~____..- i- n , . . ~ .f ,,,..,.~.,r •»~»,,»,.~~ir.~.,; • ~ , - - - - - - ~ ( 214 216 .Y .._M. '31ta Hi-VZ scALE: 1°=50' . , - - ~ VALLEY V1STA ESTATES BASIN EXHIBiT bRAWING ~ CLC Assaciates, Inc. 91NAC, - - DU+VM . ror vr~f 1u .S,r8 200 (sos) +5a-5840 ~AT~: 04~12~OD Spdim+e, WA 4920~ FNS f509) 4%-6044 THOMAS, DEAN & HOSKINS INC. ENGINEERING CONSULTANTS 303 E. 2nd Avenue • Spokane, Washington 99202 •(509) 622-2888 • Fax (509) 622-2889 July 18, 1996, Bill Henunings Spokane County Engineering ' 1026 W. Broadway Avenue Spokane, WA 99260-0170 RE: Valley Vista Estates - Drainage Concept Plan Dear Bill: Pursuant to our conversation yesterday, we are submitting a copy of the drainage concept plan for the referenced development to facilitate the processing of the preliminary plat. The property owner is in agreement with the concepts presented in the plan. Please note that the attached plan is subject to change based on final design computations which will be addressed in the Drainage Study. Necessary adjustments to easements, if any, will be made on the final plat. If you have any questions, please feel free to call me. Sincerely, THOMAS, DEAN & HOSKINS, INC. . ocy~~ Timothy J. Haegel, P.E. G~~~ Project Manager -7-° ~3 i ~ C'r~6 & o 9 Pt !~CE- I'~~E D ' ~ JUL 1 7 1996 SPOKANE COUPd1Y ENGl;dtER oil ~ OFFICES IN GREAT FALLS, BOZEMAN, KALISPELL, SPOKANE AND LEWISTON Acec L ` c THt~MAS, QEAN & HOSK1NS I111C. ENGINEERINCa CC)NSULfiANTS 343 E. 2nd Avenue • 5pokane. Washmgton 99202 •(509) 622-2888 • Fac (509) 622•2889 LETTER. UF TRAIVSIVUTTAL To: nATE: 1,3 ~ Dn ° ~ JoB: SPt71{ANE COUNTY ~ 1996 . We are sending you Attached [ l%dec separate eover via _ the follawang items: Shop Drawings [ ] Disks [ ] Plans [ ]Samples S [ J Gopy of Letter [ ] Change C]rder [ ] Specificatians [ ] . CC]PIES DATE DESCR.IPTI[]N ~ ~ ~ ~ ° ~P ~ ~ ~~r` s '~~A~e 6-eJ ~ These are transmitted as ch~cked helava: ~~a Far appraval No exceptian t~en [ I-L_~submit copaes far approval Fve youx use Make cvrrections noted Subrnit copies For distributivn As requested For reView atad comment Return corrected prints ~ ~ For Bids Due ,.19 Prints Returr►ed After Loan TQ Us ItEMA.RKS. ~ - . ~ cc: TH❑MAS, DEAN & HOSKINS, INC. ~ Signed: C]FFICES fIV GREAT FALLS, 8C]~EMi4N, KAL4SPELL, SPC3KFINE AN~'J l EVVIS7'DP! Acec • RECEivED ' SPOKANE COCJNT'Y JUN 18 1996 []iV18 0N OF BIJILDfNQ Mf0 PWANNING BY: TriQ Distributiun AriaIysis: VALLEY V~STA ES'TATES Spokane Caunty, VF'ashington Frepared fvr: Gerald Becker 2221 S. Progress Road Veradale, WA 99037 - Prepared by: Thonnas, I3eari and Haskiris, Tnc. East 303 2nd Avenue Sgokane, WA 99202 . (509) 622-28$8 Project Number 596-24 .Tune 11, 1996 . cERTrFrCITION T, the undersigned, am licensed and aut°iorized to practice Civil Enguneeririg in the State of Washingtan. ThYS trip distribution analysis of Va11ey Vista Estates has been prepared by xne or runder my direct supervision, J. vVASyi z 9385 c~ 0 ~sS1pNAL ~ EiCPIRES PU J'~{-1- 1. , PTl~Jf eCt DLSCI'lptdUn 'I'he proposed Vadley Vista Estates is a 7 lvt single family residential development to be situated an 2,2 vacant acres. The prn~er-t is 1vcated in the Spakaiie va1Tey at the nartheast cvrner vf 24th Avenue and Progress Road 'ua Section 26 vf Towtshap 25 North, Range 44 East, W.M. Flease refer to A,ttachment I - Lacation Map, and Attachment 2- Preliminaty Site Plan. This repvrt has been requested by Spakane Cvunty Engineering to estimate the irnpact of the prvposed development on the majar interchanges along Interstat~ 90. The specific interchanges which vvdl serve this develapment, and subject vf this analysis, is the Sullivan Road and Fines Rvad interehanges. Lxisting Tra, f,~'rc Circulation and Access The areas surrvunding the prapased development eonsist vf single family residential develvpments ta the narsh, sauth, and west and vacarit Iand directly to the east bardered by mvre single family deveiopments. Hames iai the area are served hy 24ttY Avenue, a designated collector arteaial, and Progress Road. 24th Avenue runs east to Sullivan Rvad and west to Panes Road. Sullivan Road extends sout.h tv BelPe Tene Avenue and nvrth ta a Interstate 90 interchange and then thraugh Trentwvad and the 5pvk,ane Industrial Paric {SIP}. Pines Raad (SR 27) runs narth tv anather Interstaee 90 interchange and ahen to Trent Road and svuth tv Mica and FairField. Several Iacal and regional commercial zpnes ar~ present which serve the aaeas adiacent tv the proposed development. T'hese zones, alang wirh their estunated traffic flovv paths, are as fvllows: Cummercial Zane I Designatipn ~ Approxinnate Traffic Path V'eradale ~ L,ocal ~ 24th east - Suilivan north Dpgortunsty Local ~ 24th wess - Pines north Ghester Local Progress sauth - 32nd west - Bowdistn south Trentvvood {5IF'} I Loeai I 24th east - 5ulli►+an norch Liberty T.ake Local 24th e.ast - Sullivan noith - 5prague east - Appfeway east - Liberty T.a.ke south Downtown Spokane (west) Regional 24th east - SulliVan north - Interstate 90 west Posc Falls (east) Regianal 24th ease - Sullsvan n4rth - InterscaEe 90 east FreemarVFairf eld (south) ~ Regianal I24ch wese - Pines sauffi I Mead (narth) Regional 24th east - Sulliaan north - Interstatc 50 west - Argonr►e ncarth d Lvcal circulation and access is prauided by the three major arterials Suliivan Road, P'vnes Rvad and 5prague Avenue. 24th and Prvgress provide access frorn these majvr s[reets tv the areas adjacent ta rhe propvsed develapanent. Access [o regianal commercial zvnes are garizered by accessing Tnterstate 90 at the Sulliva.n Raad vr Fines Road interchanges ar by use of Sprague Avenue to access Pines Road gaing south. .Propvsed Tra.f,~ac Circulation and Access The prvpnsed development would include a private street accessing 24th Avenue just east af Progress Road. TMs proposed pocal street would terminate at a cul-de-sae wittlin the development tv ailow fire apparatus and vehicular turn-around. Access to local and regivnal cmmmercial zones for the prvpvsed development would be simaiar as tha;t described abvve for the adjacent residential areas. Please refer to Atfachment 3- Traf~ic Circulativn I)iagram, 7`rip Distrihutcan Analysis Traffrc Yvlume Informativn vn traffic volume was obcained through the Trig Generatian iManuat {5th Editian} pubTistted by the Institute af Transportatian Engineers, 5pecifc pages related tv trip generativn for the prr.rposed groject are included in Artachment 4-"Trip Cieneratzan 5heets. C]n a tygical weekday, the progased 7 lot development will generate an estirnated average vvlume af 67 vehLicular trips per day (ADT) hased on 9.55 trips per dwePling unit per day. The estimated am geak haur will be 5 vehieles (0.76 per dweiling unit) while t.he pm geak will be 7 vehicles (1.02 per dwelling unit). On t.he weekend, the peak haur1y traffic shDU1d be siightly t+awer than an the weekdays. 1]ata Clatheritag and Analysas 5ince the central business district for the development is lacated alvng sgrague Avenue, Pines and Sulliwan Rvads in the cannmunities of Veradate and f]pportunity, it is estianated that the vast majority vf trips generated an site will nat access or impact Interstate 40 interchanges. To verify this conciusiQn, afieid study was undertaken ta monitor r,rips generated at a development similar to the prvpased project. 'I'he mvdeI used was the Hart's Crosswind Additaon which is a19 1at single farmily development lvcated along Newer Raad and 23rd Avenue just east vf the proposed 7lvt develapment. On Mvnday, Tune 10, vehicles were monitared as they entered 24th frvm Newer Rvad du,rang the mvrning fram 7:047 am tv 9:00 am. Technicgan A identified the make, madel, coPar and iicense piate number pf each car as they enrered rhc arterial. This technician then radiaed the informatian to Techmcians B arad C who wQuld monitor the Sullivan and Fines Fnterchanges. Techriicians B and C were pvsitioned to observe "subject" vehicles for movernent5 gnta ar aver Interstate 90, and wvuld nflte direction. , The intent of Lhe study was to deTerinine the destinataons of traffic that chose ta use 24th Avenue as egress because 24th .Aaenue will be xhe aWy point of egress for the prapased deVelopment. l]uring tlie study periad, 23 vehicies entered 24th Avenue frvm Newer Rvad. At the Sullivan interchange, two were observed turning east vn Interstate 90, six travelled nvrrh tvward Trentwvod, and Qne travelled west taward Spvkane. At the Fines interchange, twv vehicies txavePPed through the interchange going narth. Results As veri~'ied in the site studY, OPportutzity and Veaadale is cvnsidered the CBD with "Trentwvvd bemg a rmajor employrnent cenLer. Based on the nature of the area, the vast rnajority of trips generated from the prvpvsed site wiZI terminate within the locai areas of Opporturrity, Veradale, Ghesr.er, Trentwovd and the Spakane Tgdustriai Park. , It xs believed thax a fair percentage of workday commuters origitiatmg fram the proposed site will work at Kaiser's Trentwvod aluminun roPling plant or in the Spakane Industrial Fark. It is apparent tiat some of the new trips will be fvr empl❑yment in tv the east, perhaps ira the Post Fafls area (Harpers vr the Factory Outlet Mall). 4Vhen the new regional mall is campleted, it is estimated that a portian of the trips wiil be for ernployrnent at that lacatAvn. A11 of these aehicie trips wiii not unpact the Sulliuan or Fines interchanges because they dv nat add sigruficantly tv the uvlusne of the critical westbQUnd rurning mvvements. 8ased on the lacal emplvyrnent centers, it is estunated that trips generated at the prvpvsed site will be distributed as follvws: Commercial Zoue Peak Hour Percentage Vo[ume (Rounded) VeradalelOpportunuty ~ 3.50(4) I 50 I Chester 0 35 (f]) ~ 5 Trentrvaad {5IP} 1.75 (2) ~ 25 LLberry Lake I 4.35 (Q) ~ 5 ~ Dvwntown Spokane (5ullivan-wes[ 90) I 0.35 (d) I 5 Post Fa1Ts {Sullivan-east 90} 0.7(} (1) I 10 FreemanlFairfield (south) 0 ~ 0 I Nlead (nvrth) ~ 0 ~ 0 TvTALS I 7 ~ ioa ~ Conclusians Based vn the negligible estunated peak hour Volume increase at the Suilivan and Pine r'nterchanges 1 westbvund Interstate 90 ftming movements, no s~gnificant impact or de,grrudution #o the level of servtce at these inlerchartges is anticipated due tv the praposed deveivgment. ~'~y ~a~' c nr~~ s u ~ ni r~ E3u ~ s a~c~ r y, ~ s.4• - ~ ~ Fr y ~ t ~ 1if114kIESlI: flu ~i~ , t GAk tl ~~th~~~~R ~l~ ~ _ _ ~ P LII IVERS [Y ~ aa~~ _ _ _ ' ~S . 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N ~ ~ ; l ~ ~ f PPOGnaM ROAD a . • _ ~ JF-' i ~ }'3 ~ !0 sT ~ ~ 1 i .4 r 0 9 ~ ~ 1 y ~ ~ ~ ' 't ] ~ ~ P ~ ' , • ~ S ~s • ~ , ~ • ~ ~~y w~ y v ~ ' , - ~ . ' ~ ~ ` ~ t , ~ f~' ` • ]D' 3f1' ~ ~ ~ ~ t 5,,1'~ ll~'`~ ~ ~ ~ ~1y f r ~ ` ~ ~ , ` ;~e t 1 1 ~ ~ 1ry, • . ' ~ - ~ ~ s , , " 'e~q ~f° .'t, 1 ~ ~ . l ~ 't , ° ' 1• t~~i ; ~ ~ P~Vi1TE 70 71Rt~ ~ ~ r 5"ti~ ~ ~ r 11~~ ^ _ ~ ~ l . ' ` '4~ 1 ~ ` ~ 4 1•d 1• i ~ i ' ~ 4 ` ~ - ~ 'i • ' ' ~ , 44 a . ~ ~ ~s.r.~ ~ 1~a.sa• , 't , ~ i . •B • 1 • k • • - - _ - . • • • _ • - - - - - - - - - - - - _ -LL-- • - - - - - ' - ! A 4TTA<44 H'€-+ti.,r 1 l 1 ~'J~f~ Z ~ ~ G ~ I►~k'~Al+.1 P" ! ~1!`t7 ~-,~rrtw oao ~ C-1°~'►i~~ ~ A4C- a._~._ r--- ~ g ON, vR'iJP IT"r \1A"DA lrE I.MC~ n d :L ~ ck w 3 ~ . G.. ~ rA A\4& . j r A"` r-- Tl~F ~ c. R~ Y~~~/F~~►~~~ ssae-'tS . ~ Single;'Family DeLached Hous1ng 300 Un[tss~~ (210) Auerage Vehecle T'rip Ends vs: Qwelling Units ' On a: 1Neekday 1Vumber vf Studtes: 348 AVerage Number of aWeiling LJnitS: 206 ~ Direcyional Distnbution: 500a entering, 50% exiting Trip Generativ+n per Dwelling Unit ..~a ~ Average Rate Range af Rates Stanaara aeuiatran ~ 4.31 - 21.35 3.66 ~ Da#a Plot and Equation ~,ooa (Subset af Cera Plortea arr Page 257) s.aoO X< ~n .t ' ~ C - 71- ~ xXi _ X 3.000 _ . . _ . . - - - - - - - ~ , - ?C 4 { 'c ;C < ,C { , > • :C ~ r _ ~ C 1L,~ { k - : X. C~ d ~ C il ~ •t '<x`{:`~ 1,000 X ~ ' - X.~c. 0 ~ 40 100 ~ sa 200 za aofl X = NumoeF of Gweiling Un,ts :4 ACttit~tl aaiss dPaiRts Fittea Ct~Ne Rtted curve Equeclcan: cn(T) = 0,921 Ln(X) -o 2.598 R2. = o.96 ~ Tnp Gerrerarlan. Januaty ; 991 , 258 Instltute af i ranspartadnn Engirceers Siragle-Family Detached Housing 300 Units~ ~ ' (210) ►4verage WehiGle Trap Erids vs~ Dwelling Units ~ On a: Weekday, A.M. Peak Hvur of Generator Number o# Studies: 339 Arrerage Number of Owelleng Units: 1 9C Direc:iona! Distnbutivn: 25% eratering, 740.16 exiting Tr1Q Generaticn per Dwelling Unit - AVArage Rare Ran~e ofi Rates Standarc# aeuiatian ' ❑.i5 0.33- 2.2r ❑.91 Data Plot afld EquatiQn _ ~o (S~.►tsser at Da~ Plcttes1 csrr Page 2631 - i 1 n waa _ . . . . ~ ' ` :a : X aD < X ' ~ Z~ 4 . , - • - ~e ~ - ~:L X. ' °f "r .C ~ f - " ~ ;C ~ S S M :S . " < C ZD ' X :<:< . > 4 :~x XX 'C ~ t f;~'•C<~( C< . < C ~ ..r J .C .~4 ~ ~{x:z%< • • f• ~ < • . • • - .s t .z "'ti;y'•t.C < C . :C :S'•.;X ~ ; ~ ~•~C~ L • ' y'~C` ❑ • 100 15O z470 250 300 ?C ~ Nuraibar af Ow$lling Units .t Actuai aau Palrtei F#ttma Curve Averaqe Rsta FiKWd C:T.Zf1►e EQIJatI[;r1: Li7M ~0.85$ L.n(X) * 0.4$4 Ffiz' =O.$9 . i np Generatron, January 1991 264 Instituce of i rarrsparration Engineers ~ S#ngle-Fam'Ily Deta'C:hed HoL1SZng 300 URit~.~• ' (210) AVerage VehEcie 3rip Ends ws: Oavelling Llnits On a. Weekday, P.M. Peak Hcur of Generatar Number of Studies: 357 ~-Average Number of Dwe#lrng Units; 183 - Directionai Distribution: 54$'0 entering, 36°`6 exiting _ ~ Trip Genera#ian per Dwrelling Unit I Auerage Rate Aange of Rates Standard Oev+ation ~ - - ~ 1.02 0.'L2 - 2.98 1.05 k ' ❑ata Plot and Equativn (Selbset af Data Plaited an Page 265) ` . ~ ~ - :c 400 _ . , . - - - - - . . . - X. - `C I .n ' x , - a _ X X - x X - LU r .c ~ x w ~ 300 X 2 x X x ' `f ~ X . >cc ~ X S J } :4 • ~ ~ X ~ :G :C - 2Qf] _ - . • ' ( { X.. .C . ~ x < `R~v X , > < <,< , :I < < :sf. P<~• .f ~ ` x tp~ { .E < .<.< - - • • • - . . , =s~~ ,s :S ~ .4 1~x < .4X).X .t s x X ' ~ - - a 50 100 s 5[i 2GO ?SO ,'.fld] - s NlJ1T7tBF '0f CDINeilIng 11f1StS - X AAcUM C7sta PCIr(M F'i4ted Curve Awrag! €i8te . Ar Fltt9CI Ct1EVl1 EqlJatfiOPi: L_t7(70 = 0.892 Ln(i~'►) 0.590 o.g-t ~ i rr~ Garrera~ron. Jans~sry Z 99~ ~6~ irsstitute of Transp4rratiQ~r ~E.~sg'ineers ,PkOGRESS-C:~. 1~ r R ~ ~ ; _ ~~T- ± 4M1~ ~ i ~ ~ a. ~l'...`~` A ~ ~ _ r- • 4 ~ P W~ . r~' v:~' ` • ~ ~ ~ ~ L ~ , • • 36212 01 $ItR ~ • - NAL F~ v 11 , x~ . EXPlRES 5/18/90t 44, X~ •w~~ ~a - SGALE: 1"-20' ~v ~p~~ , Z. • • . M~ 4, f , 'TYP€ "A" ORYWELL WITH T1PE ~ .4 METAL FRAME & GRATE PER • SPOICANE COUNT1` STANDRR❑ : . t PLAN5 8-ln AND B--15. E 'STA 11+05.51, 22' RT. RlM EtEV=2022.09 ` DRAINAGE ~n ~2- - EASEMEi+lT 22' 28' j - 3 7' . 23' 10' UTiL1TY . . . . . ~ . EASEME~iT ~ Ln I . , r ~ f I 12' 1 S . ~ N N ; BE ' CER COURT ~ 50' 12' - - LOT 1, BLOCK 1 - ~ = BECKER''S RlDGE ~ GLC Assaciates, fnc. SPOftAHF. WA - DEHVk7i. CD am r~t M - suite 200 (sm) +5a-ee4a ' DRTE: D5,25 f d(? sp~~■. wA 99204 FAx [5a9) ~-ea++ _ i' -DRAYNAGE REPORT far B~CKER"S RIDGE mAY 2000 CLiC #S440027 Prepared by: CLCAssociates, Inc, 707 West 7rh Suite 200, Spokane, WA 99204; (509)458-6840 The de$ign improvements ahown in this aet of plans anc3 calaulatians conform to the applicahle editions vf the Spokane C+ounty Standards for Raad and 5ewer Construatian and the Spokan$ Gounty Guid`elines for Stoxmwater Management. All -degign deviationg 'have been appr"oveci by the Spvkane Cv~ar~ty Sjiginser, I appirDVe these plans -(calculatioAS) •~o`r cvnstructican'. ' `F'his repert has been paepared by 7ohn McKervey, E.I.T. and by the stafFof CLC .4ssaciates, Tnc. under the direction af the undersigned professicanal engineer whose seal and signature appear herean. > ~ 0036212 ~ /ON A ~EJCPIRES ,TCYhJI F. SayWeCS, P.E. BECKER'S JUDG.L Storrn Water Technical Evaluation Narrative GENE1tAL - This proposed housing development wi11 be located on the norttleast camer of 24`'' & Progress. The site ~ is rvughly 31 0 feet wide parallel to 24t' Ave. a,nd 305 feet deep, far approximately 2.17 acres. The land ~ in all dsrections from this site, is developed into housing. The site is currently a vacant faeld. Public sewer and water will be brought to the site froin mains lcscated in 24hAvenue. PURPOSE - The purpuse of this drainage repvrt is to determi-ne the extent of statrn drainage facilities which will be required to dispose of storrn vvater runoff from this develapment. The starm drainage facilities on this , grvject will be designed ta dispvse of runvff frvm a ten year design starng. Additirrnally, the runoff frvm - the 50-year storm will be checked ta insure that it can he cQntained within the storm drainage facilities prcaposed. This develQpment is within the Aquifer Sensitive Area of Spokane County and is subject tQ ' 'Z[]$' requrrements. Fur this pr4ject the Infensity, Duration, and Frequency (IDF) curwe from the 5pokane, Medi€al Lake, Reardan, Cheney and Rackford area was used. ANAL YSIS METHOAaL C]GY The Rational Methvd, v4+hich is recommended for basins less than ten acres in size, will be used ta aetermine the peak discnarges and runoff volumes since none of the basins exceed 10 acres in size. ~i PRO,IECTDESCRIPTIDtTV As stated previously, the prapcased Lecker's Ridge is situated vn apprvximateYy 2.17 acres, The project is lacated in portians of the northeast 114 of Secticrn 26, T. 25N., A. 44 E., W.M. in Spokane Cvunty, Washingtan. , TOPUGR4PHY The site rises tv the nvrthwest cvrner with slapes which vary from 0% to 15°Ifl. ~ C1.C Rssacrales. !nc D1 Becker's Rrdge l7rpmnge Report ~ f solL.~ ~ As can be seen from the accompanying svils map Frvm the Spokane Ccaunty Svals Suzvey as perf'ormed by the SCS, the site c4nsists of CYass B s4il types. The soil descriptions are as £allarAas. ' GmB - Garrisnn very gravelley Ioam, fl ta 8 Rercent slopes: This sail is a samewhat excessiveiy drained soil vvith mvderate to rapid permeability. Surface runvff is slvw, and the haz,ard o$' ezosivn is slight. SDokane Countv Guidelines for Storrnwater Manazement indicate this fo be a Svil Graup Type B and pre-approved far drywelZ installa#ivn. Hydrologac Soil Clussa"freatian - B GgA -Garrison gravelly loam, €1 to 5 percent slopes: Sails witbin this soil type are sornewhat ~ excessively drained soils formed in graveiiy glacial vufwash tnaterial from a varriety of ignevus rack. Surf'ace runoff is slow, and the hazard of erosican is slight. Snakane Cauntv Guidelines for Stormwater Management indicate this tv be a Soil Graup Type B and pre-appr+nved for drywell installatavn. HydralQgrc Soal Cla.ssiratrorr - B ~ DRAIIVAGE NARR4 TIYE ~3fJ-site A small amcsuaat of vff-site drainage is expected ta flow onto this site from Progress Rd, 24' Ave and - from a small porticrn of the properties to the ncrrth of the site. NQ drainage is expected tQ flow vntQ this site from east of the site. Relative elevatian shats were taken acrass the site and the property to the east of the site which shvwed that the adjacent properry to the east is lvwer than the prnposed site. The relatiae elevatitrns ohiained are shown on tae Hasin Exhibit drawing lacated in the back of this report. This ahservatiQn was supparted by conversations wifih the adjacent progertty cswner. No cirainage fram this site is expected tv flow pff of this site. Un site All an-site drainage requiring `208' treatment wi1l be collected and treated using the "208" runoffinethod as described in the Spokane County Guidelines fvr Stormwater Managetnent. The prvject consists of three basins, Basins A, B and C. The runaff from Basin Ais directed to k'onds A 1 and A2. Thie nanoff from Basin B is directed to Pond B a.nd the runaff from Basin C is directed tv Pond C. A basin map shvwing the laycrut of the progosed basins is lvcated at the back of this rep6rt. i CLC Assocjaies, Inc D2 Becker's Rrdge f3rainage Reprrt "208" Calculations As shown on the'208' calculation worksheets included, the'208' storage volume provided is adequate to perform '208' treatment for the runoff created by the first half inch of rainfall upon the asphaltic surfaces within the basin it serves. DRAINAGE CALCULATIONS SUMMARY Bowstring calculations have been included for the proposed basins to determine the extent of storm drainage facilities required for the 10-yeaz event. The runoff produced by the 50-year event was also checked to verify that the pond would adequately contain the storm. The basin characteristics are summarized below with the remaining calculations in the appendix. Table No. 1- Basia Characteristics Summary Table , ~~~~~-f.~ - '~i . .V . otal ~M~: i~mpervious . Runoff ~ . n ~£•k~^.+f' ,6~S.v1^ • a: r ~ev; ~i .a ~ ~ ~ .~.A'r;"ea (rS~ ~z Coeffi'ci - Area~(acr.es)rx~__~}~,. ent ~ E~-3.imx~^' . . : : .k" :<ti~~x..'~. . .v~•.a."...,TCai Ls'ai , t..~T..~c~ . t_ ' A I 0.83 I 10,174 I 0 46 B I 0.77 5,150 ~ 0 42 ~ 1 41 I 9477 ~ 041 Table 2 summarizes the requirements of the pond. Table No. 2- 208 & Storm Drainage Requirement Summary 'k 208 & STtORM D,R~►INAGE SiU~M~MAR4 Pond • h 208 yolume 208 Area Required 208 Area Provided Drywells equired * °..~:..:a R.e_q~ed (cf} e:. ~ ~ (s_n (sn A I 424 I 848 I 880 I 1-Type B B I 215 I 430 ~ 600 ( 1-Type A ( I 32-rl I 7s(1 ~ U(1 I 1_1yne ~ Type A is a Spokane Standard Drywell - Single Depth, Capacity 0.3 cfs Type B is a Spokane Standard Drywell - Double Depth, Capacity 1.0 cfs , CLC Assocrales, Inc D3 Becker's Ridge Drainage Report Table 3 summarizes the 10-year and 50-year storage volumes required and thc storage volumes provided. Table No. 3- Total Storage Summary , T,1VI DRAIN~G ARY-- . . ~ y. ~s.~:.~: L_„~.,_, M91,Y . . . . ; rtSVblume. Requ~red~; ed Total_Volume_Provided,(c~` . ,~~n:~., . ''~z~.c;~~: s :"`a~:= , - - ' • . 's: A 189 I 403 I 880 B 334 546 600 r ~ d17 764 ( Rnn CONCLUSION As demonstrated by the calculations and body of this report, the storm drainage facilities provided in the design will adequately store and dispose of the storm water from the site. Even though the minimum design criteria is the 10-yeaz storm, the ponds for this development will contain the 50-year event without overtopping. Additionally, the "208" area required for the asphaltic surfaces of the project is provided. CLCAssoclates, 1nc. D4 Becker's Ridge Drarnage Report APPENDIX MAPS VICINITYMAP SOILS MAP SITE DEYELOPED BOWSTRING CALCULATIONS SITE: 10-Yr., SO-Yr. BASIN MAPS BASINMAP BASIN EXHIBIT DRA WING CLC Associates, !nc D 5 Becker's Ridge Drarnage Reporl ~P5 24 ~ ► ~ ~ + ~ ~ ~ ► ~ ► , - ~ Y E L E A - E z ► ~ 1 _ ~ - - ~ vi PROJECT LOCATION , 25 L6 32\D ~ _ . i ~ ~ ~ 35 ~ 36 3 ~y i ~ cn cn ~ i , VALLEY VISTA S000027 ' - - - - VICINITY MAP CLC Asso~6 Inc. SPOKAN~ WA - DEN 707 Spokone~tWA 99204 Z~ PAX~(~°-e';4 DATE: 03/19/97 • g.~~ ~ ~ - A _ t ~ y , ~ ' ` y • e • ~ ~ ~x, b ,F~ • ~ - `r ~ t ' ` e k ~t _ ~ IIY F r ~ ~ J s1 ~ AL~j I , - ~ " ~ ~ . ,YII A SC}1LS I~ AP 04/ - , 8/cl ~ ~ ~~G sac►~~$T4tn~. ~ - ~ ~pGKAµE, WR 797 V+'°~t W,6 y8~~e 2W (5Q41 4~`69M L DE VEL OPED B 0 WS TRING CALCULATIONS ~ ~ 'i Weighted Runvff Coefficient Calculatian Prflject. Val1y Vista Estates Basin: A IPE Job S000027 Total Area (acres): O.833 Designer: J. McKervey Imp. Area (acres): 0.343 Date: 05l24l00 Grass Area (acres): 0.4900 Imp. Area "G": 0.900(] Grass Area „C": 0.15 - (Imp. prea)(Imp. „+C")= 0.3087 (Grass Area)(Grass "C")= 0.0735 -------------------~a~_-__-___~_----- Q.8330 0.3822 Weighted "C"= 4.3822 0.458824 0.833fl i Weighted Runoff Coefficient Calculation Project: Vally Vista Estates Basin: B IPE Job S000027 Total Area (acres' 0.772 Designei J. McKervey Imp. Area (acres) 0.281 Date: 05/24/00 Grass Area (acre: 0.4910 Imp. Area "C": 0.9000 Grass Area "C": 0.15 . (Imp. Area)(Imp. "C")= 0.2529 (Grass Area)(Grass "C")= 0.0737 0.7720 0.3266 Weighted "C"= 0.3266 = 0.423 0.7720 Weighted Rurtvff Coeffcient Calculation ; Prvject: Vally Vista Estates ' 6asin: C IPE Jah S000027 - Tatal Area (acres): 1.40E Designer: J. McKervey Imp. Area (acres): 4.487 '~ate: +~5124I04 Grass Area {acres}: D.91~90 Imp. Area "C": 0.9000 Grass Area "C": 0.15 (Imp. Area)(Imp. „C")- 0.4383 - (Grass Area)(Grass "C")= 0.1379 1.4060 0.5762 Vlfeighted "C"= 0.5762 - 0.40978 1.4ClfiD BOWSTRING METHOD PROJECT: Valley Vista Estates PEAK FLOW CALCULATION PROJECT Valley Vsta Estates DETENTION BASIN DESIGN BASIN: A BASIN- A 10-Year Design Storm DESIGNER: J. McKervey Tot. Area 0.83 Acres DATE: 05124/00 Imp. Area 10174 SF - C = 0.46 Time Increment (min) 5 CASE 1 Time of Conc. (min) 14.83 Outflow (cfs) 1 12 ft. Overland Flow Design Year Flow 10 Area (acres) 0.833 Ct = 015 Impervious Area (sq ft) 10174 L= 12 ft. 'C' Factor 0.4588 n= 0.02 '208' Volume Provided 440 S= 0.020 Area " C 0.382 Tc = 018 min., by Equation 3-2 of Guidelines • Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 280 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 14.83 890 1.79 0.68 817 890 -73 Z2 = 3.5 Type B= 1.0 n= 0.400 Rolled = 3.5 5 300 318 1.22 489 300 189 S= 0 100 10 600 2.24 0.86 688 600 88 15 900 1.77 0.68 813 900 -87 d= 0.282 ft. 20 1200 1.45 0 55 833 1200 -367 25 1500 1.21 0 46 834 1500 -666 A R Q Tc Tc total I Qc 30 1800 1.04 0.40 836 1800 -964 35 2100 0 91 0.35 836 2100 -1264 2 13 0 14 0.68 14.65 14.83 1 79 0.68 40 2400 0.82 0 31 847 2400 -1553 45 2700 0.74 0 28 849 2700 -1851 Qpeak for Case 1= 0.68 cfs 50 3000 0.68 026 858 3000 -2142 55 3300 0.64 0.24 881 3300 -2419 60 3600 0.61 0 23 910 3600 -2690 CASE 2 65 3900 0.60 0.23 964 3900 -2936 70 4200 0.58 0.22 998 4200 -3202 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.21 1028 4500 -3472 peak flow =.90(3.18)(Imp. Area) = 0.67 cfs 80 4800 0.53 0.20 1034 4800 -3766 85 5100 0.52 0.20 1074 5100 4026 90 5400 0 50 019 1090 5400 -4310 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 019 1124 5700 -4576 0.68 cfs 100 6000 0.48 0.18 1156 6000 4844 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 424 cu R 208' Storage Volume Provided 440 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstnng 189 cu ft ' Total Storage Provided 880 cu ft Number and Type of Drywells Required 0 Single 1 Double BOWSTRING METHOD PROJECT: Valley Vista Estates PEAK FLOW CALCULATION PROJECT:Valley Vista Estates DETENTION BASIN DESIGN BASIN: B BASIN: B 10-Year Design Storm DESIGNER: J. McKervey Tot Area 0.77 Acres DATE: 05/24/00 imp Area 5150 SF C = 0 42 Time Increment (min) 5 CASE 1 Time of Conc. (mm) 5 00 Outflow (cfs) 0.3 130 ft. Overland Flow Design Year Flow 10 , Area (acres) 0 772 Ct = 0.15 Impervious Area (sq ft) 5150 L = 130 .ft. 'C' Factor 0.423 n= 0.40 '208' Volume Provided 300 S= 0.100 Area ' C 0.327 Tc = 3.20 min., by Equation 3-2 of Gwdelines Time Time Inc. Intens. Q Devel. Vol In Vol.Out Storage 130 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu R) (cu ft) Z1 = 500 For Z2 5.00 300 3.18 1.04 417 90 327 Z2 = 3.5 Type B= 1.0 n= 0.016 Rolled = 3.5 5 300 3.18 1.04 417 90 327 S= 0.035 10 600 2.24 0.73 514 180 334 15 900 1.77 0.58 579 270 309 d= 0.121 ft 20 1200 1 45 0 47 617 360 257 25 1500 1.21 0.40 633 450 183 A R Q Tc Tc total I Qc 30 1800 1.04 0.34 646 540 106 35 2100 0.91 0 30 654 630 24 0.39 0.06 1 04 0 81 5.00 3.18 1.04 40 2400 0 82 0.27 670 720 -50 45 2700 0.74 0.24 677 810 -133 Qpeak for Case 1= 1.04 cfs 50 3000 0.68 0.22 689 900 -211 55 3300 0.64 0.21 711 990 -279 60 3600 0.61 0.20 737 1080 -343 CASE 2 65 3900 0.60 0 20 784 1170 -386 70 4200 0.58 019 ' 815 1260 -445 Case 2 assumes a Time of Concentration less than 5 mmutes so that the 75 4500 0 56 0.18 842 1350 -508 peak flow =.90(3.18)(Imp. Area) = 0.34 cfs 80 4800 0 53 0.17 848 1440 -592 85 5100 0 52 0.17 883 1530 -647 90 5400 0.50 0.16 898 1620 -722 . So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.16 928 1710 -782 1.04 cfs 100 6000 0 48 0.16 956 1800 7844 208' DRAINAGE POND CALCULATIONS • Required'208' Storage Volume = Impervious Area x.5 in / 12 in/ft 215 cu ft 208' Storage Volume Provided 300 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORA Maximum Storage Required by Bowstring 334 cu ft Total Storage Provided 600 cu ft Number and Type of Drywells Reqwred 1 Single 0 Double - ! i BQWSTRING ME'fHQR PRfl3ECT Valley Vista Estates PEAK FLOW CALCLILATIflN PRDJECT Valley Vista Estafes ❑ETEN71ON BA511V DESIGM 6A51N G BASIPI G 10-Year Design 5torm DE5IGIVEFJ MciCervey Tvt Rrea 1 41 Acres DATE Imp Area 9477 SF C= 041 Time Increment {min} 5 CASE 7 Time of Canc. (min) 500 {7utFlow (cfs) 1 200 ft. []verland Flow Design Year Flvw 10 Area (acres) 1 406 Ct = 015 Impenrious Area {sq ft} 9477 L= 200 ft 'C' Factar 0.40978 n = ❑ 40 '248' Vvlume Provided 400 S= 4 100 Area ' C 0 576 Tc = 415 min , by Equatian 3-2 atGuidehnes Time Time lnc Intens Q Devel VoLln VoLOut Storage 100 ft Gutter flovy (min) {sec} (tnlhr) (cfs) [cu ft) [cu ft) {cu ft) Z1 = 500 For Z2 500 304 3. 18+K21'$BA: 0 300 -300 Z2 = 35 , Type 8= 10 • n= 0.016 Rolled ~ 3 5 5 300 318 1.83 737 300 437 S= 0 020 10 600 2,24 1 29 906 600 305 15 900 1 77 1 02 1022 900 122 d= 0166 fi 20 1200 1 45 0.84 1 088 1200 -112 25 1500 121 0.70 1117 1500 -383 A R ❑ Tc Tc total I Qc 30 1800 1.04 0 60 1140 1800 -660 35 2100 0.91 052 1155 2100 -945 0 73 4 48 1 83 0 57 5.00 318 1 83 40 2400 082 047 1182 2400 -1 218 45 2700 ❑ 74 043 19 95 2700 -9505 C]peak fvr Case 1= 1.83 cfs 54 3000 0.68 039 1215 3000 -1785 55 33q0 064 037 1254 3300 -2046 60 3500 061 035 1301 3640 -2299 CASE Z 55 3900 060 0 35 1383 3900 -2517 70 42[}0 058 0 33 1438 4200 -2762 Case 2 assumes a Time of Concentratifln les5 than 5 minutes so that the 75 4500 056 032 1485 4500 -3015 peak flvw = 90(3 18)(imp Area) = a 52 cfs 80 asov 0.53 031 1457 4800 -3303 85 5100 052 030 1559 5100 -3541 90 5400 0 50 029 1585 5400 -3815 50, the Peak flaw for the Basin is ihe greater of the 4wo flvws, 95 5700 045 028 1638 51170 -40$2 1.83 cfs 10o 6000 048 0.28 1688 6000 -4312 208' QRAINAC',E P❑N[3 CALGIJLATI0N5 Raquired '208' StOrage V❑lurne _ lmpervious Area x.5 m 1 12 inltt 395 e[s ft 208' Storage Volume Providsd 440 Cu ft ORYWELL REQUFREMENTS - 10 YEAR DE51GN STORM ~ Maxamum Storage Required by Bowstrmg 4$7 cu ft To#al Stvrags Provided 800 cu ft Number and Type v# arywells Required 0 Single 1 Double I - _ i i 50-year STORM BQWSTR9NG METHOC] PROJEC711a[!ey Vista Estates PEAK FLOW CALC4JLATIDN PROJEC7 Valley Vista Estates DETENTIc]N BASIiV DESIGIV 8AS1N' A 8A5IIY A CIESIGNEFJEM Tot Area 0 83 Acres ❑RTE 05124 Imp Area 10174 5F G= 046 Time Increment {min} 5 CASE 1 Tirrie of Cvnc (min) 13 40 ❑u#Flow [cfs] 1 12 ft Overland Flow ❑esign Year Flvw 50 Area (acres) 0.83 Ct = e.15 Imperviaus Area (sq ft) 10174 L= 12 ft. 'C' Factar 046 n= 4 42 '208' MAalume Prflvided 440 5= 0020 Acea ' C 0382 Tc = 0.18 mm., by Equat«n 3-2 vf GuEdehnes - Time Time Inc [ntens 4 Devel Vol In Vol Out Storage 28{] ft Gutter flow (mm) (sec) {inlhr} {cfs} (cu ft) {cu ff} (cu ft) Z1 = 500 Fnr Z2 13 40 -----804 2.61 T 9 00 1075 804 271 Z2 = 35 Type 8= 10 n= 0,400 Ftalled = 3.5 5 300 4 58 175 703 300 443 S= 0 100 40 600 120 1.22 982 600 382 15 900 2 45 0 94 1098 900 198 d= 0 329 ft 20 1200 1.95 074 1097 1200 -103 25 1500 1 62 062 1097 1500 -403 A R Q Tc Ta tvtal I ❑c 30 1800 1.55 O.BO 1235 18{](] -565 35 2100 1 28 0 49 1160 2400 -940 290 016 1 02 1322 1340 267 1 02 40 2400 1 19 0,45 1210 2400 -1190 45 270(} 1 08 041 1226 270[] -1474 Qpeak fQr Gase 1= 1 02 c#s 50 3000 0 99 e.38 1237 3000 -1763 55 330[} 092 035 1255 3340 -2045 64 360(} 0.87 0 33 1287 3e40 -2313 - CASE 2 65 3900 4 82 0.31 1307 3940 -2593 70 4200 0 80 0.31 1366 4200 -2834 Case 2 assumes a Time of Cvncentratian less than 5 mmutes sv that 4he 75 450{] 0 77 0 29 1403 4540 -3097 peak flvw = 90(4 58)(Imp Area) = 0.96 cfs Sfl 4800 0 75 0.29 1453 4800 -3347 $5 5100 0 72 027 1477 5900 -3623 90 5400 O.71 027 1538 5400 -3862 Sv, the Peak flnw for the Basin is tne greater of the two tlows, 95 5700 0,$9 0 25 1574 5700 -4125 1 42 cfs 100 8000 067 0.25 1605 6000 -4395 208' aRAIAlAGE PaND CRLCIJLRTIONS Requtred '208' Storage Volume = Imperviaus Area x 5 in ! 92 inlfit 424 cu ft '208' Valume Provided 440 cu ft ` E]RYWELL REC]UIREMENTS - 50 YEAR DE5IGIV BTORM Maximum 5tarage Required by Bawstring 403 cu ft Total 5torage Proaided 880 cu ft Numher and Type of Drywells Required Q Single 1 Double INLAN6 FACIFIC ENGINEERING I I 50-year STOEiM BOWSTFdING METHOD PRaJECT Vally llJSta Estates PEAIC FLC]W CALCULP,"fZC]IV PRf3JEGT Vally Vista Estatea ❑ETENTIpN 8A51N []E51GN BASIN: B BASIN 6 ❑ESIGNEFJEM Tot Area 0 77 Acres DATE: 05124 Imp Area 5150 SF c = 0.42 Time Increment (min) 5 CASE 1 Time of Conc. {min} 5.00 fJuttlow (cfs) 03 130 ft Uverland F[aw t]esign Year Flvw Sp Area (acres) 0.77 Ct = 015 Impervivus Area (sq #t) 5150 L = 130 ft 'C' Factor 0 42 n= 0 40 '208' Vvlume Provided 300 S= 0.100 Area " G 0 323 Tc = 320 min„ by Equation 3-2 of Guidelines Time Time Inc Intens qDevel Val In Vol Dut Starage 134 ft Gutter flow (myn) {sec} (inlhr) {cfs) {cu ft} {cu ft} {cu ft} Z1 = 50.0 For Z2 5 00 ^ 300 458 148 _595 ^ _ _ 90 }505 Z2 = 35 Type B = 1 0 rr = 0.016 Rviled = 3.5 5 300 4 58 9 48 585 90 505 5= 0035 10 600 3.20 9 03 726 980 546 cv= 15 900 2 45 4 79 794 270 524 d= 0.938 ft. Zfl 1200 1 95 063 821 380 461 25 1500 1.62 052 839 450 389 A R Q Tc Tc tvtal I Qc 34 1800 1.56 054 950 540 424 35 2100 1.28 0.41 912 630 282 [}.51 007 1 48 0 74 5.00 4.58 1 48 40 2400 1 19 038 959 720 239 45 2700 1.08 0.35 975 810 169 Qpeak far Case 1= 1 48 cfs 50 3000 0 99 0 32 993 900 93 55 3300 0.92 030 1012 99[} 22 60 3600 0.81 0 28 1042 1080 -38 GASE 2 65 3900 182 27 1061 1170 -1 09 ~=a==== Ta 4200 0.80 0.26 1113 1260 -147 Casa 2 assumes a 1'ime of Concentration less than 5 minutes so that the 75 4500 077 025 1146 1350 -204 peak flow =.90{4,58}(Imp Area) _ 0.49 cfs 80 4800 075 024 1189 1440 -251 85 5100 0.72 0.23 1211 1530 -319 90 5400 071 0 23 1263 1820 -357 Sv, the PeaK flow for the 8asin is the greater vf khe two flows, 95 5700 0,69 0,22 1295 1710 -415 1 48 cfs 10(] 5000 067 022 1322 lSfl[3 -478 208' pRAINAGE PC7ND CALCIJlATI(]ry5 Required '208' Storage Volume = Irnpervious Area x 5 in 112 ¢nlft 215 cu ft '208' Volume Provided 300 cu ft ❑RYWELL REQUIREMENTS - SO YEAR DE51GN STORM Maximum Sttsrage Required by Bowstring 546 cu ft Total 5tarage Pravided 600 cu ft Number and Type af Drywelis Required 1 Singla a Dr]uhle INLAND PRCIFIC ENGlfVEERING Sti-year STQRM BpWSTRING ME7HDb PRC}JECT,Ualley Vista Estates PEAFC FLQW CALGULATIQN PROJECT Vafisy Vista Estafes ❑E7ENTIDN BWSIN DE51GN 6ASIN, C BA51iV C ❑E51GNEf JEM Tot. Area 9.41 Acres pATE: 05124 ]mp Area 9477 SF C = f}.a 1 Time Increment {min} 5 CASE 1 Time af Conc (min) 5.00 Outflow (cfs) 1 200 ft. Overland Flow Design Year Ftow 50 Area {acres} 1.41 Ct = 015 Imperviaus Area {5q ft} 9477 L = 200 ft. 'G' Factvr 0.41 n _ 0.40 '208' Volume Psvvided 400 S= 0100 Area " C 0 578 Tc = 4,15 min , by Equation 3-2 of Guidehnes Time Time Inc. Intens Q❑evel Vol.ln Vol,Out Starage 100 ft Gutter flow (mm) {sec} {inlhr} {cfs} (cu ft) [cu ft) {cu ft} Z9 = 50.4 For Z2 5.00 300 4 58 2.85 1064 300 764 Z2 = 35 Type B= 1 0 - r----- n= 00,16 Rollgd = 3 5 5 300 4 58 2.55 1[}64 300 764 r== S= 0 350 10 800 3 20 1 85 1299 604 699 15 900 2.45 1.42 1419 900 519 d=, 0 111 ft 20 1200 1 95 1 13 1468 120(} 268 25 1540 1 62 094 1500 1500 0 A E2 Q Tc Tc total I Qc 30 1800 1.55 0.90 1715 1800 -85 __.~..w.. _ _ _ _ 35 2100 1 28 074 1629 2100 -471 0.33 0.0E 2 85 0,21 5.00 4 58 2.65 40 2400 1 19 69 1714 2400 -688 45 2700 1 08 062 1745 2700 -951 Qpeak for Case 1= 265 cfs 50 3000 0 99 57 1775 30{]0 -1225 55 3300 0 92 0 53 1809 3304 -1491 60 3600 0 87 050 1862 3600 -1738 CASE 2 55 3900 0 82 ❑ 47 1897 3900 -2003 70 4200 0.80 0.46 1990 4200 -2210 Case 2 assumes a Time of ConcentratiQn less than 5 rninutes sa that the 75 4500 0 77 045 2049 4500 -2451 peak flow = 90(4 58)(lmp Area) = 0.90 cfs $g 4800 0.75 0.43 2125 4800 -2575 85 5100 072 42 2165 5100 -2535 90 5400 071 041 2258 5400 -3142 50, the Peak flaw for the 8asin is the greater of the two flows, 95 5700 ❑ 69 ❑ 4G 2354 5700 -3386 2.55 cfs 100 6400 0.67 039 2363 6000 -3637 208' ❑RAtNAGE Pc7Na CALGULATIONS Required'2a8' Storage Vvlume = Impernous Area x 5 in 1#2 inl{t 395 cu ft '208' Volume Prvvided 400 cu ft ❑RYWELL REQllIREMENT5 - 50 YEe4R OESlGN STURM Maximum 5tarage Reqwred by Bowstrirsg 764 cu ft Total Storage Pravided 800 cu ft Number and Type of prywefls Requirecf 0 5ingle 1 ❑ouble INl..AN0 PACIFIC ENGINEER9NG MAPS A sUrUylUU lU: iV IFial bUY 4bd ti544 411.AI RSSQCiaLeB, LAC. ~ 4U. I~MmINtbMb lglUUl 0a ~ cLC Associates Iac. 7D7 west 7th 5uite 200 [509] 45fl--5840 5pnkarre, WA 99244 (sag) 45"944 Fax Spokzne, WA - Derrver, GG ~wi -39cOwntua A~.1AMdGPWA,~~,,.".fluayba FAX TRANSMITTAL oaTE: I Clctober 9, 2000 'PGS;-- i iNC COVER Y+o: p Ed Parry, P. E. _ , _ . . , . ` F►X : ` 3247655 COMPaNY; i Spokane Co, Engineering -.Develvpment Services.._-_ } PHONE 456-3604 fFROM: s ToddYR.1IVhipple, P.E.__.. . - - . _ ..~.'.tOB:. S000027 PRO.lEGT. i B@CkeTS RIdgB , QRiGfNAL IN MAIL:Q YES NG warES: ~ . . Ed, Enc{vsed is a copyr of aur engineering estirnate for Seckers Ridge. 7his estfmate has lum,ped aEl of the impravernents, bdth onsi#e and vf'site tvgether. We ciearly need #o get on the Commissioners Agenda for the October ~71, 24300 rneeting. Please review this, 4he plans and fet us know what the bond amoun# will be. ►4t this txme, we anticipate submitting tne recvrd drawings within the next w~ek vr sa and at that tirne we are anticipating asking for a reductivn in bond amount. Thank you and please advise. Vii IL4` 1yP GLC ssvc' te e nc. ~ ~ iseet 0 f Tvdd R. Whippke, P.E. UO t L t.__- A-eC Vice President r-C: file Crrnfiden#alitv Nath;p 7his dacume€Ft[s] acGOmpanying this f8x tranamisslDn aontaIrt(S) in#v►mativn, which I5 cvniident€al and pririhogal Th3s Ir[formation Is intanded tn be for the mdivrclusl ar entity S0t 4orth abave. Ft yGU ase not ft intertdad recipient, please 6e awarg that any diseWure. oppYin9, drstnbution or use of the cvntents uf this itrferrma#ion ts prohlb[tad. 7hank yoar. OCT-09-2000 1?=11 509 458 6844 94% P.01 10/09fQU Ab:lU VAIC 6U9 458 U544 GLU ASSoCiIICeS, 1nG. 3UU. JblWLNbtMN wjuU'L (5EvvER) L1NlT QUANTITY i.9NIT `:OST TOTAL t. 8" PVC SEWER PIPE L.F. 202 $ 22.00 $ 4,444.00 2, CC3NNEC7 TO El(15T1NG F!'~. 1 $1,5fli~.[~p $ 1,5~'-0D 3. M4NHBI~, 7YPE 1-485 EA. 2 $1.754.00 $ 3,500.00 4. SIOE SEWER SF-RVlCE ACC. EA_ T $ 15.00 $ 105.00 5. 51DE SEWER SERVECE L.F. 359 $ 2.75 $ 987.25 $1(J.538.25 (UU4fAT'ER) i. B" PVC WATEFt MA4hl L.F. 207 $ 15.00 $ 3,105.00 2. GC]NNECT TO EKISTlNG EA- 1 $1,800.00 $ 1,800.00 3. GAlE 11AtVE~, R.S., 6" EA. 1 s fibo.00 $ 600,00 4. WATER SERVICE PlM i" EA. 7 $ 175.00 $ 2,625.00 5. BLQWUFF E14. 1 $ 750.00 $ 750.00 $ 8,88DAl7 (STREETS) 1. CLEAR}NG & RflUc,H GRAQING L.F. 751 $ 3.50 $ 2,628.50 2. FIIVE GRAD1iVG L.F. 751 $ 2.54 $ 1,877,50 3. CEMENT CONCRETE C17R8 L.F. 813 $ 6.75 $ 5,528.25 4, GEMEMT CONuRETE SfDEWALK L.F. j336 7 $ $ 3,20'~.5a 5. C1JRB RAMPS EA. $ ~.00 $ 1,050.00 6. C1dRB pROPB FA. . $ 400.00 7 ASPHAI,T PAVEMENT 2"ON 6" S.Y. 1,333 $ 11.50 $15,329.50 8 AQJl1ST GATE VALUE BOXES EA. 1 $ 135.00 $ 135.00 ~ 9. AQJUS7 MANHC)LE EA. 2 $175.f1D $ 350.00 $ 3[3,544.Z5 (E}RAENAGE) 1. CATGH BASINS EA. 'f $ 90[}.017 $ 900.00 2. DRYtNELLS EA, 3 $ 11,400.00 $ +4,800.00 3. 12" C.M.P. ORAI!►AGE PIPE L.F. 42 $ 18.00 $ 756,00 4. []RAlNAGE PaNDS S.F. 2,280 $ 3.00 $ 6.840.00 $13,296.00 ~ {MISC. GONSi'RLJCTIt)N ITEMS) 1. PC3VIfER FrH. T $ 396.00 $2,Tr 2.00 2. TELEPf-#ONE EA. 7 $66600 $ 4,662.00 3. lANl]SGAPfNG L.S. S $ 5,4[l0.00 $ 5,0100.00 4. GAS L.F. 240 $ 480 $ 1,152.00 s. GAS SERVIGE PdPE L.F_ 355 $ 2.05 $ 940.75 8. GA5 SERViCE HQQE4llP EA, 7 $ 900.00 $ 2,100.0I7 7. RELDGATE PQVNER POLE FJA, 2 $1,$00.00 $ 3.000.00 8. RELC3CATE MA1L 8C]X F..A. 2 9i 200A0 $ 4[)0.0€3 9. RELC3GATE FlRE HYQRANT EA. 1 s ~00.40 $ 500.00 $ 2D, 525.?5 .3 wowmemtlsUwozAtrec*sr's fldge recap QCT-09-2000 17~12 509 458 6844 95% P.02 Iuruasuu le:ii rAa bvV abb b544 LLG nssoczates, anc. ~ Gu. hNviNEr~5 4zj uus RECAP B'EGKER`5 RIDC;E SEWER $ 10, 536.25 WATER $ 8,880.00 STREM $ 30,504.2a DRA111^r7E $131296.00 MESC. GCINST. lTEMS $ 20,526-75 TQTAL CaST $ 83.739.25 J'ldomlrmntla(IOn[Y271aecMeC9 rfdge Ieqp [7CT-09-2000 17 :12 509 458 6244 95 : P.03 , . _ • e~• ~ ' . ` ` r' _ ~ a - ~ L- ~ _ ~ - ~ ~ a _ ~ - _ ` ~ ~ `.i;s,~y~•~;r ~ ~ = - _ . , " - - _ . ~ r _ •~jx~• f ~ '~nx4"i _ ~ • Y r = ~ ~dx~ V~ _ ` ~ •,~y~+y . . • ' . ~ ~ - ' - = ~Y` 2 - . , ~ z- - " ~~t l.,•-. .~F ~ ~ pW,~/~ ~..Ai* ' ~rS'•^ry Y #i ~s • M3 .y j ~ -s r~ r • ~ '..y.~ ~ _ ~r'~ - ~ s . - ~ a - ,s ~`:>.~c.c,,,i•- - - ~~~n • ~ ~ y . ~s; . ~G-~- ' - ~ ~ ~ ~ l7c~ ~`@ ~ ~ . 1 r~ ~ ~a ~ ✓i f r' ~ ~'11G i ~ ~DK~.~ ~J ~ ~G~.eCS ~1 ef RECEiVEQ SPOKANE CO4~NTY SEP 2 8 2000 OMSt~~ PLANNING ~ Y7'•I . '4•k'^~ ,Jf ~ ~ -►y ~ ' y 4 P_ ~ DRAINril~E RE1 VR1 • fo C BEl~~~~~ ~~~~E JUNE 2000 CT.C #5000027 FgepaIed by: CI.CA55f1cL1ltes, Inc. 707 Wesx 71h Suite 200, Spokane, WA 99244, (509)458-6$40 The design imgravements ahown in this set vf plans and calculatiens eonform to ths applicable editions vf tYxe Spokane County Standasds for Ftoad ansi Sawar Coiistruction end the Spokane Cvunty Guidelines far Stormwater t3anageme°nt. Al1 desigm deviativns haVe beea approved by the Spokane Caunty Bngineer. I approva these glana_(calculations) for constructian. This report has 6een grepared by ]nhn McKervey, E.I.T. and hy khe staff af CLC Assraciatcs, Inc under the directian of che uildersigned professianal engineer whose seal and signaturc appear hereon. k~ ~~K 'Y • w '4 0 0036212 -CPSTi f,~ ~a f~ AL V `p IEl4PiRE5 Q5-18 • Cz~ .j0hIl F. ScRyWF:P5, P.E. BECKER'S RIDGE ' Storm Water Technical Evaluation Narrative GENERAL This proposed housing development will be located on the northeast corner of 24`h& Progress. The site is roughly 310 feet wide parallel to 24`h Ave. and 305 feet deep, for approximately 2.17 acres. The land in all directions from this site, is developed into housing. The site is cunently a vacant field. Public sewer and water will be brought to the site from mains located in 240'Avenue. PURPOSE The purpose of this drainage report is to determine the extent of storm drainage facilities which will be required to dispose of storm water runoff from this development. The storm drainage facilities on this project will be designed to dispose of runoff from a ten year design storm. Additionally, the runoff from the 50-year storm will be checked to insure that it can be contained within the storm drainage facilities proposed. This development is within the Aquifer Sensitive Area of Spokane County and is subject to '208' requirements. For this project the Intensity, Duration, and Frequency (IDF) curve from the Spokane, Medical Lake, Reardon, Cheney and Rockford area was used. ANALYSIS METHODOLOGY The Rational Method, which is recommended for basins less than ten acres in size, will be used to determine the peak dischazges and runoff volumes since none of the basins exceed 10 acres in size. PROJECT DESCRIPTION As stated previously, the proposed Becker's Ridge is situated on approximately 2.17 acres. The project is located in portions of the northeast 1/4 of Section 26, T. 25 N., R. 44 E., W.M. in Spokane County, Washington. TOPOGRAPHY The site rises to the northwest corner with slopes which vary from 0% to 15%. CLC Assocrates, Inc. D 1 Becker's Rrdge DrQinage Report ~ .S+DILS As can be seen frorm the accvmpanyistg soils map farom thc Spakane County Soils 5urvey as perfornned by the SCS, tI`le SIte G(?I1515t5 of CIa55 B 501I 1ype$. The 5C}1l de5CT1pt1CDY1S a1'e aS f{1llows. ' GmB -Garrison Ve_ry gravelley lnam, 0 to S percent slopes: This svil is a sarr►ewhak excessiVely drained soil wi4h anvderate to rapid permeability. SurFace runaff is slvw, and the hazard of erosion is slight. Snokane Countv Guidelines for Stormwater Manaeement indicate lhis ter be aSail (3roup Type - B and pre-appraved for drywell installation. . Hydrolagic Safl Class~facativn - B GgA -Garrisnn gravelly loam, 0 to 5 pe,rcent slopes: Soils within this soil type are somewhat , excessively drained soils formed in gravelly glacial aratwash material fram a variety of igneous rock. - Surface runaff is slow, and the hazard of ervsivn is slight. SDOkane Countv Guidelines fur Stormwater Nlanaeement indicate this to be a 5oi1 Group Type B and pre-approved for drywell installation. Hyrlrologic yS°oi! Classication - B URATIVAGE NAR.RATIVE Off-sile A small amvunt of off=site drainage is expected to flow ontv this si#e from Progress Rd, 24" Ave and from a small portian of the properties to the north and svutIi of the site. No drainage is expected ta flaw ontQ thhis site from east of the site. Relatiue elevation shats were taken across the site and the property to the east of the site which showed that the adjacent progerty ta the east is lawer than the propcrsed site. Tne relatiue eleva#ions abtained axe shawn on the Basin Exhihit drawing 1ocated in the back of this repark. This abservation was supparted by conversatians vvith the adjacent property awner. In additiesn to offsite flows onto the property, a smaIl amount of the northeast cflmer of the site will drain to the east as under existing conditions. Gn-site AI1 on-site draanage requiring `20$'treatment will he cnllected and treated using the "20$" runvffmethod as described in the Spokane County Guidelines for Storrnwader Management. The project corasists of fcaur basins, Basins A, B, C and D. The nmoff frorin Basin A is directed to Pcands A 1 and AZ. The runoff frarn gasin B is directed tv Pond B and the nanoff from Basin C is directed ta Pond C. Basin D flvws Q~~f the 51~e and CUI1ta1n5 IIU lmpei-vious areas. A basin map showing the layout of the proposed basins is Pcacated at thc back of this report. ~ CLC Assaciares, Inc L7 2 Eecker's Ridge CJrainage Repart "208" Calculations I As shown on the'208' calculation worksheets included, the'208' storage volume provided is adequate to perform '208' treatment for the runoff created by the first half inch of rainfall upon the asphaltic surfaces within the basin it serves. • DRAWAGE CALCULATIONS SUMMARY Bowstring calculations have been included for the proposed basins to determine the extent of storm drainage facilities required for the 10-year event. The runoff produced by the 50-year event was also checked to verify that the pond would adequately contain the storm. The basin characteristics are summarized below with the remaining calculations in the appendix. Table No. 1- Basin Characteristics Summa .ry Table ` Runo ' Total~':' Impei-vious fi ff ac . s+._ . 't`.. - . t ~...:`7I~-. Jjt • ~ ZZ-- a Area (res) °kCoefcient ~O _~.:c.f:a,'~..' - , , _ , . , _ A_ . ...._.uas,~ rs.~-'.~';~+~~~? A I 0.83 I 10,174 I 0.46 B I 0.77 I 5,150 ( 0.42 I 115 I 9477 I 042 , Table 2 summarizes the requirements of the pond. Table No. 2- 208 & Storm Drainage Requirement Summary ~~s,~y. ,":s~;`~ . _`..-r.L-.., k%;~ • .eyre , . , `~~G~` n= =~Y3~~ Y a.~ 20~8~&~S~'I'~ORM DRAINAGE SU~M~M~R•Y ~i ~31~^4`^„_~d;•i~ Sy;•,'ti~~. : . Pond ~>208~Volume „208:A'rT_ea"-~-Re~qui 208 Area'Provided Drywells Required * Oed~ •-F 'YS~e&.~`F"':~y,~,~`~'=;<s~.Y.,' N.~~"`.~{~ equ~red_(cn--_~G :;lh~S~~6~.~i.;.~r;'~.€ n~=•~ `.~/...r r..l. A I 424 I 848 ( 880 I 1-Type B B I 215 I 430 I 600 I 1-Type A r. I '125 I 7,W I UD I I _Tvne R Type A is a Spokane Standard Drywell - Single Depth, Capacity 03 cfs Type B is a Spokane Standard Drywell - Double Depth, Capacity 1.0 cfs CLC Associales, Ine D 3 Becker's Rrdge Drainage Repor! Table 3 summarizes the 10-year and 50-year storage volumes required and the storage volumes provided. Table No. 3- Total Storage Summary ~~`i` T._ - y. . r.:~~^ }<<,,vt .t_. 1 = Mw<:, • _ _ _ ' " 208~&,STOREM~D.RVR~INA~GE=SUlVIMARY . ' .-s.-._,:- -,.v,c: . - _ : Pond, 10~ ' Year Volutrie Requir'ed-_ ":-SO~Yea_r:,Volume•Required . Total_Volume Provided (cQ W/ : i~~ Ax7~PK~'.~-_J-~C% • _-i_. , . A 189 I 403 I 880 B 334 546 I 600 745 ~ Rnn CONCLUSION As demonstrated by the calculations and body ofthis report, the storm drainage facilities provided in the design will adequately store and dispose of the storm water from the site. Even though the minimum design criteria is the 10-year storm, the ponds for this development will contain the 50-year event without overtopping. Additionally, the "208" area required for the asphaltic surfaces of the project is provided. CLC Associates, Inc D4 Becker's Ridge Drainage Report APPENDIX MAPS VICINITY MAP SOILS MAP SITE DEVELOPED BOWSTRING CALCULATIONS SITE: 10-Yr., SO-Yr. BASINMAPS BASIN MAP BASIN EXHIBIT DRA WING CLCAssocrates,l,rc. D5 Becker's Rrdge Drainage Report ~~v , • • I `Tj~ h~ ' ' ~i ys~ .f , - . ~ •t~ ~ , i n ~ ~ ~p ~1ti~'~ . ~ - ~'li;d~~-•~' ~ p ~ e r ~ : ' ` hf.. r•~4-IF . E~ s ~,n:~$~s~ , ~ rv3 ~ . • ~ e . ~ xl~ i„ H _ `N ~~i3 ~,F`~~S 1~ o ~ ~ ~ ~ f ~ _ ~ ~ ~ • - ~ - • iF 4'~~ - _ ~ ° ~-`~~.~~.a' h~~li' ~'~~,~F`;i~ . ~ + I,r.: ' h~ . N ' ~ `r r ~ ~r4`"~~ T~ ~ _dt •,p~-• `4~~~, f.'•9''Ii .ph'" ~ i - ~.i~' ~ n~ .n T ia.~t~ - ,Y ,i• ss -r , + '-y ' Fr.-r ;i~. , - t i . - 4w'"..: F= r, ~ ~'i, cP'",,,•F-ti"~`e i :t , •,r_ 1 '~c ~s~~`` ~ w`j;.'- ~ • _ - ;j `~a - _ h r'1 y~. _ ~ e~~_ ~ mr~Al ~ ~ ~L~ ~'i ~rF..s,' • - ~ ':r~ G .w i~~ ~-yf - ~y-~~'~~ ' _ ~ ' ' , ~ ~;i .f~~ f~~q`~w~i~.h~~ ~=°t~i'.~~"' z~~dt~ ~ ~k~..Y~~Pa ~~~i ~ -,i,~1~ ~ i J -01. •.-V-i'J^ Y `.ai~f_^Ak~Y+~ i~F' e^~¢~~ . . , ,S, , i i•~j i ~ ~,~^y kn 3, • en~ . x,. ~ ~a. Ms~ ~ , ~ • ~L~1 ~ . M4i. ~~3. { ~ 1V.~S's ~ i~;~~'` y~ y - ~ ',~r ~ . ~ ~~Y Yr,~~ S IY~;~~nr. iq • ~ ~ ' i'~ ~ ~ 1[h 1~e 1 ~ .F~ ~Y~, + _ ~ ~ ~ - , - ~ ~ ~ • - ~ . ~ • ~ . ~ ,r~- - . P~ ~R ` - .r ~ - .i.} ~'s~, ' " " . A _ 'i`,~ ~ ' + ~h. ~ i- S~ "i'~a, i ~ ~ ' . , _ ~ , " ~ . . ~ ~ ~ , ~ • . ' , • ~ . ~ ' V • - 'L f • .,f ~ " . ' - • ' ' , - Y ,t • . r a ' . ~ ~ • ' ~ ` . ~ • - ~ . . ' ' ~ . , f ~ , , ~ ~ ' ~ . . . ~ - - ~ •~y° ~ • r ~ . . , , _ ' ~ ~ - - ~ ~Ny ' ' _ • ~ _ ~ ~ ~ ~ ~ ~ P . . • . s [ - - - - -7 ~ - - ~~---ti ~ ! LI 2 4 1---~--~. L E ~ ~ _ A E w PIS❑JEC I N~ LOCATI❑N ~ , PA ~ 2~,• ~,q,~~ - - i ~ 25 32~D ~ , - ~ ~ ~~~r ~5 3 ~ , . I ~ . - ~ ~ cn _ 0 . , uALLEY vi sTa s000027 ~ - ~ - VICINITY MAP cLG~Asao?io tea, Inc, ~'~~',twa eeioi 200 FAX-~(509) 458- a , [3ATE: 03/19/97 ~i . ~ ~ r~ , _ ~ - 1 ~ _ ~ ~ - ~a•' - ~ d. I',^ x - ~ I~ r r I p ■ F~y. , ~ a t t I~• - . ~ „ i F - 1t ~ ■ - ~ i . i cB q ~ ~~;ac~ ~ ~ ~ ~ T so~~O _ ■ ' c ES.v~~Ec ,OILS _ . ~ ' ~ S~;~t~~~ ►r~~. G~~KNaC, W~ QEM~Ra58'68bQ SIRS 2~ F~} :509} +F6&-fi~d ~ii' ~ ~~~°a~ WA 94244 , • 11 ~ _ - y - ~ • _ ~.~.'I_ :c - -~'.•°u - ~ ~ _ • - .'sY'S~ a • - ~ f t7 4= . _ ' - D~VEL OP~D.-BOWST~N~ f ~~L CUL A TIONS y~i? •'~zs,~ _ - • ~ . ~ ~r4 _ . N - x~• ` ' ' f~ _ - »S 'i n taµ ~~s~ ? • . ' ' , r ~ ~ 'c~ ' _ aa '~~?~..li ~ . . - ~ • ' f - ~5 ; ~f r . - AaTS'~.y'G 3.~_ . . - . - _ _ _ _ r F.' -_~~~L]q, y~W~ V _ • _ _ ~ _ - r _ _ ~ _Frir.~ y~~' •-Y ' - • ° ~ ~ `^t c' • . _ - ~~.uT _~.G-' •'s.~ ' 'l._ ~ ' . si~ _ . ' _ 'F~. ~~~T~a 5~ - ' ' _ _ ' ~fA S~~~h ~ ~ • " ' ' . ' ^ - ' • -.°f_~~=~ 1~ ~ ^ _ e - F'~ - . _ _ • ~ r - - ~ ~ - a . • r . . ._~~~.a.~~`~'=' ~ • _ - Weighted Runoff Coefficient Calculation Project: Vally Vista Estates Basin: A IPE Job S000027 Total Area (acres): 0.833 Designer: J. McKervey Imp. Area (acres): 0.343 Date: 05/24/00 Grass Area (acres): 0.4900 Imp. Area "C": 0.9000 Grass Area "C": 0.15 (Imp. Area)(Imp. "C")= 0.3087 (Grass Area)(Grass "C")= 0.0735 0.8330 0.3822 Weighted "C"= . 0.3822 0.458824 0.8330 ' Weighted Runoff Coefficient Calculation Project: Vally Vista Estates Basin: B IPE Job S000027 Total Area (acres' 0.772 Designei J. McKervey Imp. Area (acres) 0.281 Date: 05/24/00 Grass Area (acre: 0.4910 Imp. Area "C": 0.9000 Grass Area "C": 0.15 (Imp. Area)(Imp. "C")= 0.2529 (Grass Area)(Grass "C")= 0.0737 0.7720 0.3266 Weighted "C"= 0.3266 = 0.423 0.7720 , , 'Weighted Runaff Coefficient Calcufa#ion Project: Vally Vista Estates aasm: C- 1PE Jvb S000027 Total Area (acres): 1.349 ❑esigner: J. McKervey Imp. Area (acres): (].487 Date: 06l15l00 Grass Area (acres): 0.8520 Imp. Area "C'": 4.9000 ' Grass Area "C,,: 0.15 (Emp. Area)(Imp. "C")= 0.4383 , - (Grass Area)(Grass "C°)= 0.1293 1.3490 0.5616 Weighted "C"= 0.5576 = 0.4241756 1.3490 BOWSi`RING METHaa PROJECT. IAalley Vista Estates PEA'K FI.OW CAtGIfLATIC7N PRC3,lECT 4'afley Vista Estates C]E7EhlTIC}N 6A51N QESIGN BA51N R BASIN; A 10-Year Design Storm ❑ESIGNER J McKervsy Tot Area 0 83 Rcres DATE 05f24100 Imp Area 10174 5F C= 046 Time lncrement (mm) 5 CASE 1 TEme af Cnnc. (mm) 14 83 UutF1aw {cfs} 1 12 ft Qverland Fiow Design Year Ffow 10 Area (acres) 0833 Ct = 0.15 Impervious Area (sq fk) 10174 L= 12 ft. 'C' Factor 0.4588 n= 0.02 '208'Volume ProVEded 440 S = 0020 , Area' C 0.382 Tc = 018 mm , hy Equation 3-2 vf Guidelmes Time Time Inc Intens Q Devel. Vol In Vol Dut 5torage 280 ft Gutter #low (min) [sec] (lnlhr) {cfs} (cu ft) (cu ft) (cu ft) Z1 = 500 Fvr Z2 14.83 ---~-890 s179 068 817 890 -73 Z_2 = 35 Type B= 1 a - n= 0.400 Rnlled = 3 5 5 300 3 18 1 22 489 300 189 S= 0100 10 600 2 24 0.86 688 600 88 15 900 1.77 0.58 813 900 -87 d= 0282 ft 20 1200 1.45 055 833 1200 -367 25 1500 1 21 046 834 1500 -566 A R Q Tc 7c total I Qc 3{] 1800 1 04 040 836 1800 -964 35 2100 091 035 $35 2100 -1264 2.43 014 0.88 1465 14.83 1 79 068 40 2400 0 82 0.31 847 2400 -1553 45 2700 0.74 fl 28 849 2700 -1851 Qpeak for Gase 1= 068 cfs 50 30[}0 068 0 25 858 3000 -2142 55 3300 064 0 24 881 3300 -241 9 60 3600 0.69 0 23 910 3640 -2690 CASE 2 65 3900 060 013 964 39(}0 -2936 70 4204 0 58 0.22 998 4200 -3202 Case 2 assumes a Time of Conrrentration ress than 5 minutes so that the 75 4S00 056 021 1028 4500 -3472 peak flow =.90{3 18}(Imp, Area) = 0.67 Gfs 80 4800 fl 53 0.20 1034 4800 -3766 85 5100 fl 52 020 1074 5100 -4026 90 5400 0.50 019 149fl 5400 4310 5v, the Peak flow for the 6asin is the greater af the two'flows, 95 5700 049 0 19 1924 5700 4576 0 88 efs 940 6400 048 0.18 1156 6000 -4844 208' DRAINAGE POAiQ CALCULATIC]iVS • Requited'24S' Storage Volume = Impervious Area x 5 in 112 inlft 424 cu ft 208' Stvrage L+fllume Provided 440 cu fk DRYWELL REqUIREhAENTS - 10 YEAR QEStGN 5TORM Maximum Storage Required hy Bvwstrtng 189 cu ft • TotaE Storage Provided 880 cu ft Number and Type af Drywells Required 4 53ngle 1 ❑auble BDWSTRING METHOD PROJECT• Valtey Vista Estates PEAK FL{)W CALCULf1TEON PROJECT ValleyVista Estates ❑ETENTI(7N BA51N []ESIGIV 8A51N, B BASIIV, 8 1 D-Year Design 5farm C]ESIGN€R J McKenrey Tvt Area 0,77 Acres DATE: 05124100 Imp Area 5150 SF C= 042 Time InGrement (mm) 5 CASE 'f Time of Conc (mirr) 5.00 Outfigw {cfs} 03 130 ft. Overland Flaw aesigrr Year Flow 10 Area {acres} 0,772 Ct = Q.15 Impervtaus Area (sq, ft) 5150 L= 130 ft. 'G' Factar 0423 n = 0.40 '208' Volume Provided 300 5= 100 Area ` C 0327 To = 320 mm , by Equstion 3-2 of Guidelines Time Time Inc. Intens, ❑OeVel Val In Vol Oui Starage 130 ft. Gutter flow (min) (sec) [inthr) (cfs) (cu ft) [cu ft] (cu ft) _~.o_.._..-- -.._W..--- Zi = 50.0 For ZC 5.00 300 3 18 104 417 30 327 Z-2 = 3,5 Type B = 1.0 ----w_.._. rr = 0.016 Rofled = 3.5 5 3017 3 18 104 417 90 327 S= 0.035 10 600 224 0 73 514 180 334 15 900 177 0.58 579 270 309 d= U.121 ft. 20 1200 1.45 047 617 360 257 25 1500 1 21 040 633 450 183 A R a Tc Tc tatal I Qc 30 1840 1 04 034 646 540 106 _ _ _ _ _..__r..__~. _ ..=t==_m= _ __W,____ .~_=_,.=a; 35 2100 0.91 4 30 554 630 24 039 0.06 1.44 0 81 5.00 318 1 04, 44 2400 082 027 670 720 -50 45 2700 074 0.24 677 81(] -133 , Opeak far Case 1~ 1.04 cfs 50 3[}00 0.68 0.22 689 300 -211 55 3300 0.64 021 739 990 -279 60 3606 0.81 020 737 1080 -343 CASE 2 65 390[] 0.60 20 784 1170 -386 . • 70 4240 058 019 815 1260 -345 - Case 2 assumes aTime af Conc.entrati❑n less than 5 minutes so tFrat the 75 4500 056 018 842 1350 -508 peak flow = 90(3 18){Imp. Area) a a 34 cfs 80 4800 0 53 0.17 848 1440 -592 85 5100 9 52 017 883 1530 -647 90 5400 050 016 898 1620 -722 Sv, the Peak flnw for the Basin is the greater of the two flows, 95 5700 0 49 016 928 1710 -782 1 04 Cf5 100 6000 048 016 956 1800 -844 208' DRAINAGE PQNa CALCULATI(7NS Required '208' Stdrage Volurrae ' = Impernraus Area x,5 in ! 12 inlft 215 cu fk 208°Storage Voluane Prav€ded 300 cu ft DRYWELL REOUIREMENTS - 10 YEAR DE51GN STORA Maximum 5tarage Required by Bawstnng 334 cu ft Total Storage Pravided fiDa cu ft , Numqer and Type of Drywells Required 1 SingEe 0 OoubEe BOWSTRIIVG ME7HDD PRDJECT;VaIIeylPi5ta Estates PEAK FLOW CALCULRTIiaN PRVJECT 1lalley Vtsta'Estates DE1fENTlON 6A511J DE51GN BA51N: G BASIN, C 1 D-Year Design Starrn DE5IGNEF J M'cKervey 7ot Area 1,35 Acres DWTE° Imp Area 9477 SF ' C = 042 Trme Increment {o-min} 5 CASE 1 7ime vt Canc. (min) 5.00 • Ouiilow (cfs) 1 200 ft. Overland Ffow Design Year Flow 10 APea {2Cf@5} 1 .349 Ct = 015 lmpervious Area {sq ft} 9477 L = 200 it 'C' Factor 0.4208 n = O.40 '208' Valume Pravided 400 S = 0.100 Area ' C 0.558 Tc = 415 min , by Equation 3-2 of Gwdehnes Time Trrne Inc Intens Q Devel VQ9.In Vol,Out Storage 100 fi. Gutter flvw (min) (see) {inlhr} {cfs} {cu ft} {cu R} {cu ft} Z1 = 500 For Z2 500 300 318 +K21"$BA: 0 340 -300 Z2 = 3 5 Type 6= 10 n= 0,016 Rolied = 3.5 5 300 318 1 81 726 300 426 5= 0020 14 500 2.24 1 27 893 600 293 15 900 1 77 1.00 1007 9[}0 107 d= 0 965 ft 20 9200 1 45 082 1072 1200 -128 25 1500 1.21 0 69 1100 15(]0 -400 A R ❑ Tc 7c tatal I ac 30 1800 1 04 59 1123 1800 -677 35 2100 0 91 0.52 1137 2100 -963 073 0 08 1 81 0.67 5 00 3 18 1 St 40 2400 0.82 0 47 1165 2404 -1235 45 2700 074 ❑ 42 1177 2700 -1523 Qpeak f4r Case 1= 9 81 cfs 54 3000 068 039 1197 3000 -1803 55 3300 Q 64 ❑ 36 1236 33(][] -2064 60 3600 a 61 035 1282 8600 -231 B CRSE 2 65 3900 060 034 1353 3900 -2537 70 4200 0.58 0 33 1416 4200 -2784 Case 2 assumes a TErr7s oi Concentration 3ess than 5 minutes sa that the 75 450[} Q 56 32 1463 4500 -3[}37 peak flow = 90(3 1 8)(1mp Area)= 0 62 cfs 80 4800 053 0.30 1475 4800 -3325 85 5100 0 52 fl 30 1536 5100 -3564 90 5400 050 028 1562 5400 -3838 5a, ihe Peak flnw iar the Basm is the greateo° af the two flows, 95 5704 0 49 028 1614 5700 4086 1 81 cfs 100 6000 0 48 8.27 1863 6000 -4337 208' QRAINRGE PQA![3 CALCULATIONS Required'208' Storage Volume = lmpervious Area x 5 in 1 12 inlft 395 cu ft 208" Stnrage Vcalu►ne Provided 400 cu ft DRYWELL REQUIREMENTS - 10 YFAR E7ESlGN STORNI Maxumum 5torage Rec#uired by Bawstring 426 cu ft 7otal Storage RroVided 800 cu ft Number and Type of l]rywslls Ftequjred 0 5ingle 1 Qouble i i - - - , - 50-year STORM BOWS7RING METHQD PRL JECT Valley Vista Estates PEAK FL{3W CALCCILATIDM PR{]JEGT•Valley Vsta Eskates DETENTlt7N 6R51N oESIGN 6ASIN A BASIN A OE51GNEf JEM Tot Arsa 0.83 Acres DATE• 05124 Imp. Area 10174 5F C= 046 Time Incrernenf (raiin) 5 CASE 1 Time flf Conc (min) 13 4❑ Qutflodv (cfs) 1 - 12 ft. C7verland Flaw Dasigrr Mear Flow 5a Ar$a {acres} 0 83 Ct = 0.15 Empenrious Area (sq ft) 10174 L= 12 ft 'G' Factar 046 n = 0,02 °208' Volume Provided 440 S= 0020 Arsa * C 0382 Tc = 018 rrrin , by Equation 3-2 of Gwdelines Time Time Inc Intens Q UeVel, VoV In Vo6 Clutr Storage 280 ft Gutter flow (min) {sec} (inlhr) {ofs} (cu ft) (cu ft) {cu ft) Z1 = 50 0 Far Z2 1340 _y_.._~44 __s= 261 T + 1[30 1075 804 271 Z2 = 35 '1"ype B= 1 0 _____.o=._.... n= 0 400 Rnlled = 3 5 5 300 4.58 1 75 703 300 403 C-= 5= 0,100 10 604 320 1.22 982 600 382 15 900 2 45 094 1(]98 900 198 d= Q 329 f1 20 1200 195 0.74 1097 1200 -1 03 25 1500 1 62 062 1097 1500 -403 A R p Tc Te total I ❑c 30 1800 1 56 060 9235 1$00 -565 =__===ee a=s..=y=m =-_==..=W WW===W== ===_=W_ 35 2100 1 28 0.49 1160 2100 -940 290 016 1 02 13 22 1340 267 1 02 40 2400 1.19 0 45 1210 2400 -1190 45 2700 1 08 041 1228 2700 -1474 Qpeak fvr Case 1= 1 02 cfs 50 3000 0 99 0 38 1237 3060 -1763 55 3300 0 92 035 1255 3300 -2045 60 3600 0.87 0 33 1287 3600 -2313 CASE 2 65 3900 082 0.31 1307 3900 -2593 70 4200 0.8(] 0 31 1366 4200 -2834 Case 2 assumes a Time of Cancentrativn less than 5 minwtes srt that #he 75 4500 0.77 029 1403 4500 -3097 peak flow = 30(4 58){Imp Area} = Q 96 cfs 80 4800 0 75 0.29 1453 4800 -3347 85 5100 72 027 1477 5100 -3823 90 5400 071 0.27 1538 5400 -3862 So, the Peak flow for the Basin as 1he greater of the fwo flows, 95 5700 069 026 1574 57017 -4126 1 02 cfs 100 5000 067 0.26 1605 6000 -4395 208' OFdA1NAGE PONQ CALCULATCONS Required'208' Starage Volume = ImperviQUS Area x 5 in 1 12 inlft 424 cu ft '208' llvlurne Provided 440 cu ft DRYWELL REQL11fiEMENTS - 50 YEAR pESIGN STORM Maximurri Storage Required hy Bowstring 403 cu ft 7otal 5tvrage Provtded 880 cu ft Number and Type of Dryvyefls Required 0 Smgle 1 Double 4NLANp PRCIFIC ENGINEERING 5f}-year STORM BOWSTRING METHpD PR{]JECT~Valfy Gista Estates PEAK FLnW CALCULATION PR❑JECT Vally Vis4a Estates DETENTION BA51N 0E51Gtd BASIN B BA51hf B QESIGNEf JEhA Tat Arsa 0.77 Acres E7ATE. 05124 Irnp Area 515€1 5F C = 0.42 1`irne Incrernen4 (rnin) a CASE 7 Time of Conc {mm} 5.00 Outflaw {cfs} 0.3 930 ft pverland Flvvv Design Year F9aw 50 Area (acres) 0.77 Ct = 015 Impennous Area (sq ft) 5150 L= 130 ft. 'C'Factar 0A2 - n = 0.4[] '208' Vvlume Proaided 300 S= 0100 Area ' C 0.323 Tc = 3.20 min , by Equation 3-2 vf Gwdehnes Time Time Inc lntens Q❑eael 1Avl,in Vof Out Storage 130 fE. Cutter flow {rnin} (sec) pnlhry (efis) (cu ft) {cu ft} (cu ft) Z1 = 50.0 Fvr Z2 5.00 340 4 58 14$ 595 90 505 Z2 = 35 3ype B= 1 4 . ti.... - n= 0 016 Rolled = 3 5 5 300 4 58 1.48 595 90 505 5= 13.035 10 580 3 20 1 03 726 180 546 z== 15 900 2.45 0.79 794 270 524 d= 0.138 ft. Zfl 1200 1.95 ❑ 63 821 360 461 25 95[]0 1 62 052 839 450 389 A R Q Tc 7e tvtai I Qc 30 9800 1 56 0.50 960 540 420 35 2100 1.28 041 912 630 282 d 51 ❑ 07 1 48 0 74 5 00 4 58 1 48 40 2400 1 18 038 959 720 239 45 2700 1 08 fl 35 979 810 169 Qpeak far Case 1= 148 c#s 50 30[3(3 ❑ 99 032 993 900 93 55 3300 Q 92 0 30 1092 990 22 ' 60 3600 0,87 0 28 1042 1080 -38 GRSE 2 65 3940 082 027 1061 1170 -909 =~_„_ea 70 4200 080 0.26 1113 1250 -147 Case 2 assumes a Tirne of Gvncentratian less than 5 minutes sa ttiat the 75 45e0 0 77 025 1145 4350 -2(]4 peak itaw =.90{4 58}(lrslp Area) ~ 0.49 cfs 80 4800 0.75 0 24 1189 1440 -251 85 5100 072 0 23 1211 1530 -319 94 5400 0.71 023 1263 1520 -357 So, the Peak flovv fvr the Basin is the greater of the two flaws, . 95 5700 069 0.22 1295 1710 -415 ~ 1 48 cfs 100 6000 [}.57 0 22 1322 1800 -478 208°QRAihlRGE POND CA4.CUCATIONS Required'208' Starage Volume = Itnpervious Area x.5 in 112 inlft 215 cu ft '208' Vo~ume Pravided 300 cu ft QRYWELL REQLlIREMENTS - 50 YEf4R CJE5IGN STQRM Maximum 5torage E2equired hy Bvuvstrcng 546 cu ft Total Storage Provided 600 cu it Nurnt7er and Type of Qryvvells Required 1 Single Q Dvuble IMLAND RACIFIC ENGIMEERfNC 50-year ST[]RM BOWSBRING METHO❑ PROJEC7 4'afPey Vista Estatea PEAK FLOW CALCULA71DN PROJECT Valley Wista Estates C]ETENTIOM BASIhI DESIGN BASIN C BASIN C DE51GNEFJEM Tot Area 1 35 Acres C1ATE. 0611 S Imp Area 9477 5F C = 042 Time Increment (min) 5 CASE I Time o€ Cvnc. (rnin) 500 Outflvw {cfs] 1 200 ft Overland Flvw Qasign Year Flovu 50 Area (acres) 1,349 Ct = ❑ 1s Imperwous Rrea (sq ft) 9477 - L= 200 ft 'C Factar 0.4208 n = 0,40 '208' 1Aolume Provided 400 5= 0100 Area ' G 0 568 Tc = 4.15 min , by Equatian 3-2 of Guidehnes Time Time Irac lntens. ❑ Qevel, Vol In Vol C]ut Storage 100 Ft Gurter flow (min) (sec) [inlhr) {cfs) (cu ft) (cu ft) [cu ft) Z'V = 500 Far Z2 5[}0 300 4 58 2.60 1045 300 745 ==r ZZ = 35 Type 8 = 1.4 _ n= 0 016 Ralled = 3 5 a 340 4.58 260 1045 300 745 S= 0.35(} 10 600 320 1.82 1275 600 675 95 500 245 1.39 1394 9oa 494 d= 0110 ft 20 1200 1 95 1.19 9441 1200 241 25 1500 152 0.92 1473 9500 -27 A R Q Tc Tc tota! I ac 30 1800 1 56 0 89 1684 1800 -146 35 2100 1.28 073 1800 2100 -500 0.33 006 260 021 500 4.58 2 60 40 2400 1 19 067 1683 2400 -717 45 2700 1.[}8 061 1718 2700 -982 Qpeak for Case 1= 160 cfs 5(] 3000 099 056 1743 300[} -1257 55 3300 0.92 052 1777 3300 -1523 60 3600 087 049 1828 3600 -1772 - CASE 2 65 3500 0.82 047 1863 3900 -2037 70 4200 fl Ba 045 1954 4200 -2248 Case 2 assumes a Time of Concentratian le5s tham 5 minutes so that the 75 4504 077 044 2012 4500 -2488 peak flaw =.90(4 58)(Imp Arsa) _ G.9O cfs 80 480(} 0 75 0.43 2087 4800 -2713 , 85 5100 072 0 41 2126 5100 -2974 90 5400 {].71 040 2218 5400 -3182 5a, the Peak flow for the Sasin is the greater of the twa fkQws, 95 570[} 069 039 2273 5700 -3427 2.60 cts 100 5000 0 67 038 2321 6000 -3879 208' ORAIhEAGE PDND CALCIJL,ATIOAlS Required'2i18' Storaga Valume _ = Impen+ious Area x.5 in 112 inlft 395 cu ft '208' Vvlume Prvvided 400 cu R DRYW€LL REQLJdREMEElTS - 50 `(EAR DE51GIV SxDRM Maxirrrurn 5torage Required by eQwstring 745 cu fit Tatal SEorage Pravidsd 800 cu ft Idumber and Type of Llrywells Required ❑ 8ingle 1 C]vuble INLAhiC1 FACIFIC ENGINEERING L-A- SIN MAPS