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27884 PE-1750 SHELLEY LAKE ,.~x~h~,~„'.:~£`~'?Fp~~;R~'. f ~ ;~,~4~`~ fP,~,,y.~. e~ , ~sz„,~` ~~Y', , _ ? ` , , . rp ~ , i + - ,~(1f • S?0 1Y€ COUNFil ~e j ` • . Y~Vo Z~,~ Q ` • x~, t4~~, t~ p I P ~ ` . a _ . ~ ~ "s~?,' ,r, ~..„r ~ ~ ~ ~ • 1 r~ • xx ~ e - . ~ Nt?1~rFif TI-IE-,PER3A+lIT EfVGffVEER , - i ..+.d .''b _ • . .~w~.q 4rr"7 ~ -s 7 • ,'r, , ~ n ~ ~ ~ S F ,q ~ C ] y. a ~ ~-X~ ~ ~~E~~~ ~ . . , _ 17.~;:~~:;~-.-,~.~~= bNE `n ~ . r ' „b°. ~ ~ • 'y~ ' '~'.•y,`,T _ k ~ ~•.•r°t' ~i ~~:.1` , • , > Y'-,= fo~:Lll~.~ . t - .•~;t't`.s ";~,vaw.~ -r_ ~ ' Em k k ~ ~J ~ sL LEY LA~~ . - - . -a= • ~ ~ ~egyN~ ~ gi Ti~fn , C~''' ~~~j,~~ R ' .7 i,. _ ~~~~F Y 1 . . j " Y~~ l ~ __r„~~,!: _~t ub -7 Y r FEBRUARY 1996 RECEI1 ED . , ~ - - • r . f~.:iteyiseii=June -1;91 96' AUG 23 1$9$ ~ ~~g~ya~".`yY/~'.1.; ~'wE R9...N } ~L'Ape~7 j]j~ ~{~°y'~rp!rt .r i'V~I~~p~ 4~V1t1 1 e~5■VF~~~~ `"f'^ ' - v ~'~~..~.z'R' ' • ,.nnr.: , - • ~ , ~ ~Al'~T~ . . . , . „~..~~DIVTA~i~ B; ~ ~ LDER;~ _ . . '$205N. I]ivision Street Spakane, Wasrungton 99208 ~ ~ - , . - - _ ~ _ 4FFfC1AL PUBLfC DMtJMENT - . ~ V~ _ - • _ _ ; x - ~ °SPOWE G"T`1" IENGINEEF3'S oFFIGE ~ r ~ ~R.:r'."•1= . . ~ ~ • P"cr OR Gl~WL PIepaTe&By: SU8U7TAl, # y - - . ~ ~ ~~O ~Di1NT'" Et~Glf~~~.r • ~ ` : . ln2arcl~'P'acic Er~g`ii~gering. Comparzy~ = r ~ _ > 7~~y ~+r.} 'T~CI`~~~~~' ~Q/ W. I,t7~', Suite.,20V OP. - i.,, x y:. ° ,~c~; ~ ILIlngr,=~YY~~ 972L,l4-~ -,"M, c ',.~'r✓.~.3~-; • . . , . ~ (509)4:JC7=i984lJ , f • DRAINAGE REPORT for the Shelley Lake PUD Plat Spokane County, Washington QPFtOVE~ ~ February, 1996 P • O Rft~ise'd; Jun;e;;1~i9,~96 SPO? NE C ENG ~ ~ BY.,. _ .Prepared for: 0~Z?*Ruc ~ 6 ~ %0 , Landmark Builders 8205 N. Division Street P~~~~T PERMIT ~ Spokane, Washington 99208 4 5 6- 3 6 O p NEER 24 HRS. PRI R TO CONSTRU~~ON WI.~J ~~'?6~6 Prepared by: W~~S~ ? ~~G Inland Pacific Engineering Company 707 W. 7th Avenue Suite 200 Spokane, WA 99204 . (509)458-6840 This report has been prepared by the staff of Inland Pacific Engineering Company under the direction of the undersigned professional seal d'gnature appear hereon. ~ • I tio~ti ~ R2546i~ ~ EXPIRES 9/24 Todd R. ipp e, . . Shelley Lake PUD Drainage 1VTarrative GENERAL 1he ~irst phase of the Shelley Lake gLTD Plat is a deVelapment a£ 107 single family residential lots located south ar►d east of the intersection of 4th Avenue and Conklin Road, within Spokarie County, Washingtvn, The site is currently vacant with field grass and fallow fields as the predaminant land caVer and Vegetatitin with 25 to 40 acres caccupied by Shelley Lake, a nrivatelv awned lake. Single family residential deVelvpment 1ies directly ta the nvrthwest, west and south. A V to 400' sca1e vicinity and locatitrn imap have been included within the technical sectian of this document. PURPQSE The purpose of this regarE is tv determine the extent of starm drainage faciTities which will be required to dispflse ❑f the increase in storrrrzwater runaff created by the deveiapment of the Shelley Lake plat. T'he storm drainage facilities on this praject will be designed to dispase of runoff from either aten year Qr fifly yea.r design starrii, depending upvn basin size. This develapment is within the Aquifer Sensitive Area of Spokaane Caunty and is subject tv '2D8' requirements. For this praject the 10 and 50-yeaz curves from the Spakane, Medical Lake, Reardon, Cheatey and Rockford intensity cutves were used. As well as the SCS iso-pluvial rainfall Gurves. Per darectian from Spukane Caunty, the SCS curves have been further refined wi#h the NOAA iso-pluVial curves. ANALYSIS IYIETH[7DOLC7C;Y The Rational Method, which is recotnmended far basins less than ten acres in size, will be used to detemnine the peak discharges and runaff volumes far all ansite basins. All aff site hasins and all on-site bashns larger than ten aGres will use the SCS Method ta determine pealc discharge and runoff voLumes. FRO.TECT DESCRlPTIQN This phase of the 5helley La1ce plat cnmprises 1071ots af'the appraved 2621ats aad 459 units in the approved preliminary plat and FEIS dvcuments. The Shelley Lalce subdivision is located in the North 112 of the SE 1l4 of the NE 114 of Section 24, T. 24 N., R. 44 E., W.M. within Spokane Caunty, WashingtQn. InTand PRCific Engrneering Companp Z3i Shel[ey Lake P2at Dracnage Report TOPOGRAPHY Due to the existing topography on the site, Rotchford Drive, which is the extension of Conklin Road, is fairly centered along the spine of a ridge. This ridge forms a natural basin line as land to the east of the ridge flows toward the lake, while the flows to the west of the ridge flow away from the lake. Within this azea, there is a topographic saddle laying to the south of this plat phase and north of the preliminary plat boundary. Drainage within this saddle area and within this portion of the plat will naturally flow south and then east to enter the lake at the southwest comer where there is a recognizable concentrated flow point. However, due to the absence of a tilled crop, no visible signs of concentrated flow have occurred during the fallow conditions that now exist. The flows from the west side although extending past the recognized limits of 300 feet for sheet flow, generally are represented by sheet flows north to 4th Avenue. The general slopes within this plat vary from nearly flat within several natural saddles to short slopes of up to 20-percent for that area east of the ridge towards the lake and south towazds existing Rotchford Acres. Generally, the area within this platted portion would be characterized as rolling. For development purposes, the natural sloping was used for design and is maintained as possible throughout the project. SOILS As can be seen from the accompanying soils map from the Spokane County Soils Survey as performed by the SCS, the site consists of two types of soils all within the Class B type. These soils are as follow. GgA - Garrison gravelly loam, 0 to 5 percent slopes: Soils within this soil type aze some what excessively drained soils formed in gravelly glacial outwash material from a variety of igneous rock. Surface runoff is slow, and the hazard of erosion is slight. Spokane County Guidelines for Stormwater Manaeement indicate this to be a Soil Group Type B and pre-approved for drywell installation. - Hydrologic Soil Classification - B GmB - Garrison very gravelly loam, 0 to 8 percent slopes: This soil is generally the same as the Gairison gravelly loam, with the only difference being that the surface layer is much more stony and contains very little loam if any. Spokane County Guidelines for Stormwater Management indicate this to be a Soil Group Type B and pre-approved for drywell installation. Hydrologic Soil Classification - B Inland Pacific Engineering Comparry D2 Shelley Lake Plat Drainage Repon DRAINAGE NARRATIVE Offsite ~•~~ed upon the general g~'e-,,,o~ c tende-~n, c es o; this si~te; no A r,e-iab~le` x'~~ o~unts o o,ffsi~te flo s P aze exected for this ph~ase. ~,~y o~~site,flows toward t~his site;gen~y~wil~l ei~ er b'~e"~inter,cep~,e. dT by Rotc ~~ord Driue or be;~assed ~uectl,y through along lines of~ ~o~cal'concentrations. eci~fi~ ide~~i''e'~d basins 1~`a°`y,~g$south of the wester.ly ortion are OO; ~site Basin A(O ~-A) and 00 ~~si~te Basin (Off B). ofi from o~Dsit basin A hic~i 's othe • tral Valley S~hool D,istric~ grto,ne-",irwy has bee .denVREed and o:7,fial'Ovno ro osed N7o be cntoff as e el~t tgat the olume an a flw from this pr_ Lope t, o be smalil. 's is true since th ow woul generaliLy be s"h'~e~et~flow in ~har~'.a `~#~st`i~s and wo~d ot impact the lots which i od migra e towards. th - C~V~`school dist~„ri,~~,t Rlans tq d-e„~,,ue-,~lo~th~is'p ~erty, and to~al~leviate the potent~i~al, as forfi;itui,e o~ ~~si`te fl'ws,-w~e~are`rec"~ o°m~mendin~,that an~interW-:ption swale;be instalile&to a`''~~co"`m~o:da e~fu ~ ~e dey~elo,p;4ment~ P,.,.;.. Th~e same situ' a ion o,ccurs`~for OO ~~si~te Bas'ui B/~`OOyff B~),, where the'flow frorn th"e s~"te;is inconseauenti (~O,M„16 cfs @ lU-yr and 0. 9 cfs for the C, ;er; Mdow~nstream ~1~6~w` ,s ment flows t'o,~;w d this deu,~e opment~. I~n t;he ~tur~e as this rr;,o;,rerty is deuelored futur,e, Wffi,;1.60 w~i~l►l~~ain to ~c> ~or,d€~Dn~~e;~'the e-'fore~,we,~are re~.ommending. ari *h.te%ception~s~al;e~b~,e~"u:a~aPa ed to rotc ~qorii Dn~e ~;~Run'offfroni t}ii'`s lias-wilil th`en florwi`th' an d seed ui ~wfiliat±~run, o.ff"fro ~;...,:~...Y h. . %as,,i o,~ ~ds Poncl"s±~E'a'an'~`'d~uF~; Both swales wilil be gra"ded and hydroseeded by fh~sprojec . We are not~anti"~ci~n°a ting an,y ~ NNNOw maintenance s• yo,undin t~hese swales and the`~""ryefore aze onl,y, antici~ ~ at,ing getti~ng a nght of ,e-~n...,1try pe ~~it to grade and .h,y,dr~seed with a d,ry,,land gr„ass ~uxtuze. Future CV :school W!strict plans~wil , prq,~v~ide f~or add~i~t_,i_o~nal~riin~`o',ff~and treatment at at ti`in"~ Onsite As this plat is within the aquifer sensitive area of Spokane County all onsite drainage will be collected and treated using the "208" runoff inethod as described in the Spokane County Guidelines for Stormwater Management. To facilitate this analysis the Shelley Lake plat was divided into 24 permanent sub-basins ( A through X) and three temporary sub-basins (A, B and C-temp). Although their aze 24 basins these basins have been combined in many instances to utilize the same pond. Table l, lists the basins and pond combinations for easy reference. Inland Pacifie Engineering Company D3 Shelley Lake Pla1 Drainage Report ~ Table No. 1- Pond and Basan Summary PU~Wc:,~MWIN $LIlVIlkARI' ~ Pvnd; Basins - ~`b " ~','Ko,tsl•Ares(S~T)'; Imperyious~k~ V1?eight~ "C", Acreage ,t;~`,y„n;t?;~„~~t~' , AYeS (SF) »,sN , ' Jy A ~ A- 99755 I 18170 I 0.2866 ~ 2.29 g ~ C 42412 I 13145 I 0.3825 ~ 0.974 c I D ~ 178405 ~ 30550 I 0.2784 1 4.D96 D I E,F ~ 86250 ~ 13595 I 0.2682 1 1.480 E I I~Bi:Off~B: ~ ~44;$17,= ~ 2akSS I :05: t]1 I 1-.'D3t1 F I J I 5950 I 2335 I 04443 I 0.137 E&E I i,]Mom~' ~ 6833,'a I 238:85 I (3:4_l~ I ~~5_b9 aL k I G~6 ~ ~,f2~,~`~~.~ I 4~QQQ I 0.3'~18 I (1~85' 02 ~ 232~7j1j I 4~. 37- I D.2g~ffl I ii:5~ H I N ~ 2;197f' I El~'~`58,(3 ~ sQ.647G I [1.`_4"~_4, 1 I X ~ 28221 I 14567 ~ 65371 I 0648 F I H,3Vf,0,Q,H ~ 3,~W95t3' I i66R7Q2 ~ 0 3681 I 7+24T~ K I 5 ~ 20080 I 6714 04008 I 0461 R J1064'0111 ~ 3hl,7,&~6^ 0.3 -7-10 ~ -21 91 1041 46498 4,3'S$S 0 .9 ~S 1.~G1 °W ,V; ~(5~3•. 1KO5 D_865 -OW3,$6 ~ P, 4904t5; `~Il~"4C3g d'3~49 ~~~p~ I A feznpl.K~{L) I ~9I ~ i1593~ [~.3x5:,3' ~ ~Y?663 iVate, Basin A-Temp has 14593 sq£t nf gravel ,?a 0-0 50 per 5C5WMG ~ . ~ k., _ , , Note, ~ia'v~,aus area ~inaludes eurh. ~utter, sicfewallca.n~d asp~ialtpa;4~.ng; ~ , ~±Iote, tlie~ar~_pous~is1used Qnt,y for ca~lculatizi~e;C fa'ctoF~e~'n+ew~pa►~em~ent ~ vaiueqQ-;~38_0,Vsf1was used ta size the 2U8'pand-sizeR Inland Pctctf c Engineering Cornpatty D4 5heldey ~.ake P[at Drainage Repart J'208" C'aleulatiorrs Withi,n each basin the streets are divided into sub-basins by curb draps, inlets or catch basirrs wkiich capture upstream stormwater runoff from the impervious street surface and direct the 8unoff inta grassy'208' ponds. As shovvn on the'2D8' ealculation wQrksheet included, the'208' storage vo1ume proVided is adequate to perfortn'208' treatment for the runoff created by the fixst half inch vf rainfall. In some cases, the pands are mot quite large enough to prvVide '20$' storage far a91 oF the upstrearn rungff. In such cases the exoess is carried vver to the next downstream pcsnds which provide adequate capacity far the carry-over flows. Hvwever, fvr the Shelle}+ Lake plat ncr carryuver f1ow are anticipated. Curb Urop, Inlets and Catch Basin Calculations Tt is necessary tv cfieck the adequacy of the curb drops, inlets or catch hasins prvvaded to divert the nanvfffrom the gutter intv the'208' ponds. The curb drop, flnlet 8I1d CatGY'1 bas1R CalCIlIati[]Il sheets included show the xequired lengths of curb openings, or single curb drops with lengths greater than 4.0', as well as the adequacy af the inlet grates or catch basin grates. For curb drops greater than 4.0' either multiple curb d.rops aare added or the curb drops are lengtizened as required. IIRAINAGE CALC+CILATIUNS SUMMAR Y Calculatians have been inGluded fQr I]rainage Basgn considerations such as QTR 55 and pond rauting calculations, Peak fiFow, Time vf Concentration, "208" sizing, cirywell requixements, inTet sizing, curb draps as wve11 as cw.lverts and pipe flaw svme of ►aahich are summarized belovv with the remaining calculatiores xta the appendix. Within the calculatian sectian several sketches, as we11 as details fram the plans have been incorporated tca demonstrate asswmptions and cvnclusions. Inland Pac fc Engineenrrg Cermparry DS Sheiley La)re Plcat Drai,nuuge Report Table No. 2- I'ond and 208 Basin Summary 'sheLiB}r Jlilke - 111 S ~ Fuud , Basin 208tiVVa1ume< < 20$ Area ~DS' Ai~a T]]ryv~elPs T Requir~d' (e4}`,` Re9uir`ed (sf) r• Pievided F Required ~ sf) A A 757 1514 1905 1B B c 548 1096 1285 rA c L3 1273 2546 2933 1B D E,F 565 1130 1516 1S E&F I,T ~&.(~),Sff~B$= 99~' ~ 19-9-9, JQ'E3 ~ ' iC'rl G~~# I 33~4 ~a;~3~ I~-A.~ G2 ~C2 ,~~5~2 3`6.4 377 iY H N 6, El~2 ~ 4' 1 A I x 607 1214 1354 lA J H,M,O,Q,R 2'7~'1 ~5~5~3~ 3B' K S 280 560 560 lA ~LIA 435~~ 1136 ilIK3, ~ ~ V6~'.~; A TeIrip TEII3p A WN IFif .~~3 IA r.,y_ P F 4~7 9~ ~~50 lA TypeA is a Spokane 5tandaad Urywell - Single 13epth, Capacity 0.3 cfs - Type B is a Spokane 5tandard Drywell - IJouble Depth, Capaciry 1.0 cfs = Swale, see swale volume sgreadsheet for volume pravided calculativn S~l Wea~'flraws;at~a'I~9cfs :coml~~i%e~la►iviih S~1 e'~y~l~e fo"r ~~m~ sitie~}iasw o£ I60,7 cf~ ~`ifie~total u.al u ie ~Y~a~.',~..: proVidediiii~~o~icis~E'artti~l?~~s 2'0~Y~,~c~~t#~O~f4xat o£d~e,~th~an~ir~l,fi2fi~f:at 0.8~footeof d~~",_'iberefare, tfic ;vol p v`~t~ed~vi+ill~ allow~for~a~~'year e~e~i~6Y~tot~ol m e: ' , . _ - -a.isus r-~: a- ~ fa or- ~ - 1~~38(1- +as . N~te;~.thE~~rr?P.e_n.i..'lgus$ar ~ikcrrily foz'~ral~ulating~t~e ~~e~hevV`v.a~eme`nt~ualus~~j' us~~~ec~~ ~ize~the~'2D8:'poii~l size* In2and Pac~jc Engcneerang Company Ds Slre2dey l.crke Plar Ilracnrrge Report Table No. 3 - Cu~b DropICstch Basin Summary ~ ;P~~ ~ .~°:'.~-.~r ` ~ ' "`~•T - . . " . ~y ;~.u...=.e~_ w ; . . Sh~elle~~ PIat T~r~p~anc~etr'~B~sinSumma"~ry'~. . ~ontc 001i vn) C D on grade - Cr Ci - on grade - H N ~ on grade - - Cvnklin Rd ~ - on grade - 4th Avenue F on grade 3 H,M,{),Q,R - on grade & sump , Per 5pokane Counry Guidelines curb dmps in a surnp condition have a Gapacity of4.0 cfs FerWSDQT Hydraulics Manual, Grate Inlet, has a surrip capacity vf 13.0 cfs NC]TE: []nly cuxb drap aAd grate calculations were performed fvr thase cases "On Grade", cur-b draps and catchbasins in sUm,p condition are assumed ta handle 4.4 cfs, Indand Pucific Engineering Cvrrzpany p7 Shedtey Lake Plctt Drarrtage kepart APPENDIX Inland Pacific Engineering Compairy Shelley Lake Plat Drainage Report - FIGURES Inland Pacific Engineering Company She[(ey Lake Plat Drainage Report ` ~ . % ~ ~J • ~ ~ • . _ , : ~ y~ y cn 9 iVJP i'+ ■ • • i ~ ~ ~ ~ ~a ~4 ~ • • . . . • •~'w l I, ~ ~ • o ~ ~ • ~ a ProgCCSS ~ `Ij ~ I • . . . . . .;L 4 C •T. . . , ~ 5ch ~ :•I: • • ~0?2 _ ' c ~ ~ •t . l r: • • o ~ ~ . 2029 -•o y 1 • ■ • ~9 • ' ~ i ~ • • ! • ~ • • ~ ~ N • ! ■ s • ~ J ~ YAL t E Y • ' ~ . ~ . . • • . . ~ • ~ • ' aSNR Y • ~ . . ` ~ ~ I ^ I ~ ~ • ' ° • ~ ° o a ~ Jr High I Sch -10 Q • : i s=~~-=1 . ~ . . ' 1 ~ Veradale =~I'' . . q ~ 4 tFNE:. • J.~. . ~ •I'y~ ~ ~ . ~ ~ E ~ ' ~ '•It.. . . . . . ..:~4~ I' ' • : . ~ G l..~nr ~ ~ • ~ ~ 3 • • • # . ~ ~c. . . . . a . ~ ~ •.s~ i 1~- - ~ ~ ~ - . ~+~I . • • a • i • ~ . w ~ ~ r • ~ u M.,LWAUfCaEE I ST PAL1'L PACIF►C •L•~.• • , V era: f i~ fl ~i • ■ ~ • • T ~ I iajl~eC ~ ~ ■r• • ■ • r kTH . ~ • • • . • • a • AVe ~ • • ~ - J ~ 2014 . . . ~ . « ~ . ~ .i , T] P a r k _j . o a a~~• o : 1 C) ' ` ~ • ~ • ct . j ~ • ~ Y_ . S1~e~~,~ . ° - - = i . _ r € L ° •r r Adams .9 ~ S.h • ;E ~ ; , r Central Vaile} rr • { ~ - , ~ ~ ~ : I t L~,, [ r••i ~i■ t F"I1gh SCh 5ew~ • a r~ ~y° i c • fr~ ` " { ■ . t! ~ . ~ • a~ _ ~J • e li ~ o • ~ ~ 1~ ~ - s . ` . .IV. ~ II _ ~ • . r . •.w f rx2 ,`a .f • ~ ~ - •`~yPi-tI. - ~ • . ~ o . ` . ~ ~ ` ! y ~~rr #W r ~ •°•jI~D62•c . .avE ~w 1 - - . . . . - ~ • ~ ~ ' _ I r °8 V C ~ MAP NO1` TO SCALE . . - - _ ~ . . _ . . . _ . . ,~a~.,~~...., , : - - - - . ' T~. - ~ F? ~1 e } e1 4 !1!~{E~;•♦~ ~ ~ i. _ _ r ° ` ~ , . . ~ i~ ~ ~ ~ . i~ •'rt y , . ~ , ' • , . s ~ '.1 * ~ ° , ~ ~ ~T ~4 t ~ t,• 4~ + ' -"w i~'t ~ ~~~f^I i~~l ~ ~,r ~ f eat` { ! . ~ ~i~li, r~~.' - ' r a ~ . ~ radale ~~1•!L~~ • ~ ~ jr, ^~~k .r . ~ .~t ~ ~ t~ ~ 't ,~T ~ " ~ . ~ ~ ~`J ~•s ~~~P : ~ ~ i r~•,~~ ~ j%~~~ - *~y . • ~ G ~ r~ r t ~ • i •'r['~ t's$E~S . • 1~ _ ~ * j - ° •MltWAtJKEE 5T I~°AtIL P1NO ~ „~I . ` ~,~yr. 1e~4A • . ~ - _ - ;Vr:radaYe. . . ' • CmS `"`~Z . ' . II~'~ i r ~ Hr4 i+• ' ~ ~ • ~ ~ ~ 1 e ~ f ` ir J ' • • • - tiss 'rar~~_ P r ~ Sh .=y ~ ~ • . ' L,,,• ~ - G$a rR _ - ~ •r j Ss~ try~ q,r: ~ Gm6 G+riB ~ ;'CkG ,NciC~;~` ~ • ' ' ~l~A CL'1111:1l V:l 24 NDA ` ' - ~ ' F. PeA ~ Schtsnl GmB +w : ' . c+ ' Psl1 ~ , ~ ' • ~ B J! ~ y ■ Ca H t B we~ StTE G~ pp ) . v. ' sa We s: e cme a r ks8 R r~ Sae ' Uh8 PSA. .L88 ~sB fr ~ - • f gr ~ ~ S'~ a' / ~ ~ ` ! _ . • r P514 E%'•' ~ ~ ~ / FivC ° • . ~t _ * ~ ¢ RSA . r • LaE3 - Cn8 i ~ ~,f- ~ s PyP J t13k , iCoB L ~~y ~ ' . ~ ~ ~ ~ t i'~' ` ~ - ~'g~ f$ ~BlH BaB ~ , " •+i ti1,~~'+ k~ HE9 ~a ,+fit8 ` • i f~~'~.y~F~ ~ r~ ~ , , ,a~ r X~ ~ Bi Ga'~~ • ~ ti ~ ` . Hhll Ps9 X09 ■ {r • ° - ~ ~ ~ ~I.~~ p ~ ~ ~ d BSB ~C'igA rT~. ACuB 3 ~ t 9 ~~Ll\ ~ GmB + ~ ~ ~l LEQEND: S uE [igA Gatrison qrevelly 4aem. D to 6 pa►cent slopes e . , ~ ~'a~°•'~.~, -~d ~ [igB [iarrison qrevelly ioam, 6 to 20 parcant slopes Gm8 13arHsan vary prerelly Zaam, 0 tn S percent slopes . ~ ' ' . : = a, - SeC Spakene +vee'y rvcky complax, 0 to 30 pertyant slopes ~ ~F_ SvE Spokana .xtrame}y rocky aamp1ax. 20 ta 70 percant slopes y GmT3 {t , . ~ 'ri• • St]URCE. SROKAHE COUNTY St31t &Uit►/EY NIAAIUAL ~ DAYE:.lAHURRY 1994 ~ SCAL.E: NONE FIGIlRE NO: PFSWECT NO.: 92-032 SO1LS IIA►4P 6 ~j 5F9ELLEY LAKE PREL111111NARY PUa PLAT ~amm ;i:iDeiatE-t, -qt2c. ENVIRONMENYAL IMF'ACT STATEMEfVT ~ i IL TABLE 2 - Soils Characteristics , . . . , , . ' 'WATER ' • . LbAO- - ' - PERCE"NT EROS/ON HOLD/NG SHEAR CARRY/NG . AGR/CULTURAL , . M.4PPJNG,UN/T, SLOPE •-POTFM/AL, PfRMEAB/UTY RUN-OFF CAPAC/TY STRENGTH CAPAC/TY - STAB/UTY CAPAB/LITY' GgA 0-5 Slight Moderetely Slow Moderate High High Moderate I119-2 (Iow) repid to low Gg8 5-20 Slight Moderate to Slow Moderate High High Moderate IVe-5 (low) very rapid to low GmB 0-8 Moderate Moderete to Medium Moderate High High Moderate IVe-5 (low) very repid to low StC 20-70 Moderate to Moderate Medium Moderate Low High Low Vlls-2 (very severe to low rocky) SuE 0-30 Moderate Moderate to Medium Moderate Low High Low Vlls-2 (very rapid to luw rocky) Source: US Depertment of Agriculture Soil Conaervetion Service, Soil Survev of Sookene CountK. Washinpton; 1988 Shelley Leke E/S 34 Februery 1994 RUN4FF COEFFICIENTS AND PONDIBASIN SUMMARIES Inland Pacific Engineering Company Shelley Lake Plat Drainage Report Shelley Lake, PIJD Runvff Caefficient Calculativns Basin I Tatal I Imperul C" 15um Ac a 1 997551 181701 0.2866I 2.290 S 1 1061011 317161 ❑.3742I 2.436 c I 424121 131451 0.38251 0.974 D 1 1784051 305501 0.27841 4.095 E I 311651 65651 0.30801 0.715 F I 550951 70301 0.24571 1.255 G 1 1 124281 40071 0.3918 0285 G2 I 232711 43781 0.2911 0534 n 1 281701 ss$s I 0.33341 0.647 I I 273561 21550I0.74081 0.628 - 1 59501 23351 0.44431 0.137 K 01 01 ERR I 0.000 combined witn p M I 848011 12863 I0.26381 1.947 • N I 219761 145$0I 0.64761 0.504 Q I 333701 71701 031111 0.766 P 1 490451 114381 0.32491 1.126 Q 1 602121 186751 0.38261 1.382 R 1 1074001 205761 0,29371 2 466 s 1 200801 67141 04008 1 (].461 T 1 106701 101371 0.8625 0.245 lf 1 355281 337511 0.8525 0816 _ U I 165321 157051 0.86251 0.380 VII 1 165321 99191 0.600(] I 0.380 x I 282211 145671 0.53711 0.648 Off A I 538351 01 o.15001 1.236 off g I 175161 01 0.15001 0.402 A Terrtip 1 291391 145931 0,32531 0669 Totals 1 11949651 3370221 036151 27•433 Nate 1- Fvr basin B, the imp. shvwn is oniy fvr calculatrng the "C" Values, the actual new impervivus area is 12380 sf. ~ Shelley Lake, PUD Pond and Basin Summary Pond lBasins I Total lImperv IC I Sum Ac A JA 1 997551 181701 0.28661 . 2.290 B iC 1 424121 131451 0.38251 0.974 C ID 1 1784051 305501 0.27841 4.096 D JE, F 1 862601 135951 0.26821 1.980 - - E 1I& Off B 1 448721 215501 0.51021 1.030 F 11 1 59501 23351 0.44431 0.137 E&F 11,J & Off B 1 683381 238851 0.41211 1.569 G2 IG2 1 232711 43781 0.29111 0.534 H IN 1 219761 145801 0.64761 0.504 I iX - 1 282211 145671 0.53711 0.648 J IH,M,O,Q,R 3139531 661721 0.30811 7.207 ~ K iS 200801 67141 0.40081 0.461 A Temp JA temp 1 291391 145931 0.52561 0.669 G 1 IG 1 1 124281 40071 0.39181 0.285 L 1 B 1 1061011 317161 0.37421 2.436 M I U,T 1 461981 438881 0.86251 1.061 N I V 1 165321 157051 0.86251 0.380 P I P 1 490451 114381 0. 3249 1 1.126 Note 1- For basin B, the imp. shown is only for calculatjvw Values,_the actual new impervious area is 12380 sf. 1 CYJRB T]RC)P ANALYSIS Inda►ut I'actflc Engineenng Campairy She2ley I.ulce P2ert I7rainnge Re,port CUR6 C3PENINGJDRC?I' ANALY515 FORM This form is 6ased upon Figure 16 an the Spokane County Guidelines fqr Stromwater Managsment Sheflep Lake Spvkane Goun'ty, Washington ❑ate 02106l96 Engineer TRW fVote, this sheet is being prpwded t❑ determine the amount of capture for the curb drvps on grade within the Shelley Lake f'U[] Plat, Phase 1 Lacations Roadway Super Roadway Peals [7epth vf Qa]La Flvw Nlidth Req'd C]pening 51ope Rate Width Flow Flaw In 5treet Lengfh I trtrna ~ (+un) I tfta I (r-fs) I[~3 ~(ft) I I I I I I d I I • ~ ` ~ . At Pond H ~ o aas 002 I ao ~yyyo s$o ❑12a ~ 0086 6.20 11448 ~'N" INA YrMr~i.'yFCir ee FI ~~t47/!,. lAf Pond C 1 0012 1 0.02 1 15 1 3030 1 0 236 1 0.153 I 11 8i 1 18.583 5ee Note 1 ~;:~s~' •~~`.~~~~~~~.~.~~'~~5~~.~`„~~.~.~"~~* ; '\~rr~v``` ` ' s',~'~~'~i ~ ~ Note 1- This curb drop is the first curb drvp #vr a pvrad with two seperate curb drops. Therefvre, the ultimate 9ength is noi requjred as the sscond curb drop is in a sump conditvn. Howeuer tfl seperate glows into the pond two 4-foot curb drops wtIB be plaaed at the upper Iocation Capture is expeeted to be apprpximateEy 0.80 cfs wi#h two 4-faot curb drops, see calculatian balow . . .,n. ~n..J""2L.....,...,. .`...ti .,~,.,~_~p-~~.- ~ ;5;~7?/•,•-,+_-- t c ~✓~l. [ . , ` }'s, 'r,~ ~dSdfff',tf-..`.F. %~aur. ' ` ` ~`\a< < r. Fr•.///.: ~~`a\\`~`.~.~~'~h.`\`% t ontl b ~ O 012~i 0.62' 1~~ *{~LS00 ~ 0 1 i~.b I I~~ {3=~ {n 's ~'v. " F` -7{'•~ _ i . .~FS`~ F . ~ . i~i•Ati?;r~\A:'.'.^. ...5 • ->>l.\~~f~~"di ..:if''ii?~`ne~n.++'~..~~• « GRATE INLET ANALYSIS Infarut Pacific Engrneerang Conpany ShePley Lake PLat Draanage Report INLET ANALYSIS FORM This fortn is as found in the WSDOT Hydraulic Manual Fgure 5-5. t A fa Inlet Spaang Calculations Shelley Lake PUD - Phase 1 Shelley Lake PUD Spokene County, Washington Grate wdths Hemngbone = 1 87' Date 02/06/86 Vaned = 1.87' WSDOT Grete Inlet = 2,08' (normal to curb) Engineer TRW WSDOT Grete Inlet = 4 00' (perpendicular to curb) WSDOT Grate Inlet = 2.98' (nortnal to curb w/ 0 f 0 sump) A I B I C I D I E ~ F ~ G I H ~ 1 I i I K I L STATION ROADWAY W OISTANCE FLOW FLOW TO GUTTER SUPER GRATE DEPTH GUTTER GUTTER BY-PASS WIOTH BETWEEN BETWEEN INLET SLOPE RATE WIDTH OF FLOW VELOCITY FLOW INLETS CB's FLOW WIDTH (ft) (h) (h) (cfs) (cfs) (ft/R) (Wft) (ft) (h) (h) (fps) (cfs) Basins M and O Catch Basins No 1 through 5 Note CB No 1 is in a Sump Condrtim Note CB No 2 is at a High Pant Note CB No s 4 and 5 are (n sump conddions0 I E'••• ~ ~ i I I I ' ..lo o 67 ce No s I15 10670 10040 1002 11.67 10094 Ja.ses 12 asa 10 207 . , SWALE VOLUME CALCULATIONS Inland Pacific Engineering Company Shelley Lake Plat Drainage Report ~ 5hefley La'ke PUD I PEC Job Nca. 93143 ' This form is baser3 upan Sectivn 5 of the Spokane County Guidelines for Starmwater Management Swale Va1umes for Ccanklin Road and 4th AVenue Date• 08f23i96 Engineer TRW Fde CONKSWAL.WB2 Cflnklin Rvad (Riqht Swale) & 4th A►renue Statianing FramlTo Slope Depth Bottam 5ide Sectional Volume Level lfolurne Valurne Beginning Errding Width Sfape Areallf Flat Paal Ltg. Dn 51ope Used by (cf] (ft) (cfl S[oAe(c:f) (°Ia) (ft) fft] : 1]- (cglft)- ~ 4th Avensae 655.001 843001 0.00 1 050 5.00 I 3.00 I 3251 611 ao I 188.00I 611001 611.00 I ! I ~ I I I ~ I 1 I Woiume as Fiat (cf) 611.001 I I I I I IVolume on 51ope (cf} I I I 611.00I IWofume Provided [cf] 61100 I I I I I A I I I I I I ~ I 4 I I I I I Conklin Av~ I M I I I I 9 1 I I I I I I I I I ~ 4345001 4445.00 1 0.80 I 050 1 150 1 3.00 I 1 W 150001 62501 33 75 1 150.00 4445,001 4545.001 0.80 I 050 1 1.50 I3.00 I 1.501 150001 62501 93.751 150.00 4545001 4645.001 0.80 I0.50 1 1.50 I 300 1.501 150001 62501 93.75I 150.00 4645001 4745 00 I 0.80 1 4.5(] I 1.50 f 300 1.501 150.001 62501 93.751 150.00 4745001 4845.001 0.80 1 050 1 50 1 3.00 I 1.501 150.[}01 62.501 93.751 15000 I p I I I I I I I lVolume as Flat (cf) 1 750.001 I I I I Volurne an 51ope (cf) I I 468751 I I I I Volume Provided (cf) 750.00 I I I I I I 9 ~ I I I I I I V ~ , PIPING DIAGRAMS BACKWATER CALCUL.ATIONS PIPE FLC]W GALGULATIONS Inldnd Pacrfrc Enganeertng Campany 5he[dey Lake Plat Drainage kepori ~ ~ ~ ~ l ~ aCrr. EL 2029.00 W.S. a. 2029,80 AT PDMD ',l' CB j5 OUTLEr I TOP El- 2032.75 IH I.E. 2429.30 1 g' 13.50 LF. CiUT I.E. 2029.20 A .0148 SUAAP CB f5 18' 200 LF. ~ 1.68 CFS I CB #1 O~.0110 1~ 200 LF. ~ O 0180a CMP ~ 1 g' 28 LF. 1.51 CF5 CB J3 1~ 118 LF 0.0181 A .02~5 [~+IP 0 CFS CkIP I DP jEL. 2040.72 CB #2 0.67 [~'S ~4 5u 2037.$2 T[tP @l.. 2~342.22 ~ ~ IN I.E. 2035.83 (1[[!T I.E. 2035.53 CB ~i3 1.44 CFS AT H.P. TOP EL. 2035.23 !M I.E. 2032.33 Cg #4 OUT I.E. 2032.23 FDP EL 2032.75 I ON GRAi3E AT -0.0404 EN I.E. 2029.85 i OUT I.E. 2029.75 i SUMP 4 I I ° I I I I i 1 LEGENQ 1 ' ~ ■ Cd4TCH BA51N ~ i I ! PiPE FLow ~N CFS ; - ~ cuTreR Fwwr (xxx) iN CFS ~ Ftaw c►PauRED B'Y GRnn7E ~ loN GwADE? ~l tN CFS aEVIsEo JuNE asss N.T.S. ] I NLAN[] ~ STOR M D RAI NAGE DETA1 LS PACIFIC ISHELLEY l_AKE P.U.D. ~ ENGiNEERINC3 707 wese 7fr, • surcg 200 (509) 450-6840 ~ 02f 13/96 ~ ~ spoka„e, WA ssaoa FAx: (509) 458-684400 Backwater Calculativn Sheet Shefley La4se file - 'Backwa#3.wql I ipe Segment cb1 tv pnd j cb5 tv cb4 cb3 ta cb4 cb2 tv cb3 cbl fo cb2 9 Q 5.30 3.62 2.18 1 51 1.51 2 Length 13.5Q 28.00 116.00 200.00 204.0(] 3 Pipe Size 1.50 1.50 1.50 1.50 1.50 4 n 0.024 0.02 0.02 0.02 0.02 5 Dutlef E9. 2029.00 2029.3[] 2029.85 2032.33 2035.63 f inlet E1. 2029.20 2029.75 2032.23 2035.53 2037.82 S1vpe 0.015 0.016 0.021 0.015 0.011 7 BaTreT Acea 1.77 177 1.77 1.77 1.77 8 6arref Vel. 3.00 2.05 1.23 0.85 0.85 9 Ve6. Head 0.14 0.07 0.02 0.01 0.011 10 Water Serrface EI. 2029.80 2034.62 2030,89 2033.12 2036.24 11 Frict. Ivss O.1 2 0.08 (].17 0.14 0.14 12 Entr F-CGL EI. 2029.92 2030.70 2031.06 2033.26 2036.38 13 Entr. F=lead loss 0.13 0.05 0.02 001 0.(]1 14 Exit Head Loss 0.14 0.07 0.02 O.0 1 0. v 1 15 autAet Ctri. EG. 2030.18 2030.82 2031.10 2033.28 2036.40 in7et Ctri. Hw 1.42 1.14 0.89 0.71 0.70 16 Inlet Ctr6. EI. 2030.62 2030.89 2033.12 2036.24 2038.52 17 Appr. Vel. Head 0.00 0.00 0.00 0.00 0.00 18 Eend Head Loss 0.00 0.00 0.00 0.00 0.00 19 Junet. Head Loss 0.00 0.00 0.00 0.00 0.00 20 Heaciwater Elev 2030.62 2030.89 2033.12 2036.24 2038.52 Crate E9. 2032.75 2432.75 2035.23 2042.22 2040.72 Freeboard 2.13 1.86 211 5.98 2.20 fNLAND PACIFIC ENGI1VEER6NG Circular Channel cb5 tv Pvnd J Flow 5.300 cfs Diameter 1.50 ft Slope 0.0148 ftlft n 0.0240 L 13.50 ft dldia A R Q V Depth of flow,d 4.23 ft 0.15 0.1563 0.2090 0.44 2.66 Flvwing Full 1.50 ft 1.00 1.7672 0.5625 9M 5.15 Critical [3epth U 885 ft 0.59 1.0850 0.6194 5.30 4.89 Narma[ peptla 0.975 ft 0.65 1.2159 0.6482 5.30 4.36 H Wc 1.441 ft HWn 1.418 ft OIJTLET CONTROL INLANQ PRCIFIC ENGINEERING Circular Channel ct34 to cb5 Flovv 3.620 efs aiameter 9 5 ft 5lvpe 0 0161 ftlft n OA24C3 L 28 ft dldia A R Q V Depth of flow,d 0.23 ft 0.15 0.1663 0.2090 0.46 2.77 Flowing Fufl 1.50 fk 1.00 1.7672 0.5625 9.49 5.37 Critical Depth 0720 ft 0.48 08386 0.5477 3.62 4.32 Narmal ❑epth 0750 ft 0.50 0 88 0 56 3.62 4 10 HWc 1 1 54 ft HWn 1 141 ft QUTLET CONTRDL INL,AND PACIFIC ENGINEEF2iNG CErcular Channel cb3 to cb4 Flow 2 180 cfs Diameter 1.5 ft Slape 0.0205 ftlft n 00240 L 116 ft dldia HI R Q V ❑epth af flow,d 0,23 ft 0.15 01663 0.2090 0.52 3.13 Flpvs+irtg Full 1.50 ft 9.00 9 7672 0.5625 10.70 606 Griticai Depth 0.555 ft 037 05729 04451 2.18 3.81 Narmal Depfh 0.525 ft 0 35 0.55 0.44 2.18 3.95 HWc 0.892 ft INLET CC]NTR(`JL HWn U89 ft fIVLANE3 PACIFIC ENGINEERING Circular Channel cb2 fo eb3 FCow 1 510 cf5 Diameter 1.5 ft Sfope 0.0160 ftlft n 00240 L 200 ft dfdia A R Q V Depth af flow,d 0.23 ft 0.15 0.1663 0.2090 0.46 2.77 Flowing FuIE 1.50 fk 1.00 1.7672 0.5625 946 5.35 Critica6 ❑epth O.450 ft 0.30 0.4460 0.3845 1 53 3.39 Normai Clep4h 0465 ft 0.31 0 47 0 39 1.51 3.24 HWc 0.7'1T ft HWn O.709 ft OL]TLET CC3IVTROL INLANd PACIFIG ENG1NEERINC Circular Chanrrel cbl to c62 Flow 1.590 cfs Diameter 1.5 ft simpe o 0110 fuft n 0,0240 L 200 ft dldia A R Q V Depth of flaw,d 0.23 ft 015 0.16E3 0.2090 038 2.29 Flawing FuIC 1.50 ft 100 1.7672 0.5625 7.84 4.44 Critica! Depth 0450 ft 4.30 0.4460 0.3845 1.51 3.39 Norrnai Depth 0510 f# 0.34 0 53 043 151 2.85 HWc 0 717 ft HWn 0.693 ft OUTL,ET CQNTR❑L @NL..ANC] PACIFIC ENGIh€EERING ~ ~ ~ Le ~B I fi0P E~. 2035.63 8.$8 CFy Dl1T I.E. ZU3:i.4il ~ SUMP I ■ s f I 11' 104 LF CMP'D428 ~ ~ I ~ QU7LES I 80T. El., 2029.00 W.S. El.. 2029.80 . AT P0ND "Jr I ~ LEGEND n l".ATCH BAS1N RIPE FI.dW (x.xx) IN OFS GUT'TER FLOVY {xxx} IN CF'S ~ FlAW GAPTlJREA B1f GRAiE I ~ (O1Y GRAD xxx EN CF'S ~ N.T.S. ~ i C STC~R1~ DRAI NAGE DETAI LS 1 ~ ~~~-AND PACIFIC ISHELLEY LAKE P.U.D. ~ ENGINEERING 707 w~ 7tr, • s~,ite soo (5091 a~-saau ~ ~I~~ SpWcane. YYA 99204 FA3I_ (508) 458--6a44~ / gackwater Calculation Sheet Shelley Lake Pipe 5egrnent cb5 ta pond J 1 Q 0.68 2 Length 104.00 3 Pipe Size 1.00 4 ra 0.024 5 outlet El. 2029.00 6 Inlet E9. 2033.45 Slape O.t143 7 Barrel Area 0.79 8 garrel VeI. 0.87 9 11e1. F=leatf 0.01 10 wate r s urface E f. 2029.80 11 Frict. loss 0.13 12 Entr. HCL EI. 2029.93 13 Entr. Head loss 4.01 14 Exit Head Loss 0.01 15 Outlet Ctr[. EI. 2029.95 Fnlet Ctrl. HW 0.53 16 Inlet Gtrl. EI. 2033.98 17 Appr. Vel. Head 0.00 18 Bend Head Loss 0.00 19 Junct Head Loss 0.00 24 Headwater Elev 203398 Grate EI. 2035.63 Freeboard 165 INLAN❑ PACIFiC ENGlNEERINCa Circular Channal cb6 tv Pond J Flow 0.680 cfs Diameter 1.00 ft 51ape 0.0428 ft/ft n 0.0240 L 104, OD ft d/dia A R Q v Depth of tfow,d D.23 ft 0.23 0.1365 0.1364 0.46 3.40 Flawing Full 1.00 ft 1.40 07854 0.2500 4.00 5.10 Critical De,pth 0.340 ft {].34 0.2355 0.1891 0.58 2,89 Narma9 aepth ❑.270 ft 0.27 0.1711 0.1566 0.68 3.37 HWc 0,534 ft INLET CONYRC7L HWn 0.638 ft INLaND PACIFIC EMGfNEERING ~ .I I [ I I BOT. EL. 2036.87 W.S. a. 2037.67 I AT PONd "Dr O11T1.Er ~ A f 3;3 LF. a .01242 rMCB #8 f`i i8 ■ I 0,84 ~ •8Z ~F5 A 1r 28 LF 0 .0400 ~ CB f 9 MP 2039.74 MP EL. 2039.74 IN I.E. 2037.66 IN I.C 2037.38 SLJMp OLlT I.E. 2037.28 SUMp l I -I ~ LEGE D ■ CATCH Bfti51N I f PIPE FLOW (Xnc) IN CFS ' s GllLTER F'LQW (xxx) iN CFS FLaw cAPn+Rm gr cRnTE I !ON GRAQE x~ [PF CFS N.T.S. . J STQ RMDRAI hJAG E D ETAI LS ~INLAND * PACIFIC ! SHELLEY LAKE P.U.D. - ~ ENGINEERING 13 9F 707 west 7tr, • surte 200 (sc~) +gs-ssao 42 ~ I I spokane. wn 99204 FaX: (509) +58-6844,r gackwater Galcuiativn Sheet Shelley Lake file - Backwati.wql Pipe Segment cb9 ta pnd d cb8 tv cb9 1 Q 1.46 0.82 2 Length 33.00 28.00 3 Pipe Size 1.00 1.00 4 n 0.024 0.02 5 CJutletEE. 2036.87 2037.3$ C inlet El. 2037.28 2037.66 Slape ❑ 012 0.010 7 Barrel Area 0.79 0.79 8 8arrel Ve9. 1.86 104 9 Vel. Head 0.05 0.02 10 Water Surface El. 2037.67 203809 11 Frsct. ioss 0.19 0.05 12 Entr. HGL El. 2037.86 2038.14 13 Entr Heacf foss 0.05 0.02 14 Exit Head Lass 0.05 0.02 15 Qut[et Ctrl. El. 2037.96 2038.17 inlst Ctrl. FiW 0.81 0.58 16 Inlet Ctrl. El. 2038.09 2038.24 17 Appr. Vel. Head 000 0.0[] 18 Bend Head Loss 0.00 0.00 19 Junct. Head Loss 0.00 0.00 20 Headwater Elev 2038.09 2038.24 Grate EI. 2039.74 2039.74 Freebaard 1.55 1,50 INLANQ PACIFIC ENGINEERING Circular Channel cb9 to prnd Cl Ffow 1.460 cfs aiameter 1.00 ft Slope 0.41124 ftJft n 0.0240 L 33.00 ft dJdia A R Q V Depth of flnw,d o 23 Tt 0.23 0.1365 0,1354 6.25 1.83 Flowing Fulf 1.00 ft 1.00 0.7854 0.2500 2.16 2.75 Critical Depth 0.510 ft 0.51 0.4027 0.2531 1.46 3,63 Normal ❑epth 0. 600 ft 0.60 0.4920 ❑.2776 1.46 2.97 H Wc 0.816 ft HWn 0,845 ft OUTLET CONTROL fNLAND PACIFIG ENG9NEERING Circular Channel cb 8 ta cbg Flow 0.800 cfs Qiameter 1.00 ft 51ope 0.0100 ft/ft n 0.0240 L 28.00 ft dldFa A R C! V Depth af f[ow,d 0.23 ft 0.23 0.1365 0.1364 0.22 1.65 Flowing Fu{I 1.00 ft 1.0(] 0.7854 0.2540 1.94 2.46 Critical Depth 0.370 ft 037 0.2642 0.2020 0.80 3.03 Normal Depth 0.440 ft 0.44 0.3328 0.2294 0.80 2.40 HWc 0.584 ft HWn (}.575 ft OuTLET CONTROL 1NLANa PAGlFfC ENGINEERING / ~ , ~ ~ ~ C9 ~ jQ TQP El.. 2022.91 ~ 2.24 CF5 ~ OLfT I.E. 2020.01 C9 J1D SUMP ■ S ~ ~ Itr 65 LF. Ck1P.Q1?A OLITLU Ba'f. EL. 2019.23 W.S. eL 2020.03 AT PL}NQ "Ir ~ LEGENI] 1 ■ GATCH 6rASIN 1► F4PE Fl.OW (xxx) IN CF'S I > GLFTTER FL[JYV (Xoc) IN CFS ~ F'LOYY GAPTUREQ BY GRATE ~ (OIV GRAD xxac) EN CFS J ~ NEW ,lU1VE 1988 N.T.S.~ , i 3TORM D RAl NAG E DETAI LS I NLAND l,~HELLEY I AKE P.U.D. ~ PAeIFic ENSINEERING fi 28 96 707 w~t 7th • 5urte 2~ (~s) asa-se4r~ /,I .0/ ~ 5pvkarte, WA 99204 rAC: (509) 458-684F".- , Bacftwater Calculativn Sheet fle: 6aekwater4.wb2 Sheffey Lake - Pipe Segmenf cb10 tv PQnd M Q 2.24 2 Length ~65.00 3 Pipe Size 1.50 4 n 0.024 5 Dutlet El. 2019.23 6 Inlet El. 2020.07 SIope 0.012 7 Barrel Area 1.77 8 Barrel Vel. 1.27 9 VeP. Head 0.02 10 Water SurFace El. 2020.03 11 Frict. loss 0.10 12 Entr. HGL El. 2020.13 13 Entr. Head loss 0,02 14 Exit Fiead Lvss 002 15 dutlet Ctrl. El. 2020.18 Inlet Ctrl. HW 0.88 15 Inlet +Ctrl El. 2020.89 17 ►4ppr. Uel. Head 0.40 18 Bend Head Loss 0.00 19 Junct. Head Lvss 0.00 - 20 Headwater Elev 2420.89 Grate El. 2022.91 FFeeboard 2.02 1NLANd PACIFIC ENC'aINEERIIVC Circular Channe9 cb10 to Pond M Flow 2.240 cfs piarneter 1.5 ft Slope 0.0920 ftlft n 0.0240 L 65 ft dldia A R a V Depth af flow,d 0 23 ft 015 0.1663 0.2090 0.40 2.40 FI❑wing Full 1,50 ft 9 DO 1.7672 0.5625 819 463 Critical Depth 0.555 ft 037 05729 04451 224 3.91 Normal Qepth 0615 ft 0.41 0.66 0.48 2.24 3.39 HWc 0 911 fi HWn 0 883 ft Ol1Tl.ET CONTRaL INLAND PACIFIG EIVGINEERING TIlVIE AND 208 CALCULATIONS Inlard I'actfac Engineertng C"ompany .5heldey Lake Plai Drairlage kepora i eawsTRiNm METreoo PFIaJECr, srselley Lace- Pr,ase i PEAK FLaW CAICiIlATIDN PROJECT' Shelley Lake - Phsse I CfETENTION 6ASIM i]ESIGN 9ASIN' A B4SIN A ~ • • " [1ESIGNER TRW Tot Area 229 Aeres ~ []ATE, 11/30195 IrrEp fVes 18170 SF 4 C. 029 Ttrlia fnCrernent (min) 5 CqgE I Tima ot Conc. (mm) 824 aao-aaa ,,G7uttlow(aTs) 1 8oo ft OVedand Flovr I7esign Yeer Flrnv 10 Rree [acres] 2.28 Ct - d 15 lmpeviats Area (aq Ti) 18170 L= 100 R C' FaeEor 02868 ? n = 040 '206'Vdume RroNded 205 5= 6 013(1 Aree * C 0.65$ <; . . Ta = 2193 mm , hy Equahon 32 of Guid~ines i'• 5: ` Time Time Inc. Intens. i] Devel Vd In Vd.L]ut '8torage 900 Pt. Gutter flcsw k z~~ jm€n] (aec) (inlhil (eTs) [eu Ft) (eu ft] (cu ft) oaaafla Qaaaan aoaa~,~ ~_~a~~ a aQOama am--a- I7 = 501[] F[x' Z2 ~ N. 824 494 2 48 ~ 163 1077 494 5$2 c~ o Z2 a 15 Type B= 1 D n a 001e Rdlei = 35 5 300 378 2.09 aw 300 539 S= 0030 10 8[][i 2 24 1.47 1129 OW 529 j 5 900 7 77 1.6' B 1241 ow 341 d a 0147 ft S 20 1200 1 45 ❑ 95 1302 12DO 102 25 7 500 1 21 079 1325 150D -175 A R 0 Tc Tc totel V Qc 30 1800 101 068 1343 18w .457 aese aasaQa -ea ==ao== 35 21~ 091 0.~ 1355 2100 -745 _aaa~~ ~~~aaa e sa ❑a7 + ss 531 8 24 aaa i 03 ao 2400 0 82 osa 1 382 2400 -iats as 2700 074 049 1393 2700 •1 307 ❑p9flk Por CBSe 1= 1 63 cis 50 30QQ 0 89 045 1414 3000 •1568 SS 33DO 0.84 0,42 1457 3300 -1843 60 38D0 061 040 1509 3600 -2091 CASE 2 65 3000 ❑ 8Q 039 1602 3900 -2298 - o a - a a a .,y.. . 70 4200 0.58 0 38 1969 4200 -2537 Case 2 assvmen s Tma of Concenlratlan less Vaan 5 minuFes so mat dhe 75 45W 0 58 ❑.37 1716 4500 -2784 pesk now R90(3 10) (amp ,4-) = 11s ers aa aaM 053 035 1726 asM -3072 9- a5 5100 0.52 034 1798 51 DD -=2 ~ ~7 ~0 0,50 0 33 1827 61~ ~573 Sa, the P~aels flovr Tor ihe BasEn ia the greeter of tF~e riro flows, ~ 95 5700 0 49 ❑ 32 1$87 5700 3613 1.63 cfs 100 60D0 ❑ d8 032 1949 60f1E] -40.57 z~:= ; 20e' DRAINAGE POhf❑ iCALGYIL.AT9dNS Requ9red '208' Starage Volume ~ Impmvious Ares x,5 In / 12 injk 757 cu tt •rr, . ~ .~K.' 208' Szorage vGume Provided cu ft 6FiYWELL REQl11REMEIdTS - 40 YEAR OESIGN 3TQRM Mwamum Staage Requfred 6y 6awstring 582 eu it IVumber arsd Type raf prywelfs Requlred ❑ Single ~ 1 Daible IM1ILAI4➢ PAGlFIC ENGINEERING ~ BOVIfS'fRING METNOD PROJECT: Shelley Lake - Phase I PEAK FLaW CALCLILATIQN PfiQ,1ECT Shelfey Lake - Phase ! DETEIUTIaN BASIN DES1GN BA51N B(1) revised BA51N B(1) revised DESIGNER TRW 7vt Area 2 44 Aeres DATE 08I23I96 Imp Area 12380 SF G= []37 7ime Incrsment (min) 5 CASE 1 Time of Conc (min) 566 Outfivw (cfs) 2 130 ft Overland Flow Design Year Flow 14 Area (acres) 2 438 Ct = 015 Impervivus Area (sq ft) 12380 L= 130 ft 'C' Factar 03742 n= 040 '208' Volume Provided 565 S= 0070 Area' C 0.912 Tc = 3 57 min , by Equativn 3-2 of Guidelines Time Time Pnc Intens. Q aevel Vof.ln Vol Out Storage 270 R Guttgr Row (min) (sec) (inlhr) {cfs} (cu fl) [caa it) (cu ft) , zj = 500 FoF zz 566 339 300 273 1244 679 565 Z2 = 1 7ype B= 1 Q _ - _ n- 0016 Rolled = 3 5 5 300 3 18 2.90 1165 600 565 5= 0010 10 600 2 24 204 9461 1200 251 15 900 1 77 1 61 1638 18G0 -162 d= 0224 ft 20 1200 1 45 1 32 1759 2400 -661 25 1500 121 110 1782 3000 -1218 A R Q Tc TC total I Qc 30 180Q 1 04 095 1836 3600 -1784 =W===W== 35 2100 091 0 83 4838 4200 -2362 1 28 0 11 2 75 2 09 5 66 300 2 73 40 2400 082 075 1880 4800 -2926 45 2700 074 067 9899 5400 -3501 qpeak for Case 1= 2 73 cfs 50 3000 0£8 062 1931 5000 -4069 55 3300 064 0 58 1993 6500 -4647 . 5[} 3500 S"1 056 2066 7200 -5734 CASE 2 65 3900 060 0 55 2196 780[] -5604 la 4200 0.58 0 53 2282 8400 -6118 Case 2 assumes a Time of Concentratifln le5s than 5 minutes so that the 75 4500 056 0 51 2356 9000 -6644 peak flow = 90{3 18}(Imp Flrea) = 0 81 cfs 80 4800 053 0 48 2375 9600 a225 85 5100 052 047 2472 10200 -7728 90 5400 050 046 2514 10800 -8286 50, tfte Peak flvw fo r the Basi n is the gre ater of the twv flouvs, 95 5700 049 0 45 2598 11400 -8802 2 73 cfs 100 600[] 048 6 d4 2676 120[]0 -9324 208' DRAINAGE PDND CALCUlATIf]N5 Required'2[18' Storage Volume = Impervious Area x 5 in 112 inlit 516 cu ft • 208' Storage Volume Provided 565 cu R . DRYiNELI. REQIJIREMENTS - 10 YE4R DESfGN S7❑ Maximum Storage Reqwred by Bawstruag 565 cu ft INumber and Type of drywells Requued 0 Single 2 f3ouble INLAhID PACIFIC ENGINEERENG + ' i BOWSTRINa METHC]CJ PR9JECT. Shetley L.eke - Phaee I ~ PEfhK FLC9W CALCULATIOH PROlECT Shelfsy Lske - Rhase I DETENTION BRSIN OESIGN WIN: B(2) ~ BAS1N' 'B(P) bESICiHER: TRW ~ Tot Area P Oi Acres dATE. 11130195 ~ Imp. Area 17305 SF C = 0 29 Tims 9nexe+nent (rrafn) 5 ?Pt CASE 1 ~ Tirrse eF C.onc [min] 8 38 ~ Catflrnv (cfs) 1 0 10 It averland Flaw Clesign Year Flow 10 ~ Ares (scres) 2065 ~ Ct = 015 Cmpervlous Aree {sq ft} 17305 ~ L= 1C] f~ C' Faetar 02943 ~ rr o ❑.40 r~'='Vdume Prowded s = 0.020 Area • C 0.608 3:• { Tc g 1 11 min, Gy Equatlai 3-2 of Guidelines Fims Tme Inc Intena Q Qevel Vd In Vd Out 9taags 600 fc. Gutter vaw (mGn) (ecc) pnlho (crs) (cu n] [w rty [c:u n} ~;}.~:,3 s asaaa aaaaoa a~ag~,a a~~~sa a~aeQ~g ao ee~vaa Z5 = 50.0 F[+rZ2 638 3$1 2.80 1 iiD 1971 a 1 490 c=a ~F..Z2= t TypeB=10 ~ n- ❑ 01 B Rdled =3 5 t a 5 3DO 3.18 1.93 9(1O 477 S_ 0010 10 600 2 24 1 98 993 6DO 399 15 900 5.77 1.08 1108 9DO 206 d= 0187 ft 20 1200 145 fl 1472 1200 -28 25 1508 1 21 4 1598 1500 •3Q2 A R Q Tc Te taSa1 I 4c 90 7 8Ua 1.04 p.B:i 1820 1 Bm -58p aaQ- oa aaaa-- --aaso =a==a= a=oa== a=ae= 35 2100 081 055 1233 2100 _w 0" 0 OS 1 70 5 24 6 36 2 90 1 78 40 2400 050 1281 2400 -11 39 45 2700 74 0,45 1273 2700 -1427 qpeak fa Cass a~ 1 70 cSa 6i] 340O 0.88 0.41 12953 3000 -1707 65 0 84 Q 39 1334 3300 -1 BN 610 061 0 37 1383 3800 -2277 CASE 2 85 3900 060 038 1489 3900 •2431 ~=~~a~= ' 7 42~ Q59 035 1528 d2~ -~74 Case 2assvmes eTime of Concenbrsgnn less than 5 mmutes so Shat tha 4500 0 58 034 1578 4500 •2924 peex now _90{3 i B}(Imp Area) - 114 crs eo 4800 0.53 0.32 15e8 4800 -3212 85 5100 0.52 032 1653 5100 _W7 BO 6400 0.517 0.30 188d 5-000 .97251 Sfl, fhe Raek Aaw Ta fhe Basin Is tlte greater of the twu tlows, 95 57p(1 Q.49 0.30 1738 5700 .3964 1 70 Cf3 100 6000 048 0 29 1786 ODDO -0212 ~ • 208• awairrAG e Potio caLcuLArInHs ~ Required '208' Staage Voiume hr d Impervfcua Area x.5 in ! 12 9ndit 721 cu ft 208' Storage Vdume Pravided cu ft t j ~ ORYWELL REi71JIREMENTS - iD YF-AR DESIGN 3TORM Mawmum 5torage Reqwred by Bawstnng 490 cu fr Num6er and Type nf Dryweqls Requrred a Single 1 Dou4le INLAWQ PACIFIC EMCi1MEERIIYG i BOWSTRINQ METHQD PR0.IECT' 3helley Leke- Phese I PE4K FL6W CALCULAFION PRQ.JECT, Shetlay Lske -Phese I - DETENTION 6ASIN DE81QN BRSIN' C xv ' ansiN e []ESIGhfER TRnr Tot IVes G 97 Acres DATE' 11/30145 Rmp Area 13345 SF C a 036 f....r Time Inerernent [min] 5 CASE1 Time ai Cone {min} B 89 CJutRow [cfs] ❑ 3 T 40 fi. Overlend Flaw " s ~❑esign Year Flov 10 y,~~;•s;~' Area[acres] 0874 Ct = 0.15 # Cmpeaviwa Ar9a (aq ft) 13146 L n 40 ft. C' Feactar 03825 n. ❑ 40 ' i~'W8' Vdume Provided ~ i Aren " C 0 373 S= 0020 Te - 256 mm , bp Equabari 3-2 of Cauidelines Time lime Inc Intena Q bevel Vd.In Vd.Dut Star¢ge 820 ft. Gutter ftaw tmml (sec) [in/hr) (c(s) (cea ft) (cu ft) (CU (t] „ eaeana ae- a- @ vasana aaaaaa a¢aaaaa aaaeam aaa- - - z1 = 500 FOr 22 8,89 411 2 71 1 01 556 123 432 P2= 35 TypeB=fA n r ❑ 018 Rdled = 15 5 3DO 318 1 18 479 90 388 c== • 10 6D0 2.24 083 617 98CY 437 5= 0027 15 800 1.77 9 HB 699 270 478 d= ❑ 12S ft 20 1200 1 45 054 724 30D 364 r 25 5500 1 21 045 739 450 289 <Js'~: A Ft ❑ Pc Tc [atal I 30 18(K1 1,04 0~ 752 540 212 a. aaaQaa aa-a-a aa~R=¢ a-aaaa oasoaa Qa--_~ 35 210D 091 094 759 630 129 0 42 008 105 430 6 88 2 71 1 UI ' 40 2440 0 82 U 31 T76 720 SB 45 9700 074 0 28 783 810 -27 Qpoak for Cese 1= 1 01 c8s so 3060 068 ❑ 95 795 9DQ -105 "~,r 65 3900 0 54 024 820 49a -1 70 60 360e 0 81 023 850 1080 -23D GASE 2 65 39D0 0.60 0,22 w3 1170 -287 ~aa=-== 70 4200 0.5B 4.22 B36 126D -322 iCese 2 assumes a 71ms oT Concentrabm less then 5 mmutes ed that fhe 75 4500 ❑ 59 021 968 7351] 4362 peak flow =90 (3 18)(IR1p Afea) = 0 88 cfs fl0 48M 0 53 020 875 1440 4$5 &5 51iDo 052 O.19 6015 1536 -515 DO 5440 05D 0 19 1032 1820 588 So, ihe Peak flaw fae !he Bas€n ia the graaYer ot tha two flerws, Y F¢.~ SS 5700 0 48 {f 78 1068 1710 4Ba4 4.05 efs ' 7DD BDOO ❑ 48 o18 7098 1800 -742 . 208' DFiAINAGE POND CALCULATIONS , - Requinei '209' SSaage Vdume ~ Impervlaus Area x.5 Ert 1 12 In1ft 548 cu tt 208' Storege Vdume ProsndecS ar tE DAYWELL REOLlIREINEN75 - 10 YEAR aESIGN 5Tf7RNF MaAmum Storage Rsquired by Bowstring 437 cu ft Numher arsd Type ai Ory"ls Rsquired N Smgls 0 Oau61e INL4N0 PACIFIC ENGINEERINs3 i ~ BOWSTRINC3 METHOp PRC?JECT 5helEeylake- Phase I PEAK FLflW CAL4lJLPlTIC7N PROJECT 3hellay Lake - Rhase l pETENTION 6RSIN DE51GN BASIPI D BASIN O a~': •;~,~'y,- - DESIGNER TRW Tat Area 410 Acres QAl"E' 11P30I95 Imp Area 3055(] 5F C a 0 28 Tima InamnenE (mm) 5 CASE 1 Tme Qf Ccnc (mirs) 600 ===a=a= Qutflrnw(cfs) 1 40 it Dver[and Rcm ~ - Deslgn Yeaz Flow 10 ~ . Area (acres) 4098 Ct = 015 lmpervious Area (sq fq 30550 L = 40 ft ' . 'C Fecia ❑ 2784 n= Q 40 h '208' Vdume Provlded a= 0.020 nrea k e 1 141) Tc = 256 min, 6Y E4uatian 3-2 oT Guldelfnes Tirrie Time Inc Intens ODevel Yot fn Vd Qut Staraga 720 ft Guttm flow < # (min) [sac] [mlhr] Icfs) 4cu fty (cu ft) [cu ~I zi ~ sao For xa ~ ea e,~ eae ~ vao x.ss a-o ~.so =aQa'~ aao ~ aQa12sa 72o 35 ryRe e= 10 :y 5 300 318 363 1458 900 1158 n a 0016 Rmued a ss 8= 0 033 10 Bm 2 24 P 5S 1 S+]5 eDO 9 245 goO t 77 202 2063 BIXl 1 t S3 d a 0188 Tt ;q., 24 1200 445 1.68 2188 1200 '688 25 f 5m 1 21 138 2239 1509 739 A R ❑ Tc Tc taw I Qc 30 5800 7.04 7.t8 2280 1800 480 saaseo QaaQa= =__=e= = aQa== 35 2100 091 1 07 23DO 2100 208 995 ❑ b9 3 30 3 44 807 2.89 9.30 AO 2400 0.62 0.e4 2359 2400 -E7 $ 45 2700 0 74 ❑ S-0 2388 2700 -318 L]paalc fcr Cass S= 3 30 cfs ~ SO 30M 0,88 0.78 2421 300a $78 55 3300 0.84 0.73 2498 3300 -802 t.:y'ft~" BO 360a 0 81 0 if] 2..ri89 38DO -1011 CASE 2 '"S,°6~'•~~ t 65 39DO i7 BE] 0.86 2752 39DO -114$ ~~4=a=~ 70 A~ 458 OBB 2859 d2~ -1341 Case 2 assumes a Time o! Cancentra4m lesa than 5 minuies so that !he 75 4500 056 064 2852 4500 -15A8 pask Aorr =90(9 18) (Imp Area) = 2 01 efs 80 4800 053 060 2875 4640 -i 825 85 5100 052 059 3097 5100 -2003 80 5400 050 0 57 3149 5400 -2251 So, She Peek Aov for the 6asin Is 7se grssW of th e Lwa Rows, 95 5700 049 8se 3253 570D •2447 S 30 e}s 100 BBOp 048 ❑ 55 3355 60Cf0 •2849 \ Ci~~L: ~~o~:.~#°~ 208' DFiRINAGE ROND CALCIJIATIOIJ5 Requirsd'268' 8farage Vdume • = Impernous Area x 5 in 112 mlft 1273 cu Tt t' 208' Storage Vdume Prrnndsd cu ft G!{{ ~ : Y ~ ❑RYVYELL REQUIREMENTS - io YEAR pESIGM STORM MaxEmum Starage Requfred 6y Bowstring 1245 cu ft ~ A1umbar end Typa of f7rywells Fiequtred a Single 1 Oouhle INLAND PRCIFIC ENCiIfVEEFi1NG I ' BOWSTRING RAETWOD PADJECT° Shetley Lake - Phssa I PEAK FLDW CRLCULATION PRD.lECT' BheIPey Leke - Phase I PETENT10f+1 @A311V pESIGAI $ASIN' E 1fKd~i. BRS{N. E : i.~+:~;'~ bE51GNER: TRW Tot Area 0.72 Aares : ; AATE: Imp.Area 9565 SF c= 0.31 '•2 • 3 . ; Time Inrrsmcnt (min) 5 CASE 1 Time ot" Conc. (min) 802 Outflaw [cts] 0.3 4[r R. t]verland Flow Design Yesr Row 10 ftrea (ecre5) 0.715 C[ A oi5 Impervfaus Rrea (sq R) BWS L= ao ft 'C' Fani[x 0.308 n= 0 40 '208' Vdume Prcmdeci s~ 0020 Aeea • c 0220 y a . Tc - 856 min, by EquaUon 3-2 of Guidelines Time Time Inc Entens q Oavel Vd In Vad dut &twage 350 ft Gutter flaw x ~ ~~s [min] (a~} {in~hr] {c►s} (eu ft) [cu fq [w ft) -Qaaaa oaovaa oaa~=~ --4- aav_a_ aava-d zi = sa ❑ For za €n 602 381 289 064 aoa r as 199 Z2 = 3.5 Type B~ 1 0 n= 4016 Rdled a 35 6 300 3,18 070 282 go 192 vz s= o v,a ~a•;, 10 ~n 224 049 357 180 sr~ 15 soo i.» 039 39e aro 129 d a ❑1zo n 20 1200 145 0.32 aar 360 a2 <z~, ~s~.~•~.~ ; 25 1500 1 21 027 432 450 a ~.~f A R 4 Tc Tc total I fle ~ 30 18zo 1 04 023 440 540 •100 aaaeso . .A.oesoev a-aoaa av-n'' ~==a= 35 2700 001 020 445 830 -185 9 39 0~ 0 95 ~ 4fi 9,02 2 89 054 ~ 44 24OD 082 0 18 458 720 •254 45 2700 0 74 Q.t6 480 610 135U Qpeak lor Caae 1 a o&S efs V ~ SQ 3000 0 B5 0 15 466 GOD -0.32 55 3IX1 0 Bd 014 482 m -608 60 3600 0.61 073 5oo tOSt7 I%D GASf 2 85 3900 0,617 0.73 532 1570 -0+38 saamaQO 70 42D0 069 013 552 1260 -708 Case P assumes a Time o1` Concerstradon lesa than 5 minuFes sm that the 75 4500 5B 012 570 1350 -780 peek flow =90(3 18)(Imp Arsa) ~ 0 43 cfs 84 48W 0.53 012 575 1440 4M 85 5100 [}.52 O7 9 598 7530 -W2 90 5400 0.50 0,11 ae 1820 -1012 So, She Peek florr for th e Basin Is the greater af ths two flows, 85 5700 0.49 0.11 828 1710 -1092 O,fi+i GTa 100 6D00 Q.+SB 0.11 647 1800 -1753 208' dRAINAGE POND CALCULRTIOHS Flequired'20S' 3tarage Vdume ~ Imp"ous IVaa x& m 112 inEfi 274 cu ft 208' Stamge Vdume Provlded cu it ❑RYWELL REC7f11REMEHT3 - 40 YEAR DESIGN 8T4RM Mammum 5lwsge Requireci 6y 8owsb'ing 189 cu ft Number and Type oT OrywelPs Required 1 Single 0 Qauble . . INLAND PRCiFIG EMG[NEERING ` BdWSTRING METHK7Cl PROJECT Shdley !_ake- Phsae I PEAK FL4W CALCLfLATION PROJECT Shdley Lske - Phase I • f7E7ENTION BASIN BESIGN BASIN' F BASIN F 6ESIGNER. TRW Tot Ares 1 27 Acres OATE' 1 f/3v195 Imp Area 7030 5F • ~ s`='''; C a 0 25 Time Incrrlent (min) 5 CqSE 1 <"F' ? Time o} Gasc. (min) 7 42 ~s C]utiiaw (cTs) 1 100 ft Overlend Flow De3J9n Year Flow 10 E ` Rrea (acres) 1 265 Ct d 0.15 M1:~ Impervious Area (sq ft) 7030 L- 100 R 'C' Factar 02457 n~ 040 ~ 248` Vdume Prrnnded 5= 0035 ~ RfB9 ' C 4 311 Tc = 3 75 mfn, ksy Equativn 32 Qf Guidelines Teme Time Inc tntens ❑ Oevel. Yd.ln Vd Ou4 Storags 370 ft Gucter flrnr+ (min) [sec] (inlhh Ws) {cu ft) Icu R) {cu n3 p ZI a 5v a ror a2 722 a a~ 433 2.64 0.82 477 aas aa Z2= 35 TypeB=1.0 n= 0016 Rdled = 3 5 5 304 318 099 397 3m D7 Cao S = 0014 10 6m 2.24 0.70 520 50i7 -80 15 9m t 77 0 55 576 9DO -326 d= 0130 R 20 12DO 145 045 607 1200 -%93 .z;:' 25 1500 1.21 0.38 820 1500 -98U A R Q Tc Tc totaf f Oc z:; 90 9 80D 7.44 0.32 829 1 s00 •i 171 --emae oa-a-a - aoaag - ¢4- om se- oeQ eaaoas o- - a- 34 21C10 ❑91 028 83B 2100 -1464 0 45 006 fl fl0 347 7 22 2 64 082 : :jr. 40 24[]0 0 62 0 25 049 2400 -1751 45 2700 0.74 0.23 655 2700 •2045 Opesk tar Cese 1$ 082 c!s so 30OD 0 68 ❑ 21 665 3000 -2335 Sfi 3300 064 0 20 686 330@ -2814 so 3600 ❑ s1 019 710 360o -21M CASE 2 z • 95 3900 060 010 755 390D -3145 aoaQaaa 70 4200 o58 O i8 784 4200 -5418 Case 2 assuYrles a Tme flf C4nCenttaGol1 1es9 Shan 5 minutes ao tl9at fhe 75 4500 0 58 m 17 SM 45it0 -3651 p-k n~ ~ 90(3 96) (Gnp WBa) = o as crs ~ sa aaao o53 aIs 815 4800 -3as 5100 0 52 0 iB 848 5100 -4252 go 5400 0.50 0.78 862 5400 -4538 Sa, tha Peek flow for the 9asm ie the greater af tlhe [wo }lorvs, 95 5700 0 49 a 15 891 570[] -4949 p 82 cfs 100 fiDOO 0 48 0.15 917 6000 -5aw ~ 2AB' DRAINRCiE Pt7ND CALCULA°F1flN5 ~ Requfred '208' Storege Voluma ~ fmpmvlous Area x 8 In {12 inlit 2S3 cu R 208' Stcxage Vdume Provlded cu R DRYiNELL REOUIREMENTS - iD YERR DESIGN STQRhA FAa,+omum Stwage Re-qulred by 6acrstnng 97 eu Tt Numher snd Type crf Dryrre!!s Requfred D SEngla ° A Douhls INCANEs PAC[FIC ENGINEER3NG ~ 'BOWSTR1h1G METHQD PRD.IECT Shelley Lske- Phese I PEAK FLOW CALCl1LATIQH PRO.lECT Shelley Laks - Phase I QETENTIQN BA31N DESIGN BASIN' EF BASIN EF >j:;; ; DESlGld£R' TAW Tot, Area 1,98 Acres DpTE. t 1130)85 Imp, Area 13585 SF C= 027 ~ Tilma Increment (m1n) 5 CA5E 1 ; h•,°: Time o} Ca1C (mEn) 673 oasaoaa f ~tftow[cis] 4 Ou lata ft F.3verlsnd Florv besfgn Year Row 10 Area (sares) t s8 ,«s,~ ct = o is rmpewo,s Aree (aq It) 135e5 L= 100 RL 'C' FactQr a 21582 n a 0.413 ,'208` Viol ume Pronded 3 . 0935 ~"""::.i;i•~. Rf6d•C d''a31 Tc ~ 3 75 min, hy Equs4an 3-2 af Guidefines 7ime Time Inc interss. Q Ctevel Vd In Vd.Out Staesge ~ 370 tt rutter flow (min) [sec} (mlhr] (Cfs) (~u ft) [cu fq {cu ft] aaaa~a aQaaoa nasose soaoa~ aaASe- ¢-aASo c== zI = sv v For aa 673 aoa 2.73 1.4.s 784 404 380 za = 35 TyPe a= ti a n= 0.016 Rdled - 3 5 5 300 3 19 1.89 879 300 379 S= 0014 10 6m 2 24 1 18 8TA BOi1 277 7 5 900 1 77 0.94 875 9(10 75 d= ❑ 16:3 ft. ' - 20 12M 145 0 77 1030 1200 •170 Y~., r . ,s~ ~ 25 1500 121 064 1062 75m -443 A R Q Tc TcRotaI 1 Oc f 30 SBm 104 055 1470 7800 •730 ~ma sa= a~~~~ 95 21~ 091 048 if181 2100 -7019 d 71 008 aaa'1 4'7 m2 98 ~~~8 73 a.~~ 2 73 1 45 40 24DO Q 82 0 44 1105 2400 -7 295 45 2700 0.74 0.39 1115 4700 -1585 qpeak fcx Case 1= 1 45 cfs Sa 3000 0.68 036 1133 3000 -1887 SS 3300 064 Q 34 1168 3:i0a •2132 EO 36DO 0.61 ❑,32 1211 360tf -2389 CASE 2 98 39DO 460 0,32 1289 3900 -2814 70 d2W 059 0 31 1338 4200 -2884 Case 2 assumes a Time of Corscenvaban less then 5 minutes sv fhat the 75 45Q0 e 58 030 1378 4500 -3121 peak flrnr =90(8 18) [Imp. Rrea) = 0 89 cSs 90 4800 053 4 28 1390 4800 -341 Q &5 5400 0 52 048 5448 5100 385d 90 5400 0.50 0.27 1470 5400 -3900 So, She Peak flovv for tha Baslrr €s the grester oT the two tlorrs, • 65 5700 0 49 0.28 45iB 6700 -4161 145 c}s 100 6000 0,49 0.25 1584 Sm -4438 203' DRRINRGE P4N0 CALCLflA71ON5 ~ Required '20H' Storage Vdume a Impervlous Area : S in / 12 mJft 685 cu ft 208' Stoege Vdume Prrnnded cu ft ' ~RYWELL REaIJIREMENTS - 10 YEAR D ESIGN 8TC]RM Mammum Stcuage Required by 6rnvsfnng 380 cu ft Num6ec and Type of Qrywel lg Requtrect Q Smgls 1 DaiAle INLANC7 PHCiFIC ENQINEERING I BOWSTEt1NG METFiOd PRDJEGT Sheliey Lake - PhBSe I PEAI4 FL{7W CALCIJLATION PROJECY Shelley Lake - Phase I DETEIVTIDN BA51N CiE51GN 6ASIN gi BASIN g1 ❑ESIG'RIER. TRW Tot Area 0.29 Acres DATE• 05124I95 Imp Area 4007 SF G= 039 Time increment (min) 5 CqSE i Time of Canc [min] 5 00 Dutffrsw (Gfs) 03 50 ft Oaerland Flow Design Year Flnrv 96 Area (acres) 0285 Ctw 0.15 Impervious Aeea (sq ft) 4007 L= 50 R 'C' Factor 03918 n= 040 'ZOS' Vo1usne Frvvided 1685 S= 0050 Are& " C 0.112 Tc = 222 mtn , by Equation 3-2 of Gwdelinss Z1me Time Inc. lntens. Q tievel. Va4 In ►Jol +Dnt 5torage 250 ft Gutter flaw [min) [see) 4inihr] fCfsf (eu ft} (cu R) (cu it) Z1 = 5t3.0 F'or Z2 5 Qa ~ 360 118 0.36 143 90 53 a== Z2 = 3 5 Type B=1.0 n= 0016 Ro11ed = 3 5 5 300 318 038 143 90 53 C== 5= 4 064 10 600 2 24 025 1176 180 -4 15 904 1 77 0.20 198 270 -72 d= 0 072 ft 20 1200 1 45 0 16 219 360 -149 25 15(}0 1 21 0 94 216 45{] -234 A R Q TC TC tvtal I QC 30 1$00 1 04 0 12 221 540 -319 35 2100 0.91 0.10 224 830 -406 0 14 0 Q4 0 36 1 63 5.00 318 036 40 2400 082 0.05 229 720 -431 45 2700 0 74 008 232 810 -578 Qpeak for Case 1= 0 36 cfs 50 300b 0 68 008 236 900 -664 55 3300 D 64 007 243 990 •747 60 3600 4 61 007 252 4080 -828 CASE 2 65 3960 060 007 288 1170 -502 70 4200 a 58 U O6 279 1260 -9$1 Case 2 assumes a Time nf Coneentration leas than 5 minutes so fhat the 75 4500 056 0.06 288 1350 -1062 peak flow =.90{318}{Imp. Area) = 016 efs 80 4800 053 0.05 290 1440 -1150 85 5100 0 52 0.46 302 1534 -9228 90 5400 050 0.06 307 1620 -1313 Sfl, the'Peak f]vw for the Sasin is the greater of the twa flows, 95 5700 0 49 D OS 317 1714 -1393 0.36 cfs 100 6000 0.48 O 05 327 1800 -1473 • 208' ORAIIVRCnE Pf3ND CALCULATIONS Required `208° Storage Valume = Impernaus Area x 5 in 1 12 infft 167 cu ft 208' Storage Voluzne Prorrided 168.5 cu ft pRWVELL REQUI€2EMENTS - 10 YEAR C3ESIGN STORM Maximum 5tarage Requtred by Bawstrang 53 cu ft Number and Type of Qryweils Required 1 Single a Qouhfe INLANfl PRCkFIC EPiGINEERING . i BOWSTRING METHOD PROJECT: Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN. G2 BASIN• G2 DESIGNER• TRW Tot Area 0.53 Acres DATE• 0624/96 Imp. Area 4378 SF C= 029 Time Increment (mm) 5 CASE 1 Time of Conc (min) 5.00 Outflow (ds) 0.3 50 ft Overland Flow Design Year Flow 10 Area (acres) 0.534 Ct = 0.15 Impervious Area (sq ft) 4378 L= 50 ft 'C' Factor 02911 n= 0.40 '208' Volume Provided 188.5 S= 0.050 Area ' C 0155 Tc = 2 22 min., by Equation 3-2 of Guidelines Time Time Inc. Intens Q Devel. Vol.ln Vol.Out Storage 250 ft Gutter flow (min) (sec) (in/hr) (ds) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.00 300 3.18 0 49 199 90 109 Z2 = 3.5 Type B= 10 n= 0.016 Rolled = 3.5 5 300 3.18 0.49 199 90 109 S= 0 064 10 600 2.24 0.35 244 180 64 15 900 1.77 0.28 276 270 6 d= 0 081 ft. 20 1200 1.45 0.23 293 360 -67 25 1500 121 0.19 301 450 -149 A R Q Tc Tc total I Qc 30 1800 1.04 0 16 307 540 -233 35 2100 0.91 0.14 311 630 -319 018 0.04 0.49 150 5.00 3.18 0.49 40 2400 0.82 0.13 319 720 401 45 2700 0.74 0.12 322 810 -488 Qpeak for Case 1= 0.49 cfs 50 3000 0.68 0.11 328 900 -572 55 3300 0 64 0.10 338 990 -652 " 60 3600 0 61 0.09 351 1080 -729 CASE 2 65 3900 0.60 0.09 373 1170 -797 70 4200 0 58 0.09 388 1260 -872 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.09 401 1350 -949 peak flow = 90(3.18)(Imp. Area) = 0.29 cfs 80 4800 0 53 0.08 404 1440 -1036 85 5100 0.52 0 08 420 1530 -1110 90 5400 0.50 008 428 1620 -1192 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.08 442 1710 -1268 0 49 cfs 100 6000 0.48 0.07 455 1800 -1345 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x.5 in / 12 in/ft 182 cu ft 208' Storage Volume Provided 188.5 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORI Maximum Storage Required by Bowstnng 109 cu ft Number and Type of Dryweils Required 1 Single 0 Double INIAND PACIFIC ENGINEERING ~ i Bf]WSTAIMC3 METNOC) PRNECT, She9ley Lake - Phase I PEAK FLOW CALCL7LATI❑N PRLRIECT' Shelley Lake - Phase I QE3ENTION BA51N ❑E81~"iN 9ASIM H BASIN H pESEGNER. TRW 7ot. Area [a 65 Acres ❑ATE' 11(30I85 1mp. Ares 8886 SF . ' - C= 033 Flme Increment (min) 5 CASE 4 Time of Canc (min) 5oo a~~=aa= f~. ' ouHicm(cts) 63 50 ft QveHand Flow ~ Design Yesr Row 10 , • Area (scres) 0.647 CS = 0 15 Impervlous Area (sq it) 5898 • ` =:N~~ L= 50 it .>i ''C' Factor 03334 n = 0.40 ~'208' Vdume PravEded s a ❑ osa rvea • a 0216 7c ~ 2 22 mm , 6y EquaLmn 3-2 Qf t3ufdelEnes Time Fima Ina, Intais 0 Devel Vd In Vd Cut Storage 160 ft Gutter noYV {min} (seG) [inlh*] [crs) (cu R' (cu n} (eu tti aaean amaava nae- - - - dtr- a- - - aaaa~ aaaQaa goaaee e~Q Z1 = 500 Fw22 5.00 3IX1 3t8 069 279 90 188 Z2a 35 Typa6~S❑ n- 4018 Rdfed ~ 3 5 5 300 318 069 278 90 78B ea= 5 = 4 015 10 am 2 24 0 48 339 18D 159 15 goo 1 77 038 383 270 713 d= ❑ 120 ft. ,°~M : 20 1200 1 45 0 31 407 360 47 25 i5U0 1.21 0.26 418 450 -32 A FI Q Tc Tc total I Bc 30 7800 1.04 0,22 427 540 -118 a=a=ae =-eaa= ===a-- -=s=am -=m=a= ====Q 35 2100 0.91 0,217 432 e30 -188 0 39 000 0 98 162 5 CxJ 318 069 40 2400 0.82 0.18 443 720 -277 AS 8700 0.74 ❑ 1B 437 St0 -363 Qpeak ta Case 1~ 069 cTs 50 3DOO 068 0.45 455 900 -045 55 3300 0 94 014 470 990 520 80 38M 0.91 4.13 487 1030 -599 GASE 2 f 65 330(1 0.60 {].13 518 1770 -662 amaesea ;~i ' 70 420D 058 413 538 12DD -722 ~C'.88B 2 fl8811YT183 9 TIf11B QI C6f7C9PlttBhOrV t683 th811 5 fT'111'111tE3 BQthaS tF'iS ~ 75 0.58 0.12 FSf3 1350 -7$4' peek Flov - 90 (3 18){Imp Arsa} = 0.45 cfs Sn 49M 053 fl 11 560 1440 -680 85 5100 052 ❑ 11 554 15m .998 SO 5400 050 ❑ 11 593 1m -7 U27 So, th$ Psak tlow for the 6asan ia ths grester oT fhe riro flrnva, 95 5700 0 49 O11 813 1710 -7 097 0.89 cts 100 6000 048 0.10 632 19s1n -1188 20$' pFiAINAGE PC3NC) CALClJ1.ATION5 ~ Requlred '208' StaragB Volurne = Imperviews Area x 5 rn 112 EtVft 267 cu ft 208' Storsge Vaaume Prowded cu ft DAYIAFELL REQUTAEMENT3 - 10 YEAR aE51Gld STDRM Maximum Stweige Required 6y eawstring 186 cis tt Number end Type of C3rywells Regufred 1 Sdngle 0 aauhle INLAIVI] PACiFIC ERlOINEERIN6 , 8[aWSTFiING METH[71~ RFIQ.ECT. Shelfey lalca • Phiase I p~p,K FL~W CALCtJLAT14N PftOJECT' Shellay Lake - Ph~se I v~ PETENT9ON BASIN QESEGN BASIN I BASIry I DESIGNER TRW Tat Area 0 81 Acres ❑ATE 11130f35 Imp Rran 20750 8F s: G4 ❑74 Tme Incremen4 (min) 5 CASE f ~ Tfine of Garsc [min] 8 87 DuCflow (cfs) 03 2[7 ft Overland Flow h pesign Year Flaw 76 Rrea [acras] o Baa Ct = 015 z lmperviaus Area {sq fta 20750 L = 20 ft 'C Faatar 07375 n = 0.40 208' Ydume Pravlded 8 a 0020 Ares * C 4 448 Ta = 1 69 min„ hy Equation 3-2 ot` C'auEdetinss ~ Tima Time Ino Intens Q Qwd. Vd,fn Yd Out Stanga 704 St Gutter flow (mm) (sec) [INhr] (cfs) 4~u ft) icu ftf [cu nl ;ooa$d~ asaa~a Qasa maQO- o -_~a~~~ a~=aR- ---4eQ z; Z1 = 500 For 22 687 412 2 70 1 21 969 124 546 Z2 = 3,5 Type 9= 10 S~~~,°FF n= 0 Qt6 RdEed = 3 5 ••F•; 5 3~ 9.18 143 573 80 483 S e p 020 10 6~ 2 24 1.Va 743 180 563 c== I S ~ 1 77 0 78 625 270 556 d= 0142 R 20 1200 1 dS 0 85 871 360 551 25 15IX} 9.21 054 89(7 450 449 A R O Tc TCtotal I [7c 30 1800 104 047 905 500 36.5 voa - ag---- -==Q= a=va=a ==nsr.ca -•nF 35 2100 0 91 047 974 830 284 osa 007 i 22 51e ~T 687 aio 121 ao 2400 082 0 37 934 720 2+4 45 2700 0 74 0.33 842 870 632 Opeek ta Case 1= 7 21 cis 56 3000 0.88 @.sU 957 900 57 rrr 55 3300 0.8+1 ❑ 28 987 990 3 Bp 3800 0 Bi 0.27 1023 16$0 57 CRS E 2 65 3900 060 027 1087 1170 -63 70 4200 ❑.69 0 2B 1129 1260 -7 31 Case 2 aS8F1tS1e3 9 TIrt9e of ConCentBboYi IBSS'dlRTl 5 RFIIIutB3 69 Shat fhe 75 45DO 056 0.25 1965 1350 -1 BS peak flow a.90(3 18) {Imp Area) _ 1 3e crs eo aeoo 0.63 024 1174 4440 •268 <s - ' &5 5100 0 52 Q 23 1222 1530 _q08 ~ 8II 5+100 O.SO 022 1242 iBeA ."378 So, the Peak flovr fcr tha Baslrr is the greater, of the two tlows, 65 5700 0.49 0.22 1283 1710 -427 1.36 cTa iDO sm 045 Q 22 1322 f 8M -478 208' pRA1HAGE POND CALCLfLATIOIVS Fiequlred '208' Storage Vdume - Impervlars Area x.b in 112 in/R 885 cu R 2DS' Starage Vdume ProM dad cu ft ' ORYWELt REOUIREMENT3 • I Q YEAR DESIGN STO RM 1sllewmum SYaage Requirsd Gy 6owstring 563 cu ft Numberarsd Type o! Drywefls Required t 3ingte 0 Qcwhla INLANa PACIFfC ENGfNEERII+lG BOWSTRING METHOD PROJECT SheUey Lake - Phase I PEAK FLOW CALCULATION PROJECT Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN I and OH-B BASIN I and Oft-B DESIGNER: TRW Tot Area 1 03 Aues DATE: 06/24/96 Imp Area 21550 SF C= 051 ' Time Increment (mIn) 5 CASE 1 Time of Cone. (min) 10 60 Outflow (ds) 0 3 320 fl OveAand Flow Design Year Flow 10 Area (aues) 7.03 Ct = 0 15 Impervious Area (sq fl) 21550 L= 320 ft 'C' Fador 05102 n= 0 40 '208' Volume Provided to /6..j S= 0 040 Area • C 0526 . Tc = 7 24 min, by Equation 3-2 oi Guidefines Time Time Irtc. Intens Q Devel Vol.ln Vol.Out Storege 450 k. Gutler flow (min) (sec) (INhr) (cfs) (cu ft) (a fl) (cu fl) - ---------D ° Z1 = 500 For 72 10.60 636 2.17 1 14 972 191 781 Z2 = 3.5 Type B= 10 n= 0 016 Rotled = 3 5 5 300 3.18 1.67 672 90 582 S= 0.020 10 600 2.24 1.18 948 180 766 15 900 1.77 0 93 1038 270 788 d= 0 740 R 20 1200 1 45 0 76 7079 360 719 25 1500 1.21 0 64 1091 450 841 A R Q Tc Tctotal I Qc 30 1800 1.04 0.55 1702 540 562 35 2100 0.91 0 48 1108 630 478 0.52 0 07 7 17 3.36 10.60 2.17 114 40 2400 0.62 0.43 1127 720 407 45 2700 0.74 0 39 1134 810 324 Qpeak for Case 1= 1 14 ds 50 3000 0 68 0 36 1149 900 249 55 3300 0 64 0 34 1183 990 183 " 60 3600 0.67 0.32 1223 1080 143 CASE 2 ' 65 3900 0.60 0.32 1298 1170 128 70 4200 0.56 0 30 1346 7260 88 Case 2 assumes a Time oi ConcenlraLon less than 5 minutes so that the 75 4500 0.56 0.29 1388 1350 38 peak flow = 90(3 18)(Imp. Area) = 1 42 ds 80 4800 0.53 0.28 1397 1440 -43 85 5100 0 52 0.27 7453 7530 ' -77 90 5400 0.50 0.26 1476 1820 -144 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0 49 0.26 1523 1710 -187 1 42 ds 100 6000 0.48 0.25 1568 1800 -232 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x 5 in I 12 iNR 898 cu fl 208' Storage Votume Provided 1016.5 : w ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Ma)dmum Storage Required by Bowstnng 781 cv ft Number and Type of Drywefls Requved 1 Single 0 DouWe INLAND PACIFIC ENGINEERING BCtW37RINCi METHOd RRO.IECT• 5helley Lake -Phase I PEAlC FLOVd CALCULATIt3N RRQJECT. Shellay Lake - Phase E DETENT[ON BASIN 4ESIGM1Y BASIPY. J BASIiH' J QE51f3NEF. TRNI Tot Area 0.14 Rcrei~ DATE' 11130l0 Imp Area 2335 5F C = 0.44 Time en I ' CASE 1 Time of C c(m n) 5,00 ===a=a~ DutFlow {Cfs) 03 2[} ft C]varland Flaw tJesEgn Year Flow 10 Area [aCres] 0,137 CS = 0 15 C ImpenAous Area (eq R) 2335 L- 20 n j', ?'G' FasFtor ❑ 4d43 n = 0,40 ~ '208' Vdums Provlded • a4~ ~~,Area•C 0.061 5= ~ Tc = 169 rmn , hy Equs4on 9-2 of Guidefines ~ t'''' ~ Time Timalrtc, InFens. 0 pavel. Vol In Vai Ou! Starege 70 ft Cautter tlcm (min) (sec) ¢nlhr) [c}s) (eu R) (cu !`q [eu ft) ~ a o--a-a a-oaaao aaaaaa aa-_e_ Zf = sva Fara2 A'_s;~ 5~ 3~ sis oye 78 ~ •~z Zx= 35 Typee=ia n= 0616 Rdled=3.5 5 300 3.18 ❑19 78 90 -12 e== ~ . ~ ~1. 10 fim 2 24 014 go 18fl -&Q 5= 0020 ~ 15 9aq 1.77 0.11 108 270 -162 d~ fl O7[] ft 20 12IX7 7.45 0.09 115 360 -245 25 15m 121 0 07 118 450 -332 A R ❑ Tc Tc totsl I Oc ~ 30 78w 7,04 0.06 tffi 54U -424 --a- a-aaaa aeaaa- seRaaa - - m- -4 ....R ;v 35 2100 091 OOg t22 am uU9 013 0 03 0 9 S 0 83 5 00 318 0 S 9 40 240D 082 0,05 125 720 -585 45 2700 0 74 0 05 126 819 4e84 f3peaK for Cese 1= 019 c1s 5d 300a o 68 004 328 900 -772 55 3300 054 0.04 133 sso a57 64 386(1 U B1 0.04 137 1080 -043 CRSE 2 85 3M 0.80 0.04 148 1170 -1024 =a- a 70 4200 058 004 152 9250 •17f78 Oase 2 assumeS e Time cC Cancenhaficn leas risn 5 mlnutea so that tha 75 4500 0,58 0,03 . 757 1354 -1193 peak flow a 9(7(3 18)(Imp Aree) = 0 15 cis 80 4840 053 0[]3 156 1440 -7282 85 5100 0 52 QCi 165 1wo -1355 sn 5400 v.rO 0.03 167 le2o -1453 So, tha Peak flrnv }or ths Basm cs tha greata rA the two flaws, Q5 570D 049 4.03 C 73 1710 -4537 6.19 cfs 100 804p 0.48 0.43 178 i8DO -1622 2Q8' QRAIIHAC3E PQNp CRI CS.lLATfONS F#equfreS '2n8' Staage Aldume Emperviws Ares x 5 fn 112 fnl}t 97 cu ft anB' 3"e Vdume Pranded cu ft ❑RYNfELL REqIJIAEINEfJT$ - 10 YEAR RESIGN STORM FRaxlmum Storage Requfred by Bows4ing -72 cu tt Numher and Ty1pe of C7ry"ls Required 1 Single 0 Daub3e I}VLANO PAGIFIC ENGINEEFiINr. BOWSTRING METHC3C3 PRDJECT 5helley Lake - Phase I PEA1C FLpW CALCULAfiIOM PROJEGT Shefley Lake - Phase I DETFMTICJN BASfN DESfGN 8A51N I, J and Off B BASIN V, J and Off B aESIGiVER TRVI1 Tot. Area 1 57 Acres DATE 08/24/98 Imp Area 23885 SF C= 041 Time Increment (min) 5 CASE 1 T'sme of Conc. (min) 1220 Osatflow (cfs) 03 320 ft Ctverland Flow Des€gn Year Flow 10 Area (aeres) 1569 Ct = 415 Impervious Area (sq ft) 23885 L= 320 ft 'C' Factor 04121 n - 040 '208' Volume ProvEded tdr#• S' 5= 0020 Area ' C 0 647 Tc = 8 91 min„ hy Equation 3-2 flfi Guiaelines Ttme Trme Inc Intens qDevel Vol In Vol.Qir4 S#orage 450 ft Gurier flaw (min) {sec} (erUhr) (cfs) (cu it) [eu it) qcu fty __tid Z4 = 5Q D For Z2 12 20 732 2.00 119 1270 220 1050 Z2 = 3.5 Type 8 = 1 0 - - - n= 0016 Rvlled = 3 5 5 300 3 18 206 827 90 733 S= 0{]20 10 600 2 24 145 1164 18[] 984 15 900 177 194 1315 270 1045 d= 0 145 ft. 70 1200 1 45 4.94 1358 360 998 25 1500 121 478 1368 450 918 q R q Tc Tc lotal I Qa 30 1800 104 U.67 1378 540 83$ 35 2100 (]91 0.59 1382 630 752 6 0 SG 4.07 ~ 1 29 3 28 12 20 2 00 119 40 2400 0 82 0.53 1404 720 684 45 2100 074 048 1411 810 601 Qpeak fvr Case 1= 1.29 cts 50 3006 068 044 1428 900 528 55 3300 06.4 041 1469 990 479 BO 3600 0.61 0.39 1518 1 080 438 CASE 2 65 390D 0 50 039 1610 1170 440 TD 4200 058 0.38 1669 1250 408 Case 2 assumes a 7ime of Canr.er+trati❑n less than 5 minutes sv that Ehe 75 4500 0 56 36 1719 1350 369 peak ilow =.90(3 18)(4mp Area) ~ 1 57 cfs 84 4800 Q.53 034 1730 1440 280 85 510(} 0.52 0 34 1798 1530 258 94 5400 ❑ 50 032 1826 9620 206 50, the Peak flaw for Rhe easin is fhe greater oSthe tv►m flows, 95 5700 0.49 4 32 1885 1710 175 1.57 cfs 100 6000 41.48 431 1939 18013 139 208' DRHINAGE RDAlC] CRLCUL_ATIONS Reyufred `208' Slarage Valume = Imperviaus Area x 5 in 112 infft 885 cu ft 208' Storage 1lalume Prodided ~p16• rva ft DRYWELL REQUIRENIENTS -1a YF_AR DE51GtV STL7RP Maximum 5iorage Required by 6avtrslrtng 1050 di R Number and Type of Drywells Required 1 Single D Double 1NLRND PACIFIC ENGINEERING , i BUWSTAINO METiiO0 PRO,IECT: Shelley Ceke - Phsse I PEAIS FLaW CRLCL1LATlON PRC>JEC7' Shdley LeJae- F'hese! ❑ETENTIQN 13A61N DESIGN 9A81N lu1 BASIk M ~ OESIC'iNER• 7RW Tcrt Area 1.95 Acras DATE, 77P30f9S Imp Rrea 12863 SF C = 0 29 TEme Increnerst (min) 5 's CASE I Tfine al Canc (min) 586 maoeaae UutHaw (cts) 1 140 ft. Overlsnd F7uw Deslgn Year Flonr 70 r h Area {acras} 1 947 ct = 015 Impernaus Area (sq ft) 12863 L= 140 ft 'C Factor 0 2Q38 n= 0 40 z'208' Vdume Pramdsd 5= 4080 Area "C 0514 Tc a 3.58 mm , 6y Equa4on 3-2 rl Guidelmes Time Time frtc Intans ODavel Vd In Vd.dut S[arage 250 n Guster flaw (mm) (aec) [Inltv] (cfa) (cu ft) (cu n) [cu ftl - P1 - 6a o Fae Z2 ~ 588 351 2,94 1.51 710 351 359 c~= 22 = 35 Type B- 1 0 # n - 0016 Rdled = S 5 S 300 3 58 163 557 307 353 8= 0010 10 ODO 224 1 15 828 BfHI 828 ~i5 900 1 77 ❑'91 927 907 87 d= 0 175 R • . 20 1200 1 45 0 74 983 1200 -217 25 15m 121 082 SODS 1500 -094 A R Q Tc Tc total I Or, il 30 58(30 1 Qa 0 53 1 025 1500 -776 35 P7~ ~91 U47 1Q37 21~ -SQ~i aaase~. QaaaeP.o aasaaaa ssv¢¢em aa=e-m oamaso cr~sssaa ' a e2 009 150 227 5 as 294 151 ao 2400 ❑ sa 042 1051 aaav -+339 45 2700 074 0.38 1972 270➢ -1928 9peak fa Cnsa S a 1 51 cTs 54 90M o BS 0 95 1090 30Qd -7910 SS 3300 064 ❑ 33 1124 33M -21 i8 ea aaDr 001 031 1165 3600 -2435 CASE 2 85 3900 0e0 0 31 1299 394X7 -2661 70 4200 0'59 030 1287 42DO -2978 Ease 2 assumes a Time af Ccrcr.ntrsbon lesa tlhan 5 minutes so tha4 the 75 4500 056 0.20 1329 45M 3171 peex now a90(3 18) [1mp Area] = a.85 cts ~ ea 4800 063 027 1339 asoa -mi ~ 85 5100 052 027 1394 510a 9706 sf80 5400 050 028 9457 540} .4983 IIX Sa, th e Rentc flora lor tha Basin Es the greater of the tvro fl vws, 85 5700 0 49 025 1465 &IIXi 4735 1 51 cfs 100 60D0 048 0.25 5509 8000 4493 208' ❑RAINAGE POMD CALCULATICsNS Requlred '206' S[sxaga Vdume Impecenaus Area x 5 m[ 12 m/tf 539 cu R ~ 209' Storage Vdume Pravidad cu ft ~•e wxc 2>\; 3{ ; DRYWELL REGiUIREMENTS - 16 YEAR mESlGN STOAM Nfaxlmum Storege Fiaquired by Bawstring 359 cu ft hlumEser snd Type of Orywells Raquired e Single 1 daubfe INL4fYQ RRCIF6C ENG3NEERfNCi i BOWSTRING METHOD PROJECT• Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN. N revised BASIN: N revised DESIGNER TRW Tot Area 0 50 Acres DATE: 06/24/96 Imp Area 14580 SF C= 065 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 10 ft. Overland Flow Design Year Flow 10 Area (acres) 0.504 Ct = 015 Impervious Area (sq ft) 14580 L= 10 ft. 'C' Factor 0.6476 n= 0 40 '208' Volume Provided 610 S= 0 020 Area ' C 0.326 Tc = 1.11 min , by Equation 3-2 of Guidetines Time Time Inc Intens. Q Devel Vol.ln Vol.Out Storage 500 ft Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (w R) (cu ft) Z1 = 50.0 _ For Z2 5.00 300 3.18 1.04 417 90 327 7-2 = 35 Type B= 1 0 n= 0.016 Rolled = 3 5 5 300 3.18 1.04 417 90 327 S= 0 020 10 600 2.24 0.73 513 180 333 15 900 1.77 0.58 579 270 309 d= 0.134 ft 20 1200 1.45 0.47 616 360 256 25 1500 1.21 0 39 633 450 183 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 0.48 0 07 1.04 3 84 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 0.22 688 900 -212 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 0.19 814 1260 -446 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0 56 0.18 841 1350 -509 peak flow =.90(3.18)(Imp Area) = 0.96 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 lwo flows, 95 5700 0.49 0.16 928 1710 -782 1.04 cfs 100 6000 0.48 0.16 956 1800 -844 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 608 cu ft 208' Storage Volume Provided 610 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORI Maximum Storage Required by Bowstring 333 cu ft Number and Type of Drywells Required 1 Single , 0 Double INLAND PACIFIC ENGINEERING i ~`•%Y i~"•~~%~ BOWSTPoNG METHOD PROJECT• Sheiley Lake - Phase I PEAK FLOW CALCULATION PROJECT Shelley Lake - Phsae I {DETENTION BASIN DESIGN BASIN: O BASIN: O DESIGNER. TRW Tot. Area 0.77 Acres DATE: 11/30195 Imp Area 7170 SF ~;,^•z~~k; C = 0 31 '?ti.F~• Time Increment (min) 5 CA3E 1 'c•` ~%~;w~ Time of Cona (min) 8.38 ' "~yr•r'~ Outflow (cfs) 0.3 150 ft. Overland Flow • # Design Year Flow 10 u`uy;;.•,~:.,,h Area (acres) 0.768 Ct = 0.15 Impervlous Aree (sa ft) 7170 > L= 150 R 'CFecta 0.3111 n m 0.40 ~ a•;: '206' Vdume Provided S. 0.060 f><,>:;.~~? Area • C 0.238 i.'tn•G,X:~ : .E~Si:'C 7c = 4,07 mm., bY E9uatlon 3-2 of Guidelines ik~`;'•;'^~~~ } i':o•• .c cn•ro M1S Tlme lime Inc. Intens O Devel. Vd.in Vd.Out 3tora9e E•p'•''4'L<;r+r}# 350 tt Gutter flow (mfn) (sec) (in/hr) (cts) (cu ft) (cu tt) (cu tt) E` '~''~3uc•~ ovomvo maamaa mavaee avovee ------e mmmmam veevem Z1 = 50.0 For Z2 8.38 383 2.80 0.67 342 115 227 <=a i..::., Z2 m 35 Type B= 1 0 n= 0.018 Rdled = 3.5 w>*fi`YN'"~~ 5 300 3.18 0.78 305 90 215 S. 0.040 10 800 2.24 0 53 390 180 210 ~`a"x° ,a• 15 900 1.77 0.42 435 270 185 d~ 0 100 ft 20 1200 1 45 0 35 460 360 100 % Z, ti o.`,: 25 7 500 1.21 0.29 470 450 20 A R O Tc Tc[otel I ac ;,?:30 1800 104 025 478 540 -62 =s---- s=-e== - - m- - - - - m== =====m • 35 2100 091 0.22 484 830 -148 s 0 27 005 0 87 2 31 8 38 2.80 0 87 40 2400 0 82 0.20 494 720 -228 45 2700 0.74 0.18 499 810 -311 t~"AOY Opeak for Cnse t a 0.67 cfs 50 3000 0.68 0.18 507 900 393 • A$sh,:; 55 3300 0.84 0.15 523 990 -487 :c • so 3600 0.61 ois 642 1080 -ssa CASE 2 85 3900 0 80 014 576 1170 -594 • r ~ i ;,:'4i.: ~*}'7(1 4200 0.58 0.14 598 1260 ~62 Case 2 essumes e Time of Concentrabon less then 5 minutes so that the 75 4500 0.58 0.13 818 1350 -732 peak flow = 90(3 18) (Imp. Aree) = 0.47 cfs 80 4800 0.53 0.13 823 1440 -917 85 5100 0.52 0.12 848 1530 -882 *,tv,'...Sr 80 5400 0.50 012 859 1820 -981 So, Me Peak flow fa the Basin is the 9reater of the two flows, 95 5700 0.49 0.12 881 1710 -1029 i• > 0.87 cts 100 6000 0.48 0.11 701 1600 -1099 208' DRAINAGE POND CALWLATIONS Required '208' Storage Vdume Impernous Area x.5 m/ 12 in/ft 299 cu ft t.5~~~~ c••, 208' Storage Vdume Provided eu ft a4•- . io~}~. ~ M1 > DRYWELL REOUIFlEMENTS - 10 YEAR DESIGN STORM x, • Maximum Starage Requtred by Bowstring 227 cu ft tMz~ h~Kl 44 4~~ ~ Number and Type o} Drywells Requlred 1 Singte 0 Double INlANO PACIFIC ENGINEERING I BOWSTRING METHOD PROJECT. Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT:Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN: P revised BASIN• P revised DESIGNER: TRW Tot. Area 1.13 Acres DATE 06/24/96 Imp Area 11438 SF C = 0.32 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.30 Outflow (cfs) 0.3 140 ft Overland Flow Design Year Flow 10 Area (acres) 1.126 Ct = 015 Impervious Area (sq ft) 11438 L= 140 ft 'C' Factor 03249 n= 0.40 '208' Volume Provided 480 S= 0080 Area ' C 0 366 Tc = 3.58 mm., by Equation 3-2 of Gwdelmes Time Time Inc. Intens. Q Devel. Vol.ln Vol Out Storage 250 ft Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.30 318 3.10 1.13 484 95 388 Z2= 35 Type6=10 n= 0.016 Rolled = 3.5 5 300 3.18 1 16 468 90 378 S= 0.025 10 600 2.24 0 82 580 180 400 15 900 1.77 0.65 653 270 383 d= 0.133 ft. 20 1200 1.45 0.53 694 360 334 25 1500 121 0.44 712 450 262 A R Q Tc Tc total I Qc 30 1800 1 04 0.38 726 540 186 35 2100 0.91 0.33 735 630 105 0 47 0.07 1.15 1.72 5.30 3.10 1.13 40 2400 0 82 0.30 752 720 32 45 2700 0.74 0.27 760 810 -50 Qpeak for Case 1= 1.13 cfs 50 3000 0.68 0.25 773 900 -127 55 3300 0.64 0.23 798 990 -192 60 3600 0.61 0.22 828 1080 -252 CASE 2 65 3900 0.60 0.22 880 1170 -290 70 4200 0 58 0.21 914 1260 -346 Case 2 assumes a Time of Concentration less than 5 mmutes so that the 75 4500 0.56 0 20 944 1350 -406 peak flow =.90(3.18)(Imp. Area) = 0 75 cfs 80 4800 0.53 0.19 952 1440 -488 85 5100 0.52 019 991 1530 -539 90 5400 0.50 018 1008 1620 -612 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0 18 1041 1710 -669 1.13 ds 100 6000 0.48 0.18 1073 1800 -727 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x.5 in / 12 in/ft 477 cu ft 208' Storage Volume Provided 480 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORP Maximum Storage Required by Bowstring 400 cu ft Number and Type of Drywells Required 1 Single 0 Double INLAND PACIFIC ENGINEERING @DWSTRINC, METHOi7 PRQJECT' Shelley Lake - Phase I PEAK FLOW CALCULATIOH PRflJECT 5he11ey Lake - Phase 1 DETENTION BASIN QESlGN BASIN Q reyised BASIN Q revised DE5IGNER' 1RW Tvi Area 1 38 Acres QATE 06124196 Imp Area 18875 SF C= 038 Time Incremen4 (mm) 5 GASE 1 °Cime af Conc (min) 1135 Oufflow (cfs) 2 140 ft Overland Flow Design Year Flow 10 Area (ac«s) 1382 Ct = 0 15 Impervious Area [s4 ff] 18575 L= 140 ft 'C' Factar 03826 n= 040 '20$' lpolume Provided 27775 5= 0044 ' Area * C 0 529 Te = 4 41 min , hy Equatian 3-2 of Guidelines 7ime Tdms Inc Intens Q DeVel llal In Vol Out 5torage 1240 ft Gutter flaw (min) (sec) (inlhr) [ofs) {cu ft} [eu ft) (ru ft) Z1 = 500 For Z2 1335 ---l-801 1 90 101 1080 1602 -523 Z2 = 3.5 Type B= 1 0 n= 0 015 Ftolled = 3 5 5 300 318 168 676 600 78 S= 0.[]24 14 600 214 1 18 952 1200 -248 15 900 177 0.94 1097 1800 -703 d= 0 127 ft 20 1200 1 45 077 1129 2440 -1271 25 1500 1.21 41E4 1134 3000 -4866 A Ft ❑ Tc Tc tvtal I Qc 30 1800 1 04 0 55 1140 3600 -2460 35 2100 4 91 0 48 1142 4200 -3058 043 006 1 0o 8 94 13 35 1 90 1 01 40 2404 0.82 4 43 1959 4800 -3641 45 2700 074 039 1163 5440 -4237 Ctpeak for Case 1= 101 ds 50 3400 068 0 36 1177 6000 -4823 55 3300 064 034 4209 8800 -5391 60 3600 061 0 32 1245 7200 -5951 CASE 2 fia 3900 a 64 0 32 9324 lSOD -6476 70 4200 (}.58 031 1372 8400 -7028 Case 2 assumes a Time of Cancenfration less than 5 minutes sd #hat the 75 4544 0.55 030 1413 9000 -7587 peak flow= 90(3 18)(Imp Area) _ 113 cfs 8D 4800 0.53 028 1421 9600 -8179 85 5100 0 52 027 1477 10200 -8723 90 5400 050 026 1500 10800 -9300 5v, the Peak flow far the Basin is the greater vf the trva flaws, 95 5700 049 0.28 1547 11400 -3853 1 23 cfs 100 6000 0.48 025 1592 12000 -40408 208' [7F2AINAGE PaN[3 GALCLILATIQNS Reqwred '248' Stvrage llalume = Impervious Area x 5 m 112 infft 77$ cu fit 208' Storage Volume Pravided 2777 5cu ft ❑RYWELL REQUIREMENTS - `EO YFAR ❑E51GN 570R! Maximum SYOrage Required by 6qwstnng 75 cu ft . hlumher and Type of Drywells Required 0 SingEe 2 ❑ouble INLANO PACIFIC ENGiF1EERING BOWSTRIM1lC3 METHOD PRDJECT' Shelley Leke- Phaae I PEAK FLONF Cp,LCUEATIOH PROJECT' Shelley Lake - Phase f OETENTION BASIN DESIGN BASIIN. R BASIN R CtE31[3NER' TRW Tat. Arae 2 47 Acras dATE 11130196 1mp Area 20.578 SF C R 029 Time Increment (min) 5 CASE 1 Time ai Care (m[n] 9 31 4 flutflov (c1s) 84 fit. 4derland Flaw aesVgn Yeer Flovr 70 Ares {acres} 2 488 Ci = 015 ImP e Waus Area [sq tt] 20578 L= 80 ft. 'C°Factor 02937 n a 040 ~ '208' Vdume Prrnnded S= 01720 l4fbR • G 0724 Ts = 3,08 min , 6y EquaUon 3-2 9f Guidelfnes TIme Time Ine Intens. 45 Devd. Vd,ln Vd Qut &zorsge asv sGuner eow (min) fgec? [~"I Icfs1 (cu ft) (cu tt) dsw st} _ ~o.v F~ za - - s.~i oae sss - ` a.~ aao ~.c~e o- an ias~ aaa ~ aom ~ zi ~sa za - s.s zyPe e e i0 n= ncte Rdled = 3 5 6 3DO 318 230 928 300 825 10 600 224 1 .sa 1282 eoo 682 s- 0024 ` 15 900 i n 1 ae 13e7 e00 497 d= 0155 n # zo 1200 r as 1 ns 1460 12GO asQ k 25 1500 1 21 ❑ SB 1481 154A -19 A R ❑ 7c Tc tot81 I Oc 30 18oo 704 0.75 1499 18w -3D1 a Q - a Q m - a m e - a Q o a a a a - -~a~~ aaa== :~'~~c``~ 35 21e0 091 ❑fi6 1509 2100 -597 064 - v~ 008 1 70 5 43 931 2 33 1 88 ~ f 40 2400 082 0 58 1538 24DO -082 y h, ` 45 230C} 0 74 0.54 1$dB 2700 •1151 opealc fa Csse t- 1.88 ets so 3007 068 0 49 1571 3DDO -1m 55 3300 0, 64 0 46 1618 33Ci0 -1 B82 60 3600 061 044 4874 35i?(1 •1 S26 z~ GASE 2 :~,•'f ' SS 8900 080 0 43 1777 3800 -2123 a» n~ 7l7 4200 0.58 042 4844 4200 -2356 Case 2 as5um9s A Tlme of Gonc9nk°ation less ttterl 5 rrc[nutas so itsat the 75 4500 056 0.41 1902 45M -2598 paxk flow m90(3 18) [Imp Rrea) a 1 35 cTs 80 480a 053 0 36 1915 4800 -2885 85 5100 0.52 0,38 1992 5100 -3108 go 5400 050 036 2424 5400 -3378 So, the Peak Tlrnv la [he 9asln la tha graatar o} the fwa flowa, 95 6700 ❑ 49 0 35 2090 5700 -3810 1 66 cPs 100 6ODO 648 0 35 2152 BOOU -3848 i 208' DRAINAGE PAHQ CALCl1LRTIONS Requfred '208' Stcrage Volume . Imparvious Mrea x 5 in ~ 12 inM 857 cu Ft ~ aoa' stomga vaume Pravided eu n DRYWELL REOIIlREIhRENT3 • 10 YEAR DESIGN STC]RM ~ iNwamum 5taage Requlred 6y BowsRmg 703 cu ti Number end Type of 9rywells Required 0 Single 1 Daulafe 1NLAfYD PACIFIC ENGIHEERfIVG , i BOWSTRING METHOD PROJECT: Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN: MOQRH revised BASIN: MOQRH revised DESIGNER• TRW Tot. Area 7.21 Acres DATE• 06124/96 Imp Area 66172 SF C= 031 Time Increment (min) 5 CASE 1 Time of Conc. (min) 9.85 Outflow (cfs) 3 80 ft Overland Flow Design Year Fiow 10 Area (acres) 7.207 Ct = 0 15 Impervious Area (sq ft) 66172 L= 80 ft 'C' Factor 0.3081 n= 0.40 '208' Volume Provided 2777.5 S= 0.020 Area ' C 2.220 Tc = 3 88 min, by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 1240 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 500 For Z2 9 85 591 2.25 5.00 3958 1773 2185 Z2 = 35 Type B= 1 0 n= 0 016 Rolled = 3 5 5 300 3.18 7.06 2839 900 1939 S= 0 024 10 600 2.24 4 97 3984 1800 2184 15 900 177 3.93 4327 2700 1627 d= 0 233 ft 20 1200 1.45 3 22 4510 3600 910 25 1500 1.21 2.69 4570 4500 70 A R Q Tc Tc total I Qc 30 1800 1.04 2.31 4621 5400 -779 35 2100 0.91 2.02 4649 6300 -1651 1.45 0.12 5 03 5.97 9 85 2 25. 5 00 40 2400 0.82 1.82 4736 7200 -2464 45 2700 0 74 1.64 4767 8100 -3333 Qpeak for Case 1= 5.00 cfs 50 3000 0.68 1.51 4833 9000 4167 55 3300 0.64 1.42 4975 9900 4925 60 3600 0.61 1.35 5148 10800 -5652 CASE 2 65 3900 0.60 1.33 5464 11700 -6236 70 4200 0.58 1.29 5668 12600 -6932 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 1 24 5845 13500 -7655 peak flow =.90(3 18)(Imp Area) = 4 35 cfs 80 4800 0.53 1.18 5885 14400 -8515 85 5100 0.52 115 6121 15300 -9179 90 5400 0.50 1.11 6218 16200 -9982 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 1.09 6420 17100 -10680 5.00 cfs 100 6000 0.46 1.07 6609 18000 -11391 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x.5 in / 12 in/ft 2757 cu ft 208' Storage Volume Prowded 2777.5 cu ft DRYWELI REQUIREMENTS - 10 YEAR DESIGN STORt Maximum Storage Required by Bowstnng 2185 cu ft Number and Type of Drywells Required 0 Single 3 Double INLAND PACIFIC ENGINEERING i fj BOWSTRING METHOD PROJECT: Sheiley Lake - Pheae I PEAK FLOW CAICULATION PR0.IECT: Shelley Lake - Phnse I DETENTION BASIN DESIGN BASIN: S BASIN: S ~ • DE3IGNER TRW Tot. Area 0.48 Acres DATE• 11/30195 +I WJ•W{4 r Imp Area 8714 SF C = 0.40 ;;''F'~•r l~•'r++ K:i.. tn~ ; ' Time Increment (min) 5 CASE 1-_~ Time of Coria (min) 5.00 w' Outflow (cfs) 0.3 20 ft.OverlandFlow ~r•'~ Design Year Flow 10 Area (acres) 0.481 Ct = 0.15 Impennous Area (sq ft) 8714 L= 20 ft. •.xx'C' Fecta 0.4008 n = 0.40 `.,vt~,• '208' Vdume Provided S. 0020 Area•C 0185 x:~A;;•rM1~~l'e Tc = 1 69 min, by EquaUon 3-2 of Guidelines Time Time Inc. Intens O Devel. Vd.ln Vd.Out Stora e o:>a •{a. ,v B ar f •},qc•af 370 tt. Gutter Bow . EK,'w`(min) (sec) Qn1hr) (cfa) (cu ft) (cu tt) (cu iq Qemeee moom- m vaQaQae veavee e Zt = 50.0 Frn Z2 tr':<;.:r~;'~~'~ ~ 6.00 300 3.18 0.59 238 90 148 <mm Z2 = 3.5 Type B= 1.0 n= 0.018 Rdled = 3.5 ;;o - 5 300 3.18 0.59 238 90 146 S. 0040 Ca.~; C^~`?'~} 10 600 2 24 0.41 291 180 111 15 900 1.77 0.33 328 270 58 a~ d= 0095 ft. ~A.. 20 1200 1 45 0.27 349 360 -11 n~ ' z 25 1500 1.21 0.22 358 450 -92 A R Q TC TCtotal I Qe 30 1800 104 0.19 385 540 -175 35 2100 0.91 0.17 370 830 -260 0 24 0 a s 0 OS 6 v 0 59 o n- 2.53 6 a v 5 00 v 6 3 19 a 0.59 40 2400 0.82 0.15 379 720 -341 45 2700 0.74 0.14 383 810 -027 ~ Opeak fa Case 1= 0 59 cfs ~•`y 50 3000 0 68 0.13 390 900 -610 n" . "vvA~S`'? y v L SJ 3300 0.64 0.12 402 89U SBB ~..•t ~:vvf~n60 3600 0 61 0.11 417 1080 ~H3 CASE 2 x'^•°o~+85 3900 0.60 0.11 444 1170 -728 ~~g.••v 70 4200 0.58 0.11 481 1260 -789 ryvvl$%ti:t• Case 2 nssumes a Time of Concentra0on less than 5 minutes so that the 75 4500 0.58 0.10 478 1350 874 pealc flow =.90(3.18)(Imp. Area) = 0.44 Cts 80 4800 0 53 0.10 480 1440 4= f+85 5100 0 52 0.10 500 1530 -1030 , • qi~ii'~i 90 5400 050 0.09 508 1620 '1112 So, the Peak flow fa the Basin is the greater of the two flows, Y` 85 5700 0.09 0.09 525 1710 -1185 0.59 cfs 100 6000 0.48 0.09 541 1800 -1259 4n•~^ 208' DRAINAGE POND CALCULATIONS Requlred '208' Starage Vdume ` ~k`}'~3~w' = Impavlous Area z.5 In / 12 fn/ft 280 cu ft o,y,,; , , 208' Storage Vdume Provided cu k DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Mawmum Staage Reqwred by Bowstring 146 cu R ~ f. \~•a #Number snd Type of Drywella Requved t Single 0 Double INLAND PACIFlC ENGINEERING i BOWSTRING METHOD PROJECT: Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT-Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN- T revised BASIN• T revised DESIGNER: TRW Tot. Area 0.25 Acres DATE: 06/24/96 Imp Area 10137 SF C = 0.86 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.01 oumow (cfs) 1 20 ft Overland Flow Design Year Flow 10 Area (acres) 0.245 Ct = 0.15 Impervious Area (sq ft) 10137 L= 20 ft. 'C' Factor 0.8625 n= 0.40 '208' Volume Provided 1830 S= 0.020 Area ' C 0.211 Tc = 1.69 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) (ds) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.01 300 3.18 0 67 270 300 -30 Z2 = 1 Type B= 1.0 n= 0 016 Rolled = 3 5 5 300 3.18 0 67 270 300 -30 S= 0008 . 10 600 2.24 0.47 332 600 -268 15 900 1.77 0.37 375 900 -525 d= 0 140 ft. 20 1200 1.45 0 31 399 1200 -801 25 1500 121 0.26 410 1500 -1090 A R Q Tc Tc total I Qc 30 1800 1.04 0.22 418 1800 -1382 35 2100 0.91 0.19 423 2100 -1677 0.50 0.07 0.70 3.32 5.01 3 18 0 67 40 2400 0 82 017 434 2400 -1966 45 2700 0.74 0.16 438 2700 -2262 Qpeak for Case 1= 0 67 cfs 50 3000 0.68 0 14 446 3000 -2554 55 3300 0.64 0.14 460 3300 -2840 60 3600 0.61 0.13 477 3600 -3123 CASE 2 65 3900 0 60 013 507 3900 -3393 70 4200 0.58 012 527 4200 -3673 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 012 545 4500 -3955 peak flow = 90(3.18)(Imp. Area) = 0.67 cfs 80 4800 0.53 0.11 549 4800 -4251 85 5100 0.52 0.11 572 5100 -4528 90 5400 0.50 0.11 581 5400 -4819 So, lhe Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.10 601 5700 -5099 0 67 cfs 100 6000 0.48 0.10 619 6000 -5381 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 422 cu ft 208' Storage Volume Provided 1830 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR? Maximum Storage Required by Bowstring -30 cu ft Number and Type of Drywells Required 0 Single 1 Double INLAND PACIFIC ENGINEERING " I BOWSTRING METHOD PROJECT Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN: U revised BASIN U revised DESIGNER TRW Tot Area 0.82 Acres DATE 06/24/96 Imp. Area 33751 SF C= 086 Time Increment (min) 5 CASE 1 Time of Conc. (mm) 5 00 Outflow (ds) 1 20 ft Overland Flow Design Year Flow 10 Area (acres) 0 816 Ct = 0.15 Impervious Area (sq ft) 33751 L= 20 ft 'C' Factor 0.8625 n= 0 40 '208' Volume Provided 1830 S= 0.020 Area ' C 0.704 Tc = 1.69 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 560 ft Gutter flow (min) (sec) (in/hr) (ds) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.00 300 3.18 2.24 900 300 600 Z2 = 1 Type B= 10 n= 0.016 Rolled = 3 5 5 300 3.18 2.24 900 300 600 S= 0.025 10 600 2.24 1.58 1107 600 507 15 900 1.77 125 1248 900 348 d= 0 175 ft. 20 1200 1.45 1 02 1329 1200 129 25 1500 121 0 85 1364 1500 -136 A R Q Tc Tc total I Qc 30 1800 1.04 0.73 1392 1800 -408 35 2100 0.91 0 64 1410 2100 -690 0 78 0.09 2 25 3 23 5 00 3.18 2 24 40 2400 0.82 0 58 1444 2400 -956 45 2700 0.74 0 52 1459 2700 -1241 Qpeak for Case 1= 2.24 cfs 50 3000 0.68 0.48 1485 3000 -1515 55 3300 0 64 0.45 1532 3300 -1768 60 3600 0.61 0.43 1589 3600 -2011 CASE 2 65 3900 0.60 0.42 1690 3900 -2210 70 4200 0.58 0.41 1756 4200 -2444 Case 2 assumes a Time of Concentration less.than 5 minutes so that the 75 4500 0.56 0.39 1814 4500 -2686 peak flow =.90(3 18)(Imp Area) = 2.22 cfs 80 4800 0.53 0.37 1829 4800 -2971 85 5100 0.52 0.37 1904 5100 -3198 90 5400 0.50 0 35 1936 5400 -3464 So, the Peak Flow for the Basin is the greater of the two flows, 95 5700 0 49 0.34 2001 5700 -3699 2.24 cfs 100 6000 0 48 0 34 2061 6000 -3939 208' ORAINAGE POND CALCULATIONS Required'208' Storage Votume = Impervious Area x.5 in / 12 in/ft 1406 cu ft 208' Storage Volume Prowded 1830 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR? Maximum Storage Required by Bowstnng 600 cu ft Number and Type of Drywells Required 0 Single 1 Double INLAND PACIFIC ENGINEERING BOYV57RING METHpD PRQJECT. 5helley L.ake - Phase I PERK FLOW CALCULATI[)N PRC?,lECT, Shelley'L$ke - Phase I DETENTIQN BASIN DESIGN BA51N: T,LJ - new BAS4N T,U • new DESIGNER. TRW Tot, Area 9 OB Acres bAfiE 06124196 Imp. ARea 43888 5F C= 486 'fime 1ncrement (min) 5 CASE 1 Tirne of CflnC, (min) 5.00 [Jutflrruv (cfs) 1 20 ft (}verlans9 Flow Qesign Year Flow 10 Area (acres) 1.061, Ct = 0.115 1mperviaus Area (sq ff) 43$$8 L= 20 ft 'C' Factvr 08625 n= 040 '208' lAvfume Pravided 1830 5= 0020 Area " C 0 915 Tc = 1 69 min , by Equation 3-2 af Guidelines Time 7ime fnc Sntens qDeuel V6I.In Val Dut Storage 560 ft. Gutter flow (min) [sec) {iNhr) (cts) (cu ft) {cu ft) (cu fl) Z1 = 50.0 FoC Z2 5.00 300 3.18 291 1170 300 $70 L2= S Type B=1.U n= 0016 Rv[fed = 35 5 300 3.18 2.91 1170 300 870- S= 0.425 14 600 2 24 2.05 8439 600 039 15 900 177 1.62 1623 900 723 d= 0.193 R 20 12o0 1 45 1.33 1728 1240 528 25 1500 1.21 1.11 1774 1500 274 A R Q Tc Tc total I Ltc 30 1800 1.04 0.95 18i0 1800 10 c--°as_~ ~r~-~~~~ -==sR~~- 35 2100 4.91 0.83 1834 2100 -268 0.95 010 2 93 3 03 5 00 318 2.91 40 2400 082 075 1877 2400 -523 45 2700 0.74 0.88 1897 2700 -803 Qpeak for Case 1= 2 91 eFs 50 3040 068 0 62 1930 3000 -1070 55 33(}0 0.64 059 1992 3300 -1368 60 3600 4 61 056 2087 3600 -1533 ~~SE 2 65 3900 0.60 055 2197 3906 -4703 70 4200 0.58 0.53 2283 4200 -9991 Case 2 assumes aTime vf Concentration less than 5 minutes sv that the 75 45[lO 0.55 0 61 2358 4500 -2142 2 peak flaw =.94(3 98){Imp. Area) = 2.88 cFs 80 4800 0.53 049 2378 4800 -2422 85 5100 0.52 0.48 2475 5100 -2625 90 5400 0 50 046 2577 5400 -2893 So, Rhs Peak flow fvr the Basin is !he greatsr of the two flows, 95 5700 049 945 2602 5700 -3498 2 91 nfs . 100 6000 0.48 0.44 2680 60[]0 -3320 208' C1FiAlAiAGE PC1ND CALCULATIDNS Requtred'2Q8' Starage Vofums r Impervious Arsa x.5 in ! 12 inl#t 1829 cu ft 208' Slorage Valuma Pravided 1830 cu ft ~ bRYVIlELL REQUIREMENTS - 10 YEAR DE5¢GN 5TCJRP Maximum 5tarage Requited Rsy BawString 870 cu ft Number and Type of ❑rywelfs Reqwred 0 Single 1 0aubl$ 1NV1ND PAC;IFfC EhfC5li+fEER1NG BOWSTRING METHOD PROJECT• Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN• V rev BASIN• V rev DESIGNER: TRW Tot Area 0.38 Acres DATE 0624/96 Imp Area 15705 SF C= 086 Time Increment (min) 5 CASE 1 Time of Conc. (min) 7.99 Outflow (cfs) 0.3 20 ft Overland Flow Design Year Flow 10 Area (acres) 0.38 Ct = 015 Impervious Area (sq ft) 15705 L= 20 ft. 'C' Factor 08625 n= 0 40 '208' Volume Provided 654 S= 0.020 Area ' C 0.328 Tc = 1.69 min , by Equation 3-2 of Guidelines Time Time Inc Intens. Q Devel. Vol.ln Vol.Out Storage 600 ft. Gutter flow (min) (sec) (in/hr) (ds) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 7.99 479 2.51 0.82 529 144 385 Z2 = 1 Type B= 1.0 n= 0 016 Rolled = 3 5 5 300 3.18 1.04 419 90 329 S= 0.010 10 600 2 24 0.73 560 180 380 15 900 177 0.58 617 270 347 d= 0.142 ft. 20 1200 1 45 0.48 648 360 288 25 1500 1.21 0 40 659 450 209 A R Q Tc Tc total I Qc 30 1800 1.04 0.34 669 540 129 35 2100 0.91 0 30 675 630 45 0.51 0.07 0.82 6.30 7.99 2 51 0.82 40 2400 0.82 0 27 689 720 -31 45 2700 0.74 0.24 694 810 -116 Qpeak for Case 1= 0.82 cfs 50 3000 0 68 0.22 705 900 -195 55 3300 0.64 0.21 726 990 -264 60 3600 0.61 0 20 752 1080 -328 CASE 2 65 3900 0 60 0 20 799 1170 -371 70 4200 0.58 0.19 829 1260 -431 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0 56 018 856 1350 494 peak flow = 90(3.18)(Imp Area) = 1 03 cfs 80 4800 0.53 0.17 862 1440 -578 85 5100 0.52 017 897 1530 -633 90 5400 0.50 0.16 912 1620 -708 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.16 942 1710 -768 1 03 cfs 100 6000 0.48 0.16 970 1800 -830 208' DRAINAGE POND CALCULATIONS Required '208'Storage Volume = Impervious Area x.5 in / 12 in/ft 654 cu ft 208' Storage Vofume Provided 654 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORP Maximum Storage Required by Bowstnng 385 cu ft Number and Type of Drywelis Required 1 Single 0 Double INLAND PACIFIC ENGINEERING BOWSTRING METHOD PROJECT: Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT Shelley Lake - Phase I DETENTION BASIN DESIGN BASIN: W revised BASIN W revised DESIGNER• TRW Tot. Area 0 38 Acres DATE: 06/25/96 Imp Area 9919 SF C= 060 Time Increment (min) 5 CASE 1 Time of Conc. (min) 8.62 Outflow (cfs) 0.01 20 ft. Overland Flow Design Year Flow 10 Area (acres) 0.38 Ct = 0 15 Impervious Area (sq ft) 9919 L= 20 ft. 'C' Factor 06 n= 0.40 '208' Volume Provided 0 S= 0 020 Area " C 0.228 Tc = 1 69 min , by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol Out Storage 600 fl Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu fl) Z1 = 50.0 For Z2 8.62 517 2.42 0.55 383 5 378 Z2 = 1 Type B= 1.0 n= 0 016 Rolled = 3.5 5 300 3.18 0 73 291 3 288 S= 0.010 10 600 2 24 0.51 396 6 390 15 900 177 0.40 434 9 425 d= 0.123 ft 20 1200 1 45 0.33 455 12 443 25 1500 1.21 0 28 462 15 447 A R Q Tc Tc total I Qc 30 1800 1 04 0.24 469 18 451 35 2100 0 91 0.21 472 21 451 •0.39 0 06 0.56 6.93 8.62 2.42 0 55 40 2400 0.82 0 19 482 24 458 45 2700 0.74 017 485 27 458 Qpeak for Case 1= 0.55 cfs 50 3000 0 68 0.16 492 30 462 55 3300 0.64 0.15 507 33 474 60 3600 0.61 0.14 525 36 489 CASE 2 65 3900 0.60 0.14 558 39 519 70 4200 0 58 0.13 579 42 537 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.13 597 45 552 peak flow = 90(3 1 S)(Imp. Area) = 0 65 cfs 80 4800 0.53 0.12 601 48 553 85 5100 0.52 0.12 626 51 575 90 5400 0.50 011 636 54 582 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.11 656 57 599 0.65 cfs 100 6000 0.48 0.11 676 60 616 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x 5 in / 12 iNft 473 cu ft 208' Storage Votume Provided 0 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORf Maximum Storage Required by Bowstring 575 cu ft Number and Type of Drywells Required 0 Smgle . ERR Double INLAND PACIFIC ENGINEERING i BOWSTRING METHOD PROJECT: Shelley Lake - Phase I PEAK FLOW CALCULATION PROJECT: Shelley Leke - Phase I DETENTION BASIN DESIGN BASIN x BASIN: x DESIGNEA• TRW Tot. Aree 0 65 Acres 511 DATE: 11 /3 0/95 •Y~r•~•• Imp. Area 14587 SF 'r•r: f:'Q`~f C a 0.54 : P« ~ Time Increment (min) 5 CASE 1 3~ Time of Conc (min) 5.00 ~w,•. ;t a•"• cy` Outflow(cfs) 03 10 ft Overlend Flow s ~ Design Year Flow 10 < Aren (neres) 0 848 GY = 0.75 Impervfous Area (sq ft) 14587 L= 10 ft. M 'C' Fnctor • 0.5371 n= 0 40 4 '208' Vdume Provided S= 0.040 Area • C 0.348 Tc ~ 0.91 min., by Equahon 3-2 of Guidelines Time Time Inc. lntena. a Devel. Vd.ln Vd.Out Stornge 450 R Gutter flow ( ) ( ) (i R~ ) ( ) l ) ( ) { Qaaaaa ese-~v veee a omevev eme---e avee e av 21 = 50.0 Fa Z2 5.00 300 3.18 1.11 445 80 355 Z2 = 1 Type B m 1.0 n= 0 016 Rdl ed v 3 5 ~v f 5 300 3.18 1.11 445 BO 355 S= 0040 y+~ ' 10 600 2.24 0.78 547 180 387 15 900 1.77 0.82 617 270 347 d= 0.123 rc. 20 1200 1.45 0.50 6s7 360 297 25 1500 1.21 0.42 875 450 225 A R O Tc Tc total I Oc t• 30 1800 1.04 0.38 888 540 148 ~av 0'~N,••4• asemam oa- avv =~e avea~~ aa~=~~ _ e-sooo aavemm+N 35 2100 0.91 0.32 897 630 87 0.39 0 08 1.11 2.60 5.00 3.18 1.11 40 2400 0.82 0.29 714 720 -6 p nkA r 45 2700 0.74 0.28 M.I~ L V10 '88 Opeek fa Case 1= t 11 cfs ~~~~",;5• 50 3000 0 88 0.24 734 800 -168 55 3300 0.84 0.22 758 990 -232 80 3600 0 81 0.21 789 1080 -284 CASE 2 65 3900 0.60 0.21 838 1170 -334 m o a fl e a a .~d; r•. 70 4200 0.58 0.20 868 1280 492 Case 2 assumes a Time af Cancentration less Man 5 mmutes so thet the 75 4500 0.58 0.18 897 1350 -453 • i.Easo,y:`.. peek flow =.90(3.18)(Imp. Area) = 0.88 cts 80 4800 0.53 0.18 904 1440 -538 " h•k kt x :.ry~h~v 85 5100 0 52 0.18 941 1530 589 90 5400 0.50 0.17 957 1820 483 So, the Paak flow fa the Bas(n is the greater ot the rivo flows, c: ~:~<c• j%';`~ 95 5700 0.49 0.17 989 1710 -721 1 11 Cfs ~100 6000 0.48 0.17 1019 1800 -781 t:?' ~;•;;w . ;•'-~:~:.~E;~~:i 208' DRAINAGE POND CALCULATIONS ; {4 Reqwred '208' Storage Volume Impervious Area x.5 in / 12 in/ft 607 cu ft 208' Storage Vdume Provided cu ft ~ DRYWELL REOUIREMENTS • 10 YEAR DESIGN STORM Mawmum Storage Required by Bowstring 387 cu ft ~~~'vk4 2.4 ti • Number end Type af Drywdis Requved 7 Single ~v 0 Double INLAND PACIFlC ENGINEERING i Ba4VS7RING A+IETFiO❑ PRDJECTi Shel ley Eehe - Phsse I F'EAK FLflW CALCULAT][JN PR4.1EC7 Sheliey Lake - Phase I CIETENYlC3N BASIN [1E51GN BASIN h Temp &451N A Temp pESI.r~~IER 1'RW Tot Ares 0 87 Acres OATE 02113198 Imp Area 14593 SF . ` ' C = 0 33 ~ Time Inerement (mm] 5 CRSE 3 Time of Conc [mirr] 919 Clutll uw (cts) 03 rDQ it Dverland F7ow QesEgn Year Flaw 1o FFF; F~~ Ares (acres) 0 889 Cl - 015 Impervious Area {sq ft} 14593 L = 100 iY • •L `C' Fac[or ❑ 3253 n a 040 -'208' Vvlumg Rrewded ' - Areu `C 0218 5 = 0010 Tc = 546 mtn , 6y Equation 3-2 of Guidelines Time TEme Inc lntens 7 Devd Vol In Vd flu[ Staage 459 ft Gut[er 11ow (min) (sec) {m)hr) (cPs) (cu ft) (cu ft) {cu n) C== z, = so❑ Fora2 919 651 234 051 377 165 211 za = sv TyPe e a~ a - _vv - - - ^ A n= 0016 R911ed-35 5 300 318 068 278 90 188 ~iy +5= ❑ OGQ 10 600 2 24 ❑ 49 384 180 204 15 90b 1 77 0 39 418 270 149 d= il 671 k 20 1200 1 45 032 438 366 78 25 1500 1 21 0 26 444 450 -6 A R Q Tc Tc tatal 1 C]c 30 1800 4 09 023 450 540 -90 =====a a~Qa== as 2100 091 ❑av 453 ssa -177 F~' 025 0 04 051 3 33 919 2 34 051 '•'.iF` e 40 2+100 082 018 462 720 -258 45 2700 474 01B 985 010 -345 Qpeak far Gase i= ❑ 51 Cf5 50 3000 068 ❑ 15 472 913p -029 55 3309 064 014 466 990 -504 eo 3600 ❑ 61 013 503 1080 -577 CA9E 2 BS 390C7 060 013 534 1170 $36 70 4200 0 58 013 554 1250 -706 Csse 2 assumes a Time of Concentrahan lass than 5 minu3es so that ihe 75 4500 D SB 012 571 1350 -779 peek 11ow a90(3 18)(Imp Area) _ ❑ 86 e1s 89 4890 ❑ 5:3 012 575 1440 -885 85 5100 0 52 ❑ ti 598 1530 -932 90 54IXI 050 011 608 1620 -1012 fi~-•'~~.5 So, 4h e Peak flaw Eor the Basm is th5 grester aP 1he ri v fl flrnvs, 95 57fX9 Ll 49 0 1 i $28 1740 -1082 0 96 cPs 100 6000 448 010 696 5800 -5154 DR,4INAGE Pf7N6 CAtCIJLATiC1N5 ' ReGwred'248' Starege 4rtume NW%%/' = Emperviaas Rrea x 5 m{ 12 inltt aas cu R 206' Storage Volume Prwided cu R RRYWE LI R£pUIREMENTS - 10 YEAR'C7ESIGN STORM s•.+~, y~ Maximum Starage Rsquired by Oawstnrrg 211 cu R Number and Type ef Drywells Required 1 Single 'a~''' ❑ C]ou61e INLAND ?RGIFIC ENGINEERIldG BC)WSTRIHG A+IETHDCy PFYOJEC$ ShHley Lake - Phase I PEAK FLOW CALCLILA7lON PROJECT Shelley Lake - Phase I `a\; pETENTIOhE BASIN DESIGN BASIN A Temp + IS(L) BASIN A Tsmp + K(L) ' DE5IGNER TRW Toi Area 0 81 Acrea DATE 02111196 imp Area 19835 SF c = 051 ~ Time Increment (min) 5 CASE 1 Tme of Conc (mm) 8 80 Outfl ow [ cfs] 03 1 o0 tt Overland Fl ow '~f ' pesign Yesr Flaw 10 Area (acres) 0805 Ci = ❑ 15 Impervivu9 Areel (sq ft) 19835 l s i EK1 ff 'G' FeCtvr 05144 rl = ❑ 49 '208' Vaiume Provided S~ 0010 , Aree•C ❑414 Te = 546 min „ by Eqs+anon 3-2 oP Guidelines , •x ~ Time Tme Inc 9ntens Q Oevel Vof In Vd Out Stprage 4557 n Gvne, now ~ (mm) {ser} [irr/hr] (cts) {cu ft} {cv (t] (cu Ft) - a- a aoaaaa aa- - a- aaaaaa oaoamaa - oaaao oaaooa Zi = 500 FosZ2 :j 660 515 243 ioo 895 155 540 c== 22 = 59 TypO B= 1 0 - _ n= ❑ 018 Rdled Q 3 5 5 300 318 1 32 52.4 ~1 499 fn~% x:?.: 5= o oaa ao aoa 2 24 oss 719 ysa 539 15 90O 9 77 073 788 27(} $18 r1 = 0 042 PS 20 1200 1 45 0+50 928 360 466 - - 25 1500 i 29 ❑ 5t7 839 450 389 A R 0 Tc Tc fa[sl I t]c 30 1 SW 9 04 ❑ 43 &5i 540 311 35 2100 ❑91 038 857 630 227 042 005 1 05 3} 4 860 J~ 2 43 1 00 4(] 2400 082 ❑ 34 874 720 154 45 2700 074 ❑ 31 801 870 71 S]peak Sw Gase i= 1 OQ cts 50 30G10 ❑ 68 028 894 96CY -0 55 33~ 064 027 921 990 -89 SO 3800 061 025 954 5050 -126 CASE 2 55 3900 060 0 25 1993 1130 -157 a=_ . s7D 42f~1 ❑ 59 0 24 1051 1260 -2ET9 Gase 2 assumss a Time oF Cancentration less [hnn 5 minutes sa that the ' 75 4500 058 ❑ 23 1084 1350 -269 pesk Claw = 90[3 18](Imp Area) ~ 4 30 cfs So d$DD 053 ❑ 22 1492 iCAO -M %'q•%~ SS 5100 ❑52 022 1736 1530 -394 ~ 90 5400 050 ❑ 21 1154 1620 -465 Sa, rhe Reak flow for;he Baam is the grester pf the hMa flavva, 95 5704 049 020 1 192 1710 -518 1 30 cfs 1[3B 6000 048 ❑ 20 1227 i8M -53$ rS~ 208' DRAIMAGE POND CALCLJLATIQNS Requcred'20B' Storage VWume = Impervious Area x 5 in J 12 inIfS 626 cu fS ~ zaa' Stearage 1lalume Provided cu ft "'FF []RYWELL REQllIREMENTS - 90 YEAR OESIGIV STORM F••F. Maxnmum 5tarag8 Requirecl ty 8awstnng 540 cu ft NumlSer and Type caF Cirywells Required 1 Smgle i ~ B DQuhlfi 3 INLANC] F'ACIFIC E'iJGINEERING BQWSTR[NG METHO❑ PROJECT. Sheifey Lake - Phaae 1 PEAI( FLOW CALCULATIt]N PRD,7ECT Shelley Lake - Phase I DETENTION BA5iN DESIGhJ BASIN Offsite 8asin A BAS1fV l7ffsRe 8asin A ❑EStGhIER, TRW Tpt Area 1 24 Aeres aATE: 08125/56 1mp Area fl 5F C~ 015 Time Increment (min) 5 CASE 'f Time of Canc (min) 1119 P CJutflouv {cfs} 01 640 ft CC]verland Flow Qesign Year Flaw 90 Area (acres) 1 236 Ct = 015 Empervious Area (sq ft) Cl L= 600 #t 'C' Factor 015 n= 040 '208' Volume ProVided p 5= 0033 Area " C 0185 TC = 91 19 mm , by Equatian 3-2 vfi Guidelines 7ime Time Inc Intens Q oevef. Vol In Vof Out Storage o ft. Gutter flow (min) (sec) (inlhr) {cfs) (cu R) (cu ft) (cu ft) ------,~A Z1 = 2.0 For Z2 11.19 671 2.11 0 39 352 67 285 22 = 2 Type 6= 10 n= 0016 Rp91ed = 3 5 a 300 3.18 0 59 237 30 207 S= 0 010 90 600 2.24 0 42 334 66 274 15 900 177 033 370 90 280 d= Q 285 ft. 20 12(]0 1 45 027 384 120 264 25 1540 9 21 0.22 388 150 238 A R Ck TC TC tatal I ac 30 18Q0 1 04 0.19 391 180 211 35 2100 0 91 017 393 210 183 016 0 13 0 38 000 11 19 211 039 dp 2400 082 0 15 400 240 160 45 2700 0.74 014 402 270 132 Opeak for Case 1= Q 39 cfs 50 3004 D.fiB 0 93 407 30[} 107 55 3300 4.54 012 419 330 89 60 3600 4.67 011 433 360 73 GASE 2 65 3900 0.60 0.11 459 390 69 70 4200 058 O11 476 420 56 Case 2 assumes a Time at Concentration less than 5 minutes sa that the , 75 4500 0,58 010 491 450 41 peak flow = 9a(3 18)(Emp Arr:a) = 0 QO cfs 80 4$40 0 53 010 494 ABQ 14 85 5900 052 010 514 590 4 so 5400 050 009 522 sao -1$ 50, the Peak flow far the 8asin is the greater of the two ftows, 95 5700 049 0.49 539 570 -31 0.35 cfs 100 6000 0 48 009 554 609 -46 208' DRAINAGE ROND CRLCl1[.AT3t?NS Rsqwred'208' Stvrage VQlume = lmpernvu5 Area x 5 m 112 infft 0 cu ft 208' Starage Valume Provided 0 cu R bRYWELL REQUfREMEfV'I'S -10 YEAR DESIGN STORP Mascimum Storage Reqwred 6y Bpwstnng 285 cu ft Number and Type of DryweZls Reqwred Q Singfe EF2Ft Double Ii+lLAN[] PACIFIC ENGINEERING , i BC)WSTRING HIETWQI] PRpJECT, 5helley Lake - Phase R PEAK FLOW CALCULATION PRC}JEC7 Shelley Lake - Phase i DEfEEYTIDN BA51N C]ESICN BASIN Offsite Basin B BASIN Offsite 6asin 6 DE5IGNER TRW Tot Area 0140 ACres C1A7E 06l25196 Imp Area 0 SF C= 015 7irdre Increment (min) 5 CASE i Time of Conc {min} 7 38 Outflow {cfs} 01 300 ft Qverland Flaw Design Year Flctw 10 Area (acres) 0402 Ct = 0 15 Empervious Area (sq ft) 0 L= 300 R 'C' Factvr 15 n = 0,40 '208' Vafume Pravided D S = 0033 Area " C 0060 Tc = 7 38 min by Equatian 3-2 of Guidefines Time Time lnc. Intens Q Devel Val 1n Vol Dut StQrage 0 ft Gutter flaw (rnin) (see) [inlhr) {cfs) {cu ft) {cu ft) [cu ft) Z1 = 2.0 For Z2 ~ 7 38 ~ 443 c 2 62 016 s_ 94 _d 44....r,~.. -49 4== 77 = 2 Type B= 9 0 ----a-- n= 0016 Ratled - 3 5 5 300 3.18 0.19 77 30 47 S= 0410 10 600 224 0.14 101 80 41 15 900 1 77 Q i 1 112 90 22 d= 0200 ft. 20 120D 1.45 009 118 120 -2 25 1500 1.21 007 120 950 -30 A R Q Tc Tc tvtal I Qc 30 18D0 1.04 005 122 18D -58 35 2100 0 91 0 05 123 21(} -87 008 009 015 000 7 38 2 62 016 40 2400 0.82 0.05 126 240 -4 i4 45 2700 0 74 004 127 274 -143 {lpeak for Case 1= 016 e#s 50 300{] 0,68 0.04 129 3(10 -171 55 3300 0 64 0.04 433 330 -197 60 3690 0.61 0.04 938 360 -222 GASE 2 65 3900 0.64 0 04 147 390 -243 ro aaao 0.58 003 152 420 -zs$ Case 2 assurrses a Time oT Gancentration fess than 5 minutes sv that the 75 45DQ 056 0.03 157 454 -293 peak flvw = 90(3 18){Imp. Area) = DO0 cFs 80 4600 0S3 003 158 480 -322 85 5100 0.52 0 03 165 510 -U5 90 5400 0.50 0 03 167 540 -373 50, the Peak flow for the Basin is the greater of the fwo flowrs, 95 5700 0.49 003 173 570 -387 , 0 16 Cfs 104 6000 0.48 0 03 178 6(]fD -422 208' dRAlf+lAGE FONLI C11LCU3ATIf]N$ Required'2Q8' Siorage Valume = Imperviaus Area x.5 In 112 inffl 0 cu il 208' Starage Volume ProWided Q cu ft DRYWELL RELIU3REMEfdTS -1D YEAR DESICh! STORP NYaximsrm Storage F2eqwred 6y Bowstring 49 cu ft Num6er and Type of Drywefls Required 0 5irsgle EFtR Dc]ubfe INLAN❑ PACIFIC EfVGENEERING 50-year 5TORM QC3WSTRING MET'HOQ PEtpJECT. Steen Addition PEAK FLOIiV CALGULATIC7N PROJECT Steen Addlian DETENTI(]N BASIiV C]ESIGN BASf N- I,J and OFf 8- 56 yeas BASIN I,J and [Jff B- 50 year DESiGNER. TRW 7at Area 1 57 Acres DATE~ 06127196 Imp Area 238$5 SF G= 041 Time Ineremsnt (min) 5 CASE 1 Time o9 Conc {min} 13 19 Ovtflvw (cfs) D 3 320 ft Owerland Flow Qesign Year Fivuv 50 Area {acres} 1 57 Cf = 15 Impervious Area (sq ff) 23885 L= 320 ft 'C Factar 041 n= 040 50-year Volume ProVided 2033 Q 10 ft af depth w!o sideslope area S= 02a Area " C 0644 Tc = 8 91 min„ by Equatian 3-2 af Guidehnes Time Time Inc. lntens QDevel Vpl 3n Vol.Out Storage 458 ft Gutter fiow {min} (sec) {infnr) (Cfs) (cu Tt) [cU ft) [GU ft) ._.r_~es_.. Z1 = 56,0 1319 791 270 1 74 1844 237 1607 a== Z2 = i n= 0 016 5 300 4 58 2 95 9185 90 1095 5= 0048 10 600 320 206 1656 180 1476 15 900 2.45 158 1844 270 1574 d= a 195 ft 20 12[]0 1 95 1 26 9844 360 1484 25 1500 1 62 1 04 1845 45(] 1395 - A R Q TC 7c total I Qc 30 1800 1 56 1 00 2078 540 153$ 35 2100 1 28 0 82 1952 630 1322 0 97 1p 170 4 27 13 19 2 70 1 74 40 2400 1 19 076 2036 720 1316 45 27tlQ I .08 070 2064 810 1254 Qpeak fQr Case 1= i 74 cfs 50 3000 D 99 0 64 2083 900 1183 55 3300 0 92 0 59 2114 390 1724 fiQ 3840 0 87 056 2167 1(]80 1087 CASE 2 65 3900 082 4 53 2261 1170 1039 70 4200 0.80 0 51 2301 12E0 1041 Case 2 assumes a Time pf CQneentrafion less ihan 5 minutes sv that the 75 4500 077 4 54 2364 1350 1014 peak flow = 90(4 5$)(Imp Area) = 2.26 cfs 80 4804 0 75 048 2447 1440 1007 85 5100 0.72 046 2488 1530 358 90 5400 071 0 46 2581 9620 971 50, the C'eak flo+v for the gasfn is the greater oilhe two tlawrs, 95 5700 0.69 0 44 2551 171{] 341 2 28 afs 100 6000 0.67 0.43 2704 1800 9134 208' QRAINAGE PC?IVQ CAI.CULATIDIVS Required'20$' Starage Vnlume _ lmpervious Area x.5 in 112 infft 995 cu #t 50 year Valume Prouided 2033 cu R QRYWELL REQUIREMEN75 -1a YERR DESIGN 5TC7RP Maximum Storage Required by Bowstring 1607 cr ft Number and Type of [3rywells Reqwred 1 5ingle 0 Double INLAND PACIFIC ENGINEERINCa 50-year S3C3RM BOWSTRING METHC7i] PRC]JECT• 5teen Addrtian PEAK FLOW CALCULEITIS?N PRQJEGT Steer3 Rdditian DEl`EN'fIOM BAS4N pE51GN BA51N. Off B- 50 year BA51N Off B- 50 year ❑ESIGNER; TRW To4 Rrea 0 40 Acres DATE 06127196 lrnp Area D 5F G= 415 Time Inerement [mzn] 5 GASE 1 Tirrae of Cvnc. (min) 8 91 Outflcsw (s:fs) 03 320 ft C3verland Flcaw Dasign Year Flaw 50 Area (acres) 04 Ct= 015 Impervious Area (sq ft) p L= 320 ft 'f:'Facivr 0.15 n- 044 l 50Eyear Volume ProVided 2033 @ 10 ft of depth wfo srdesfope area 5= 0020 Area ' C 0060 Tc = 891 man , by Equation 3-2 of Guidelines Time 7ime Inc Intens Q Devel. Vo1 In Val (luf 5forage 0 ft Gutter flow (min) (sea) {infhr} {ds} (cu ft) (cu 1t) {cu ft} ~c_~~.~....d--------- Z1 = 20 8.91 535 3 23 0.19 139 960 _22 Z2 = 2 n= 0016 5 300 4 58 027 110 30 20 C== S= 0010 10 600 3 20 0.19 i5Q 38[] -30 15 900 245 015 159 270 -191 d= 47220 ft. 20 1200 1 95 012 962 360 °198 25 1500 162 0.10 163 450 -287 A R Q TC TC total I QC 30 1$00 156 009 186 540 -354 35 2100 1 28 008 175 680 -455 010 010 019 000 8 93 3 23 019 40 2400 119 OA7 164 720 -636 45 2740 108 4.06 187 81U -623 Qpeak for Case 1= 0 99 cf5 5C1 3000 {].99 0.05 189 900 -711 55 3340 O.92 4105 192 99[] -798 50 3600 0.87 0.05 197 108[] -883 CASE 2 65 3900 082 0 45 2[}1 1170 -969 74 4200 080 0 05 290 9250 -1050 Case 2 assumes aTime of Concentraiion less than 5 minutes 5o that the 75 4500 0,77 Q5 21'6 1350 -1134 peak flow - 90(4.58)(Imp Area) = 0.00 efs 80 4800 075 005 224 1440 -1215 85 5100 072 044 228 1530 -1302 90 5400 071 0,{}4 236 1620 -1382 Sa, the Peak fiow far the Basirs is the greater of the two Rcrws, 95 5700 0.69 004 244 1710 -1466 019 cfs 100 BDOD 067 044 249 1800 -1551 208' DRAINAGE P+7N0 CALCUlATIS7IVS Required'20B' Stvrage Volume = Impervious Area x 5 m! 12 inlft D cu fi 50 year Valume Pravided 2033 cu it DRYWELL REOLIfREMENTS - 10 YF.AR DESIi;N STaRP Maxfmum Storage Required Fsy Bawrstdng ZO cu ft Number and Type af aryvvsAs Required 1 5ingle 0 L7vuhle IMLAND PACIFIC ENGINSEFtING