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HomeMy WebLinkAbout2003-12-04 Stormwater Report SPR 9/23/03 AkPI S TOR M W TER MA NA GEMENT, RA INA GE CA L C ULA TIONS BEST MAN GEMENT PRA CTICES Map 108A, Parcel 2324 T urnp ik Street North ndr, Massachusetts PREPARED FOM- uttic Professionals, Inc. EP 2, s I PA., . .r. March 2572003 ev sed: July 15, 2003 Revised: September 2 , 2003 ffimeanwr r MIRMEW Ow F Design Consultants, Inc. ENGINEERS PLANNERS SURVEYORS 103 Stiles Road * Suite O norNH 03079 TEL (603) 393-07 0 FAX (603) 693-0733 BALE OF CONTENTS: ENTS: I Project D CH I)tiow Existing Conditions 13rapwed Work 1 D-ra inage System Deal n !dI Drainage Summau 1v stotrs water I anne-went, DEP - Appendix Recharge Calculations TSS ketnoval WculatiOns Operation & Maintenance Plan Grate & pipe CaPaeffies VT Drainage Calculati011s - dr4�Jc d printOtlts rdeeli-nent 2, 10 & 100- car f Orin F vent s postdevei opment 2., .10 100-yeas' turtr Events VTJ ma pi, SCS Soils Map Pre & Post-de-vel pment Drainage Maps 1. PROHTT DESCRIPTION EXISTING CONDITIONS The property under -consideration is located on the northerly side of Turnpike Street ( t, 114), approx]mately at the NEddletan Town Hue, Topography: The topography of tiie site varies cur siderabiy because ofang'119 earthwrA' _ There ar ste p piles of material on top of excavated earth, Getierally, the .0 ri i l grade consists of gentle slopes fi om west to east. This office surveyed the topography by an instrument survey. fee attached plan for details_ Vegetation: T vegetation c mists of excavated soyi covering the majority of the site, while named bushes and grass are present in the areas landscaped F- r ��� i��t��g i10 se, Flood Plain and Wetlands: The site as inspe ted for wetlands b Eps�l on Associates and t�o resource areas were found an or within 100' of the site, 'No rare species or habitat areas are known to be onsite or within 100 0ft9ie Ote. And no portion of the site is WitWD a 10 -year Flood Plain, per F,LR.Iwll, Draluag oils: The drainage pattern consists Of flOWS in twO direzt i"9' from north of the lot toward the southerly boundary. and north to south into the existing drainage swale along Sharpener's Pond Road, There are no existing drainage facilities on site. However, there is a drainpipe, with a manhole and a di scharge ending at the swale in harpenerrs Pond Road. See 11he included " :ci trig orr itiotis Plan" for rrror _ The oil-site soils eonsfgt of a mix of Urban and Paxton series, desoribed b CS as fcallows: Paxton series cs classif[cati(in "C') nsists of gentl glopi-ng �1 very feet well-drained sails on drun-dins. They formed in steep, deep ( } Compact glacial till. Paxton soils have friable f me sander loam su ifai:�a soil and subsoil with moderate permeability over a firm or verY ['arm one sandy loam substratum (hardpan) W 15 to 38 inc lies wl ieh has slow or very slow permeability. Paxton soils have a very store' or extremely stony surface, except where stores leave been removed, and have stores below the Irrac:.e, Major car finiit ati n s are related to slow pei�ieabilit� ill the s so bstratu in, slope and stoniness. • .� •ky r.-. +}.ti F :••� r'• r�r r} }�..F_.' ._i_v:" �_l{�_ }: :,�'.. . ''r:w:.��_ :'�_. .{�i__' • _$�}f_ �t PROPOSED WORK Generally, the project proposes the construction of a child-care bu il.din& parking} drainage facilities, 11til hies aild necessa[y grading- The prDj eet would be accessed by waY of twO driveway er1tvanc,es toSharpener's Bond Road- Topography/(;rad Ing; The proposed topograpl}y of the sits would have consistent slopes around the building alld Areas around the septic stems and along the site par�itti�, areas, vejng orti� �r�u� �����, P � [parking a eas, vwould �� grid ed back to !,st� Fade 3, 1 maxi mL11n slope. The prop sed building would be slab-on-gra& constructiOli, set sued that fOotittg ould be above groundwater_ All graded slopes ar-ound the site would be landscaped with plantings t]tat w0tild 5t�bilize all constructed slopes. The proposed drainage system 15 to be a closed systern, which would provide storm water treatmeltt for both quality and qua cif ru r�offit_ pecifi cally, �atch basins would collect at and and pips runo{�'to an underground infiltration sste �v�itc� would control flow d4char e to the existing drainage charnel -1 n hagiener s hand gad, A� sh�wri in t�� the attached calculations, the drainage design ou c��tfo[ r�no •ate prf�r to enter�� s ralc_ Therefore, t� s euterir the swale are to be compared between pre-daveioprt�ent d st-develo mexft- i"h s ale itself`is rather wide and shallow deep 5 1 ' wid _ Flows that inter the sw 1e aan re is appi o innately 100 feet to a 24 culvert cry ssiri Sharpener Pond Road_ 'Thee culvert discharges to a large woo avCa- Environmental Impaicts: 100 Because there are n,o resource. areas s defined M the Wetland Protection ►�,t vr�titi t feet f the proposed work} the project is not subject to D.E.P_ s orflyl�at ` tormwatcr oli Standards are metlati the o nt Maudgenjelit paligv. number of design- And drainage would be controlled in conformance with local re&���tiau , providing the maximum possible protection of groundwater resources, and pi iting }possible darnag� to a�uttiog propel or natural features in tote area_ "lie drainage Syst e� was deli red for severe stuns 100-}ear) In order to safeguard against oil or gas introduction iota the drainage systems, storm water run from perking areas and d6veways would be col Iec d into catch basins with oil hoods and deep sumps (see site plan Details), Such pretreatment of storm water redoes both suspended solids and oil� its the drainage s�stem. R, S}i mother safeguard against future intrusion of c'ontatyanants into the Groundwater is the imps em-entati on of are Operation & Miiintenanee Plan, which would a ssu re proper f'ullction of'draiilage -components and reduce TgS -entering the. system, Further safeguards s acre proposed on the Si to Plan to prevent erosion in-clud-e a line of silt fencing dunirig construction. If all the propused erosion control devises and procedures are ad tiered to, tlien there sheWd be rr inirnal or no d amage to DCighbO ing pro per-6 es froiu Wort; on tfds. site- The underground storm water i4iiltrationlrecharge system (by "Stormtecli") would provide groundwater r harge. This type of design lielps maintain the nearly aquifers sLippiyi ng water to area wOls_ Sto rmwater Pali cy rcco mends such systems. A zulsuiface wwage disposal system is being proposed_ This would be desig-ned in a orda-nee with Massachusetts Title 5 mid the Town OFINorth A-ndover health regu iation s_ Such systerns pj•omote groundwaterrecharge in the area, Iasi-cally recycli th-e entire amount of water used by the facifity_ And if properly installed and Maintained, would have no adverse affect on the environment in the area_ 11: DRAINAGE STE DE I r : 1 _ SCS _ -7 R5s (Vecond EJ, 19n) - for runoff curve numbei-s- :SCS - l infall Distribution MaPs- SCS Soil s Maps - Essex County 4- DEP '- ,Ytor riiiva err oriage)"-en a Hojuafr-ook The &alna a system was designed utilizing a closed SYstem to acMeve Feduced rates of ru Off at fl►c point <)ranalysis and ,mould inaintaitt a stn- 1 ar drainage pattern to tb-c existing courses. T!m method olo zs r � 0} pe IF rainfalls ( , 10 100 year everits)" This 38 consisttrll w th the r rern t Town of the wix of No rtAndover and OFFS �'torn1water r� c�i�ei�t id trr Alll ertincrrt calculations repr ented in the following pa-gcs were developed ujilEzin Hyr r fw Sturm-water modeling software, f t��taatci discharges at two Points: the sc� tiirlyrpy btu� l and the The site drainage } sw ►le alongSharpener' Pond Road. These are the points Of QDn'ParisGII for pre vs_ post- development I-Linoff rates" e i and catch b sin a#e pa-cities are h1 iuded below, Ail pipes us l oil th- Alysi s of t + pipe ro'eat are t b Hi b Density T oly tl ylene (RDPE dual-wall (corntgated exteriork smooth J inter� r), Pipe capacities and velocities r iludcd in a sua cl� rt_ 'i" rrtatcapacrt is p ' a standard Neenah grate (model 3570), whose open space and capacity spc6fications a 'e per t rnaltufactur • Foj- the calculations herein, soil descrlptiOtls were tili d*_ 'f" e o -sits soils wr i st Of Paxton series, described by SCS as follows (See C Map)-. sr turn s r� s Classification `°C") nsi sts of gently sloping to very steep, deep (,5 feet), well-drained soils oii drurrifins, They formed in compact glacial till. p a)cton soiio. have friable fine sandy loam surface s0i1 and subsoil with moderate permeability over a f�rm or very fig fine, sandy loam substratum (harpat at i'5 to 18 iilclies wi-dch has slaver vc rY sl v ermeability_ Paton soils have vet stogy r stores below suae} except ,where stones have been removed, and have the sn _ 14jor limitatic llS are r fated to glow permeability in the sob stratum, slope and storincss, it has been noted t3. I lye rcA,im. C''n i131�ers [bat ilia rf. istj0Ij fate deten,11 pied for illy �gn),age disposal s}1-Ete"I design j!� not indicathe d Pa)#oi' s011s_ This is an iitle ing Fnt: but is wtivtiately t rlcvaitl 10 dr, ge alc�alati ns, as iltiere its a direct c�rrelati t b I +r ti 13ercolation rate and hydro!-Dgte culcl ati011s. St: €k SC` niethodology ullllzj tis hydrotogIC "xotipe' ( ,B,C,D) as d aitod by Ifie soil romps rdGmn0Dd her its. .,• ;•, • �'.� ��; JL.�;/.J -.53'.�=tip„ - r T he site contains no reseurce areas subject to the Wgtlandy tecdon A el_ Therefore, the d rainage system i s not r-equired to pravi de 8011 u TS S removal or any specific amount of groundw ater recharge_ However, w-I� accarrtimadilte 1110 st of the I(`"r1ra#e_r Ala a agemen e Policy standards with the dtsign presented} as follows, Stormwater Quaff ity Controls: I . Street w-`eping - would capture sediment prior to cmteriiig th-e drainage system- This would he dwe on a scheduled basis, TSS Removal late = 10% _ Galen Bashis with (ail Hoods and Deal) o raps wo uld capture, treat and redirect storin grater toward the proposed infiltration trenches. TSS removal Rate - 5% 3. Jafiltration t ren ches - would treat storm water prior to entering the drainage channel. T Removal TWe - 0%. ruuu dwater Recharge Prov id edi: 1 _ Su bsu iface Dispo%A System -- wli ch woLAd recharge u scd water ftom the bil i.d i a , 2. Infiltration trenebes - would recharge stonii water to the greundvwatcr, Storriawater Quantity Controls: The i a filtration t renches were d esibmed such that Ihey woul d control di scharges through outlet orifices for the , 1 - c r events at l ower than predevelopment rates to the existing Swale_ The overan system tliereby act&ves the toll€voi-n& * Control of ronoi'rates to abutting properties to below pred evelopment rate- : 0 Water quality ainlemanr - TSS rem6val from stOrMwater Of re that' 80%. * Groundwater recharge ^ through the it itration trenches and SDS leading bed The pohit s of analysis are the existing, swale in Sharpener's Fond bead and the south bo-Unda ry, ;_y ,.}•. - 4`5 } 7 r•.� ii ri-' ay' •_._• Y _f,s. _ • �• � y�:� y _.__ iM1'-'- ' i..:._ }":��C{n:_yCf�__,. "'�ryt ��; 1 .5::_::r _ t:Lv ITV: Stogy-mwater Mangy emiont: atr'r Qualitv Calculations Note-, All calculations are based on the area of prOPOS :d c0nstruetion activities. Additional a mprovements to t he exi st ing site deveic pment are indicated on the SiYe PkIn Standard..0 3: 1 undwater Rechame ProposQd recharge sYAems; 1 ' r� rrr : r R chur e Systein, ) SDS Leaching Bed uantii to be recha�•g-ed: 1) 1,606 cf— total storage during -year stogy (rate = 1-6 s Daily Flow to b-0 recbar cd (per Title 5 rates)-. 00 PeOplc X 5 8pd ... 1,000 gpd Total Recharge- I,745 cf i h4 ITT F AT E TE TECH ARGEI TO A E 'CALCULATIONS LENGTH D CFIF � E RiJ�lia FiAFI`E: 3. 30 aFi �. � ., PERC RATE ( PI): GA V00 RATIO-, Standard 0 44 TSS Removal oiume storedhreated in BW& = 134 cS in SDS 4 -�,h field + 1 606e.f, 1 nEhraliGn trenches - ear Biota) _ 1,745 c,fi Total olume Trciltcd Explan�ti n Of SysteM. 1 ar i ash driveway areas would be treated by Catch Basins with deep sumps, tii��} the tarrntech recharge system, before final discharge_ Roof dr-ainage. would enter the tnfiltrati Oil system directly. Drain? ga ' ` e�nov I to Driveway/Parking Sweepi N" # Drivewayfflarkin g Catch Basin w/s nor P D rivewayfflarki n Bldg. 111filtration Trenches 80% L'L�~ i. �.' .�.L. •vf �.:..'"C�1.r' •{ � 4ry..v .,t ._ J•y_ f4 s. J ,, _ r' kul abons: TSS Removal ystem I.- D rsvevw ay/Parking A reas to InI lltvation bremches: A verage Amu al T..o : I .00 x Smel Sweeping renloval rats 0.10 = 0.10 Load Remaining = I.00 - 0. 10 = 0.90 Remain]rig Load 0.90 x Cacti Basi n ueni va l rate 0, S) -.: 0.23 mad Remaining — 0.90 — 0.23 — 0.67 Remaining Load, 0.67 x IafiEtration 'Freirch removal rate, (Q.$ ) _ 0.54 0. 13 TSS Removal Rate ;-- 87% System 2: Roof to InfiItrat iera trenches. Average Annual Load: 1 .00 x x Infiltration Trench removal rate Q_8 0) _ 0.80 Load Remaining = 1 ,00 — 0_80 — 0,20 T,SS Removal Rate SO% �F�. .. A.r��-0'• _. �'t �_,y•L Y:r y;1y � �.f ?'-x�.}_ : L r._ ? .s_ ..{�`. F .[kt�. . s ::i Operation/maintenance plan Construction Phase The 'JIMP& associated with this project will he owned by Little Professionals, Inc., who will be Tespon sihle for inspection, operation and maintenance_ 1) The contractor is to install and maijatai n drainage facilities as shown on plan (132102, by NM Design Consultants, Inc., dated MHTCh, 003). P6or to construction, all osiorr/silt control devices shown on above plan are to be installed. To prevent sift intrusion into surrounding areas (luring construction, the contractor is to set silt forcing at all slopes tliat may erode itr thr. direction of any open dr nage facilities or abutting property. S uch preventive nicasures are to be maintained throughout the con structio'n process. 3) AD construction of drainage facilities is to he inspe ed by inspectors from the Town of North Andover and MHF Design Consultants, loc. to verify a -orma�ee to the de igiI plan. 4 The sequence of drainage construction shall he as follows: a) Clear, grub, excavate areas for infiltration ystem- h bistall infiltration s stern, c) Trench and W nail pipes, catch hasi n s and n-► nholes_ d) InstaR inlet protecti on on cyj sting catch basins in roadway- 4) Erosion controls are to be inspected and maintained on a daily basis_ Upon di wove of si t build-up in catch basin sumps, infiltration trenches of any other structures the Y are to be cleaned. ) All exposed soils shall he immediately stabi I i zed with a layer of mulch hay, 6) Upon installation of catch basins, inlet Prot ti n - as desoribed an aforementioned plan shall be installed and maintained until ready for paving- 7 Prior to construction -of impervious areas, all di ahiage structures and pipes steal I he installed and inspected red for pr p r frlliet on, During c�+nstnuct,ion of other site features, all drainage facilities shall he inspected on a daily basis and cleaned/repai red immedi ately as nettled After paving is installed, it shall be swept clean on a monthly basis_ L III.-DRAINAGE [t A . (ALL values sew vvn arc peak rates tth CPS) i Az�aiy r :.::_:.:_ 'r E �r n [ = i t� eI i. ent NA . P 1 o :::;::: ::fit ._.._. ::::-' :: p : 'Boundary 0.73 22 .. .......... V.......... .: ..... .. . ...._..._.............. _ : .:....�. -:Y::: v..... . .. ..-....._....:_......... Pedeve1nent ate OA ::..e._.v. Awenfni f Analysis :F ::: :.._.... ..... ...................v,A ... ' . 10,79 :y _•} r- •,-i} •Lr}' kSs - - A. --_.h�r=1f•�?�'� •fir_•+ - 5 {r ;L;��' ;_• n�# � _ � ;rr•� i' � l:: A.-r. J" �.FS����.:•�!: ti4-_._ A � .:F-��- .. iF#'yrr s� Post-Development Pka s-e The owner is to be responsible f r mai ntenanee of all d ra',nags strtictures in the project - including roof drains, drain pipes and in filtration systems. The finure owner is expected to be Little Profe-ssionals, Inc., w1to will ultirnawly be responsible for complian with Plarl. Regular maintenance Is to include the following: l) Inspection of all drainage facilities 0-,atch basins, infiltration trenches every three months, During these inspections the inspector as designated. by Little Professl opals, Inc. shall 1GGk for Cvi demee of the following,' aractural damage, silt accumulation (near ii�et a nveil s ()n catch ba sins), and improper Furiety oil_ After ins j f any of the above conditions Est, the inspector shall -notify U ttic Prof fter ins s pe ti r�,Inc., l�o shall immediately arrange for all ne ssary repair� and sed i ent removal 3) Parking areas are to be swept clean every fluee months sPnr18 through fall and otherwise as needed (ie, visually noticeable debris build-up). All graded slopes ghall be inspected every sPn'ng for erosion, Upon discovery Of any f lure (ie, � erosion) learnt and seed shall be put in place aid mi r tared_ 5) During the winter months, all snow is to be stored -such that snowmIt is wn#rolled Within tlrc paved area and enters the storm water treatment systems. ' rr� � L,; ,F-.��..•.i i.� 'r:C�i._-•�i 5-? L .JL{•.i .{;#:�_ �~�}�.'�` - ._ Grate Capacity Check: ( i o-year Storm) Grate N Model) Grp a Open Space C apac i sump) Design Flow C14-91 (R-3570) _4 s.f, 8.0 ds 1 .11 CFS ok CB# ( -3 70) 2.4 s.f. 0_6 cfs 0.78 CFS CB#3 ( - 570) 2.4 s.f_ 8.0 ifs 1 .14 CFSlC B95 (R-3570) 2_4 s.f. cfs 1 . 11 C1F CF3# 7 (R-3570) 2.4 s.f 0.6 CIEs 0-19 Us ok- to b<t direded to ow ba-sin in scdcs- Pi ie Citnacily (:heck: (10-pear Storm) Pipe moot ion She Slop capacity Desi " Mmyl CB-1 TO uGA.)ct, 12 HDPE 0,018 4.9 CFI 1. 11 CFS * } C13-2 TO T�f. .T�eL_ 1 PE 0.020 4.9 FS �,�8 F CAB-3 TO ,C!_Det_ 12" IIDPE 0.010 3.9 CFS 1 . 14 C J CB-4 TO LI-G.Det, 1 " HDPE 0.020 4.9 CFS 2.30 CIF CB-5 TO CB-6 1 " ILDPE 0.005 2.7 CFS 1. 11 icFs CB-6 TO CB-4 1211 I..IDPE 0.018 4.S CF S 2.08 CIF CB-7 TO FES-2 12 HDPE 0.020 4-9 CFS 0. 1 s C F Roof r-ain 8ti HDPE 0.010 1.3 CFS 1.08 CFS tormtech T FE 15" HDPE 0_O1� '�.� C;F 3,b3Cr, 0 • r f:, t S :�: ,." {-r •' •:F { L L � kk 'L•�•;r.,,f•s'._}ri• :� �•} � _'.��;L•_ �~°"'�• i Discharge vs Deth On Grcite 100 90 7 Wa6 AoLU a. 4 R� 2 34 ku 10 -1( �. . �a7 —_S V-i 5 �Y * LU R F PAJ y'��••�1��.`y�'�I���t}}m77yR�a.�k.1T'i:'�J I:.yS�--•--•--•- - •�� -}•�rL Y+*�'� ,� 'SLID i�.La i}f; �yx 5 . u_ ,6 `F • � 11 3fhH#$E�'xw#'f 4•aw5par*s� Grate Cavad Sump) ' �:�I� f.'• :y;$k,c -'t.•��•; S - �.'._y.j. a... k .•-_i # -=� L �,��r}_M1Ykr"lFL_�~l.�AL•�,_i�SJ'. . t' rF-LS" { 'G MCRINW4 TYPE A Oomp. COMIr I�S713—IM07 ...... 717], .......... . K S .... - --- ---- ---- ---- ............. .... ........... 91 3 j L 3 --- --------- ---- MOM ILL --I ILI 11111 ]VANSYMSE MTT£A 'SLOPE NAt. T ER UPWMUM C US S U') .................................. ......................... GRATE CAPACITY: Gutter l,'Iow (so-urce: Neenah) M W K a H -D S �} c O - 30 s ie LL r 20 zr UJO4 AP-1,. te OAQ p t —30 —33 400 020 42 w FULL g0 +I !.D 14o MO F� 4B TO FWD �4 to 0.60 64 72 E U50 .i a 74 V 40 66— 64 CAD 40 Om #AID 30 TA 902 , i20 ° i20 tit bwo 10 3 0 MID PIPE CAPACITY., Flow capacities of conugated polyethylene pipe (CPFP - �:='� rr' n."�;.�.• _-ors_•-_•fti M1r'__ .... $ . � t ',.J}3 .. .� _-'!•...:f•�.�. .� .i•{:�C �":'t_�� :i. Soil,Test Pit FORM 11 - SOIL EVALUATOR FORM Lraution Add y QC Lot No- - w Revi ,,, Deep Hole Numkmr Date; - Time: _ - LoMiarl (idsntif* on site Phan-i Lortid Use ,�.�, _�r la a %j Stones '•�• '�,;�,�',.�'Ir.�-t Vagetw1of1 Landforrrr — Position an landscape j gkatph on the backs aistenollEo frorn: . Oplet, Water Body _ti .L-:�� feet �f sEna�� way � � feet Possibie Wet Arne et Rropsrtyr Line ° :-' feet Drinking Watef W-811 teat Other DEEP OBSERVATION HOLE LOG' - r � h trorrti aa1� i� rtmk� San Tomm SIDCI CAW Sam bt# r Sumac* #Inchs*i cusiDAM imunISM m1b"Ing jauvamrs. Sion■s.�S+Qu10� N. convat-MI Y, % 1�• -. y � 4 L'� ��+ Fr ,'S Y.�y I + Lf1'-� M1• { r �� •J• 1 • f l C• - L ram! a hL tL � rJ•, �s� ' l�l L. y �• 4` ram• Lr � r +J Y. t r!r a 7 9 • �� a 1 ' 7 '` Pw&MMWF■W ipwksw } ti ` 500mud &MOV41 I'Ifi* Q Mind vu ,_ a rStorms ilb- _ - %% %% Sun nn L��€1 Drahrtage Dlag rarn fay 132102 ProdeVelopMent 2-fir StorM prapariad by HF DEStGN CONSULTANTSINC. 31241 3 Ft+jdEo A .j-0 sin W 710 �198.6-.20M AppIkOd MjCR+ eF Sys s 132102 - Pr edevel op ment year Storm Type III 4-hr Rainfalt= . 10,r Prepared by ICI HF DESIGN CON U LTANT INC.. Page 1 HydrcCADO 6.10 sin 001710 0.1906-2002 Appiied Vicmcarn uter systems 4/.Da Time span=5_00- 0.00 hr , ct=0.05 hrs, 301 poir+ts Runoff by SCS TR- 0 method, UH= G , Type It I 24-hr Rainfall;;3.1 V Reach routing by Stogy'-Ind+Trans method - Pond Ming by Star-Ind method ubcetch-ment IS FLOURS TO MAP 108Ak, PARCEL 6 Runoff Area=14,000 sf Runoff [ pth=1.71" Length --105' Te=3.9 min CIS=87 Run -- 0.73 rfs 0-046 of Sub catchment ZS; f LOUD TO SWALE - NORTH Run6ff Arm=B1,230 sf Runoff Dapth^1.79' Length=426 T 4,6 rain CN=80 Rer = 4,26 cfs 0- 78 of Total Runoff Area = 2,186 ac Runoff Vaiume = 0.323 of Average Runoff Depth = 1.78" 132102 - Predevellopmervt }year Storm Type /B 4-fir Rainfaffi=3. 10-' Prepared by MHF DESIGN ONSU .TA T INC. Page HydroGAEO 010 sfn 001710 01 -2002 Applied Mier uk r s rns 4/0 ubcatchment IS: FLOWS TO MAP "I08A, PARCEL RunDff — 0.73 c @ 1 _06 hrs, Voleme= 0,048 a#, Depth= 1.71,E Runoff by SOS TR- 0 m ethod, U H=SCS, Tim a Span= 5.M20.00 hrs, dt-- 0 b5 hrs Type III 4-hr Roi nfa11=3."1 V Area (so Deseripfign 13,00 86 <50 Grass weer, Poor, HS 1,000 98 Paved parking & roofs 14,000 87 Weighted Average Te Length Slope Vcicc€ty Capacity Description (min) ffcst) � n ( teip)..._. (cfs) 2.8 25 0.0300 01 Shy Flow, Grass: Short n= 0,1 0 P = 3.10" 1 .1 170 0.0 0!0 2.6 shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps .9 195 Total Subcatchment IS: FLOWS TO MAP 'I0 A, PARCEL 6 Hydragraph ,7 0_7 s 0.7-. 0.65- OAS: 4," ...... _ ..........._...................... .......... . .. .. . 35= { 0,2= 0.15: 6 T 5 9 to 11 V 1:3 14 15 Tie (hpum) 1 102 - Predevelop rat 2-year Storm Type 111 4-fir Rainf 11= - 10" Prepared by M H F DESIGN CONSULTANTS INC. Page HydfoCA 6_10 s!n 001710 Q 1986-2002.Arolied WR2qrnater Sysbenis _ l2 10 Subcatchment 2 : FLOWS TO SWALE - NORTH Runoff 4.25 cfs @ 12.07 hrs, Vd urne7- 0_278 af, Depth:;: 1-79' Runoff by SCS TR- 0 method, U H=SCS, Tjme Span= 5.M 0,00 hrs, dt= 0.05 hrs Type III 4-hr Ra infall=&10" Area (§f ON ......Dasoripbon ,680 06 <501A Grass cover. Pour, H 11, 0 _ 98 Flayed parking & hoofs - 81,230 $B Wef ghted Average Te Length Slope Ve4ocity Capacity Description (!'!'Iio (f tM TfM (fy C) (RN _...-- .5 25 0.0400 0-2 Sheet Flow, Gras; Short kr= 0-150 P2= 3.1V 2.1 400 0-0400 32 Shallow Goncentrated Flow, Unpaved Kv= 16.1 fps 4_6 425 Total Subcatchment M. FLOWS TO SWALE - NORTH Hydrograph 4,2� CfS 4. 43 7 g 71 12 13 14 15 i 17 18 i Tint$ 1hour.9) ......... ... ............. ... .. .. ........... .... i�hca # a Ann FJirk Drainage Diag-ram for 132102 - Pmdeveiapment 10--yeaf Sloan Prepared by MHF DESIGN CONSULTANTS Fit-C_ 312 3 HOF-Xf 6,10 Wn DOI71() 151Q�&20K Applied[4 uccompUlerSystems 13 102 - Rredevelopment 10-year Storm Type /B 24-hr RaMafl=4.50" PrepaTed by MHF DESIGN CONSULTANTS INC. Page 1 )jygr.p AM 6,10 s{n G01710 01 - 002 App ied Micr m .. terns_ N2410 Time span=5_00-20.00 hrs, dt=0.05 hrs, 301 points Runes by SCS TR-20 method, UH=SCS, Type III 24-hr R ainfalI=4_57' Leach routing by for-Ind+True method - Pond routing by for-Ind method Subcatchment 18; FLOWS TO MAP IORAL PARCEL 6 Runoff Area=14,0 Runi)ff De#th=2-97' Length=196 T -3. min CN=87 Runoff-= 1,22 cft 0,078 of ubcatchment 28: FLOWS TO SWALE - NORTH R-unoff Area=81,230 sf Runoff Depth=3,01,E t_ength=426 T .6 min CN=88 Runoff- 7,02 ds 0.468 at Total Runoff F Area = 2.186 ac Runaff Volume 0.646 of Average Run off Depth = 3.00" 132102 - Predeveloprnent 10-yeas' Storm Type III 4-hr Rainfill=4. 0'r Prepared by MHF DESIGN CONSULTANT INC. Page 2 H d A s,+n 001 6- lied MiG utefi stem Subcatchment 1 : FLOWS TO MAP 1 OBA, PARCEL fi Runoff = 1.22 ofs @ 12.06 hrs, Volume-- 0.078 A Depth= .9 „ R unoff by SC S Tip- 0 method, U H= C , Time Sparc= 5.00-20_00 hrs, dt= 0.0.E hrs Type III 24-hr Rainfall=4-59„ Area N Description 18,000 88 e- Grass cover, PooT, H 1,000 08 Paved parking & roofs 14,000 87 1 elg hted Average To Length I-ope Velocity Capacity De rtplon (min) (feet) M ......(Tsec) (qs-) - 2.8 25 0,0300 0.1 Shed Flowp Grass' Short n= 0.150 P = 3.10" 1.1 170 0.0300 Z6 Shallow Concentmtect Flow, Grassed ate ay Kv= 15.0 fps 3,9 195 Total Subeatchment IS: FLOWS TO MAP 108A, PARCEL Hydrograph 1. LL } V' S 7 8 $ 10 11 12 l3 14 115 16 17 18 19 20 Time (hours) 13 102 - Predevelopment 'I0-year Storm Type III 4-fir Baia ff=4. 0" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HLdroCAD06.10 sin 0U1710 1986- 002 A li micr rn ulcer s#sms 3124)03 ubcatchment 2 : FLOWS TO SWALE - NORTH Runuff = 7.0 12.07 hrs, Volume= 0.468 af, Depth= 3.01" R uno f by SGS T - 0 method, U H= CS, Ti m a Span= 6.00- 0-00 hrs, dt-- 0-05 hrs Type III 24-hr ainfall=4.50" Area M CN Desu' #ion 69,680 60 <50 Grass cover, Poor, HSG D 11 :550 9$ Paved.parkiN & roofs 81,230 88 Weighted Average To Length Slope Velodty Capacity Description (miry) (feet) ( ) Cf sec) WS) - - 15 25 0.0400 0.2 Shee Flow, Grass- tort n= 0.150 P2= 3.10" -1 400 0-0400 3-2 Shallow Goncentrated Flow, Unpaved v� 1 6-1 fps 4.6 42 Tetai nth a hr ont 2 : FLOWS TO SWALE - NORTH Hydrograph :. . ... . ..:..........-..-.............--..........-..-..................... . .. ... . ... 7- a- LL 3- a- B 9 10 11 12 13 14 15 16 17 1s 19 za Time (hwffs) .. . .. . ... . ... ... � oa a h ors Lin Walnage Diagram for 132102 - Predevelopment 1 -year Stour+ Prepared by MCI F DE SIGN CONSULTANT'S INC_ V .4103 N HydroCAd:�r S.10 !afn 0O1710 0 leas-2W2 Appdi&d MicFocomputer S stom!5 132102 i Predevelopment 100-gear Storm Type 111 4-1?rRainfaif=6.40- Prepared by MHF DE iGN CONSULTANTS INC. Page I Hydro ADS 8.10 sin 001710 0..1-986-2002 App5ad M1rrocam &r Systems - -- 3124f0 Tim e span=b_00y Q.00 ham, dt;=C,06 hrs, 301 points Runoff by SCS TR- 0 method, UH=SCS, Type III 24-hr Rai nfall=6.4D" Reach routing by for-1 nd+Trans method - Pond roLftg by S Gr-Ind method Subcatchment IS: FLOWS TO MAP I08A, PARCEL 6 Runoff Area=K-000 sf Runoff Depth=4.63" Length=195' T 3.9 miry N�87 Rumff-- 1.86 cN 0.1 4 of Subcatchnert 25: FLOWS TO SWALE - NORTH Runoff Are�r-81,230 sf Rurtoff Dep .74" Le t} -4 5' T .6 miry CN=88 Runes 10_79 r,% 0.736 at Total Ru-noff Area = A86 ac Runoff Volume 0.860 of Average Runoff Depth = 4.7 " 1 102 - Predevelopment 10 year Storm Type I// 4-hr Rai fafl= .40dr Prepared by MHF DESIGN CO ULTANT INC. Page 2 HyjmCADO 6.10 n 001710 0 10 - 00Applied M-rowTnouter systems 3124103 ubcat hment 1 : FLOWS TO MAP 108A, PARCEL 6 Runoff 1.88 efs @ 12.06 hrs r Volume-- 0-124 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Time Spar= 5. 0. hrs, dt= 0_05 h:rs Type III 4--hr Rainfai l=6_49' Area QN Descri tlon IUM 86 <50% Grass cover, Poor, MSG 1 F000 98 Paved parking & rotes 14,000 67 Weighted Average Tc Length Slope Velocity Capacity Description (min) feet ftJft Msec ofs 2,8 25 0,0300 0.1 Sheet Flaw, Grass: Short n;-- 0.150 P2= 3_19„ 1.l 170 0M00 2,6 Shallow Concentrated Flog, Grassed Water-way Kv= 16,0 !Rs 3.9 195 Total ubcatchment IS: FLCWS TO MAP ' 08k PARCEL 6 � 1.BB ifs N L R Rx 5 6 8 9 10 it h 13 14 15 119 17 18 19 20 Time (hOUFBI 13210 - Predevelop rrt 100-year Storm Type I// 4-hr Rainfall-mE40" Prepared by MIS I* DESIGN CONSULTANTS INC. Page 3 dro A 6.10 s/n 001710 0 1-986-2002 Applied Microcomputer Sv5tq Is 312410 ubcattchment 2 : FLOWS TO SWALE - NORTH Runoff 10-79 ofs @ 12.07 hrs, Volume- 0.736 at, Depth 4.74' Runoff by SC S T -20 method, UH_SC S, Time Span= .00'20.00 hrs, dt= 0.05 hrs Type III 4,hr rainfall=6.49' Area Deseri ilo� 69,680 88 <50 Grass cover, Poor, H S 1 5!50 98 Paved parkEnq & o 61,230 88 Weighted Average Tr, Length Slope VGlOcjty Capacity Description (min) feet HUM fusee ofs 2,5 25 0.00 0.2 SheO Flog, Grass: Short n= 0.150 P2T 3_1 U 2-' 40 ,0 0 Fad IiDw Concentrated Flow, unpaved Kv= 16.1 f s 4,6 45 Total ubca hment : FLOWS TO SWALE - NORTH Hyd m9rape ............. 12- 1ua,aEf 10.79 cfs 7- 5- 5 7 1 i� 12 13 14 15 16 17 15 79 20 -rime (hours) NT eat Stogy �a � ti a s� a x ��: �.� 4-7 NV Zi Z-2 --------- .1 2R"' OR-! .......... Drainage Diagiarn for 132M2-Post -Stormtech -2-year Storm lROW Pm"-ad by MHF DESIGN fONSULTANTS INC. �WmCADO 6.10 001710 9 1986,20M Applbwd Wcrormjpu�er Zystsmu ......... 1 210 - Post - Stormtech - -year Storyn Type I// 4-hr Rainfa#=3, 1 Oj' Prepared by MHF DESIGN CONSULTANTS INC. Page t HydroCAD 6a.10 s n 001710 1986-200 t _ Plied pJ iffcco��u��t' +,rst��s ......._ 91 310 Time spars= _ - 0,00 hrs, d1=0_05 hrs, 301 points R u-noff �y SCS T R-20 rnethcvd, U H=SGS. Type III 4-hr Rainfa ll=3.1 T Rearm routing by #or-1nd+Trans method - Pored routing by for-1nd method ubcattF meat IS; FLOWS TO C13-1 Runoff Area-10,800 sf Runoff Depth=2. T' Length=100' Tc=1 .1 m�n DN=92 Runoff 0,71 cfs 1,917 of subcatchment 23: Ft-OWS TO'CB-2 Runoff AFea-7,000 sf Runoff Depth= ,68" Lend="105' Tc=1 .2 rain C N=98 Runoff-- 0.53 cfs 1,565 cf u bcatc hment 3 : FLOWS TO B Runaff Area=12,250 st Runoff Depth=1 .71 LengM--130' Tc=0,7 man CN-87 RLinoff= 0,68 cfs 1,746 cf Subcatchment 4 : FLOWS TO B-4 Runoff A{ea-2,400 sf Runoff Depth-2,68" Length=i41' Tc=0,8 rn�n DN=98 Runoff-- 0.19 ofs 537 cf ubcatch ment 5 ; FLOWS TO B-5 Runoff Area=17,400 st Runoff Depth=1.1 Ora Lengl 150' Te-4,3 miti CN=78 Runoff-- 0.57 cfs 1,601 cf to tmatchment 6 : FLOWS TO D13-6 Runoit Area-14,200 sf Runoff Depth=1,16" Length=i 10' Tc=3.0 I'rkh CN=79 Runoff:-- 0.52 cfs 1,377 cf ubcatchment 1 : FLOWS TD CB-7 Runoff Area= ,000 sf Runoff Depth=1.71" Length=76 Tc=0.7 train ON=87 Runoff;-- 0_11 cfs 285 cf Subcatchment O : ROOF Runoff Area 9,600 sf Runoff Depth- .68" Length=4g' Tc=1 .0 min CN=96 Runoff- 0_74 cfs 2,146 ct ubcatchment 98. DIRECT FLOWS TO MAP 10$A, 6 Runoff Area-1 3,500 sf Runoff D ep#h-G.59" Lengthti=150' Tc=3.2 rain DN-74 Runof .= D_36 cis 997 cf Reach I I.: UNIMATIO N AT S ALE TO FORTH Ingow= 1 .70 cfs ,616 cf Ou#lo = 1 .70 cfs 2,616 cf Reach 2R: 16"HOPE DMH-1 TO FE -'1 Peak Depth= 0.41' M;ax Vel= 4.7 fps lnfbwr- 1 ,66 cfs 2,377 cl D=15.0" n=0_01 L=50,0' =0_0100 T DaPac =7.00 cis outflows-- 1 .65 cfs 2,377 cf Reach 3R, 15'*HDPE DIUIH-'I TO STORVITEGH Peak Depth= 0,44` Max Vel= 4.8 fps Inflow;- 1 .88 cfs 5,609 cf D=15.0" n=O-0 12 L=10.0' =0_0100 T Dap;acity=7.00 cfs Outflow:- 1 .88 cfs 5,509 cf Beach SR: ROOF DRAIN Peak Depth= 0.35' Max Vel= 3.8 fps Inflow= 0.74 cfs 2,146 ct n=0 012 L-230.0' _=0_010o 'r Ca parity=1.31 cfs Outflow= 0.69 cfs 2,143 cf Pond 1 P; B-1 Peak Store ge= 58 cf @ 141,43' Inflow- 0.71 cts 1,917 cf Primp ry= 0.71 cfs 1,865 rf Cufflaw- 0.71 cts 1,855 cf Pond 2P: CB-2 Peek Storage= 64 cf ip 140, ` Inflow- 0.53 oft 1 ,565 cf pfimar~}; 0.53 cfs 1,601 cf Outflow= 0,53 cfs 1,501 C Road 3P: CB-3 Peale Storage= 54 cf @ 140.05' Inf<iow= 0.56 cfs 1,746 cf Prlimary= 0.56 cfs 1 A93 of mow= 0.65 cfs 1,693 of 132102 - Post - Storriatech - 2-gear Storm Type Hi 4-hr Rafrrfaff=3, 10" Preparod by MHO' DESIGN CONSULTANTS INC. Page 2 HydroCA 10 &In.001710 �D 1986-2002 p€ied Microcomputer Systerns 9123103 Pend V; B-4 Peak forage;-- 60 0 0 140.52' [nf10 - 1 .23 of& 3,399 of Primary= 1 .22 ifs 3,545 cf Outflow= 1 .22 cfs 3,345 cf Pond SP.- B-5 Peak Storage= 83 cf Q 143.88' Inf ow= 0.57 rfs 1,601 of Pram-ary= 0.58 cfs 1,538 of 0uf o%&-- ❑.58 ets 1 ,638 .0 Pond SOP: CB-6 Peak Storage= 59 cf @ 14 .99' Inflow= 1 .09 efs 2,915 of P denary-- 1.08 ct 2,962 of Ou#1iow= 1 .08 eft 2,862 df Pond 7P: CB-7 Peak Storage= 54 cf @ 145.52' €nliaw= 0.11 c% 285 of { #Primary= 0,11 pis 233 of Outflow- 0.11 cft 233 cf Pond 813: STORWITE EA SYSTEM Peak Storage- 1,606 of @ 138.70' Inflow= 3.68 cis 10,547 of Disoar&d= 0.61 ofs 8,185 cf Pfimanr— 1 ,86 cfs 2,377 cf Out9ow= 2.27 cfs 10,542 cf Total Run-off Area 89,150 sf Runoff Volume 12,171 of Average Runoff Dap1h 1.64" 13210 - Post - Stormtoch - -year Storm Type III 4-hr Rain&i= .I0,r Pre-pared by MHF DESiGN CONSULTANTSINC. Page HydroCADS 6.10 sM 001710 01986-2002 Applied Microam uter ns 912310 ubcatch m ent IS: FLOWS TO 13-1 Runoff -- 0.71 ofs @ 12.02 firs, Volu e= 1,917 ef, Depth- 2.1 " Runoff by SGS TR-20 method, UH=SCS, Time Spar= 5, -20-00 hrs, dt= 0.05 firs Type III 24-hr Rai nfal1=3.10" Area (sD CN Descri-ption 7,900 98 Paved parking & roofs 2,900 74 >75% Grass weer, G000, H 10,800 92 VVeighted Average Tc Length Sjope Velocity Capacity Descripti-on ruin feet f#Ji`l ftlseo Cfs 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.01I P2 3.19' 0.6 75 0.0100 2.O Shallow Concentrated Flow, Paved Ky= 2.0.3 fps I,1 100 Total Subcatchment 2S: FLOWS TO CB-2 Runoff - 0.53 s @ 12.02 hrz, Volume= 1 ,565 cf, Depth= 2.68" R u noff by SCS TR-20 method, U H=SC S, Ti me Spa n= 5.00-20,00 firs, dt= 0.0 5 h rs Type I 1124-h r Ra infatl=3.1Oil Area ,(:§�D CN Description 7,000 98 Raved parking roofs To Length Slope Velocity Capacity Description (min) (feat)....._ (ftfft) (ft)se2) Ccfs)_....._. 0,5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0_011 P = ,10" 0.7 80 0.010D 2.0 Shallow Concentrated Flow, Paved Irv-- 20.3 fps 1 .2 105 Total ubcartchment 3 ; FLOWS TO B- Runoff 0.68 cfs C t _M -hrs, Volume= 1 ,746 of. Depth= 1 ,71" R unoff by SOS TR-20 mathod, U H=SCS, Time Spar= 5.00-20,00 hrs, dt= 0.05 firs Type III 24-fir Rai nfal]=3.IU' Area sf QN Des Option 6,850 98 Paved park-Ing & roofs 55400 74 >75% Grass covaF}..Good, H 12 P250 87 Weighted Average 1 102 - Post - Stormtech - 2-year Storm Type fff 4-hr Rainfaff-- . 10' Prepared by MHF DESIGN CONSULTANTS INC- Page 4 HydroCAEO 6.10 On 001710 0 1986-2002 Applied Microcomputer SWte ms _.....__. .................__.gf23103 Tc Leng1h Stops Velocity Capacity Des0ption (min) feet f ift f sic s 0.3 25 0.0400 1 .4 Sheet Flow, Sri-noth s u daces n= 0.011 P2= .10" 0.4 105 0.04 4.1 hallow Concentrate€€ Flow} Paved y� 20.3 fps 0.7 130 Total ufacatchment 4 : FLOWS TO B-4 Runoff = 0.19 cfs @ 12.01 hrs, Volume= 537 cf, D pth= 2.66„ R w noff by SC S TR- 0 method, U H=SCS, Time Spa n= 5.00-20.00 h ra, dt= 0.05 hrs Type Ill 24-hr Rainfalfi=3.9 0" Area (sQ CN De sl tlon 2,400 96 Paved paring & roofs Tc Length Slope Velocity Capacity Desefiption (resin) (feet) (f Vft) ftlsec) (cfs) 0 3 25 D_0400 1.4 Sheet Flow, maalh surfaces n= 0-011 P = 3.10" 0.5 115 0_0400 4.1 Shallow Concentmted Flow, Paved lu= 2 0.3 f s 0_8 140 Total uhcatchment SS: FLOWS TO B-6 Runoff 0.57 ofs Q 12.07 hrs, Volume= 1 ,601 cf, Depth= 1 .1011 Runoff by SCS TR-20 method, U H=SCS, Time Spar= .00-20.00 hrs' dt= 0,05 hrs Type I I� 4-hr Rai nfa 11=3,19' Area (sq GN Description 3,000 96 Pavecl parking & roofs 14,400 74 >75% Grass weer, Good, H 17,400 78 We ightsd Average 7c Length Slope Velocity Capacity Descripti-on rnift ... ........_ii1c r� .. -- s _.......... ................._... .......... 3.3 25 Q_G200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.I V' 1 .0 125 0.0200 2.1 Shallow Concentrated Flow, Grassed Watervv.y . 15.O..fp:..._..........._.... .._.... 4_3 150 Tots l FLOWS TO C8-6 Runoff - 0,52 ofs 12,05 hrs, Volume= 11377 cf, Depth- 1.16,E Runoff by SCS TR-20 method, UH=SCS, TiM-e Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rai nfall=3.14" 1321 D - Post - Storm#e h - 2-year Storm Type III 4-h r Rain ff= _ 10 r Prepared by EViH1= DESIGN CONSULTANTS INC Page 5 HydroCADO 5.1 o On 001710 i!Dw-200 A li�� rater Systems 9123103 Area s )n 2,8130 98 Paged parking & refs 11,400 74 >75% Grass rover, Good H 14,200 79 VVe ig hied Average To Length Slope Velocity Capacity Description (min) (feet) (cL$ 2.5 25 0.0400 0,2 Sheet F I ow, Grass: Short n= 0,150 P2= 3.10" 0.5 85 0.0400 3.0 Shallow Concentrated Flow, Grassed Nate rwa Irv^ 15.0 f s 8.0 110 Total ulocatc hi e nt 7 : FLOWS TO B-7 Runoff - 0.11 efs @ 12.01 h rs, Vol u rne= 285 cf, Depth;-- 1.7114 R u naff by SCS TR- 0 Method, U H=SCS, M me Span= 5. -20,00 hrs, dt= 0.05 h rs Type III 4-hr Raknfail= ,10" Areas p n 1,100 98 Paved parking & roofs 900 74 >75 Grass cove� � 2,000 87 Weighted Average Tc Length Slope Velocity Capacitor Description mire (feet),__ ft/ ft# ec s 0.4 26 0,0200 1 .0 ,sheet Flow,: Smooth surfaces n= 0.011 P = 3.1Y' 0,3 50 0.0200 2.9 S hall ow Con ce ntrated Flow, Paved Kv= 20.E f s 0.7 75 Total uatchent B : ROOF Runoff �- 0.74 s 12.01 hrs, Volume= ,'146 �f, pepfhW .6B" Runoff by SC S TR- 0 method, U H=SCS, Time Span= 5.00- 0M hrs, dt= 0.05 ors 'hype III 4-hr 1 ainfa41= A 7 Area (so CN Description 9,600 98 Paved parking & roofs Tc Length Slope Velocity Capacity Des i piion Min feat fV1•t ft# c cfs 1.0 40 0.0050 0.6 sheet Flow, Smooth surfaces n= 0.0'11 P = .'10,. 1321102 - Post - Stormtech - 2-year Storm Type f1f 4-1?r Rainfall- _?040 Prepared by MHFDESIGN CONSULTANTS INC. Page 0 W23103 ubcatch ant 9 ; DIRECT FLOWS TO MAP 108A, 'S Runoff = 0.35 cfs @ 12.06 hrs, Volume= 007 rf, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Type 1I 124-h r Ra infa ll=3.1Oil Areas IN DscrE $ion 13,500 74 >75% Grass cover, Good, H Tc Length Slope Velocity Capacity Descrtpf ior) (rain) ftpD �ftlff) (fVsec) ... (0s) _ 2.5 25 0.0400 0.2 Sheet Flow, Grass-. Short n= 0.150 P2= .10.. 0,7 125 0.0400 10 Shadow Concentrated Flow, Grassed Waterway v= 15.0 fps ,2 150 Total Rea ch I R: S U M MATIO N AT SWALE TO NORTH Inflow Area = 75.650 sf, Inflow Depth r 0_41" Inflow - 1 .70 cfs @ 12.14 hrs, Volume= 2,010 cf Outflow - 1 .70 cfs 12,14 hrs, Volume= 2,610 cf, A en= 0° , Lague 0.0 min Routing by Star-1 nd+Trans method, Time Span= 5.00- 0.00 hrs, dtT 0.05 hrs Reach 2R. Inflow Area = 73,650 st, I nf€aw Depth = 0. 9' Inflow T 1.66 cfr> 0 12.14 hrs, Volume= 2,377 cf Outflow = 1,66 cfs @ 12,14 hrs, Volume= 2,377 cf, Men= 0 , Lag= 0_5 ruin Routing by tor-I nd+Tran s rnethud, Time Spa n= 5.00-20.00 hrs, dt= 0.05 hrs ex. Velocit 4.7 fps, Min. Travel Tjme= 0.2 min Avg- Velocity = 2,8 fps, Avg. Tavel Time= 0,3 min Peak Depth= 0.41' apadty at bank fall= 7.D0 cfs Inlet invert= 1 7.00', Outlet Invert= 1:37_4U 15.0° Diameter Pi pe n= 0.012 Length= 50.0' Slo pe= 0.0100 T Reach 3 R: 15"H DPE D MCI-1 TO STORMTECH Inflow Area 27,400 A Inflow Depth = _41" Inflow - 1 .58 cfs 12.03 hrs, Volume= 5,509 rf Outflow = 1 .80 cfs 12.03 firs, Vol u me= 5,509 c€, At#er}- 0 fag= 0,1 Min Routi rig by tor-In d+Trans meth od, Time Spa n= 5.00- 0.00 hrs, dt .05 hrs M ex. Velocity= 4.8 fps, M in. Trave I Ti me= 0.0 r'n i n Avg- Velocity = 1,7 fps, Avg. Travel Time= 0_1 miff 13 102 - Post - Sterrrrtec - 2-year Storm Type If/ 4-hr Rain Taff= .?0" Prepared by MHF DESIGN CONSULTANTS INC- Page 7 HydroGADS 6.10 sin 001710 1986- 002 ApplifA UUOCOMPUter 90310 Peak Depth= 0.44` Capacitor at bark fui1= 7.00 ofs inlet invert= 138,17', Ouget Mvert= 136.07' 15,0" Diameter Pipe n= 0,012 Length= 10.0' IOP8= 0.0100 7 Reach B R: ROOF DRAIN Inflow Area = griB00 sf, Inf Jow Depth r _68" I of ow = 0.74 cfs @ 12.01 hra, Volume= 2,145 cf outflow - 0.60 ofs Q 12,05 I ts� Volume= 2,143 cf, Men 7%, Lag^ 2.0 min Routing by to-Ind+Tram s melhod, Tire Spa n= .00- 0.00 hrs, dt= 0.05 hrs Max_ Vej it 3.8 fps, Min, Travel Tina= 1.0 min Avg. Velocity = 1_5 fps, Avg. Travel Time= 2.0 ruin Peak Depth;-- 0.35' Capacity at bank full= 1 ,31 cfs 8.0" Oiamete r Pipe n= 0.012 Length= 30.0' Slope= 0,0100T Pena 1P.- B-1 Inflow Area = 10,300 sf, Inflow Depth = _13" Inflow - 0_71 cfs 1 -02 hr-S, Volu rne= 1 ,917 of ou'Iflover - 0.71 cfs 1 .0 hrs, Volume= 1,866 cf, Aktten= 0%, Lag= 0.1 min Pi imary = 0.71 cfs @ 12.02 hrs, Volume= 1,88 of oufl ng by Stor-1 nd fnethod, Time Span 5_0D-20,00 hrs, dt= 0.05 h rs Peak Elev= 141 .43' urf,Area= 13 s€ Storage= 58 of PI u g-F[ow detention time= 19.4 rn in calcu lated for 1,$85 cf (971 of inflow) fc rage and wefted a rea s determi ned by Pni sm atic seeflcns Elevatkv Surf.Area knc_ tare Cum.Store feet a ft cubic-feet cu bic-fe et 137,00 13 0 0 143.00 13 78 7B 145.00 2 is 93 Pri-mary OW low Max=O.67 Cts 12 M hrs HW=141 .41' TVA=140.0 ' (Fixed TW Hew- 140.0 `) '-1= Aver': (Gonfrols 0.67 et s) # Routing Invert Qallet Devices 1 Primary 141 .09 12.0" x 112.0" long Culvert RC P, sq_cut end projer-ti ng, e= 0.500 c>utlet I€wart= 139_ = 0.01797 n= 0.012 fie= 0.900 Pored 2P; 13- Inflow Area = 7,000 !sf, Inflow Depth 2,6T Inflow = 0.53 cfs @ 12.02 hrs, Vol uMe= Outflow -- 0.53 cfs @ 12,02 hrs, Vol um e= 1,501 cf, Atte n= 0%, 1_ag= 0.0 min PhMary -- 0.53 cfs 12.02 bra, Vclurne= 1 ,501 of Routing by tor-Ind method, Time Spa-n= 5.00- 0.00 hrs, dt= 0.05 hrs 13210 - Poet - for ter-h - year Storm Type III 4-hr Rainfall- . 100' Prepared by MHF DESIGN CONSULTANTS INC. Page 8 KydroGAM 6.10 s n 001710 0 1986-2002 Ap 9123103 Peek Elev= 140.04' urf_Area= 13 sf Storage= 64 cf Plug-Flog detention 1 Eme= 30.9 rn in calou lated for 1 ,498 cf (90°1/4 of i nflo ) torag e a nd wetted area s date rrn i reed by Prism abc sedlon 5 Elevation Surf-Area lne, #ore Darn_Store feet -ft cubic-feet ouift 142.O0 13 90 90 144,50 2 19 108 Primary OuTlovw Max=0.51 cfs @ 12.02 hrs HW=140.94` TVV=140_0 ' (Fixed TVV Elev= 140,02') 1=Cu Ir a rt (Controls 0.51 ifs) # Routing invert Outlet Devices 1 Prim�r IM 139,19 12.0" x 6_0' long Culvert P, sq.cut end projecting, le,= 0,500 Outlet Invert= 139.00' = 0,02007 n= 0.012 CG= 0.900 Pond V- B-3 Infto w Area = 1 , 50 fr Inflow Deplh = 1 ,71" inflow 0.03 cts g 12.01 hrs, Volume= 1,746 cf Outflow - 0.58 cfs @ 12,01 hrs, Volume= 1,693 cf, Atten= 0%, Lag= 0.0 min Primary _ 0_68 ofs Q 12.01 hrs, Volume= 1 ,693 of Routing by for-I rid method, Time Span= 5. - 0.00 hrs, dt= 0,05 hrs Peiak Elev= 140.05' urf.Area= 13 :0 torn-ge= 54 cf PIug-Flag detention time= 18.5 girl calculated for 1,693 Cf (97 of inflow) Storage and wetted areas detarmi ned by Pri smafic sections ElevationSurf-Area lnuc tore cum.stora feet s -it cubic-fee cubic-foot 135.90 13 0 0 141.00 13 66 66 " 48.05 2 15 82 rim ary OutFr l ow ESA ax=0.6 cfs 12,01 b rs HVV=140.05' TVA=141.0 ` (Fined TVV Elev= 140.02) 1=Culvert (controls 0_66 cfs) ## Routing Invert Outlet Devices 1 Prl ma ry 139.05' 12.0" x 5.0' long Culvert RCP, sg_cut end projectIng, lie= 0.50-0 Outlet invert= 139.00' = 0_01 'f n= Q,01 c= 0.900 Pond 4P. B-4 Inflow Area = 34,000 sf, Inflow Depth = 1 . 0" Inflow -- 1. ofs @ 12,06 firs, Volarye= 3,399 cf Outflow = 1. 2 cfs ig 1 .06 firs, Volume= 3,345 ef, Atten= I%, Lag= 0-1 rain Primary = 1.22 as@ 12.06 hrs, Volume= 3,345 cf R outin g by Star-]nd rn ethed, Time S pars= ;5.00-2 0.00 h rs, dt= 0,05 hrs 132102 - Post - Stormtech - -year Storm Type fff 4-hr Rarnfaff- .1O Prepared by MHF DESIGN MNS U LTANT INC- Page 9 HydraCAEMMO s1n 00171-D 1988R 002 A pfa d 11€cra rrk ut r ysterrts _ _. 9123103 Peak Bev= 140.52' ur f.Area-w 13 sf Storage= 60 ct P1 ug-Fier dete noon tire= 11 .3 mi n calou lated for 3,34,E of (98 of inflow) Storage and Fretted areas determined by PTismatic sections Elevation Surf.Aren Inc, tore Cure.Store (feat) s -ft cub is-feet qua bic--tesi 135.90 0 0 143.50 13 99 9 145,50 4 17 116 Pirimary 0 utF low M ax=1 .19 cfs @ 12.06 hrs HW 140_8'1' TW=140,02' (fixed TW E1ev= 140 M') u ulvert (Controls 1.1 ofs) 4 Raufinq Invert Outlet Devices 1 Primary 139.90' 12.0" . 45.0' long Culvert RCP, sq,cut end projerfing, Ke= 0,500 Outlet Invert= 139.00` 0.0200 T n= -0.012 Cc= 0.900 Pond 6P: B-5 Inflow Area = 1700 sf. I nfiow Depth = 1 .10" Inf[ow - 0,57 cfs @ 12.07 hrs, Volume= 1501 cf Outflow = 0,58 cfs @ 12,07 hrs, Vol ume= 1 ,538 cf, Men= 01%, Lag^ 0_0 min Primary - 0_58 c#s @ 12.07 hrs, Volume= 1 ,538 of Routing by ter-Ind method, Tama S pars= 5.00-20_00 hTs, dt= 0.05 hrs Peak Epev= 143,88' trrf_Area= 13 sf Storage= 53 cf Plug-Flog detention time= 19.5 mitt calculated for 1 ,533 ef (96 of inflow) Storage a nd vetted areas determined by Prismatic sections Elevation Surf Area I ne. tore C u rn.Store feet s -f€ cubic-feet CU*Jeet 139M 13 0 0 145.00 13 78 78 Primary OutFlow Max=0. 8 cfs @ 12.07 hrs HW=14 _88' =143,82' (Fixed TIN Elev= 143.82') t=Culvart (Controls 0,58 efs) # Roufl n g Invert Outlet Devices 1 Primary 14100' 12.0"' x 9 0.(No ng Culvert RCS`, sq.c ut end projecting, Ke= 0-500 Outlet Invert= 14 ,55' S= 0.00507 n-= 0.012 Cc= 0.900 Pond 6P: B-6 Inflow Area 31 ,800 sf, Intlow Depth = 1.11" Inflow 12.06 hrs, Velums= 2,918 cf Outflow = 1.08 cfs 1 .06 h rs, Volume= 2,862 cf, A#kern= 1%, Lag= 0.1 min Primary 1 .08 cfs @ 12.06 hrs, Volume:-- 2,862 cf outi ng by Sto r-I nd method, Ti me Spa rr= 5_M20.00 Tars, dt= 0.05 hrs 13210 - Past - Stormtech - -gear Storm Type it/ 4-hr Rainfa#=3.?0'0 Prepared by MHF DESIGN CONSULTANTS INC. Page 10 KydrOCA 6A Q ujn 001710 0 1986-202 Applied MKi rocomputer sterns 91 3fO3 Peak Elev= 14 .9 ' urf.Area= 13 sf Sforaqe= 59 d Ptug-F low diefention ti me= 9,6 ruin calculated for 2,862 cf (98 of i of lour) Storage a n d wetted areas determine 6 by P rism atic secti-o n s Eleva#ion Surf.Area I€ c.Store Cum,Store feet s -ft cubic-feet cubic'feet 143.00 13 59 59 145.00 4 17 76 Primary OuMow Max--1,04 cfs @ 12.06 Ctrs H VV=14 ,98' TVV=141 .43' (Fixed TW E Iev= 141 .43') '1= € lvert Controls 1.04 ef s) # Routing I nvert Outlet Devices 1 Primary 142.45' 92.W' x 136,0'r long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outl et Inve rt^ 140,000 = 0.01 B 1 'f n= 0.0 12 Cc= 0.900 Pond 7P: B-7 Inflow Area 2,000 Sf r I nflow Depth = 1 ,711, Inflow w = 0.11 cf-s @ 12.01 hrs, Volume= 285 cf Outflow _ :0 11 cfs @ 12,02 hrs, Volume= 233 cf, Man= 3%, Lag= 0_4 min Primary = 0_11 cfs @ 12.02 hrs, Volu e� 233 cf Routi ng by for-1 nd rr athod, Ti me Spa n= 5,00- 0.00 hrs, dt= 0.05 h rs Peak Kiev= 145.5 ' u rf.Area= 13 sf Storage= 54 cf P Iu g- low detention ti me= 77.2 m in calcu sated for .3 cf (81'/o of i€lf low) Storage and wetted areas determined by Prismatic sections Elevation 3urf.Area Inc-stare um_ WTe feet s -ft b Io-fee# (cubic-feet) W_ 6 13 0 0 147..80 13 84 .84 149,80 4 " 7 401 rimary OuTlow Max=0.10 Gfs '1 .� hrs FIB+=145.51` (Free Discharge) 1=Culvert (Controls. D.10 cfs) _ # Routing Invert Outlet Devices 1 Primary 145.36 12.0" x 108.0' I oreg Culvert RCP, sq,cut and projecting, Ke= 0.500 Outlet Invert= 143.20' -- 0.0 00 'r n= 0-012 Cc= D,g00 Pond 8P; STORMTECH SYSTEM Inflow Area 73,650 sf, Inflow Depth = 1 .7 " i of ow 3.68 cf s @ 12.04 brr>, Volume= 10,547 cf Outflow 2,27 cfs @ 12,14 hrs, Volume 10,542 of, Men= 38%, Lag= 6.0 min Discarded = 0,61 efs @ 11 .70 hrs, Volume= 8,165 cf Primary 1 ,66 ifs @ 12.14 hrs, Voleme= Z377 cf Flouting by to-lead method, Time Spar= 5.00-20_00 hrs, dt= 0,05 hrs 132102 - Post - Storintech - 2gear Storm Type [H 4-hr Rainfa1ly . 10- Prepared by MHF DESIGN CONSULTANTS ING, Page 11 Hk d GCA 6.10 sirs 001710 V 1956-2002 eoMd Micro r Ut-0r SysAeins f f0 Peak Flee= 1 8.70` Storage= 1 ,606 of Plug-Flow detention fi rye= 7_5 min oa iculated for 10,507 cf (100% of inflow) Elevation uM. tore (feet) (cubic-feet), 137,50 0 136,00 406 138.50 1,278 140.50 4,088 141 .00 4,494 143.50 4,525 �carded OutF tow M a =0_6'I cfs 11 .70 hrs I--11 ='I37.59' (FTee Discharge) I=Exfiltration (controls 0.61 cfs) Prima oumow Max=1.64 cfs @ 12-14 hrs H VV.=1 38,6W (Free Discharge) =Orificel ratte (Controls 'i.64 cfs) =061i c rate (Controls 0_ cfs) —Sty a rp-Crested Rectanqu lar Wei r � ontrols 0.00 efs) # Routing Invert Outlet Devices 1 Discarded 0_00' 0.61 cfs E01tra#i o n at all a levati ma e Primary 138.00' 12 V' Ve3 t. orifice/Grate C= 0,600 Primary 130_00' 12.0" Vert. Orifice/Grate G= 0.600 4 Primary 140.401 4-0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End ontracfio€��,�� _ 4 10- gar Storm s s Y NZ .A.- ............ .......... .. ..... --------- Drainaga Diagram for 132102 -Post -Mrn*Kh -10-year Slorm Proprod by MHF DtSR3'N C014SULTANTS INCIL 1312M HyEf pGAM 6-10 bdri 001710 ISM-2(*2 ApNiod ncwornpAtr-Spt�m 132102 - Post - Stormtech - 10-year Storm Type fit 4-hr Rainfaff=4.50' Prepared by iti11HF DESIGN CONSULTANTS INC. Page I HydroCADD 6.10 sin 001710 9? 1986- M2 Applied M[crocomputet Systems _ 912W0 Time spar7T5_00- 0.00 hr , :dt=i3_05 #ors, 301 -p-Dints u noff by SCS TR- 0 method, U H=SC S, Type 11124-hr Rainfa 11=4.50" Reach roufrng by for-10d+Trap,& method - Pond routing by for-Ind method Subcatchment t S. FLOWS TO CB-1 Run-off Area;--I 0,80 st Runoff Depth=3 A I Length=100' Tc=1 ,1 Mtn CN=92 Runoff-- 1 .11 ofs 3,C67 ct S ubcat-chment 2S: F LO ;9 TO C B_2 Runoff Ar-ea=7,000 sf R-unoff Depth=3. " Length=105' Tc=1 ,2 mrn CN=98 Runoff-- 0,78 cfs 2,312 cf ubcateh ment 35: FLOWS TO B-3 Runoff Aron=1 , 83 sf Runoff De =2,92" Leng1fi=130' T0-0_7 min CN=87 Runof#T 1.14 cfa 2,981 11 Subtatehment 4S: FLOWS TO B-4 Runoff Area-200 sf Runoff Depth=3.96" Lengti=14V Tc=0.8 min N=98 runoff- 0.27 cfs 793 ct ubcetch meat 6 : FLOWS TO CB Runoff Area=17,400 sf Runoff Depth= ,13" Length=1SU TG--4.3 min CN=78 Runoff-- 1_11 cfs 3,091 of Sobcatchment : FLOWS TO CB-6 Runoff Area=14,200 sf Runoff Depth=2.21" Length=110' Tc=3_0 min Cal=79 Runetf-- 0.99 cis 2,620 cf S uboatc lament 7S. FLOWS TO B-7 Runoff Area ,000 sf Runofl Depth-2.92" Length=75' 7 c=0,7 m1n CN=87 Runoff= 0_1 15 ofs 487 of S u bcetc hment 83: ROOF Runoff Area-9,600 sf Ru ff Depth=3.96" Length=49' Tc=1 .0 miry 11f-98 Runoff- 1 .08 ofs 3,171 of Sub catchment SS: DIRECT FLOWS TO MAP 1OBAO 6 Runoff Area-"I3,500 sf Runoff Depth,=1 .82" Length=l 50' TO=3_2 rain GN=74 runoff= 0,77 cfs 2,06 of Reach 1 R, 8 LIMMATION AT S ALE TO NORTH Inflow- 3.68 ofs 6,400 cf Outflow- 3.58 cis 6,400 cf Reach 2ft: 15"HDPE D H-1 TO FES-1 FeaX Depth= 0_ ' Max Vol= 5,7 fps Inflow;-- 3,53 ofs 8,965 cf D=15_0" n-0.012 L.=50.0' S=-G_0100 T Capa-&p7.00 cfs outflow- 3,60 ofs 5,965 of Reach 3R: 16"HDPE DMI-1-1 TO STORMTE H bear€ €depth= 0_55' Max Vol= 5.3 fps Inflow- 2,84 ofs 8.429 of D=15_0" n=0.012 L-10.0' S=0_0100 T Capacity=7.00 cfs Outflow-- 2.82 ofs 15,429 of Reach 8R: ROOF DRAIN Weak Depth= 0.46 Max Vel- 4.1 fps In law= 1.08 ofs 3,171 of D=8,9' n=0.012 L= 30_0' S=0.0100 7' Capachky-1 .31 ofs 0td0w= 1.01 ofs 3,167 of Pond 1 P: B-1 Peak Sturagem 59 cf Q 141 ,56 Inflow= 1.11 cfs 3,057 of Primary= 1.11 ofs 3,014 of Outflow= 1.11 cfs 3,014 of Pond 2P: CB-2 Peak Storage= 55 of @ U0_07' lbw- 0,78 cfs 2,312 cf Prlmary= 0.78 ofs 2,248 of Outflow- 0,78 ofs 2,248 of Pond 313: CB-3 Peale Storage= 55 of 140_11' lrrl{ovr= 1.14 ofs 2,981 of Pftary= I.14 cfs 2,928 rf Outflow= 1 ,14 cfs 2,928 of 1321 G - Post - Stormtech - 10-year Storm Type III 4-fir Rainfaff-4. 0' Prepared by MHF DESIGN O LTA T INC. Page H droCA 6.10 eJn 601716 0 1986- 002 Applied Microvom der fgmz 91 )0 Pond 4P: B-4 Peak storage= 63 of @ 140.77' Inflow:- 2.30 cfs 6,389 cf Pdma€y- 2.36 cfs 6,334 cf Outflow= 2.30 ofc 6,334 of Pond SP: B-5 Peak Storage= 65 of @ 143.99' Inflcv.— 1 .11 cfs 3,091 cf Phmary= 1 .11 ofs 3,029 cf Outflcvr-- 1.11 cfs 3,0 O cF Pond GP: CB-6 Peak Storage= 61 cf @ 143. 8' Inflow= 2.09 cfs 5,649 cf Primary 2.08 cfs 5,596 cf Outflow= 2.08 cfs 5,596 d Pond 7P: CB-7 Peals Storage= 66 cf @ 145.57' lnf o w- 6.19 cfs 487 cf l T!mary-- 0_18 cfs 435 cf Oufflovv- D.18 -ufs 435 d P-arid 8P: STORMTE H SYSTEM Peak Storage= 2,537 cf @ 139_27' Inflow= 6_08 -ofs 17,691 tf Discarded= 0.61 cfs 11,71.5 cf Pf ary= 3.63 efs S.965 cf Ouf#low= 4_24 ofs 17,683 of Total Runoff Area 89.150 sf Runoff Volume = 20,573 rf Average Runoff Depth _ .77" 13210 - Post - Stormtech - 10-year Story Type If/ 4-hr Rainfal1=4.50a' P repa red by M H P D E 51 GN CONS ULTA T I _ Page HydroGAEM 6.10 n 001710 1986-2002 Applied MicTocomputer sy&tems 0123103 Si bcatch Cent I ° FLOWS TO CB-1 R u mff - 1,11 cft 12.02 hm, Volume= 3,C67 -of, Depth= 3.41 Runoff tq SCS T -20 method, UH=SCS, Time Spar= ;5.00- 0.00 hrs, cft= 0.05 hrs Type III 24-hr R ainfalt=4,50" Area (sD CN Description 7,900 98 Paved parking & roofs 2,9W 74 .-->75% Grass cover, G000, HSG C 10,800 92 Weighted Average Tc Length Slaps Velocity Capacity Description min) (feat ft#ft ftfse Cfs 0.5 25 0.01:00 0.8 Sheet Flow,, month surfaces n= 0_011 P = 3.1 0,' 0,6 75 0.010D 2,0 Shallow Concentrated Flow, Raved Kv= 20-3 fps 1.1 100 Total ubcat hment : FLOWS TO S- Runoff - 0,78 cfs @ 12.0 hrs, 11dumeT 2,312 cf, Oepth^ 3.9E a' R-unoff by SCS TR-2O method, U H= , Time Spar= 5. --20_00 hrs, dt= 0.05 hrs Type III 24--hr RaMfa11=4.5014 Areas Desk tion 710 9B Paved -parking & roofs To Length Slope Velocity ap;adiy Description (Mt) (ftlft) Utlsa2) (cfs) T 0.6 25 0.0100 0.8 Sheet Flow, month s u rfa s rim O_011 P2= 3.10" 0.7 80 0.0100 2.0 Sftaflow Concentn ted Flow,. Paved # v= 20.3 fps 1.2 105 Total ubca#chment S: FLOWS TO 8- Runoff = 1.14 cfs 12,D1 hrs, Volurne-ft 2,981 cf, Depth= 2.92" R unoff by SCS T R- 0 method, U H , Time Span= 5,00-20,00 hrs, fit= 0.05 hrs Type 11124-hr R ainfal 1=4.59' Areas N Description 6,.850 98 Paved parking & rods 5,400 74 >75 Grass cover, Good, H 12,250 87 Weighted Average 132102 - Post - Stortntech - 10-year Storm Type M 24-err Rainfa]14� 50' Prepared by MIFF DESIGN C0NSULTANTS INC. Page 4 kI droCAM6_10 sin 004719 a 1986-2002 2���� uler S is 9123103 Tc LengthSic-pe velocity} capacity Description rain feet f ft ft/sec cfs 0.3 25 0.0400 1 A Sheet Flow, S mooth surfaces n= 0.011 P = 3.101' 0.4 105 0.0400 4.1 stiallow concentrated Flow, Paved v-- 20.3 fps 0.7 130 Total u be atch meat 4 : FLOWS TO B-4 Runoff -- 0.27 cfs 12.01 hrs, Val ume= 793 0f, Depth= 3.96" Runoff by SCS TP-20 method, UH=SCS, Ti[Me Span= 5,00-20_00 hrs, fit^ 0.05 hrs Type III 24-hr Rainfa11=4,50.1 -Area 0D N. ._ Description _ 2,400 98 Paved perking & roots Tc Length Slope Velocity Cepa&y Descrip0n rn ire feet #tM ft#so� ol's 0.3 25 0.0400 1 .4 h t Flog, month surfaces n= 0-011 P2= 3.10" 0.5 115 0.0400 4.4 Shallow Con-centrated F lGw, Paved Kv= 20.3 fps 0Z 140 Total Subcatchmont SS: FLOWS TO CB-6 Runoff 1A i cfs ig 12.07 hrs, Volume= 3,091 cf, N pth= 2.1 ,L Runoff by SC S TR-20 meth orb, U H=SCS, Ti me Spa n= 5,00- 0.00 h rs, dt^ 0.05 h r~s Type III 24-h r Rainta I1T4.50" Area s N Des cri tion 3,000 98 Paved parking & roofs 14 A00 74 >75% Grass cover, Good, H 17,400 78 Weighted Average Tc Length Slope Velocity Capacity Description min feel ft/ft sec US 3.3 25 0.0200 .'i Sheet Flow, rays: Short n= 0.150 P = 3.10" 1 .0 125 0,0200 2.1 Shallow concentrated Flow, Grassed Mtarva Kv—_15.Ofps 4.3 150 Total u L atch meat 6 ; FLOWS TO C8.6 Runoff 0,99 cfs @ 12,05 hrs, Vol u r ne= 2,620 cf, 1)e p#h= 2.21,E Runoff by 508 TR-20 mothod, U H=SC S, Time Span= 5,00-20_00 hrs dt= 0_05 hrs Type I I 1 24-h r Rai nfeil=4_5011 132102 - Post - Stormtech - 10-area r Storm Type it/ 4-h r Rainfall=4. 0" Prepared by MHF DESIGN CONSULTANTS M , Page 5 drD A 6_10 sin 001710 01986-2002 Applied Microcc u!E S er 91 310 Area (,%.f I c N Deseq Lion 2,800 98 Paved parking & roofs 11 ,400 74 >75% Grass cover, Good H 14, 00 79 Weighted Average Te Len th Slope Velocity Capacity Descrlpt ton rmi feet ftff fYsO s .5 25 0.0400 0-2 Sheet Flow, Grass, Short n= 0.151) P2= 3.10" 0.5 05 0.0400 :3,0 Shallow Concentrated Flow, Grassed l aterwe 1 v-- 15_0 f s _0 110 Total Sub catchment 7 : FLOWS TO B-7 Runoff 0,19 rfs @ 12,01 hrs, Volume= 487 cf, Depth= , ° Runoff by Srs TR- 0 method, 0 H=SCS, Time Spa n= 5.00- 0_DO hrs, dt= 0,05 Firs Type III 4-hr Ralnfa11=4,50" Area (sn CN Description - — 1 ,100 98 Paved parking & roofs 980 74 >75% Grass corer, Good H ,000 .07 Weighted Average Tc Length Slope Velocity Capacity Descripti-an rr� nfa#} fUft f#lse Cfs 0.4 25 0,0 QD 1 .0 Sheet Flow, Smooth surfaces n= 0.011 P2= 0,3 50 0.0200 2,9 Shallow Concentrated Flow, Paved Kv= 20,3 fps 0.7 75 Total ubcatchrnent : ROOF Runoff = 1 .08 ifs 1 .01 hrs, Vol ume= 3,171 cf, Depth= _96' R u noff by SCS TR-20 method, U H= Ti me Sparc= 5.00420.0017 , dt= 0.05 hrs Type 111 4-h r Ra infa 11=4.59' Area (D CN Descrf #ion 0,600 98 Paved parking & ro-ofs T r, Length Slope Velocity Capacitor Descnp#ion (min) (feet (fVftJ fYsep WS) -- 1.0 40 0,0850 0.6 Sheet Flog, S mootli surfaces n= 0.0'11 P = 3_10a, 1 102 - Post - Stormtech � 10-year Storm Type 18 4-hr Rainfaff=4.50jo Prepared by MHF DESIGN OC)NSULTANTS INC. page 6 F1 r A D fn 0 1 "k 1 - � A Ei � N6k roc liter teas 91 3fO u bcat h ment 9 : DIRECT FLOWS TO MAP 108A, 6 Runoff = 0,77 cfs @ 12-06 [ors, Volume= 2,052 cf, Depth= IA2' Ru ruff by SC S TR-20 maf hod, U H=SC S, Ttrne S pan= 5,00-20.00 hrs, dt= 0.05 hrs Type Ilk 4-hr l a irlfall^4.50" AELLsD CN Description 13,500 74 >7 % Grass cover, Good, H Te Length Slope Velocity Capacity Description min feef ftfff fvsec cfs 2.5 25 0.0400 0.2 beet Flow, Grass- Short n= 0_150 P = , 0r, 0.7 125 0,0400 3.0 Shallow Concentrated Flow Grassed Waterway K 15.0 l' s 12 150 Total Reach 1 R. SUM MATION AT SWALE TO N ORTH Inflow Area 75,050 sf, Inflow Depth = f .02" Inflow .0 f s 2,12 lire, Volume= 6A00 cf oufflow = 3.,55 o s @ 12,12 hrs, Volume= 6c400 -cf, Atter= 0%, Lague 0,0 mirl Roufirig by Stor-1nd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Reach ZIP: 15"'HDPE DMH-1 TO FES-1 Inflow Area = 73,650 sf, Inflow ow Depth = 0,97" l of low 3.03 cfs @ 12.12 hrs, Volume= 5 r9155 of 0-Li#flow - .60 cfs @ 1 _12 Ira, Volume= 5,965 0, Atten= 1%, Lag 4 0.3 min Routing by for-I nd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max Velocity= 5.7 fps, Min. Travel Time= 0_I -m9n Avg_ Velocity = 3.2 fps, Avg. Travel Time= 0_3 miry Peak Depth= 0.64` Capacity at ba nk fu 11= 7,00 e Inlet Invert= 137,90', Outlet Invert 't 7.40' 15,0" Diameter Pipe n= 0.012 Length= 50.0' Slope= 0.0100 'r idea cat R: 15"HDICE DMH-1 TO STOR TE H l nflow Area = 27,400 0, Inflow Depth = 3,5F Inflow 2,84 Us 0 12.02 hrs, Volume- BA29 cf Outflow = 2.82 Gfs @ 1 _03 hrs, Volume= 8,429 cf, Atten4 1°l�F Lag= 0.1 min Routi ng by for-Irid+Trans method, Time S pan= 5.00-20.00 hrs, dt- 0,05 hrs Marc, VelOCity= 5.3 fps, Min, Travel Time= 0.0 man Avg_ Velocity T 2_0 fps, Avg Travel Ti me= 0_1 rn in 132102 - Post - Stormtech * 10-year Storm Type III 4-hr Rarrtfa]1=4, " Prepared by I N F DESIGN CONSULTANT INC- Page 7 H dro A 6.10 s1re 001710 (D19 -2002 A lied Micromm uter Systems Peak Depth= 0.55' . Capacity at bank full= 7.00 cfs n let I rive rf= 13 B_1 T, 0 utlet Invert= 138.07' 15.0" Diameter Pipe r7-m 0_012 Length= 10_0' slope= 0_0100 T Reach 811; ROOF [BRAIN Inflow Area _ 9,600 sf, inflow Depth = 3_96" Inflow = 1 .08 cfs @ 12.01 Ears, volume= 3,171 cf Outflow 1 .01 cfs 12.04 hrs, Voluma= 3,167 cf, Men= 7%, Lague 1.9 MM Routing by ter-trod+Trans method, Time Span= 5.00-20.00 hra, d#: 0.05 hrs Max_ Velocity-- 4.1 fps, Miry, Travel Time= 0,0 miry AvOi. Velocity = 1.7 fps, Avg_ Travel Ti rne= 2.3 ml r5 Feak Depth= 0.4 ' Capacity at bank full= 1.31 cfs 8,0" Diameter Pipe n= 0_012 Length= 230.9 lope= 0.0100 7 Pond IP: B-1 Inflow Area = 10,800 sf, Mow Depth = 3.41" lnflow = 'k.I I cfs @ 12.02 In rs, Volume= 3,067 of outfi-ow = 1.11 cfs @ 12M tars, Volume- 3,014 cf. Men= 0% Lag= 0,1 min Pdmark = 1 .11 cts @ 12.O2 hrs, Volume^ 3,014 cf Pouting by for-Ind method, TimeSpan:;: 5.00-20.00 hrs, dt= 0.05 hrs Peak Bev= 141.5 ' SerfArea= 13 sf Storage= 59 cf Plug-Flow detention time= 13.7 min calculated for 3,014 cf (98 of inflow) Storage and wetted areas determined by Pr smafie sectforrs Elevation Surf.Area Inc..Store CUM.Store leet s -ft cubic fee cubic-feet 137.00 13 0 � 14 _00 13 78 78 145.E 2 15 03 Primary OutFiow Max=1.06 ots @ 12.02 hrs I--W= 141.53' TVV=140.02' (Fixed TW Elev= 140,02`) t-i=Culvert (Controls 1.08 cfs) # Routing Invert o uttet Devices 1 Primary 141 .00' 1 .0" x 11 .0' lar g Culvert RCP, sq.cut end projecting, I e= 0_500 Outlet Invert= 139_00' = 0,0179 7 n= 0_012 c= 0,900 Road 2 13: B- Inflow Area 7,000 sf, Inflow Depth = 1g6" Inflow - O,78 -cfs @ 12.02 'hrs, Volume= 2r312 cf Outflow = 0.7B cfs @ 12.02 Ears, Volume= 2,248 cf, Atten= 0%, Lag= 0.0 min Primary - 0_78 cfs 12.02 hrs, Volume= 2,2415 rf Routing by to-Ind method, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs 1 210 - Post - Stormtech - 10-yoar Stonn Type Grit 4-fir Riainfaff-4 0' Prepared by DARE DESIGN CONSULTANTS INC. Rage 8 I I droGA 6.10 i�fn DO 1710 P 19 -2B02 ipplied Microcomputer Systems 9 3f03 Peak Bev= 140.07` u rf,Are s= 13 sf Siorage= 65 ct Rog-Flow detention ti me= 22.5 rain ealcu laced for 2,248 cf (97% of inflow) Storage and wetted areas determined by Pfis vatic sections Elevation urf.,krea In c,Store u M_Store (feet) (s_ -f cubi fee (ou bic-feet) 1 5_10 13 0 _ 0 14100 13 90 90 144,50 2 19 108 Primary Outftow Max=0,77 cfs @ 12.02 hrs W&I40.06' TVV=140.0 ' (Fixed TW Eiev= 140_02') 1�—I=Culvert (Controls 0,77 cfs) Roytt Invert Outlet Devices I Primary 13g_1 0' 12,0" x 5.0' long C ulvert R C P sq_cat end pro)ecting, fie= 0.500 Outlet I nvert= 139.00' 8= 0.0200 T n= 0.012 Cc= 0.900 Pond 3PA, B- Inflow Area W 12,250 sf, Inflow Depth = 2. 2„ Inftew - 1.14 cfs @ 12.01 hrs, Volume= 2,981 ef 0010 _ I.14 efs @ 12.01 h is, Vol u me= 2,928 cf, Alta n= 0%, Lag= 0.0 min Primary} -- 1.14 cfs @ 12.01 hrs, Volume= 2,928 cf Ro-Ang by Star-1nd method, Time Spar= 5.00-20 M hrs, dt= 0.05 hrs Peak Rev= 140_11' u rf.Area= 13 sf Storage= 55 cf Plug-Flow detention time= 12_5 min calcutated for 2,928 cf (98 et frflow) Storage a nd wetted areas determi nee by Pris matic section s Elevation Suri.Area Ine. tore cam.store feet s -ft Cubl -feet cubic4eet 1 5.90 13 0 0 141 ,00 13 60 66 143.05 2 15 82 Primary 0utRow Max=I I 1 efs @ 12,01 hrs IOW=140.1 T T1 =140_02' (Flied TVV E[ev= 140_02') 1=Culvert ( ontroIs 1 .11 efS) # Routing €avert Outlet Devices 1 Primary 139.05' 12.0" x 5,0` I ors g Culvert R CP, sq,out end projecting, Ike= 0.500 Outlet Invert= 139.00' = 0.0100 'r n= 0_012 c= 0.900 Pond 4P: B-4 Inflow Area 34,000 sf, Inflow Depth = ,25" Inflow = 2,30 cfs @ 12.06 hrs, Volume= 6,359 cf outflow 2,30 cfs @ 12.06 hrs, Volume= 6,334 cf, Mien= 0%, Lag= 0.1 ruin Primary _ 0 ds @ 12.06 hrs, Volume= 6,334 cf RcutFng by ter-Ind method, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Prepared by MHF DESIGN ONSU _TA T INC. Rage 9 tydroCADO 6-10 sin 001 710 9) 1986-2002 Applied MiGrocor uter stern$ 9123103 Peak Elev= 140.77' urf.Area= 13 sf turageR 63 cf Plug-1=low detention t me= 6.3 min ua Iculated fcr 6,313 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf,Arsa ino. #ore urn- tore (feet) -ft cu bio-feat cubic-feet 135,90 13 fl 0 143,50 13 99 99 145.50 4 17 116 Primary OutFtavw Max= _27 efs @ 12.06 hrs HVV= 140,76 TVV=140.02' (Fixed TVV Bev= 140,02') 1-1=Culvert (Controls 2.27 ofs) Routing Wert Outlet Devices - 1 P rfm a ry MAD' 12.0" x 45.0' long Culvert RCP, sq_cut end projecting, I' e= 0.500 Outlet Invert= 139.00' 5= 0_0200 T n= 0,012 Cc= 0,900 Panel SP: B-5 I nflow Area = 17,40D sf. Inflow [depth = 2.13" Inflow - 1,11 cl's @ 12.07 hrs, Volume= 3,091 cf Outflow = I A I efs @ 12 M hrs, Idol ume= 3 r029 cf, Atte n R 0%, Lag= 0.0 rain P(i me ry - 1-11 cfs a 12.07 firs, Vol urneT 3,029 d Routing by for-Ind method, Time Span= .00-20.00 hrs, dt= 0,05 hrs Peak Elev= 143_99' urf.Are - 13 sf Storage= (55 of P lug-Flow detention time= 11 .8 rain eiaIculeted for 3,019 cf (98% of inflovw) Storage and wetted area s determ ined by P rismatic secfbn s Elevation Surf-Area Inc_ tore Curn,Store feet s -#t (cubic-feet) cubic-feet 139,00 13 0 0 14 .00 13 76 78 147.00 4 17 95 Imay OuIRow a)c=1.07 c 1 .-D7 his HW=143,98' TVV 143.3 ` (Fined 7 Elev= 1Q,8 ') =Culvert (Centro1s 1,07 efs) _ # Rooting Invert Outlet Devices 1 Primary 143.00' 12.0"' x 90.0' long Culvert R P, sq,cut e 1 ro ectirtg, I e= 0,500 Outlet Invert= 142_55 = 0,0050 T n= 0-012 c- 0.900 Pond 6P; B-6 Inflow Area - 31 ,600 sf, Inflow Depth = 2,15" Inflow - 2,09 cfs @ 12. hr-s, Volume= 5,649 cf Outflow 2.08 cfs @ 12, hrs, 17ofurne= 5,696 of. Atten= 0%, Leg= 0,0 miry Primary = 2,08 of-s a 12.05 [ors, Volume= 5,596 of Routing by for-Ind method, Time Span= 5.00-20.00 hrsr dt= 0-05 hrs 132102 - Post - Stormtech - 10-year Storm Type W -hr Rainfall= .50" Prepared by MHF DESIGN CONSULTANTS INC- Page 1 a HydrqCAD015.10 sirs DD 1710 911986-2002 Applied Ecrororo liter Systems _ 9123103 Fleak Bev= 143.26' Surf.Area= 12 sf Storage= 61 of PI ug-Flow detention time= 5,8 m Ire calcul ated for 5,596 cf (99° of Storage a nd wetted areas date rrni ned by Pry smatic sections E levaf on Surf.Area Inc_ tore curn.store (feet) -f# eubio`feet cab is-feet 13&45 13 0 0 143.00 13 59 59 145.00 4 17 76 Primary OutFlova Marc=2,02 cfs @ 1 .06 hrs HW=143_24' TVA=141,43` (Fined TVV Elev= 141.43') t_l= u Iver t (Controls _02 cfs) # Routing Invert OuVet Devices 1 Primary 142.45' 12.0'* x 13&0' long Calvert RG P, sq.cut end projecting, # = 0.500 Outlet Invert= 140.00' = 0.0181 'r n= 0.01 0,900 Pend 7P: B-7 Inflow Area 2,000 sf, l-nflow Depth = 2,92" Inflow - 0.19 cfs @ 12,01 lirs, Vol u me= 487 of O utflnw = 0.13 efs @ 12.01 hrs, Vol W Me= 435 of, Men= 1 , Lag= 0-2 m i r Pi i nary 0.15 cfs @ 12.01 hrs, Vol u me= 435 cf Routing by to F-Ind method, Time Spa n= 5. 2 _t lh ra, dt= 0M hrs Peak Elev= 145.57' urf.Area= 13 sf to€a-ge= 55 cf Plug-Flow detention time= 56_7 min calculated for 43S cf (89% of inflow) Storage and wetted areas determined by Prismatic serf io-ns Elevatlor Surf.Area Inc. tore Curn.Store (feet) (sq-ft),-- (cubic-feet) . ..... oubio<fe�� 141.36 13 -... . 0 0 147,50 13 84 84 149_80 4 17 101 Primary outFlo w Max=O,17 cfs g 12.01 hrs HW=145.56' (Free Discharge) 1 oCulvert ( ontrcls 0,17 cfs) _ # RoutinD Invert Outlet Devices..._..._ 1 Primary 145.36' 12,0" x 188.0' Ion g Culvert RCP, sq.cut end projecting, Ke= 0_500 Outlet Invert= 143.20' S= 0.0200 ? n- U 12 Cc= 0.900 Pond 8P: STORIVITECH SYSTEM Inflow Area = 73,650 sf, Inflow Depth = .86' Inflow = 6.08 cfs @ 12.04 hrs, Volume= 17,691 of Outf#ow = 4,24 s '12.1 hrs, ciume= 17,13-8 Cfr Attu= 10, La 4, rn Di sea riled 0.61 cfs @ 11,56 hrs, Volume= 11 ,718 cf Primary = 3,63 ofs @ 12A2 hrs, Volume= 5,955 of Routing by for-Ind method, Time Spar= 5.00-20,00 hrs, pit= 0.05 hrs 132102 - Post - Stormtech - 10-y ear Storm Type III 24-hr Rainfaff= .500r Pmpared -by MHF DESIGN CONSULTANTS INC. Page 1 I Hydro CADS 6.10 sin 00171 C 0 1986-200 Applied Wr000reputer ?ystems 9) ,310 Peak Bev= t 9_27' Storage= 2,5 7 cf PIug-Flow detention time= 7_7 min calculated for 17,625 rf (100 of inflow) Elevation CUM.Stora feet cubic-feet 137.50 0 1 9-00 406 138_50 1,278 139.00 2,114 140.M 3,580 140.50 4,088 141 .00 4,494 143.50 4,52 ascarded OutFlo w Max=0.51 cfs @ 11 .55 hrs H =1 7.57` (F ree Di scharge) -4=ExH1trafion (COMAS OZ1 cfs) Primary Ouffl ow Max= _54 cfs @ 12.12 hrs IOW=139,25' (Free Discharge) =00ficef rate (Controls 3,28 ds) 3=O rificelG rate ( cntrots 0,27 cfs) =S harp-Crested Rectanqular Weir ( onlrols 0_00 s) # Routing Invert Outlet Devices -- 1 Discarded..... 0.00' 0.61 efs E01tra#ion at all elevations 2 Primary 1 &00' I M" Vert. Orifice/Grate C= 0.600 3 Pfimary 1 9.00' 12.0" pert. Orifice/Grate C= 0,600 4 Primary 140.40' 4.0* long x 1.0" high Shafp-Crested Rectangular Weir 2 End Contraction(s) 1 -Year toy_ it ur = r \L L- N7 R::; ------ Z- I PN ---------- r Dpairmge Diagram for 132102 - Post -Stormloub -I 00-Yea F SWIM Praper-od by MHF OESIGN CONSULTANTS INC. 9)231 H & 6.10 shi 001710 �1966-2W2 Appried Mirrouc p er-SyMom 13210 - Post - Stormtech - 10Q-year Storm Type It/ 4-h r Rar`r>fad= .40j' Prepared by MHF DESIGN CONSULTANTS INC. Page 1 HydraCAOM 6.10 sJn 001710 0 1986- 002 hod Microcvr �-er stems 9 3{03 Time span=5.00-20,00 h rs, dt,0_0 hrs, 301 points Runoff by SCS Tip-20 methad, UHT SCS, Type III 4-hr Rainfall=6_49„ Rea ch routi u g by for-tr d+Tra ns method - Pond routing by Stor-1 nd method Sub ca#-ch,rne rot IS-. FLOWS TO B-1 Runoff Area=10,800 sf Ru f€ Depth=5.1.6" Length=100' Tc=1 .1 mint CN=92 Runoff= 1 ,54 ofs 4,644 of Bulb-catcbm-ent 25: FLOURS TO 13-2 Runoff Area=7,000 sf Runoff Depth=6,59" Length=105' Tc=1 ,2 mh G N=98 Runoff-- 1.11 cfs 3,321 cf SubGatchment 38. FLOWS TO CB-3 Runoff Area=1 , 50 sf Runoff Depth-4.$4" Lend=130' Tc-0.7 min CN=87 Runoff-- l ,76 cfs 4,732 cf uhr.atchment 4 : FLOWS TO C 8-4 Runoff Area ,400 sf Runoff Depth=5.5g" Len0=140' Ta=0,6 min CN=98 Runoff= 0,39 ofs 1,189 cf u#catc-hment SS: FLOWS TO CB-5 Runoff Area=l7,400 sf Runoff Depth-5.59" Lengths=150' Tc=4_3 min C N1R78 Runoff- 1 .90 ofs 5,345 of ubcatchment 6 : FLOWS TO B-6 Runoff Area=14,200 sf Runoff Dapth=3.7g" Length=I10' Te=3_0 min CN=79 Runoff 1 .67 afs 4,484 of ubcatchment 7 : FLOWS TO R-7 Runoff Area= ,000 sf Runcfl` Depth-4.64" Lengi h=76' Tc=0.7 rein C N=67 Runoff- 0.29 cfs 773 of Subuatchment 83: ROOF Runoff Area=9,500 sf Runoff Depth-5.09" Length=40' Tc=1.0 rain C N=98 Runoff- 1.54 ofs 4,554 of Subcatchment J : DIRECT FLOWS TO MAP "I08A, 6 Runoff Area=13,500 sf Runoff Depth=3,29" Lenpth=160` Ta=3,2 min N:=74 Runoff--- 1.39 cfs 3,699 -Cf Reach 1R: SUMMATION AT SWALE TO WORTH Inf<iovr-- 7.01 cfs 12,527 cf Q f ow- 7 A 1 afs 12,527 cf Reach 2R: 16"HDPE D H-1 TO FE -'t Peak Depth= 1 .01' Max el= 6.6 fps Inflow= g_87 ofs. 11 ,805 of D-15,0" n 0.01 t_=60.0' =0.0100 T apao€ty=7.00 ofs Outflow- 0.8,E ofs 11 ,805 0 Reach 3R: 15"DOPE DMH-1 TO TORMTECH Peak Depth= 0.00' Max Vet= 5.9 fps Inflow= 4.07 cfs 12,896 cf D=16_0" n=0.012 L=10.0' =0.0100 7 apaC 7.00 cfs Oudow= 4.05 cfs 12,895 cf Reach BR: ROOF DRAIN Peak Depth= 0.67' Max Vel- 4.2 fps Ike+,- 1 .54 cFs 4,554 of D=8A` n=O.0 12 L= 30.0" S=0.0100 T Cupad#y=1 ,81 cfs Ouffow- 1 .33 cfs 4,549 of Pond iP: C134 Peak Storage= 51 el a 141 .69' Inflo w= 1 .64 ifs 4,544 -cf Prim ary= 1,64 ofs 4,591 0 C Flo w= 1 ,04 cft 4,591 -of Pond 2P: CB-2 Peak toraiga= 65 cf Q 140.11' In low= 1 .11 0-s 3,321 of Pfimmy= i_11 oft 3,266 cf Dutflow= 1 .1 f cfs 3,266 of Pond 3P: CB-3 Peak ;Storage-- 68 cf Q 140_ 4" Inflow-- 1 .76 cfs 4,732 0 Primarr 1.76 cfs 4,679 cf Oudow-- 1 .76 cfs 4,679 of 10 - Post - Stormtech - 100,year Storm Type III 4-fir Rarnfa#=15_40" Prepared by MHF DESIGN CONSULTANTS INC. Page Hydro A 6,10 Wn 001710 P 1986-2082 Ned Microcomputer teens 9 10 Pool 4P: CB-4 Peak Storage= 72 of Q 141.43' Inflow= 3.86 ofs 10,552 of PrIma 3.84 efs 10,798 cf Outflow= 3.84 cfs 10,79a CC Pool SP: CB-5 Pea k Storage;- 67 cf @ 144.17' Inflow= 1 .90 cfs 5,346 cf POmoiy= 1 .!90 efs -5,283 cf Outflow-- 1 .90 rfs 5,283 cf Po rid GP. CB-6 Peak Storage= 66 of @ 143.82' Mow= 3.55 cfs 9,75 7 cf I Pima 3.54 cfs 9,714 cf Out#bw= 3.54 cfs 9,714 cf Pond 7P: CB-7 Peak Storage= 55 of 145_.62' Mow- 0.29 cfs 773 cf Prima,+= 0,29 cfs 728 cf Outflow-- 8.29 c#s 720 of Pond SP: STORMTECH SYSTEM Peak Storage= 3,439 of 139.90' Inf owx! 9_30 ds 27,872 cF Discarded= 0.61 ofs 16,0 rf Prk -a = 6.67 oft 11 ,806 cf Outflow- 7.48 cfs 27,869 cf Total Runoff Area = 89p 158 0 Runoff Volume = 32,592 cf Average Runoff Dept} = 4.40" 13210 - post - Stormtech - 100-year Storm Type III 4-hr Rainfaflm6_400? Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydrocA 6 A0 n 001710 0 199-6-2002 Applied Microcomputer Systems _ _ .. .. .. 9123103 u be atchment 1 S.r FLOWS TO B-1 Runoff 1.54 cfs @ 12.01 hrs, Vol u me= 4,644 of r Depth= 5.16ti Runoff by SCS TR-20 method, UH=SCS, 7ime Spanm 5- -20.00 h , dt= 0-05 hrs Type 11f 2 -hr Rainfafl=6.4014 Area (sn M Description 7,900 98 Paged parking & roofs 2,900 74 >7 5% Grass cover uud H 10,800 02 Weighted Average Te Length Slope Velocity Capacity Description miry) (feet ftJfi Mlsec cfs 0-5 25 0.0100 0_8 Sheet Flow, moeth surfaces = 1 P2= 3,10" 0,13 75 0.0100 2.0 Shallow Concentrated How, Paved Kv= 20-3 fps 1A 100 Total ubcatch ent 2 : FLOWS TO B- Runoff = I-91 cfs @ 12.02 hrs, Volume= 3521 d, Depth= 5, 0" R uncff by SGS TR-2 0 method, U H=SC S, Time Sp a-n= 5.00- 0-00 hrs, dt= 0.05 h rs 'hype IM 24-hr Rainfall-6_40" Area A GM Description 71000 08 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) Meet) ftfo (fUsec T 0.5 25 0,0100 0.8 Sheet ITlo w, Smooth sur#a s n= 0.011 P2= 3.10" 0.7 80 0.0100 -0 Shallow Concentrated Flow, Paved i 20.3 fps -- .1 .2 105 Fetal u bcatch meat M. FLOWS TO B- R u noff = 1-76 cfs &D 12.01 hrs, Volume= 4.732 cf, Depth= 4.64" unof€ by SCS TR-20 method, UH=SOS, Time Spar= 5M-20,00 hrs, dt= 0.05 hrS Type Ill 24-hr Rainfall=0.40" Area sf Desodption _ 6,850 98 Raved paTcing & roofs 5,400 74 >75% Grass corer, Good H 12,250 87 Weighted Average 1 210 - Post - Stormtech - I00-year Storm Type III 4-hrRainfal1=6.40" Prepared by M HF DESIGN CONSULTANTS INC- Page 4 Hi d«CA 6.10 sfn 001710 Q 198C-2002 Applied,Microcomputer SKstems Tc Length Slope Veloclty Capacity Deseriplion (min) (feet) tuff fuse Cfs 0_3 25 0.0400 1.4 Sheet Flog} Smooth s u daces ri= 0.011 P2= 3,10" 0A 105 0.0400 4.1 Shallow Canuentrated Flow, Paved Kv= 20.3 f 0,7 130 Total Sub catchment 4S: FLOWS TO CB-4 Iotancf# = 0,39 ds @ 12.01 hrs, Vnlume= 1 ,139 of, Depth= 5.69' Runoff by SCS TR- 0 method, UH=SCS, Time Spa n= b,00-2 D,O0 hrs, dt= 0.05 hrs Type tit 24-hr I ainfal l=6_400 Areassn CN Description 2,400 98 Pavers parking & roofs Tc Length Sbpe Ve to ty Capacity Description rain foe# fVft ftlse� cfs 0.3 25 0.0400 1.4 Sheet Flow,. Smooth surfaces n= 0.011 P2= 310" 0. 115 0.0400 4.1 shadow Concentrated Flow, Paved v-- 20.3 f U 140 Total ubcatch meat SS-. FLOWS TO B-6 Runoff -- 1 .90 ifs 12.05 hrs, Volume= 5,345 cf, Depih= 3.69„ Ru noff by SCS TR- 0 method, U H= C S, Ti me S pa n= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.49„ Areas N Descri #ierr ,000 08 Paved perking & roots 14,400 74. ......>75%, Grass cover, Good, H G C 17,400 70 VVeig hte d Average Tc Length Icpe Velocity Capacity Deseriptlorr rrri feet fllft ftfso ef, 3.3 25 0.000 Q,1 Sheet Flow, Grass; Shod n= 0_150 P = 3, 10" 1 .0 125 0.0200 2A Steal l ow Co nce ntrated F low, Grassed Waterway v= 9 5_0 fps 4.3 15.0 Total ubcat h ant 6 : FLOWS TO CB-6 Runoff 1.67 efs @ 12.05 hrs, Volume= 4,484 cf, Depth= ,79" Renoff by SCS TR- 0 method, U H=SOS, Time :parF-- 5-00- 0.00 hrs, dt= 0.05 hTS Type 11I 24-hr lea infa 11=6,40" 132102 - Post - Storriatech R 1:00-year Storm Type 11f 4-hr Rein ff=6_40" Prepared by MHF DESIGN ONSULT T INC. Page 5 �jydro A ,10 *M 001710 Q 1986-2002 Applied Mivacompt&er aSterns 9123M Area �sq CN Desch ption ,B00 98 Paved parking & roofs 1 40D 74 >75% Grass corer, food H 14,200 79 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) LfUft) ftgec cf _ ,5 25 D.D400 0.2 Sheet Flow, Grass; Short n= 0.150 P2= 3.10" 0.5 85 0-0400 3.0 hakl low Co nce ntra to d PI ow, Grassed VVaterway Irv= 15.0 fps 10 110 Total ubcatchmeat 7 : FLOWS TOCB-7 Faun-off = 0. -9 ds @ 12.01 hrs, Volume= 773 ef, Depth= 4_64" Run-off by SGS TP- 0 method, UH=SAS. Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 4-hr l alnfall=5.40" Area s N DescripfiDn 1,100 98 Paved parking & roofs 900 74 >75% Grass cover, Good H 2,000 87 Weighted Average Tc Length Slope VelDcfty Capacity Description (miry) feet) (fY (fusee) (cfs 0.4 25 0.0 0O 1.0 Sheet Flow, Smooth s urfa s n^ 0_0'1'1 P = 3.10,r 0,3 50 0.0200 _9 Shallow Concentrated Flow,. Paved v= 20.3 f s 0.7 75 Total ubearte h iment : ROOF Runoff - 1,54 ofs a 12.01 firs, Vol urge= 4 r554 d. Depth= 5.69" Runoff by SGS TR-20 method, UH=SCS, Tj me pan= 5.00-20.00 hr:s, dt= 0.05 hrs Type III 24-h r Rai-nfell=6.40" Area (sf) CN Description T 9,600 98 Paved parking & roofs Tc Length Slope Velocity Capacity Descripflon (rain L#eet) (ft/ft) (Wsec) (cfs) 1 .0 40 0.0050 0.6 S!heet F I ow, month su rfac-es o= 0.011 P = 11 D" 132102 - Post - Stormtech - 100-year Storm Type ill 4-fir Rarrr fi= .40 Prepared by MHP DEStGN CONSULTANTSINC- Page 6 droCAM 6.10 sirs 001710 Q 1986-2002 Applied Microcomputer to rns 912.3103 ubcatuhmerit G : 131RE T FLOWS TO MAP I08A4 6 Runoff 1 _ g efs @ 12.05 h rs, Voturne= 3,699 Of, Depth= 3.2 gra R unof# by SCS T I -2-D m elhod, D H=8C S, Ti me Span= 5_00-20.00 h rs, dt= 0.0,E hrs Type Ill 4-hr Rainfall=6.49' Area (sf) D N Description - 13,500 74 >75% Grass cover, Geed, H Tc Length Slope Velocity Capacity Description .._(ruin) (fgetl.__ (fit) {ftlsecj (00-----_...... .5 25 0_0400 0.2 Sheet Flow, Grass: h art n= 0,150 P2= _10" 0.7 125 0,0400 _0 Shallow Concentrated Flow, Grassed WateFKv= 15.Ofps- 32 150 Total Reach I : SUMMATION AT SWALE TO NORTH Inflow Area = 75,650 sf, Inflow Depfh = 1_g0" Inflow w — 7.01 cfs 12_10 tars, Voiuma= 12,527 of Outflow = 7.01 ofs 12.10 hrs, Volume= 12,527 of, Ater}= 0%, Lag= 0.0 roan Routing by for-I n d+Trans method, Time Span= 5.00-20.00 errs, dtR 0.05 h rs Reach 2 : 15"HDPE DMH-1 TO EE -1 Inflow Area = 73,550 sf, Inflow Depth = 1.92,E Inflow 6,87 ofs 12.10 hrs, Volume= I I ,BC6 of Outflow = 6_85 of 12,10 hrs, Volume= 11 ,806cf, Atten= 0 , Lag= 0.2 rain Routing by Star-1nd+Trans method, Time Span= 5.00-20.00 hrs, di= 0_05 hrs Marc. Veloci = 6.5 fps, Min. Travel Tire= 0.1 min Avg. Velocity = 3.2 fps, Avg. Travel Time= 0-3 min Peak Dopth= 1 ,01' Ca pia-city at bank ftf ll= 7.00 ofs In let 1 nvert= 1 7.90', Outlet I nvert= 137,40' 15,0" Diameter Pips n= 0.012 Length= 50,0` Slope= 0,0100 7' Reach 3R; 15"HDPE DISH-1 TO STORNITECH Inflow Area 27,40D sf, Inflow Depth - 5.43' Inflow — 4.07 ofs a 12.02 hrs, Volume= 12,396 of Outflow = 4.05 cfs @ 12.02 ITS, Vdume= 12 P 395 cf, Atten= 0%, Lague 0.1 min Routing by SlurInd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 firs Max- Velocity= 5.9 fps, Min. Travel Time= 0,0 r rn Avg. Velocity = 2.3 fps, Avg. Travel Time= 0.1 resin 132102 - Post - Stormtech - 100-year Stone Type off 4-hr Rainfall=6_40 jp Prepared by MHFDESIGN CONSULTANTS INC. Page 7 Hydr-q ADD 6.10 sln 001710 Er 1986-2= Applied.Micrccorxr titer Systems 91 f0'3 Peak Depth= 0.68' apac€ty at hank full= 7.00 cfs Inlet I nnert= 13 8.17`, Outlet Invert= 138.07' 15.0" Diameter Pipe n= 0.012 Length= 10.0' Slope= 0.0100 7' Reach OR: ROOF DRAIN Inflow Area = 9,500 sf, Inflow Depth = 5.69 ` Inflow 1.54 efs @ 12.01 hrs, VOIUMe= 4,554 of Outflow - 1.88 s 1 .04 hrs, Vclurrre= 4,540 cf, Atten= 14%, Lag= 1 ,8 rein Ro u4Ing by , to-1 ndi+Trans method, Time Spa ^ 5.00- 0_00 hrs, dt= 0 05 hrs Max- Velocity= 4.2 fps, Min. Travel Time= 0.1a min Avg. Velocity = 1 ,8 fps, Avg. Travel Time 2.1 miry Peak Depth= 0.67' Capacity at bank ful I= 1,31 cf s 8.-" Diameter Pipe n= 0.012 Length= 80.0' tope= 0.0100 7 Pond 1 R: C B-'I I nfiow Area 10,800 sf, Inflow Depth = 5.18,r Inflow -- 1.64 efs Q 12.01 Errs, Volumew 4,644 cf outflow = 1,64 cfs @ 12.02 hrs, Volume= 4,591 cf, Atten= :011%, Lag= 0.1 miry Primary -- 1.64 cfs a 12-02 hrs, Volume= 4,591 cf Imo'ooti n-g by for-I nd method, Time Spar= 5_M20.00 hrs, di= 0.05 h rs Peak Elev� 141 .69' Surf.Area= 18 sf Storage= 61 cf PI ug-Flaw detention time= 9.7 rrri n ca Icu Wed for 4,591 cf (00 0 of i nflew) Storage and wetted a real determined by Prismatic serticns Elevation Surf.Area Inc.Store Corn. fare (feet) (sq-ft) (cubic-feet) (cubic-feet} 1 7_00 13 0 0 143,00 13 78 78 145.00 2 15 93 Prim" OuMow Max=1 .57 cfs @ 12.02 hrs HW=141_67 TVV=140.02' (Fixed TVV Elev= 140.0 ') t--1=C u Inert (Controls 1 .57 s) # Routing Invert CutM Devi -s 1 Primary 141 .00' 12.0" x 912.0' tong Culvert FRCP, sq_cut end projecting, Ike= 0.500 Outlet Invert= 139,00' = 0.0179 `r rr= 0.012 Dc= 0.900 Pond 2P- B- Inflow Area mm 7,000 sf, Inflow Depth = 5,69„ Inflow = 1.11 efs @ 12,02 hrs, Volume= 3,321 Cf outflow = 1.11 ofs @ 12.02 hrs, Volume= 3,256 cf, Atten= 0° , Lag= 0.0 min Primary 1.11 cfs @ 12.02 hrs, Volume= 3,256 cf Rcutfng by to-Intl rnethcd, Time Span= 5.00-20.00 hrs, dt7-- 0_05 hrs 132102 - Post - Stormtech - 100-year Storm Type 1f1 -hr Rainfa#1 6.40" Prepared by MHF DESIGN CONSULTANTS INC- Page 8 HydroCA€ E�6_10 sin 001710 0 1986-2002 Appiied MiDrocomprger Systems _................9123103 Pea k E leer= 140.11' S u r#,Area= 13 9f Storage= 65 Cf Plug-Flow detention time= 16_3 miry caIcufated for 3,258 cf (98° of inflow) Storage a n-d wetted areas deteM reed by Prismatic secticn.5 Elevation Surf.Area I n e. tore u-m_Stone #eet :S -ft (cubic-feet) Cubic-feet 135.10 13 0 0 142.00 13 9D 90 144.50 2 19 10-B Primary OutFlow I ax=1 .09 cfs @ 12.02 hrs HVV=140-1Y TVV= 140.02' (Fixed T 1 Elav= 140_02`) ' =Culvert ( Controls 1.09 cfs) # Routing Invert Outlet Dev- s _ 1 Primary 1 9_10{ 12.0" X 60 Eon-9 U'Vert P C P r sq.cut end projecting, Ike= 0, 00 Outlet Invert= 1 9_00' S= 0.02007 n= 0.012 Go= 0.900 Pond 3P. B-3 Inflow Area = 12,250 sf. Inflow Depth = 4,64a' Inflow 1 .70 cfs @ 12Z I Cars, Volume= 4,732 cf Outflow 116 s @ 12.01 hrs, Volurne= 4,679 cf, A€tern= 0%, Lag= 0_1 mars P6mary = 1 .76 ofs Q 12_01 hrs, Volume= 4,579 cf Routing by to-I€ d method, Time Span= 5.00-20.00 Cars, dt= 0.05 hrs Peak Elev= W-24' u rf.Area= 13 sf #orage; cf P lug-F low detention ti€ne= 0.9 min oa lru lated for 4,679 cf (99% of i rif low) Storage and wetted area s deterrn Inedi by Prl smatie sectae n s Elevafac n Surf.Area Inc-Store Cum.Slore _ (feet) (sg-!9 (cubic-feet) (cu bi feet) ! 135.90 13 0 0 14 1 .00 13 06 66 143.05 2 15 82 Primary OutFtowa Max=1.70 efs @ 12.01 hrs HVV=140.22' T =140.02' (Fixed T f Eleven 140.02') = u lvert (Controls 1.70 cfs) Rooting Invert Outlet Devices "I Primary 139.05' 12_0" x 6_0+ long Culvert RCS', sq.cut end projecting, Ike= 0. 00 Outlet Invert= 139.09 S= 0.0100 '1' n= 0.012 Cc= 0.900 Pond 4P. B-4 Inflow Area 2A,000 sf, Inflow Depth = 3.83" Inflow 3,80 cfs @ 12.06 hrs, Volume= 10,852 cf Outflow = 3,84 ofs @ 12.06 hrs, Toluene= 10,790 -of, Men= ilk, r_ag= 0.1 min Nmary = 3.84 efs @ 12. hrs, Volume= 10,798 of Routing by for Ind melhod, Time Spar= 5.00-20,00 Ears, dt= 0,05 hrs 132102 - Post - Stormtec i - 100-year Storm Type If/ 4-hr Rainfall 6.4Vr' Prepared by MHF DESIGN CONSULTANTS INC. Page 0 HydroCAf irk 001710 C t $ - Q lied Miu000 titer to is ' Peak Bev= 141.4 ' urf,Area= 13 sf Storage= 72 cf Plug-Flow dieteffliun fire= 3,9 min caleniated for 110.762 cf (99% of inflow) Storage and wetted areas determined by Prismaft sections Elevation Surf.Area Inc_ tore Cum.Gtore een (sq-ft) (qu bic-feet) (cubic-feet) 135.90 18 0 0 143,50 f 99 9 145.50 4 17 116 Primary OutFlaw Max=:337 c#s @ 12-06 hrs 1-W=141 . 9' =140.02` (Fixed TVV Elev= 140_0 ') t-11=Culver# ( erEtrcls 3.77 efs) * Routing Inver! Oulket Devices , 1,,,,...Primary 139.90' t 2.0" x 45.0' 1 an g Culvert FRCP, sq_cut end prcjecU n g, 1 e= 0,500 Outlet I nverl� 139.00' S= 0.0200 T n= 0.012 c-- 0.900 portct SP: B-5 Inflow Area 17,400 sf, Inflow Depth = 3.69" Inflow — 1.90 ofs @ 12.06 hrs, Volume= 5,345 cf Outflow = f_0 cfs @ 12,07 hrs, Volume= 5,283 cf, Attan= 0 , Lag;;; 0,1 irn Prirnary _ 'l_90 efs @ 12,07 hrs, Volume 5,28.3 of Ro uti ng by St or-M method, Time S pars= 5.OD- 0 M h rs, df= 0.05 hrs Peak Flag= 144_17' urf_Area= 13 sf Storage= 67 of PIug-Pier detention time= 7.8 rin calculated for 5,265 cf (99% Df inflow) Starag e a nd wetted are as determl ned by Prismatic sec#ac n s Elevation Surf.Area l nc.store Curn.Store (feet) -ft cubic-feet cu bic-faet '1 ag.00 13 0 0 445. 13 78 78 147-00 4 17 96 Primary Q utFlow Max=1.83 cfs @ 12.07 hrs H =144.16' TW=14 _82' (Fixe d TW E lev= 14 .82') =Culvert (Controls 1-83 cfs) # Routing Invert Outlet Devices 1 ,,,..PdMary 1410V 12.0" x 9D.T long Culvert RCP, sq.cut end projecliing, Ke= 0.500 Outlet! invert= 142_55' S= 0_U050 T n= 0-012 Cc= 0.900 Pond SP. B-6 1nflo r Area = 81,60 sf, Inflow Depth = 3.71" Inflow = 3.65 c€s @ 12.06 hrs, Volume= 9,767 cf outflow W 3.54 cfs @ 12,06 hrs, Vol:u me= 9,714 Cfr Atte n= 0%, Lag 0.1 min P rimary _ 3.54 cfs Q 12,06 hrs, Vol u rne= 9,714 cf Routing by tor-Ind method, Time Span= 5.00-20 M hrs, dt= 0.05 hrs 1 102 - Post - Stormtech - 1 -gear Storm Type /If 4-hr Rainfaffi=6.40" Prepared by M HF DESIGN O ULTA TS INC- Page 10 H rD A0@)6.10 sir, 001710 9 1 O - 002 Applied Microcomputer Systems 9123103 Peak EIav= 14 .82' urf,Area- 0 sf Storage= 66 of Plug-Flow date ntion time= 3.8 min calculated for 9r7-14 cf (99 of inflow) to rage a nd wetted areas determ fined by Prism atie sections Elevation Surf.Area Inc_ tore Cum-store feet s -f# cubs feet euVIe-feet 1B_45 1 0 0 . 148,00 13 50 59 145,00 4 17 76 Primary 0u(Flow Max=3,45 rf:s @ 12.06 hrs IOW=1 43.78' =141 .43' (Fixed TW Elev= 141 ,43) 1=Culvert (Controls S.45 cfs) .....Rout!ng Invert Outlet Devices 'l Primary 142.45` 4 2.0" x 4 3 .0' long Culvert IM P sq,cut end proj&ccfi ng, e= 0.500.......� Outlet I rive rt= 140.00' S= 0.0181 T n= 0,012 Ccw 0,000 Pond 7P,. S-7 Inflow Area = 2.000 sf, Inflow Depth = 4.64" Inflow = 0.29 cfs @ 1 .01 hrs, Volume= 773 cf Outflow -- 0.29 cfs 0 12.01 hr-s, Vclurne= 720 cf, Men= 0%, Lag= 0.1 rain Primary = 0.29 cfs @ 12.01 hrs, Vol urge= 720 cf P ot1d rig by to r-1 rid meth-od, Time Spa n= 5,00-20 M hrs, df= 0.05 h ra Peak Bev= 145.6 ' urf.Area= 13 sf Storage= 55 cf P lug-F lour detention fine= 42,a mi n ca Wated for 718 of (03% of I nflow) Storage and wetted areas determined by Prisnnafic secAien s ElevationSurf-Area Inc. tore curn.store feet .... (sq-ft).- cry bic-fe eta, (cu bac-feet) 141. 6 13 0 0 147.80 13 84 84 149.80 4 17 101 Pri:rum OutFtow Max=8.27 cfs @ 12_DI hrs l VV;;--146.61' (Free Discharge) -1=C u Ivert ( c ntrols 0.27 ofs) ## Routing Invert Outlet Devices I Primary 145,36' 12.0'T x 'I 08.0' [o ng C u Ivert RCP, sq cuf end projecting, l�e= 0_500 .,,. Outlet Invert= 143.2Y = 0,02 00 T n= 0,012 c= 0.900 Pond 8P: STORMTECH SYSTEM lnfbwArea = 73,650 sf, Inflow Depth = 4,64" Inflow 13.30 ofs @ 12.04 hrs, Volume= 27,872 -of Outflow - 7 A8 cfs 12.10 h rs, Volume= 27,861 cf, Alte-n= 2011/0, Lag= 3_8 min Discarded = 0.61 Cfs @ 11.15 hFS, Vcl Me= 16,055 cf Pima ry - 6_67 cfs 12,10 h rs, Volume= 11 ,806 of R outi ng by Sto r-I nd methad, Time Sp a€ = 5.00-20_00 hrs, cfl= 0,0:5 h rs 132102 - Post - Storrmtech - 100-year Storm Type III 4-hr afnfaff= _40" Prepared by MHF DESIGN CONSULTANTS INC Page 11 I dra ADV 6.10 s/n .00 171-0 C 1986-2802 Applied Microcomputer Systems 9f 3/03 Peak Elev= 139,99 Storage= 3,439 cf P lug-F lour detention 1j rne= 8.0 rn in ca iculated fo r 27,861 cf (100 of i ntlow) Elevation GUM.Store cet _......... .(cubic-feet) 137,60 0 138.00 4 138.50 1,278 139.00 2,114 139.50 2,B91 140.00 3,580 140.50 4,088 141 .00 4,4,a4 143.50 4,525 Discarded Oat Flow Max=�,51 cfs 11.15 hrs HVVT 137. 'T (Free Discharge) 't—' l=Exfi Ftration (Controls 0_6 1 cfs) Primary OutFl ow Max=6.$5 CfS @ 12.10 h r:s H W=139,89' (Free Discharge) =Orifice/ rate (Controls 4.46 cfs) 3=0rifl 1 rate ( ontruis 2.38 cfs) =S harp-C rested Rectangu lar Weir ( o ntrols 0.00 s) 0 Routing Invert Outlet Devices 1 Discarded 0.00' 0.61 Us Extiltrati o o at al) a legations Prima 138.09 12.0" Vert. Orifice/Grate C= 0.600 3 P rime ry 139,0V 12_0" Vert. Orifice/Grate C= 0.600 4 Primary 140_40' 4.0' long x 1.0' high harp-Crested Rectangular Weir End cctrecflan(s) vul Maps. '� .. .. N. , - %.,,,,:�,nv� rJ' i.�„i .. .. ;<:�' .'•t 1 Z •- i. ,•r k :-• _._ .t ••I ., ti •.---.1, . . r'. LL}. , ++IBC}••rSS }.` .ti, _ - ,'. ... ... 1,Y , _ .. { _t;.�r�' 37 ## % A. G� � f. :. it} I,'., ...� dry:!L:r I. t� ': '� . 'M1M1: J I}.% e ■ r k_. : t•. ' _ .. ..Srr '� ..�- : L L.' .�I�} �., 4. J 1.7r 'W ..I+. 4 + - '.1' f{ 7' J�' l .... v .:: . , „ f f . .; n- . s,. � .�j hA k �' . "} i:J { M1M1,' . . . ., !r. 2. ?••,,•,. vY '? 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