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Home My WebLink AboutDrainage Report'. ,.1 ,~.~ ._~1 :.~ '' , `' .' :'. '-',. . ~~' -""' `1. ~' , ;.' ;;' ,1.. :' :~ CHERRY CREEK ESTA ~'ES SECTION 2 r _-,~ DRA/NAGE REPORT ` ~ \~ F`~r,~;+;,FD r'~J~ 2~ 2GG3 ~,~ DGGS '? ' • PREPARED FOR: ' Platinum Properties, L.L.C. 9551 Delegates Row /ndianapolis. /N 46240 PREPARED BY.• Chad A. Miller Stoeppelwerth. and Associates (317) 577 - 3400, ext.33 DATE PREPARE'D.• August 18, 2003 ;1 ' CHERRY CREEK ESTATES .•' SECTI®N 2 ~' TABLE OF CONTENTS ~, I. PROJECT NARRATIVE ' V : 2. -PRE-DE ELOPED CONDITIONS ,.~ 3. POST-DEVELOPED"CONDITIONS 4. HEC=RAS MODELING- FREEMONT-RANDALL LEGAL DRAIN .' ~ S. PIPE SIZING CALCULATIONS ' 6. GUTTER SPREAD CALCULATIONS 7. EMERGENCY OVERFLOW CALCULATIONS `", 8. BACK COVER POCKET .' POST-DEVELOPED STORAGE-ROUTING MODEL BASIN MAP POST-DEVELOPED PIPE-SIZING MODEL BASIN MAP "t FREEMONT RANDALL (BROOK DITCH) WATERSHED MAP 1' • PRE-DEVELOPED & OFFSITE BASIN MAP .' '' _' :"' ;1 '': .1 ' CHERRY CREEK ESTATES ^ SECTION 2 DRAINAGE NARRATIVE Platinum Properties, L.L.C. .is proposing the development of a residential subdivision in Hamilton County to be knowh as Cherry Creek Estates, Section Two. The site is located on the East Side of Hazel Dell Parkway and on the Northwest Corner of.the intersection with Cherry "free Road. The site is more specifically located.in a part of the Southwest and Southeast Quarters'of Section'22, Township 18 North, Range 4 East in Clay Township, Hamilton',County, Indiana. EXISTING CONDITIONS The pre-developed Cherry Creek Estates site has been analyzed as one single basin that entirely drains to the Vestal Ditch, or locally known as Kirkendall Creek at that location. This runoff.occurs either directly into the creek or via the Brock Ditch, which -' traverses the site. The Brock Ditch is known locally as part of the' Freemont Randall _' Legal Drain, but it will be referred to as the Brock Ditch in this report. The creek that it ,,' flows into will be referred to as the Vestal Ditch in this report, rather than Kirkendall Creek. Almost 30 acres of the pre-developed site runs directly into the. Vestal Ditch, and. it is included in the' pre-developed modeling. There is also a depressed wooded area ' totally almost 5 acres in the southwest corner of the site. This .area is considered', to - eventually drain Io theBrock Ditch along with the rest of the site. Since the Brock Ditch runs across the site, it was necessary to determine the flow t rates for it up to the point it enters the Cherry Creek Estates site. This involved a detailed analysis and inspection. of the upstream conditions of the watershed including field . :~ observations, correspondence with the Hamilton County Surveyor's Office, and offsite .. modeling. The flows that resulted from this process were used repeatedly in the modeling of the site conditions, both existing and proposed. - , ~' First, we checked the watershed delineation of the Freemont Randall Legal Drain (Brock Ditch) according to a drawing supplied to us by the Hamilton County Surveyor. It provided us with the entire watershed to the confluence with,the Vestal Ditch, which is ' the final point of discharge for the site. Given the size and amount of development in the watershed, this delineation was used to help determine the basin area. for flow . calculations. "fhe watershed contains all or part of five existing subdivisions: Ashton and ' Aviari Glen directly across Hazel Dell Parkway, Woodfield to the west of the two former subdivisions, the southwest corner of, Spring Creek directly to the north, and Kingsley on the north side of E. 146°i Street. Furthermore, it includes the Grace Community Church adjacent to Kingsley to .the east, and a portion of Cherry "free Elementary School also ~' directly across Hazel Dell Parkway from the site..There are, approximately 70 acres of 1 undeveloped ground in the watershed, and the overall total area of it to the point of the ' Cherry Creel< I3states site is 3)5 acres. This total includes some fairly sizeable ponds that were also considered in the determination of the flow rates into the Brock Ditch. The Ashton subdivision drains into one large detention pond approximately 5 acres in size. It leas a 30-inch outlet pipe that releases into the underground legal drain system just before crossing Hazel Dell Parkway and into the Brock Ditch. Another large pond exists in the northeast corner of the Woodfield subdivision. It receives stormwater '' from an undeveloped 62 acres to the north of Woodfield and parts of the subdivision itself. There is a large legal drain file between Ashton and Avian Glen, and this pond and most of Woodfield drain into this file before crossing Hazel Dell Parkway and ' discharging into the Brock Ditch. The Kingsley subdivision and Grace Community Church drain into two equalized ponds along the north side of E. 146'x' Street. For simplicity in the modeling, the two ponds were combined into one. The outlet for the - ~ pond at the church is a small P.V.C. pipe and releases across E. 146~s Street into Ashton. This route was confirmed with the Hamilton County Surveyor's Office, and it was also learned that the two ponds have overflowed onto the road in the past, which may be ' complicated by the small outlet and possible clogging. Adl of these factors and some , assumptions were incorporated into the modeling providing the results of the flow into the Brock Ditch at the north boundary of the Chevy Creek Estates site. As mentioned above, there is an existing subdivision called Spring Creek to the north of the site. There is also an existing subdivision called Delaware Trace to the south '' of the site. Except for the southwest corner of Spring Creek entering the Brock Ditch, there is no interaction of drainage facilities between these subdivisions and the existing Chevy Creek Estates site. The Vestal Ditch borders the eastern side of the site, and the ' Brock Ditch joins the Vestal Ditch at the eastern boundary. _ Chevy Trce Road is another existing feature of the site. It goes through the existing site from Hazel Dell Parkway to the north boundary where it passes Spring ' Creek. There is an existing bridge across Brock Ditch on this road and an existing residence nearby. The road, bridge and residence will be removed when Cherry Creek Estates is finished. ' Almost 23 acres of woods stands on the west side of the site along Hazel Dell Parkway. The depressed area mentioned in the first paragraph of,this section is also in ' these woods. For the entire length between the north boundary and Cherry Tree Road, Brock Ditch is lined by trees. There are also some trees between the road and the Vestal Ditch but not as dense. 1'he remainder of the site has been used for agriculture. The soils of the onsite basin are predominantly type B, Miami, Westland, Ockley, and a little Brookston. Some small areas of type C exist on the site, mainly Crosby and Sleeth. The offsite soils have also been analyzed using the S,GS. Soil Survey of ' Hamilton County. More details about the offsite basins can be found in the curve number worksheets in the "Post-Developed Conditions" section of this report. ' To establish the 100-year allowable discharge rate for the post-developed Cherry Creek Estates site, the 10-year storm event was run for the pre-developed onsite basin, .' 1 1 and the flow into the Brock Ditch from a 100-year storm event was added based on the results of the separate offsite modeling. Likewise, to establish the 2-year allowable discharge rate, the flow into the Brock Ditch from a 10-year storm event was added based on the results of the separate offsite modeling. Time of Concentrations (Tc's) and Curve Numbers (CN's) were calculated for the basins using TR-55 methodology. These pre-determined values were entered into ICPR and used to compute multiple hydrographs. 2-year and 10-year hydrographs were developed for the basics. Pre-Developed Discharge into Vestal Ditch (Critical Duration Analysis) 2-year onsite - 15.18 c.f.s. + 10-year discharge rate into Brock Ditch- 124.50 c.f.s. _ 139.68 c.f.s. 10-year onsite - 33.80 c.f.s. +.100-year discharge rate into Brock Ditch- 246.38 c.f.s. _ 280.18 c.fs. PROPOSED CONDITIONS There will be three ponds in the post-developed modeling presented with this submittal, which encompasses Section One and some future areas. More development will be designed on the east side of the Vestal Ditch, but for now, we have only designed the areas that are on the west side of the ditch. The two ponds being built. with Section One both directly release into the. Brock Ditch at two different locations. The third pond, which will be built with a future section, directly discharges into the Vestal Ditch just downstream of the confluence with the Brock Ditch. ' ,The Iirst design criteria needed for this project was the base flood elevations of the Brock Ditch during a 100-year storm event. These values were required to determine the lowest finished floor elevations of the structures that ,will be built in Cherry Creek ' Estates. The detailed offsite modeling that has been discussed in the pre-developed section above was also applied with some modifications to another model created with HEC-RAS as the steady flow rate in the ditch. The ofsite area, as delineated by the ' Hamilton County Surveyor's Office, was included in this flow rate, which resulted in roughly 300 c.I'.s. during the 100-year storm event. The result was used in the channel modeling, which was processed in pre-developed and post-developed conditions to compare flood elevations. The pre-developed model included the bridge at Cherry Tree Road as the only crossing, and the post-developed model included the proposed box culvert at the ditch along the north boundary as the only crossing. The proposed box ' culvert has been sized to keep the base flood elevations in that area the same in the post- developed conditions as the pre-developed conditions. It is also necessary to improve .the Brock Ditch by grading and widening it. These proposed channel modifications allow the post-developed base flood elevations to be close to the existing elevations and -the structures to be easily built above the 100-year flood elevations as required. The tailwater setting of 761.5 feet at the confluence of the Brock Ditch and the Vestal Ditch was ' obtained from the FIRM map for the community and was used as a boundary condition in the modeling of The channel. It must also be noted that the 100-year base flood elevations in the Brock Ditch are taken from the HEC-RAS modeling only. The channel was modeled in ICPR to observe the hydraulic effect on the ponds, but it was necessary to make some parametric and geometric adjustments to recreate the same results in ]CPR as the•HEC-RAS model, .•' when concerning the water surface elevations. The most important products of the ICPR chatmel modeling were to make sure that the flood-elevations at the pond outlets were ' nearly the same as the elevations solved by the HEC-RAS model and to be certain that all flows in the channel were stabilized and steady, which were all accomplished. The flow from the offsite ponds, subdivisions, facilities and legal drairi tiles was determined to the north boundary,of Cherry Creek Estates. In order to introduce this flow ,, in the channel into the post-developed modeling, it was necessary to create operating tables and rating curves simulating the hydrographs that were obtained from the separate ' offsite modeling. Operating tables were created far the 2-year, 10-year and 100-year storm event, and the tlow was directed into the upstream node of the Brock Ditch. ~:., ','.1,. _ ~~~ ;: . t r.. ' 3 ,~ ~, ', F' ri r, `'. "'. `,: . .• :l k ':'.~ ' ~.: 11 ... ~i:~ . n ., .. •'? . . The post-developed site`was analyzed,usmg a combmahori of programs Alhpond a ` r .. routin and anal sis was coin leted asin Advanced:;-ICPR ;This g y p g. program routes and .`' >` analyzes all components.in a'storm `"system on a user defined time rnteival. The 'second - program used was Stoi•inCAD: Thisprogram~analyzes pipe sizing for pipe networks other than those routing water= 6'etween lakes The ,HEC RAS modeling program was also incorporated into the design work:.It is~ a, channel ~analysrs system created by:.the ;e= Hydrologic Engineanng Gepter•of the°U S. Aimy Corps of Engrneers ~-€. • r Time of:Concentrations'(Tc's)`and Curve Numbers (CN's):;were.calculated for.the ~` basins-using TR=55, methodology: These pre-determined`values.were"entered into ICPR ,, :a' and used to compute multiple hydrographs; 2-year 10=year; 100-year hydi•ographs',were developed for the,post-developed basins. ` '' , t Post-Developed.Discharge into, Vestal Ditch (Critical Duratron=Analysis} . 0-year'onsite + 10 year flow rate from Brock Ditch ~ `' ` ; ~ - 139.40 c:f s M1 ,:- 100-year orisite + 100 yearflow ratefrom BtockDrtch ~ ~ ~; - 275.58 c.f s .. '." s~ ~' ~ ~ ' ~; ~ ,. ,. _~~ .,. ; -: - fi ~ ' 4 1 .. i ~ ~ il /'S ' ~ .. . ~ 3fY ~ ' +.F ~ i s ~ ~~~• • •' r .. Z _,f/~ . ~ W . . ~: _ C S` ~~ ~ ~ _ .gyp i, ^r ~`~ ~ yti . . {'n • ' ~ I .f '. r,. ~~ ... y .. fi ~'~ ~'i 1 ' Y 5".~.~y"'{1y E'l~'~j~•}L,~ W e ~~ t M •~•'-p - -M . ~ 'vi ~ .tom ~ ~~ ~_~ ~ / }~~ ~~~ s U~ ~'~ {{ tt i. ~ l i fY fl7~ j n - .' - - ~ ~ .. 5 =LJ ~. i.i , v ... a,~_ C%f Sre..~ ~; ny4t-da- ~ (i '~ 4 ~,_ ~ "Yy ... i ~~ ;..}r-;...... . u. ay ~ ~.D Sb a' Yn x. 5~ f} 0 r D ~i ib ~' MLy f~ `~ W Cq i ;j{ 4 I ~~L` J Y.. •• ~~ o __ i ti _.3 ' . _r; `t C~9 h~ ~Yc°.~~{ 4~ r W'" ~~,+w,1 9 -~ jq~j~~ l.`~ ~;~; n 1 _1 1 t 1 ~ ~L ~~i: =~.~ Seel atit)k .%'.~:b/la!.TAt4 ~, al~I3~; Ji]eet ~~~ /: >3.~=1~ yj Ensued ~"~'~' ~'~ i ~ r r ~ . .: ~ a~ ~~ ~ r ~ , r ~ ~ ~ ~ ` ~ ,' , ...s Brock Ditch Job # 43405 Pre-Developed Site Basin 1 i Subbasin Area CN Woods (B) 6.50 ac 60 Residential (2 ac) 12.30 ac 67 Agricultural 43.20 ac 77 ac Basin- 2 Subbasin Area CN Residential 66.10 ac 77 Woods 4.00 ac 63 Lake 4.90 ac 98 Total 75.00 ac 78 Basin 3 1 Subbasin Area CN Residential (1/2 ac) 125.50 ac 75 Rough- 9.30 ac_ 67 School 15.20 ac 75 ac 1 ' Basin 4 Subbasin Residenti Total 3 ac ac Basin 5 Subbasin Area CN Residential (1/4 ac) 57.30 ac 79 Church 25.60 ac 75 Lakes 4.90 ac 98 Agricultural (B) 6.70 ac 75 Total 94.50 ac 79 Onsite Subbasin Area CN Agricultural (B) 64.04 ac 75 Woods (B) 22.63 ac 60 Woods (C) 1.29 ac 73 Agricultural (C) 4.17 ac 82 Total 92.13 ac 72 Brock Ditch Jab # 43405 Pre-Developed Site Time of Concentrations ICPR 8asfn Sheet Flo w Manual Description n= L= Px= s= T,=007(nL)o.a/(Pz s Deswiption V= L= Tt=W Description V= L= Tt=W Ts (total) T~ (total) h (inmr (nHl) hrs (tVs) H hrs) (hrs) (min) Basin 1 Woods 0.4 300 2.66 0.02 0.9453 Gutter/Swale 2.00 1000 0.1389 Channel 3.00 1050 0.0972 1.1815 70.9 Basing Grass 0.15 200 2.66 0.02 0.3118 Gutter/Swage 2.00 50 0.0069 Pi eFlow 2.50 1950 0.2167 D.5355 32.1 Basin 3 Woods 0.4 300 2.66 0.02 0.9453 Gutter/Swage 2.00 1000 0.1389 Pi a Flow 2.50 2300 0.2556 1.3398 80.4 8asin4 Grass 0.15 300 2.66 0:02 D.4313 Gutter/Swage 2.00 650 0.0903 Channel 3.00 150 0.0139 0.5355 32.1 Basin 5 A n. 0.17 300 2.66 0.02 0.4788 Gutter! Swale 2.00 5000 0.1389 Pi a Flow 2.50 750 0.0833 0.6990 41.9 Onsite Woods 0.6 300 2.66 0.004 2.4892 Gutter/Swale 2.00 1000 0.1389 Channel 3.00 1650 0.1528 2.7808 166.8 1 1 1 1 1 Advanced Interronnected Channel 5 Pond Routing (ICPR Ver 2.20) [1] Copyright 1995;. streamline Technologies, Inc. Cherry Creek Estates- Brock CiCCh p5 ««. «....« InPUt RePOrt ~:.....«««.,...« «««....«.««...». .««««..a=«.u «... ________C1a85: Node_____ __________________ ____________________ __________________ Name: LAXE1 Base Blow lcf s): o Ini[ Stage lfi): ]03.1 Group: BASH Warn Sage (f tl: ]05 COmmenC: Stage (Ft) Area (ac) ]03.1 2J5 ]05 2.]5 -Class: Node Name: LAI(82 Base Fl ow (cf sl: 0 Init Stage (fq: ]]].9 Group: HA58 Warn Stage (fCl: ]04 Comment: Stage (E tl Area (ac) ]]].9 9.9 ]B4 4.9 ________Claea: xode______ _________________ _____________ _____ __________________ Noma: LAR83 ease Flow lc£s): 0 9e Init Gta (Et): ]95.] Group: BASS ,warn Stage lftl: ]99.6 Comment: Staga (ft) Area (ac) ]95.] 4.9 ]99.6 4.9 ________Class: xode______ _________________ ____________________ __________________ Name: NOG81 Base Flop lcf sl: 0 Init Stage lEU : ]]1.E Group: BASB warn Stage (ft): ]]4 Comment: Time (hra) Stage (FU 0 ]]3.5 12.5 ]]4 40 ]]1.5 ________Claea: Node ____ ____________________ ______________..___ Name: ONSITB Hase Plow lcfsl: 0 Init Stag<(£tl: ]50.]0 Gzoup: ONSITB Warn Stage (f t): ]61.5 Comven[: Stage (Eq Area (ac) ]5 e.]8 0.05 ]61.5 0.05 1 1 1 1 1 1 Advanced Interconnected Channel 5 Pond Routing (ICPR Ver 2.201 I21 Copyright 1955, Streamline Technologies, Inc. Gerry Creek Estates- Hrock Hitch ~ p9 "'*r*:** IIIPuY Repozt •+rr***r+++rr*rrer***+****e*e**+e******r*****re******** -Clas 6: HHSSn - }R~-- ea6in: BASINS Node: LAHH1 Sta[vs: On Site T a: SCS Quit tlx Group: BASH QRit Hydrograph: Qaae9 Beak Factor: 984 Rainfall Pile: Storm Duration lhr6l: 0 Rainfall Amount (in): 0 - Area(acl: 62 Concentration TSmn lminl: 00.9 Curve #: 73 Time Hh1fC (his): 0 -CIA (k): 0 ________Claea: Baein_____________________________________________________ Haein: HAHIN3 Node: LAKfi2 Status: On Site Type: HCH Hnit Hydr Group: BAS6 IInit eydzogiaph: UH489 Peak Factor: aB9' Rainfall Plle: Storm Horatian lhrsl: 0 Rainfall Amount (1n): 0 Arealacl: 75 Concentration Time (mint: 32,1 Curve #: 78 Tlme Shift lhrsl: 0 nCIAIY): 0 -Clas9: Haein Haein: BAHIN3 Node: NODB1 Status: On Site Type: HCH Un1[ Bydr Group: HABH IInit Hydrogxaph: IIH489 Peak Pactor: 4Hs Rainfall Pile: Stozm Duratiomlhrel: 0 Rainfall Amount (in): 0 , area (ac): 150 Concentration Time(min): 00.9 Curve #: ZS Time shlftlhrs7: e HCIAIfI: 0 -Clae6: ea91n Haein: BASIN9 Node: NOHE1 Statue: On Site Type : HCS Onit Rydr Group: HASH Unit Nydrograph: DH484 Peak Factor: 484 Aaiz:fall Pile: Storm -uracion (heel: o Aain2e11 Amount lin): 0 Area (aC): 13.5 Concentration Time(min): 32.1 Curve #: 68 Tlme Hh1YC(his): 0 nCTt. (il : 0 1 1 1 1 1 1 1 Advanced Incercoru~ected Channel s Pond Routing (ICPR Ver 2..01 [3] Copyright 1935, Streamline Technologies, Inc. Gerry Creek 6aeaces- Erock -itch q5 ..«+aa..* InPUt Report .. ..............«.«.u.«.«....+a a.u a:.....« ________Clasa: ~aaein____________________________________________________________ Basin: BASINS Node: LAKE3 Statue: On Site Type: SCS -nit 8ydz Group: EASE IInit Eydrograph: UR404 Peak Factor: 404 Rainfall Pile: Stvnv Durativn(hrs): e Rainfall Amount (in): 0 Area (acl: 94.5 concentration Time (min): 41.9 Curve $: 99 Time Shift (hrs): 0 - DCIAIb): 0 -Cla6e: 0asin Eaei n: ONSITB Node: ONSITR Statue: On Site Type: SCS Dnit Nydr Group: ONSITR Dnit Rydrograph: IIH4a9 peak Factor: 9R9 Rainfall File: Storm -urativn (hrfil: 0 Rainfall Amount link: 0 Area lac): 92.13 Concentration Tlme (miv): 166.6 Nrve N: 92 Time Shiftlhral: 0 OCIA IrI: 0 -Clds9: PiPa _ Name: L1-OOT Piom Node: LAKE1 Length (f<): 900 Group: DASR TO Node: NODRS Count: 1 GP&TREAM DOWNSTREAM Equatio¢: Average R Geometry: Circular Circular Plow: eoth Rpanlin): 18 18 Entrance Losa Coef: 0.5 Rise lint: 18 19 Exit Yo6a Coef: 0 Invertl£cl: 993.1 9]0.6 Bentl Loes Coef: 0 Maaning's N: 0.013 0.013 Outlet Crt[rl Spec: IIse de or [v Tap C11p (ial: 0 o inlet Cncrl Spec: II6e do Eotcmm Clip (Sn): 0 a Stabiliser Option: None IIpa<ream FHWA Inlet Edge Description: Circular Covcrete: Sque re edge w/ headwall 1 1 Downstream FHWA Iv1eC Edge De6ciiptf on: Circular Concrete: Square edge w/ headwall 1 1 1 1 1 1 t 1 Advanred Intercomett ed Channel s Pontl routing ILCPr ver 1201 [47 Copyright 1995, Streamline Technologies, Inc. Cherry Creek estates- Brock Ditch p6 ««...::... InPuC Report •~+..•*~««..«««.«.:...««..«.«...«....:.««««.««a««««.«:.« ________Clasa: PiPe_____________________________________________________________ Name: L2-DPf From Node: LARE2 Length l£tl: SDD Group: BASE To Nade: NOD81 Count: 1 OPSTAEAM OONNSTREAM equation: Average R Geometry: Circular Circular Flow: Both Span (in): 3D 30 Entrance Loss CoeE: 0.E Rise (inl: 30 30 8xit Loss Coef: 0 Inver[(Yt): ]]].9 ]]1:E Bend Losa Coef: D Manning`s N:O.D13 0.013 Ouilet Cvtrl Spec: O6e do or tw Top Clip (ial: 0 o inlet C¢t rl Spec: Vae M ' Bottom Clip (in): 0 0 Stabilizer Option: Nona Llpatieam FRNA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 '1 Downstream PAWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 1 --------Class: Pipe------ Nams: L3-L2 Group: BASE UPSTREAM Geometry: Circular Span (inl: 6 Rise llnl: 6 Invert lEt): ]96.] Mannivg's N: 0.013 Top Clip (inl: D Bottom Clip (inl: 0 __________________________________________________ From Node: LAKES Length (fU : 2900 To Nade: LAKSa count: i DGVINSTRSAM 8quatlon: Average K Circular Flow: Both 6 Entrance Lose Coef: o.E 6 Exit Lcea CoeE: D 9]9.9 Bend Laea Coef: D 0.013 Outlet Cvt rl Spec: Dee do or Cw 0 Inlee Cnerl Spec: IIee tlv 0 ~ Stabilizer Option: None. Vpetream F'HwA Inlet Edge De scrlpiion: CSrculas Concrete: Square edge w/ headwall 1 1 Dewnatream FRNA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 L Advanced intesOnnected channel & Pona xou ring I1 CPR Ver 2.20) [5] Copyright 1995, Streamline Technologies, Inc. Cherry Creek estates- HrocK Ditch q5 ..:uwu» input AePOZt •w...ww..»«+w..r...w.«:w.«.e++«..w. wa www. wa w..w..ww ________Clas s: Simulation_______________________________________________________ S:\43405\DRAINAGH\ICPR-B-1\ICPR2\100Y8AR Execution: None Header: Cherry Creek Estates- @zock Ditch _________HYORADLICB_____________________________HYDROLOGY___ _ Max Delta Z (fq : 1 Delta 2 Factoi: 0.01 Override Defaults: Yee - Time Step Optimizes: 10 St0im Ourlhisl: 24 ' Drop Structuie Optimizer: 10 Rain Amount (in): 5.75 Sim Start Time lhrBl: 0 Rainfall Pile: ECSIP-24 SSm find Time (hisl: 60' Mln Calc Tlme 19ec1: 0.5 - Max Calc Tlme (6eC1: 100 TO Rour: PInC lminl: TO ROYZ: PING Iminl: 60 5 60 5 _________GRODP SBLHCfI0N5____________________________________ ___-_ + BASB [01/2]/03] - oNSITB [ NO RON ] ________Claee: SSmuletion________________________________ _____ S:\93405\DRAINAGB\ICPR-8-1\ICPR2\lOYEAR Execution: None Aeade r: Cherry Creek Estates- 0rocK 01[ch ' _________HYOxA0LI C5_____________________________RYOROLOGY______-____ Max Delta Z IftJ: 1 Delta Z Fac COY: 0.01 Override DePau 1[s: Yee Time Step OptimizeY: 10 Storm Dur (hra): 29 Drop Stzucture Optimizes: l0 Rain Amountlinl: 4.15 Sim Start Tlme lhisl= 0 Aain£all File: SCSII-24 SSm End Time lhra): 60 ' Min Ca1C Time lsec): 0.5 Max Calc TSme (sec): 100 TO NOUx: PInc (min): TO HOLr: PIV]C (minf: 60 5 60 5 ' _________GAOOP SELECSIONS____________________________________________________ . + BAS@ [01/2')/03] - ONSIT6 [ NO AiIl4 ] t 1 1 Advanced In[ercclviec Ced Channel s Pond Roucing ~ICPR Ver 2.241 [6] Copyright 1995, Streamline Technologies, Inc. ' Cherry Creek Estates- Brock Ditch d5 ..«...... InPUt RePart ...».......:. u..«..«..««....:««. ________Clasa: Simulation_______________________________________ S:\93905\DRAINAGE\ICPR-B-1\ICPR2 \2YSAR 8%eCntiOn: BOCK ' Header: Cherry Creek Seta to s- Brock Ditch ' _________HYDRAIILICS_____________________________RYDROLOGY________________.___ Max Delta Z IfU : 1 ' Della Z Factor: 0.01 Override DeEaults~ Yee Time Step Optimizer: 10 Storm Dur~hra): 24 Dlmp Structure Optimizer: SO Rain Amoun[(Snl: 2.93 ' Sim Start Time (hrs): 0 Rainfall File: SCSII-Z4 Sim Snd TSme ~hr91: 60 Min Calc TSme (aeC): 0.5 Max Calc Time sec): 100 To Hour: PInc (mint: To Hour: PInc lmin): 60 5 60 5 ' _________GROUP SSLSCTIONS f BASE [01/30/03] _____________ - ONS ITB _____________________ [ NO RUN ] __________________ r _ 1 1 Advanced Interconnected Channel 5 Pond Rou[ing (ICPR Ver 2.001 [11 Copyiigh[ 1995. Streamline Technologies, Inc. Cherry Creek Estates- Brack Oi[cR •.~••+«•~ Basin Summary - 2YEA0. »r.«.«.... B391n Name: ONSITH GYOUp Name: GN62T8 Node Name: -NSIT6 Rydrograph 'type: ,_ -H 'Nnit HydrograPh: NH§6§ Peaking Pac[oi: 464.86 Spec Sime Inc (min): 22.23 Comp Tlma Znc (min): 15.00 Rainfall Pile: SCSI I-29 Rainfall Amount (inl: 2.93 SLOrm Duration (hrl: 29.00 Stdtua: ONSITE T1me of Conc. (mint: 366.80 Lag Time Ihr): 8.80 Aiea (acres): 92.13 Vol of Uni[ Ryd I1N : 1.08 Nrve Numher: ~2.ao -CIA 141 ; O.6o Time Max Ihrsl: 19.00 Bloa Max fcfa): 15.16 RuvofP Volume (inl: 0.]] RunoEE Volume (cf1: 256381 .»..... u..:. Advanced Interconnected Channel S Pond Rousing lICPR Ver 2.20) Q] ' Copyright 1995, Streamline Technologies, Inc. Cherry Creek 6staee3- Brock oiech •xaw«wx Ea33n Summary - lOYEAR """"xx'*"` ~ Baain Name: ONSITE Group Name: ONSITR Node NamB: ONSITB (r HydrogzaPh Type: GN ' Omit Nydrograph: 0H454 Peaking Pactor: 454.00 Spec Time Inc (min): 22.23 Comp Time Ine (min): 15.90 Ra1nYa11 Pile: CCSIZ-24 Rainfall Amount (SVI: 4.15 stow Ourativn (hrl: 24.00 ' SCatu6: ONSITB Time of Conc. (min): 166.50 ' Lag T1me Ihr1: 0.00 ' AxEa (acre6): Vol of Gvit Npd (Sn): 92.13 1.00- Curva Number: 02.99 OCIA (i1: 9.90 Time Max (hrsl: 13.15 Flow Max Icf sl: 33.90 RuvvYf Volume (In): i.n RunoYY Volume (cf): 923671 1 1 1 1 1 1 Advanced Inte Bonne cietl Channel 6 Pond Routing IICPA. Vex 2.20j [17 Copyright 1995, Streamline Technologies, Inc. Gerry Creek Estates- Brock Ditch •••••••••• Node Maximum ComParisons ^• ^•• ...........• ......... .... ....... .... ..•..•.. •:.. .•....• .. « ....•...•..• (Time unite - houzal SSm Max Time Max Stage Gaming Max Della Max Surface Max Time Max Inf lw Max Time Max Outflow Noma Conditions 1£tl Stage (fq Seaga (£t) Area ( a L) inf lOV (c fs) OutElOV (cf al ••• NOde Name: LAKS1 Group: BASE l0y%A11 15.01 ]84.]9 ]85. 00 0.0059 1199]2 .fi] 12 .fi] 44 .93 15 .01 6.95 100Y%AR 15.]0 "186.91 ]85. 00 0.0061 119961 .69 12 .59 81 .96 15 .]0 8.41 ••• Noda Name: nnea2 Group: 0%58 lOYBAR 19.24 »9.91 ]89. 00 0.0099 339081 .92 12 .25 118 .96 19 .31 10.3] SOOY%AR 12.93 ]80.26 ]84. 00 0.0100 213]30 .90 13 .35 199 .38 13 .54 46.61 ••• Node Name: LARfi3 Group: BAS% 10Y%A% 29.]9 ]98.99 ]99. 60 0.0100 2139». >5 12. 31 131. 35 91. 1] 0.51 100Y%AR 39.8] 801.13 ]99. 60 0.0100 3134]]. ]5 13. ]3 318. 70 44. 12 0.53 ••~ Node Name: NON%1 Group: EA58~ lOYEAR 12.50 ]]9.00 »9. 00 0.0056 1151. 26 12. ]5 124. 50 0. 00 0.00 100YEAR 12.50 ]]9.00 »4. 00 0.0056 1246. 39 12. 89 246. 38 0. 00 0.00 Cherry Creek Estates ' Job # 43405 Post-Developed Site ' Basin 4 to Creek 1 Subbasin Area Residential 3.79 ac ' Woods (B-C) 0.60 ac 1 Total 4.39 ac Date: 3/13/03 Basin 71 to. Lake 3 a ac 67 ac ' Basin 10 to Lake 1 Subbasin Area ' Residential 8.65 ac 1 Total 8.65 ac esasm uo to ~aKe s Subbasin Area CN Residential 2.44 ac 79 ac Basin 22 to Lake 1 ' Subbasin Area Residential 7.74 ac Woods (B-C) 5.58 ac '. . ' Total 13.32 ac ~~ 79 67 Lake 1 Subbasin Area CN Residential _ _ Impervious 2.23 ac 0.89 ac 79 98 Total 3.12 ac 84 ' Basin 36 to Lake 2 Lake 2 Subbasin Area Residential 18.18 ac ' Total 18.18 ac 1 1 Subbasin Area CN Residential Impervious 0.71 ac 0.55 ac 79 98 Total 1.26 ac 87 Cherry Creek Estates ' Job # 43405 Post-Developed Site ' Lake 3 1 Subbasin Area CN Residential 2.53 ac 79 Impervious 2.30 ac 98 ' Direct 1 to Outlet 1 Subbasin Area CN Residential 0.75 ac. 79 Undeveloped (B) 6.92 ac 75 Total 7.67 ac 75 Direct 2 to Creek 2 ' Subbasin Area Residential 2.92 ac Undeveloped (B) 6.68 ac ' Woods (B) 1.71 ac ' Total 11.31 ac CN 79 75 60 ' Woods to Lake 1 Subbasin Area Residential. 0.37 ac Woods (B) 2.91 ac ' Total 3.28 ac 79 60 Date: 3/13/03 Basin. Ex to Creek 1 Subbasin Area CN Residential 0.98 ac 79 Woods.(B) 0.92 ac 60 Pavement 0.26 ac 98 Total 2.16 ac 73 Cherry Creek Estates Job # 43405 Post-Developetl Site Date: 3/13/03 Time of Concentrations ICPR Basin Sheet Flo w ~ Manual Desa'ipllon n=~ L= i'z= s= T~°~~7(^Lk1e/(F~ s ) Desvi Von p V= L= Tt=W Desuipibn v= ~~= rl=w T~ (total) - T~ (total) 1n1 (~1 cnln ' (rvc) Ik/81 Iry (hts) tus min) Bas 4 Woods ~ 0.4 260 2.66 0.02 0.8431 Gutter/ Swale 2.00 220 - 0.0308 Pi a Flow 2.50 290 0.0322 0.9059 54.4 Ba510 Grass 0.15 80 2.66 0.02 ~ 0.1498 Gutter/Swats 2.00 260 0.0361 Pi eF/ow 2.50 650 0.0944 0.2804 ,16.8 Bas 22 Woods 0.6 300. ~ 2.66 0.009 1.7996 ~ Gutter/Swats 2.00 470 0.0653 PI a Flow 2.50 1010 0.1122 1.9771 118.6 Bas 36 Gress 0.15 300 2.68 0:02 0.4313 Gutter/ Swale 2.00 240 0.0333 Pi a Flow 2.50 1395 0.1550 0.6197 37.2 Bas 71 Gress 0.15 160 2.66 0.02 0.2609 Gunter/Swats 2.00 390 0.0542 Pi a Flow 2.50 940 0:1044 0.4195 25.2 Bas 85' Grass' 0.15 155•' ' 2.66. 0:02 0.2543 Gutter/Swats 2.00 245 0.0340 Pi a Flow 2.50 300 0:0333 0.3217 19.3 Lake1 Grass .0.15 120 '2.86 0.02 0.2072 Gutter/Swats 2.00' 0. 0.0000 Pi eFlow .2.50 0 0.0000 0.2072 12.4 Lake 2' Grass 0.15 65 2.66 0.02 - 0.1269 Gutter/Swats 2.00 0 0.0000 Pi eFlow 2.50 0 0.0000 _0.1269 7.6 Lake 3 Grass 0.15 175 2.fi6 . 0.02 0.2803 Gutter/Swats 2.00 ~ 0 0.0000 Pi a Flow 2.50 D ' 0.0000 0.2803 16.8 Woods Woods 0.6 ~ 30 2.66 0.004 2.4892 Gutter/Swats 2.00 375 0.0521 Pi a Flow 2.50' 765 0.0850 2.6262 157.6 Directt ~ .'Gress 0.15 X300 2.66 0.004 0.6211 Gutter/Swa/e 2.00 0 0.0000 Channel 3.00 560 0.0519 0.8730 ~ 52.4 Directt Grass - 0.15 180 2.66 0.01 0.3782 Gutter/Swa/e 2.00 540 0.0750 Channel 3.00 2040- 0.1888 -0.6421 38.5 BaslnEx Woods 0.6 255 2.66 0.03 0.9763 Gutter/Swats 2.00. 175 0:0243 Pi a Flow 2.50 1175 0.1306 1.1311 67.9 1 1 1 n n 1 1 Advanced Interconnected Channel 8 Pond Routing ([CPR Ver 2.20) C1] Copyright 1995; Streamline Technologies, inc. POST-DEVELOPED CHERRY CREEK ESTATES ~ #73 ++x++x++x+ Input. Report ++x++xxx++++w++++++x++++++xxx++++++x++++x++++++++++xx+x+ _______.CLass: Node_____ __________________ _________ ___________ __________________ Name: ADDCREEK Base Fl ow(cfs ): 0 Init Stage(ft): 762.97 Group: BASE Warn Stage(fU: 765.6 Comment: S[ege(ft) Area(ac) 762.97 0.5 765.6 0.5 ________CLass: Node_____ __________________ _________ ___________ __________________ Name: BROCK Base Flow (cfs ): 0 Init Stage(ft): 766.24 Group: BASE _ Warn Stage(ft): 770.4 Comment: Stage(ft) Aree(ac) 766.24 0.1 770.4 0.1 .._____ CLess: Nade_____ __________ _______ _____________ _____ __________________ : Name• CREEKI Base FLow(cfs)- 0 _ Init 9 : Sta e(tt)• 765.44 Group: BASE Warn Stage(tt): 767.57 Comment: Stage(ft) Aree(ac) 765.44 ~ 0.75 _ 767.57 0.75 ________Class: Node______ _________________ __________ ___________ _________________ Name: CREEK2 Base Flow(cfs): 0 Init Stage(ft): 760.44 Group: BASE Warn Stage(ft>: 762.51 Comment: Stage(ft) Aree(ac) 760.44 0.75 762.51 0.75 ________Class: Node______ _________________ __________ ___________ _________________ Name: LAKE1 Base Flow(cfs): 0 Init Stage(ft): 761 Group: BASE Warn Stage(ft): 763 Comment: - - Stage(ft) Area(ac) ' 761 0.85 762' 0.92 763 0.99 764 1.06 ` ' Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) C2I Copyright 1995, Streamline Technologies, Inc. - POST-DEVELOPED CHERRY CREEK ESTATES- #73 ' e.:~w~,refx Input Report +~+a+art+~*++~++~+~w.+t..~.~.e..~~:... __Class: Node_______________________ •....+ee~•:...:..w Name: LAKE2 Base Fl ow(cfs): 0 Init g . Sta e(fU' ~757 Group: BASE Warn Stage(ft): 761 Comment: 757 0.55 758 0.62 ' 759 ~ 0.69 - 760 0.76 761 0.84 762 0.92 ________Ctass: Node___________________________ ______ __________ __________________ Name: LAKE3 Base Flou(cfis): 0 Init stage(ft): 755.5 ' Group: BASE Warn Stage(tt): 761 Comment: ' Stage(ft) Area(ac) 755.5 2.3 756 2.37 757 2.5 758 2.65 ' 759 2.78. 760 2.92 761 3.07 762 - 3.22 ________Class: Node___________________________ ______ ___________ _________________ Name: OUTLET Base FLou(cfs): 0 Init stage(ft): 750.78 Group: BASE Warn Stage(ft): 761.5 Comment: ' Time(hrs) stage(ft) 0 750.78 12 761.5 30 750.78 --------Class: Cross section"-""""""° "°" '----°"° "------°'°-"' Name: D[TCH1 Group: BASE ' Comment: X-Station(ft) Y-Elevati on(ft ). Manning's N ' 0 763 0.055 8 ~ 760 0.045 23 760 0.045 31 763 0.055 1 ' Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) C3] Copyright 1995, Streamline Technologies, Inc. POST-DEVELOPED CHERRY CREEK ESTATES #73 xxx+x+xx+x Input Report ++++++xx+xxxxxx+++xx++xxxxxxxxxxxxxxxxxxx+x+xxxxxxx+++x+ ' ________Cl ass: Cross Section____________________________________________________ Name: DITCH2 Group: BASE Comment: %-Siaticn(ft) Y-El evation(ft) Mann ing's N 0 763 0.055 10 760 0.045 30 760 0.045 ' 40 -'------Class: 763 Operating Table""- 0.055 -°'°________________°_______°__ Name: BROCKI O~ Type: Rating Curve Comment: ' Time(hrs) 10 Discharge(cfs) 0.08 - 11 1.77 12 34.34 12.5 113.47 12.75 124.5 ' 15 37.85 20 20.5 30 4.38 ' 40 50 1.08 1.14 60 0.83 ________Class: Operating Table__________________________________________________ 1 Neme: BROCK100 Type: Rating Curve Camnent: Time(hrs) Discharge(cfs) t 9 10 0.6 2.83 11 8.22 12 71.54 12.5 ~ 212.83 12.89 246.38 13 234.35 15 60.7 20 3237 ' - 30 40 8.86 2.73 50 1.43 60 0.97 1 1 1 1 1 Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) (47 Copyright 1995, Streamline Technologies, Inc. POST-DEVELOPED CHERRY CREEK ESTATES #73 xxx++xx~++ Input Report ++++++xxxxxxxxxxx++xxxxfxxxxxxxxxxxrxxxxxxxxxxxxxxxxxxxx _______:Class: Operating Table__________________________________________________ Name• BROCK2 Type: Rating Curve Comment: Time(hrs) Discharge(cfs) 11.5 - 0.37 12 11.99 12.5 50.52 12.83 57.71 - 15 17.94 20 10.64 30 2.82 40 1.45 50 0.96 60 0.73 ______________________ '°""-Class: Basin"""'r'-'-'--'_________°_°_____°_ Basin: BASIN IO Node: LAKE1 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: UH484 - Peek Factor: 484 Rainfall Fite: _ Storm Duration(hrs): 0 Rainfall Amount(in): 0 Area(ac): 8.65 Concentration Tin~(min): 16.8 Curve #: 79 Time Shift(hrs): 0 DLIA(X): 0 -°'-"'CLass: Basin---_._'----"------"------------- ----------- -------- Basin: BASIN22 Node: LAKE? ~ . Y Status: On Site T e• SCS Unit N dr Group: BASE Unit Hydrograph: UH484 Peek Factor: 484 Rainfall File: Storm Durat ion(hrg): 0 Rainfall Amount(in): 0 ~ - - Aree(ac): 13.32 Concentration Time(miN: 118.6 Curve #: 74 Time Shift(hrs): 0 DCIA(X): 0 1 ' Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) CS] Copyright 1995, Streamline Technologies, Inc. ' POST-DEVELOPED CHERRY CREEK ESTATES #73 t ++x+xx+xxx input Report x+++x++x+xx++xxxx+xxxxxx+xxx+++++++x+xx++x+++xx++++xxxxx' ________Class: Basin___________________________________YP -___________Y ________ Basin: BASIN36 Node: LAKE2 Status: On Site T e. SCS Uni[ N dr Group: BASE Unit Hydrograph: UH484 Peak-Factor:. 484 ' Rainfall File: Storm Durati on(hrs): 0 Rainfall Amount(in): 0 Area(ac): 18.18 Concentration Time(min): 37.2 Curve #: 79 Yime Shift(h rs): 0 ' DCIA(X): 0 ________C lass: Basin_____________________________________ ______ _________________ Basin: BASIN4 No de: CREEKI Status: On Site Typ e: SCS Unit Hydr ' Group: BASE Unit Hydrograph: UH484 Peak Factor: 484 RainfaLL File: Storm Duration(hrs): 0 ' Rainfall Amount(in): Area(ec): 0 4.39 Concentration Time(min): 54.4 Curve #: 77 Time Shift(h rs): 0 DCIA(X): 0 ________CLass: Basin ___________ __________________________ _______ ________________ Basin: BASIN71 Node: LAKE3 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: UH484 Peak Factor: 484 ' Rainfall File: Storm Duration(h rs): 0 Rainfall Amount(in): 0 Area(ac): 7.18 Concentration Time(mi n): 25.2 ' Curve #: DCIA(X): -79 0 Time Shift(hrs ): 0 ________C(ass: Basin ________.____ _______________________ _ ______ ________ ._____ ' Basin: BASIN85 Node: LAKE3. ~ ~ Status: On Site T e: SCS ~ Unit H r Group: BASE -Unit Hydrograph: UH484 Peek Factor: 484 ' Rainfall File: Rainfall Amount(in): 0 Storm Duret ion(hrs): 0 Area(ac): 2.44 Concentration Time min): 19.3 Curve #: 79 Time Shift(hrs): 0 DCIA(X): 0 1 t 1 1 Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) I6] Copyright 1995, Streamline Technologies, Inc. POST-DEVELOPED CHERRY CREEK ESTATES #73 +++++++x++ Input Report xxxxxxxx++++++++xxxxx+x+++x++++++++++++++++++++~++++xxxx ________Class: Basin_____________________________________ _______________________ Basin: BASINEX Node: CREEKI Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: UH484 Peak Factor: 484 Rainfall File: Storm Duration(h rs ): 0 Rainfall Amount(in): 0 Area(ac): 2.16 Concentration Time(min>: 67.9 Curve #: 73 Time Shift(h rs )-: 0 DCIA(X): 0 °----°Class: Basin ---------- 8asi n: DIRECTI No de: OUTLET ' Group: BASE _ Unit Hydrograph: UH484 Rainfall File: ' Rainfall Amount(in): Area(ac): 0 7.67 Curve #: 75 DCIA(X): ~0 1 1 LJ ________________________________________ Status: On Site Type: SCS Unit Hydr Peak Factor: 484 Storm Duration(hrs): 0 Concentration Time(min): 52.4 Time Shift(h rs ): 0 ________Class: Basin_____________________________________ _______________________ Basin: DIRECT2 Node: CREEK2 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrog reph: UH484 Peak Factor: 484 Rainfall File: Storm Duration(hrs): 0 Rai nfaLl Amount(in): 0 Area(ac): 11.31 Concentration Ti me(min): 38.4 Curve #: 74 Time Shift(hrs): 0 --------Class: Basin---------- Basin: LAKE1 Nade; CREEK2 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0 Area(ac): 3.12 Curve #: 84 DCIA(X): 0 _______________________________________________ Status: On Site Type: SCS Unit Hydr Peak Factor: 484 storm Ouretion(hrs): 0 Concentration Time(min): 12.4 Time Sh ift(hrs): 0 1 Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.20) C7] Copyright 1995; Streamline Technologies, ]nc. POST-OEVELOPED CHERRY CREEK ESTATES #73 ' xxxxxxxxxx Input Report xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx•xxxxx»xxxxxxxexxxxxxxxxx __CLass: 0asin_________________________________ Basin: LAKE2 No de:. OUTLET Status: On Site Typ e: SCS Unit Hydr Group: BASE ' Unit Hydrograph: Rainfall File: UH484 Peak Factor: Storm Duration(hrs ): 484 0 - Rainfall Amount(in): 0 Area(ac ): 1.26 ~ Concentration Time(min): 7.6 . Curve #: 87 Tinu• Shift(h rs): 0 DCIA(X): 0 ________CLass: Basin_ ____________________________________ ___________ ____________ Basin: LAKE3 Nod e: OUTLET Status: On Site Typ e: SCS Unit Hydr ' Group: BASE Unit Hydrograph: UH484 Peak Factor: 484 Rainfall Fite: Storm Duration(hrs ): 0 ' Rainfall Amount(in): Area(ac): 0 4.83 Concentration Time(min): 16.8 Curve #: 88 Time Shift(h rs): 0 DCIA(X): 0 ' ._______Class: Basin_ ___________ __________________________ ___________ ___________ Basin: WOODS - Node: LAKE1 Status: On Site Type: SCS Unit Hydr ' Group: BASE Unit Hydrograph: UH484 Peak Factor: 484 Rainfall File: Storm Duration(h rs): 0 Rainfall Amount(in): 0 Area(ac): 3.28 Concentration Time min): 157.6 Curve #: 62 Time Shift(hrs ): 0 ' OCIA(X): 0 - 1 1 1 ' Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [87 Copyright~1995, Streamline Technologies, Inc. ' POST-DEVELOPED CHERRY CREEK ESTATES #73 ' ++++++++++ Input Report *x++xxxx+++++x+x++xxx++x++xxxxxxx+x+++xx++x+++xx++xx++++ -_______Class: PiPe_____________________________________________________________ Name: Lt-C2 From Node: LAKE1 Length(ft) : 112 Group: BASE Tc Node: CREEK2 Count : 1 ' UPSTREAM DOWNSTREAM Equation: Average K Geometry: Circular Circular Flow: Both Span(in): 48 48 Entrance Loss Coef: 0.5 Rise(in): 48 48 Exit Loss Coef: 0 ' Invert(tU: 761 760.66 Bend Loss Cbef: 0 Manning'r N: 0.013 0.013 Outlet CntrlSpec: Use do or tw Top CLip(in): 0 0 Inlet Cntrl Spec: Use do Bottom Clip(in): 0 0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: 1 t Circular Concrete: Square edge w/ headwall ~ t 1 ' ________Class: PiPe___________________________________________ __________________ Name: L2-oU7 From Node: LAKE2 Length(ft): 54 Group: BASE To Nade: OUTLET Count: 1 ' UPSTREAM DOWNSTREAM - Equation: Average K Geometry: Circular Circular Flow: Both Span(in): 48 48 Entrance Lass Coef: 0.5 Rise(in): 48 48 Exit Loss Coef: 0 Invert(fiJ: 757 756.83 Berl Loss:Coef: 0 Manning's N: 0.073 0.013 Outtei Cntrl Spec: Use do or tw Top Clip(in): 0 ~ 0 Inlet Cntrl Spec: Use do Bottom Clip(in ): 0 0 Stabilizer Option; None 1 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall t 1 ' Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall - 7 1 1 1 1 Advanced Interconnected Channel 8 Pond Routing (I CPR Ver 2.20) [9] Copyright 1995, Streamline Technologies, Inc. POST-DEVELOPED CHERRY CREEK ESTATES ~ #73 ++++++++++ Input Report ________Class: PiPe_____ +++++++++++++++++++++++++x++++x+++++++++++++++++++++++++ ________________________________________________________ Name: L3-OUT From Node: LAKE3 Length(ft): . 118 Group: BASE ~ To Node: OUTLET Count: 1 ' UPSTREAM DOWNSTREAM Equation: Average K geometry: Circular Circular Flow: Both Span(in): 24 24 Entrance Lass Coef: 0.5 Rise(in): 24 24 Exit Loss Coef: 0 Invert(ft): 755.5 751.37 Bend Loss Coef: 0 Manning's N: 0.013 0.013 Outlet Cntrt Spec: Use do or tw Top Clip(in): 0 0 Inlet Cntrl Spec: Use do Bottom Clip(in): 0 0 Stabili zer Option: None Upstream FHWA InleC Edge Description: Circular Concrete: Downstream FHWA Inl Square edge u/ headwall et Edge Description: 1 1 Circular-Concrete: Square edge w/ headwall 1 1 i 1 1 ________Class: Channel___________________________________________________. Name: ADDCNAN From Node: ADDCREEK Length(ft ): 495 Group: BASE Ta Node: CREEK2 Ceunt: 1 UPSTREAM DOWNSTREAM Geometry: Irregular Irregular Equation: Aver Conveyance Invert(ft ): 762.97 760.44 Flow: Both Tclpl nit2(ft): 9999 9999 Eddy Contrac Coef: 0.3 Manning's N: Eddy Expans Coef: 0.5 TClip(ft): 0 0 Entrance Loss Coef :~0 BCLi p(ft): 0 0 Exit Loss Coef: 0 Main Xsec: DITCHI DITCHI Outlet Cntrl Spec: Use do or tw AxEL1(fU: 0 0 Inlet Cntrl Spec Use do Aux Xsec1: Stabilizer Option: None AxEl2(ft): 0 0 Aux Xsec2: TWidth(ft ): Depih(ft): BWidih(ft): LSdS Ip(h/v): 1 ' Advanced Interconnected Channel & Pond Routing (ILPR Ver 2.20) C10) Copyright 1995, Streamline Technologies, Inc- ' POST-DEVELOPED CHERRY CREEK ESTATES #73 ' +++++xxx++ Input Report --Class: Channel- ++++++++xx++x -------------- xxxxxxxxxx++++++++x+ ------- xx++xxxxxxxxxxxxxxxxxxx Name: CHANN ELI From Node: CR EEKI Length(f t ): 495 Group: BASE To Node: ADOCREEK Count: 1 UPSTREAM DOWNSTREAM ' Geometry: Irregular Irregular Equation: Aver Conveyance Invert(ft): 765.44 762.97 Flow: Both Tcl pl nitZ(fU: 9999 9999 Eddy Contrac Coef : 0.3 '~ Manning~s N: TClip(ftJ: 0 0 Eddy Expans Coef: Entrance Loss 'Coef: 0.5 0 BClip(ft ): 0 0 Exi[ Loss Coef: 0 Main Xsec: DITCHI DITCH1 outlet CntrlSpec: Use do ar to AxEt1(ft): 0 0 Inlet Cntrl Spec: Use do Aux Xsec1: Stabilizer Option: None ' AxE l2(fU: 0 0 Aux Xsec2: TWidth(ft): ' Depth(ft): BWidth(ft): LSdS Ip(h/v); RSdSIp(h/v): ~________C Lass: Channel_ ______________ ____________________ _______________________ Name: CHANNEL2 From Node: CR EEK2 Length(ft ): 1320 ' Group: BASE UPSTREAM To Node: OU DOWNSTREAM TLET Count: 1 Geometry: Irregular Irregular Equation: Aver Conveyance Invert(ft): 760,44 750:78 Ftow: Both ' Tclpt nit2(ft): Manning~s N: 9999 9999 Eddy Contrac Coef: Eddy Expans Coef: 0.3 0.5 TClip(ft ): 0 0 'Entrance Loss Coef: 0 BClip(ft ): 0 0 Exit Loss Coef: 0 . Main Xsec: AxElt(fLJ: DtTCH2 0 D[TCH2 0 Outlet Cntrl Spec: Inle[ Cntrl Spec: Use do or tw Use do ' Aux Xsec 7: Stabilizer Option; None AxEl2(ft): 0 0 Aux Xsec2: ' TWidth(ff ): Depth(ft ): ' BWidth(ft ): LSdSIp(h/v): RSdSIp(h/v): 1 1 1 1 ' Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20).[177 Copyright 7995, Streamline Technologies, Inc. ' ~ POST-OEVELOPED CHERRY CREEK ESTATES #73 - ********** Input Report +++xxx+xxx+xxxxx+++++xx+x+xxx+e+++xx++x+x++x++xx+++xxxx+ ' ________CLass: Drop Structure________________________9______:___________________ Name• L3-OUTDS~ From Node: LAKE3 Len th(ft)• 118 Group: BASE To Node: OUTLET Count: 1 ' Outlet Cntrl Spec: Use do or iw Inlet Cntrl Spec: Use do . Upstream Geometry: Circular Downstream Geometry: Circular. UPSTREAM DONNSTREAM Span(in): 12 12 Rise[in): 72 12 Invert(ft): 755.5 751.37 Manning~s N: 0.013 0.013 Top Cli p(in): 0 0 Bottom Clip(in): 0 0 ' Entrance Loss Coef: 0.5 Flow: No Flow Exit Loss Coef: 0 Equation: Aver Conveyance ' Upstream FNMA Inlet Edge Description: Circular Concrete: Square edge u/ headwall 1 1 Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 1 ' *** Weir 1 of 1 for Drap Structure L3-OUTDS *** LTABLE] Count: 1 Bottom Clip(in): 0 Type: Mavis Top Clip(in>: 0 ' Flow: Both Weir Oischerge Coef: 3.1 Geometry: Ci rcuLar Orifice Discharge Coef: 0.6 Span(in): 6 Invert(fU: 755.5 Rise(in): b Control Elev(ft ): 755.5 1 ________Class: Rating Curve____________________________~________________________ - Name: BROOK Count: 1 From Node: BROOK. Group: BASE Flow: Both To Node: CREEKI ' TABLE ELEV ON(fU ELEV OFF(ft) #1: BROCK2 765.44 765.44 #2: 0 0 t #3: 0 0 #4: 0 0 1 1 Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.20) [12] Copyright 1995, Streamline Technologies, Inc. ' POST-OEVELOPED CHERRY CREEK ESTATES q73 ' xxxxx»»»»» Input Report »xxxxxx»»»»»»»»xxxxxxxxx»x»x»»»xxxx»xxxxxxxxxxxxxxx»»»»» ________Class: SimuLat lon_______________________________________________________ S:\43405\DRAINAGE\ICPR-B-1\2YR Execution: Both Header: CHERRY CREEK ESTATES ' _________NYDRAULICS_______________ Max Oelta Z~(ft): 1 ' Delta 2 Factor: 0.01 Time Step Optimizer: 10 Drop Structure Optimizer: 10 Sim Start Time(hrs): 0 Sim End Time(hrs ): 60 ' Min Ca Lc iime(sec): 0.5 Max Calc Timd(secj: 100 To Hour: Pl nc(min): 60 5 ' ---------GROUP SELECTIONS--------- + BASE -[04/08/03] - PRE --------Class: Simulation----- S:\43405\DRAINAGE\ICPR-B-1\10YR Executicn: None ' ' Header: CHERRY CREEK ESTATES _________HYDRAULICS_________________. Max Delta 2 (ft): Delta Z Faetor: 1 0.01 Time Step Optimizer: 10 Drop Structure Optimizer: 10 Sim start Time(hrs): 0 Sim End Time(hrs): 60 Min Calc Time(sec ): 0.5 Mex Calc Time(secj: 100 To Hour: Pl nc(mi n): 60 5 ---------GROUP SELECTIONS- ----------- ' + BASE [04/08/03] - PRE _________HYOROLOGY____________________ Override Defaults: Yes Storm Dur(hrs): 24 Rain Amount(in): 2.93 Rainfall File: SCS11-24 To Hour: Plnc(min): 60 5 ______________________________________ C NO RUN ) __________HYDROLOGY____________________ Override Defaults: Yes Storm Dur(hrs): 26 Rain Amount(in): 4.15 Rainfall File: SCSII-24- To Nour: Plnc(min): -- -60 5 NO RUN I 1 1 1 1 ' Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) 1137 Copyright 1995, Streamline Technologies, Inc. ' POST-OEVELOPED CHERRY CREEK ESTATES ~ #73 ' +x++x+xxxx Input Report +++++++xxxxxx+++x+xxxxxxxxxx++++x+++++++xxxxxxxxxy+++++x --------Class: Sinnrlation-_-___°________°__°______-__'__________°________° S:\43405\ORA INAGE\ICPR-B-1\100YR Execution: None Header: CHERRY CREEK ESTATES ' _________HYDRAULICS________________ _____________HYDROLOGY__________._________ Max Delta 2 (f t): 1 ' Delta Z~Factor: 0.01 Time Step Optimizer: 10 Override Defaults:. Yes Storm Dur(hrs ): 24 Orop Structure Optimizer: 10 Rain Amount(in): 5.75 Sim Start Time(hrs): 0 Rainfall File: SCSII-24 Sim End Time(hrs): 60 Min Calc Time(sec ): 0.5 ' Max Catc Time sec): 100 To. Hour: Plnc(min): To Nour: Plnc(mirU: 60 5 60 5 ' _________GROl1P SELECTIONS__________ + BASE (04/08/037 - PRE __________________________________________ 101/27/037 ---- --class: simulaticn----° -----'-------°--°------------------------°--- S:\43405\DRAINAGE\ICPR-B-1\SYR Execution: None ' Header: CHERRY CREEK ESTATES _________HYDRAULICS________________ _____________HYDROLOGY____________________ ' Max Delta 2 (ft): 1 Delta 2 Factor: 0.01 Override Defaults: Yes Time Step Optimizer: 10 Storm Dur(hrs): 24 Drop Structure Optimizer: 10 Rain Amaunt(in): 3.7 sim Start Time(hrs): 0 Rai nfall File: SCSII-24 ' sim End Time(hrs): 60 Min Calc Time(sec):. 0.5 ~ ~ Max Calc Time(sec): 100 To Nour: Plnc(min): To Haur: Pl nc(min): 60 5 ____._,__GROUP SELECTIONS__________ 60 5 __________________________________________ ' + BASE [02/26/03] - PRE 1 NO RUN ] L_.I 1 1 1 1 1 ' Advanced Interconnected Channel & Pond Routing (I CPR Ver 2.20) l1] Copyright 1995, Streamline Technologies, Inc. CHERRY CREEK ESTATES ~ i++++Y++++ Node Maximum Comparisons ++++***++++++++++++:+*++++++++++++++++++++++++++++++++++++x++++.++++++*++++++++ (Time units - hours) ' Sim Max Time Max Stage Warning Max Delta Max Surface Max Time Max Inflow Max Time Max Outflow Name Conditions (ft) Stage (ft)' Stage (fi) Area (sf) Inflow (cfs) outf Low (cfs) *'* Node Name: AODCREEK Group: BASE 2YR . 12.97 763.71 765.60 0.0005 37304.79 12.99 56.72 '12.97 57.18 ' tOYR 72.98 764.71 765.60 0.0004 33704,84 12,85 131.68 72.99 127.48 100YR 13.01 765.97 765.60 0,0006 36786.87~ ~ 12.94 248.97 13.03 246.17 ' *** Node 2YR Name: BROCK 0.00 Group: 766.24 BASE 770.40 0.0000 4356,00 0.00 0.00 12.83 57.71 tOYR 0.00 766.24 770,40 0.0000 4356,00 0.00 0.00 12.75 124.50 100YR 0.00 766.24 770.40 0.0000 4356,00 0.00 0.00 12.89 246.38 **' Node Name: CREEKI Group: BASE ' 2YR 12.99 766.38 767.57 0,0008 37558.94 72.83 60.14 12.99 56.72 10YR 12.76 767.22 767.57 0.0006 38659,89 12.75 129.75 12.85 737.68 100YR 12.93 768.26 767.57 0.0009 40155.03 ~ 12.89 ~ 253.83 72.94 248.97 ' *" Node Name: CREEK2 . Group: BASE 2YR 12.03 761.51 762,51 0.0094 56692.11 72.76 62.60 13.78 92.19 tOYR 13,05 761.98 762.51 0.0023 60267.11 12.99 139.06 13.11 139.00 t00YR 73.10 762.66 762:51 0.0070 63600,78 13.05 266.76 13.13 265,76 ' *** Node Name: LAKE? Group: BASE 2YR 13,62 761.65 763,00 0,0010 39164.21 12.08 71.56 73,37 4.13 10YR 13.65 762.12 763.00 0.0006 40630.40 72.08 21.99 13.62 8.14 t00YR 13.24 762.75 763.00 0.0004 42575.95 12.08 37.00 73.47 18.77 ' *** Node Neme: LAKE2 Group: BASE ZYR 12.07 761.50 761.00 0.0100 38344.04 72.25 74,45 12.35 20.28 tOYR 12.09 761.52- 767,00 0.0700 38411.56 12.25 ~ 27.41 12.37 31.85 100YR 12.30 761.67 761.00 0,0100 38946,59 12.25 45.77 72.40 46.96 ' *** Node Name: LAKE3 Group: BASE - 2YR 14,34 760.17 ~ 761.00 0.0082 727895,39 72.17 10.07 21.04 21.33 10YR 14.19 760.20 761.00 0.0099 128538.66 12.77 18.72 21.12 27.70 ' 100YR 13.97 760,35 767.00 0.0069 129467.83 12.17 30.87 21.23 22.22 *** Node Name: OUTLET Group:- BASE 2YR 12.00 761.50 761.50 0,0756 24276,66 13.78 91.68 0.00 0.00 ' 10YR 100YR 12.00 ~ 12,00 -767.50 761.50 761.50 761.50 0.0248 0.0125 24336.24 24518.27 13.08 13.10 142.25 277.40 0.00 0.00 0.00 0.00 1 1 1 LJ' _ , , .. ... -~ .: , ,: 1 t 1 1 t 1 1 1 Brock Ditch, Offsite used to determine HEC-RAS flow Job # 43405 Pre-Developed Site Basin 1 Basin 5 - Subbasin Area CN Woods (B) 6.50 ac 60 Residential (2 ac) 12.30 ac 67 Agricultural 43.20 ac 77 Total 62.00 ac 73 Basin 2 Subbasin Area CN Residential 66.10 ac 77 Woods 4.00 ac 63 Lake 4.90 ac 98 Total 75.00 ac 78 - Basin 3 Subbasin Area CN Residential (1/2 ac) .125.50 ac 75 Rough 9.30 ac 67 School 15.20 ac 75 Total 150.00 ac 75 Basin 4 Subbasin Area CN Agricultural (B) 38.90 ac 75 Woods (B) 13.60 ac 60, Residential (B) 13.50 ac 68 Total 88.00 ac 70 Subbasin Area CN Residential (1/4 ac) 57.30 ac 79 Church 25.60 ac 75 Lakes 4.90 ac 98 Agricultural (B) 6.70 ac 75 Total 94.50 ac 79 Brock Ditch, Offsite used to determine flow for HEC-RAS Job # 43405 Pre-Developed'Slte Time of Concentrations ICPR Basin Sheet Flow Manual Ue°alp0on n= L= P+' s= T~=.omlralo.egvx ° oesrnp0oo v= ~- n=w De°rr~ibn v= ~= n=w T~ (total) T~ Itotaq R ~ h/h hrs fVe A s hrs) ! fmin Basin 1 lNooda 0.4 300 2:68 0.02 0.9453 Gutter/Swale 2.00 1000 0.1389 Channel 3.00 1050 0.0972 1.1615 70.9 Basin 2 ~ Gress 0.15 200 2.66 0.02 0.3118 Gutter/Swale 2.00 50 0.0089 PI a Flow 2.50 1950 0.2187 0.5355 32.1 Basin 3 Woods - 0.4 300 2.68 0.02 0.9453 Gutter/Swale 2.00 1000 0.1369 Pi a Flow 2.50 2300 0.2556 1.3398 80.4 Basin 4 Grass 0.15 300 2.66 0.02 0.4313 Gutter/Swale 2.00 850 0.0903 Channel 3.00 2350 ~ 0.2178 0.7392 44.4 Basin 5 A d. 0.17 300 2.68 0.02 0.4788 Gaffer/Swele 2.00 1000 0.1389 Pi a Flow 2.50 750 0.0833 0.6990 41.9 OnsBe Woods 0.6 300 2.86 0.004 2.4892 Gaffer/Swale 2.00 100D 0.1389 Channel 3.00 1850 0.1528 2.7808 166.8 1 1 1 1 1 1 1 1 Advanced Incerconneccetl Channel s Pond 0.mucing (I CPR vez 3.381 f1] Capyri ghc 1995, Streamline Te[hnmlmgies, Inc. Cherry Creek 6s Cates- 9zock Oicch y5 ..»...... Input Report ................. «................« ... «.... ________Clas s: Node_____ __________________ ___________________ __________ Name: LAX81 Base FloN.(cPSI: 0 Init Stage lEt) : ]83.1 Group: HASS warn Stage (Lt) : ]55 Comment: Stage lEU Area lacl ]53.1 3.]5 ]BS 2. ]5 ________Claee: Node______ _________________ ____________________ _________. Name: LA10;3 Haee Plow (cEal: 0 Snit Stage lEtl: ]]].9 Gzaup: BASS Narn Stage lft): ]B! Co®eat: Stage lfp Arealac) ]]].9 1.9 ]59 5.9 ________Claee: Noda______ _________________ _____________ ____ Neme~ IlA1C83 Baea PloN (cES): 0 9 In1t Sti e1PU - ]95.] GaOLLD: HASH Nam Stage (Pt): ]99.fi COmmenL Stage (tt) Axealac) ]99.] 4.9 ]99.6 1.9 ________Claea: Node______ _________________ ____________________ __________ Name: NGD61 Haee" Flay (cts): 0 ffit Stage lEt): ]]1.5 Group; HA58 Narn Stage lPt): ]]9 Comment: ~ . Time lhra) Stage lfU ' o ]]1.9 ll.5 ]]4 48 ]]3.5 ________Claae: Node______ _________________ ____________________ __________ Name: OHBITB Haea Plow (cEel: 0 Init Stage lEtl: ]50.]5 Group: ON5I1'8 Nara Stage (CG): ]61.5 Comment: SCage (ttl Are9 (aU ' ]50.]5 0.05 ]fi1.5 0.05 1 1 1 1 1 1 1 t 1 1 advanced Intexvonnecied Chawel s~Pond Routing IICPR Ver 2.201 [2] Copyright 1995, 9[xeamllne Technologies, Inc. the rv; Cxeek Estates- Brack Ditch p5 ________Class: easin__________________________________________________ Baein: BASINI Node: L1X81 Status: On 91te Type: SCS Gvit 8ydr Group: PASS Gnit 8ydrvgiaph: 0H909 Peak Pa[tvr: 984 ' Rainfall PSle: Stozm Duration lhisl: 0 Rainfall Amount ~inl: 0 Area (act: 61 Covicentraeion Tlme (mivl: 00.9 Nrve p: 73 Time Shift lhisl: 0 DCIA (t7: 0 ________Claee: Baelv_____________________________________________ Ha91a: HASIN3 Node: LAR82 Statue: Dn SSCB Type: 9C4 Gait Hydr GzvuP: PASS ~., . Unit 8ydrograph: 0IN 8a peak factor: 951 Rainfall File: 9Cmrm Dumtlcnlhr9l: D Bainfall Amount lln): a AzBa (acl: T5 ConcmtraClav Time (mivl~:. 32.1 LLrw p: 7B Tima Sh1Pt (hrsl : 0 OCIA (tl: 0 ________Claee: Baein____________________________________________________________ eaelm: 8119ffi3 Nade: NOD81 S[atva: On 91te Type: SC9 ilnit Hyde Group: BA88 ~ Onlt 8ydrograph: 08989 Peak factor: 409 Rainfall PS le: 9Cmzm Dura[SOa (hrel: 0 Rainfall Amount (inl: 0 ' Aiea (acl: 150 Concevtratioa Tlme (mial: 00.9 Curve •: T5 Time Shift(ai91: 0 DCI31(tl: 0 ________Claee: Basia________________________________ ~~ eaeia: BASII39 Nade: 00081 Status: On Site type: 6C9 Gait 1 Group: HA88 Onlt PydioBSaph: 08454 Peek Pactvr: 489 Aaiafnll Pile: SCmzm Duzatiov (hrsY: 0 Ra1nPa11 Amvuat ~ivl: 0 Aiealacl: 66 Concentration Time (mlal: 44.4 Curve p: 70 Time Sh3Lt (hra1: 0 DCZA(U : 0 1 t i 1 1 Advanced In[emtMeeted Charnel L Pond Routing IIC4R'Vei 2.]DI (3f Copyright 1995, Streaml inx Txchnologies, Inc. Cherry Creek 'estates- Brack Hitch q5 •errr++u+ Input RGPort ++e.+r+r++.+ ________Claee: easin________________ Hasln: BASINS Noda: LARR9 Status: On Site Type: SCS Onit Rydr Group: BASB Cn1t Hydzograph: DH404 Peak Pastor: 404 Raivfall Flle: Storm Duzatlon (hill: 0 Rainfall Amount (ial: S Area lac): 99.5 Concenerntioa Tlma lminl: 41.9 Curve H: ]9 Time Sh1Et lhzsl: 0 DCIA (Y1: e ________Clase: eaain____________________________________________________________ eaeiv: ONSSTS Noda: ONSSTS Statue: Ov 91te Type: SCS Ovit Hyde Gzonp: ONBITH LRtlt Nydiograph: DH4a4 Peek Pnetor: 104 Ralpfall File: Stvxm Duration (hrel: 0 Rai~all Amount (Snl: D Area (ac): 91.13 Concentrntion Sime lminl: 166.8 Curve 8: ]1 Time Sh1Et (Kral: 0 DCIA IY7: 0 ________Cjaea: Pipa______ Name: L1-OPf Group: HASH NPSTAHAM Geonwtry: Circular Spm (Sul: 10 Riee (SVI: YB Invert (ft~: ]83.1 Maaning'a N: 0.013 Top Clip lial: o Hottam Clip (Sv): o From Noda: LAR81 L¢agth lE t): 900 To Nod@: NOOH1 taunt: 1 DOIR45TRRAM BquaCion: Average % C1rN18z Plow: Both 10 6ttrance Loee Coef: 0.5 1B ffit Lvee Coef: 0 .- ]]H.6 0end Loea Coef: 8 0.013 Outlet Cntrl Spec: Oea do or tp o Inlet Catrl Spee: IIee do a stabiliser Option: Nona Opstzeam eANA Inlet Rdge Description: Circular Concrete: Square edge w/ headwall 1 1 Dovvetreem PHNA Inlet Edge Daecriptiov: Circular Concrete: Square edge w/ headwall 1 1 1 i 1 Advanced Intercormecced Channel s Pond Rosscing IiCPA Ver ?.C01 [al Copyright 1995, Stxaamlina Technologies, Inc. Cherry Creek Es[aces- Brock Ditch %G .v..r..«. Input RePOrc ••• '~••«....a:. . «.. o...+o.«.:. u ..r.::..::.., ________Clas e: PiPe________ _____________ _____________________ _____________ Name: L3-ODT From Node: LAER3 Length (Yt) : 500 Gxcup: BASE To Nnde: NODB1 Count 1 0PS1'ARNI DOWNSTREAM Equation: Average N Geometry: Circular Circular Flor: Both Spa¢(i¢I: 30 30 Entrance L¢ea CoeE: 0.8 Riau lint: 30 3p 8sit Lose CneE: p Invart(YU : ]]].9 ]41.5 Bend Loae CoeY: 0 Naiming'9 N: 0.013 0.013 0¢Clet Cntrl Spec: Dee dC nr Cr Top Clip lint: 0 0 Ivle[ Ctrl Spec: Dee dv Bottom Clip (inl: 0 0 Stabilizer Option: None IIQBtIeam PRWA Inlet 8dge Description: Circulaz Cavczete: Square edge r/ headwall 1 1 Dornatream PHWA Inlet &dga Deacrlptio¢: Circular Covczete: Square edge r/ headwall 1 1 ________Maee: Pi Pe__________ ___________ _____________________ ___________________ Name: I.3-L3 From Nnda: LAEE3 IRIIgth IPC) : 2]00 ~ Group: EA58 To Node: I.ARH1 Cou¢L : 1 OPSTRRAM DOWNETAFeAM Equation: Average N Geometry: Circular Circular Plor: Bath Span (ial: 6 - 6 Entrance Loea Coef: 0.5 RSse (1n1: 6 6 Brit L¢ea CoeE: 0 Invert(ftl: ]9E.] ]]].9 0end Loee Coef: 0 Maming'a N: p.p13 0.013 Outlet Cn[rl Bgec: IIee do or tw Top C11p (Snl: p 0 inlet Cnerl Egec: Dea d¢ Bottom Clip lint: 0 0 8Cab111ser Optl¢n: None i3patream PNWA Inlet 8dge Description: Circular Concrete: Square edge v( headwall 1 1 DownetrnaID F'RWA Inlet Edge Description: Circular Concrete: Square edge r/ headwall a i Advancetl Ivrercocu:ected Channel s Pond Routing {ICPR Ver 3.30 [9 Copyright 1995, Streamlina Technologies, Inc. ' Cherry Creek Ss cares- Brock Ditch p5 ' «.«e. «<.. Input Re4ort •~«.««««.«<:«..<.<...«.......:.....a««««+«ee:. «..«v«.. ________Clasa: Simulation______________________________ _________________________ S:\93905\DAAINAGR\ICPR-B-1\ICPR2\100YBAR ' ErecUtioh: Eoth Headex: Cherry Creek Estates- Block pitch _________HyDApm.rCS_____________________________HYDROLOGY__ _____ ' Max Delta 2 (Eq: 1 Delta Z Factor: 0.01 Override DeEavlts: Yee ' TSme Step Optimizes: 10 Storm -uYlhrs): Oxap StxD ntnre Optimizer: 10 Rain Amonntlinl: 29 5.]5 Sim Start Time lhra): 0 Raiffiall Pile:' SCSII Q9 Sim evd Time lhral: 6D ' Nia Calc Tima feat).: 0.5 Max Cdlc Time (sec): 100 To Hour: PInc lmin): TO Hour: PIne (min): fi0 5 60 5 _________OAODP SSLHLTIDPS__________________________________ __________________ • BA88 [02/03/031 - ONSITH [ ND RDM ] ________Claee: Simulation_______________________________ ________________________ S:\93905\ORAIS'Ap8\ICPR-B-1\ICPA2\1 pY8AA ' exerntion: Rath - Headar: Cherry Meek eatatea- Brock Ditch ' ___.._____HYDRA0I.ICS_____________________________HYDRDLOGY___ _________ Max OBlta E fEt): 1 r _ Delta 2 Pactor: 0.01 Override Oeiaulta: Yea Tima Step Optimiaer: 10 Storm -ur (hra1: 29 ' drop Structure Optlmiaer: 10 Agin Amonnt (inl: 4.15 SSm Start Tlme (hre): 0 Aalnia3l Pile: SCSII-29 310 Hvd Time (Nra): 60 ' Min Calc Time lsec): 0.5 Mex Glc TSmefaec): lpp -Tm Hour: PInc(mlal: To Rmur: PIDC (min): 60 5 60 5 _______GRODP 98I.8CTIONS___________________________________ _________________ • BASS (02/03/031 - ONSSTB [ NO RDN ] ' 1' 1 ' Advanced Interconnected Channel s Pona Roucing fiCTR ver 3..01 [6~ Copyright 1995, Streamline Technologies, Inc. ' Cherry Creek Estates- Hrock Di ¢h X9 ' .......... InPUt RePOrY ........a...+.........r...: .............. a............ a. ________Class: Simulation____________________________________________ ___________ S:\93405 \DAAIPAGS\ICPR-3-1\ICPR2\1YRAR ' Execution: Soth Reader: CDerry Creek 6atate s- Brock Ditch ' ________ HmRAO7.ICS_____________________________gypROIAGY__________________._ Mai Delta 2 NYC): 1 Delta S factor: 0.01 Override Defaults: 4ee T1me Step Optimizer: 10 Stotm Dur(hxal: 14 Damp Structure Optimizer: SO Rain Amouvt (in): 1.93 S1¢ Start Time (his): 0 Rainfall F110: SCSII-14 31m 8nd Timelhrs): 60 ' MSn Calc T1ma (eecl: 0.5 Max Cale Timeleec): 100 To HOYr: PInc(miII): To Hour: PIDC (minl: 60 5 60 5 ' _________OROOP SBLSCTIONS_____________________________________________ + BASS [p1/03/031 - ONSITB [ NO RDN ] 1 t t 1 1 Advanred In[eiconnecCed Channel 5 Pond Routing (ICPO ver 2.301 [1] Copyright 1995, streamline Technologies, Inc. Cherry Creek Estates- Brock Ditch x rfffff+x NOd2 MaXimnm Compdil9o ns r+xxexff+ff xx av of+ffe+rr+f+ff xxf xrrr++++++xlrt+t++++rf rr+xex+xertf + xxv+++xxr ITime units - hours) Sim Mdx Time Max Stage Warning Max Delta Mass Surface Mass T ime Mass Inf low Nax Time Max Outflow Name Cond itions (ft) Stage Ift) Stage IEt) Area (SPI Inflow ICES) outflow (c£sl •+• Node Name: LAN&1 Group: BA96 IOYSAR 15.01 ]84.]9 ]05 .00 O.OO59 1199]3 .6] 13 .6] ~ 49 .93 15 .01 6.95 100YSAR 15.]0. ]B 6.41 ]85. 00 0.0061 119961. 69 13 .59 81 .9fi 15 .]0 8.41 x+* Nmde game: I.AI~1 Group: BA58 1015M - 19.29 ]]9.41 ]89. 00 0.0099 314081. 93 12 .25 110. 96 19 .31 10.3] 100Y'0AH 13.93 ]00.26 ]04. 00 0.0100 213]30. 90 12. 15 199. 30 13. 54 46.fi1 •++ Node Name: LARG3 GrOVp: HASS lDYSAR 24.]9 ]98.99 ]99. 60 0'.0100 3134]]. ]5 13. 33 131. 35 41. 1] 0.51 100Y0AR 24.0'! 001.12 ]99. fi0 0.0100 1134]]. ]5 13. 33 218. ]0 49. 12 0.53 ++* Nada Name: NOpHl Gzoup: BASS 10Y0A11 12.50 ]]9.00 ]'14. 00 0.0056 1151. 26 13. 50 159. 34 0. 00 0.00 SODYBAA 13.50 ]')4.00 ]'19. 00 0.0056 1396. 39 13. 50 39fi. S3 0. 00 0.00 PRE- DEVELOPED CONDITIONS 0 m W c 0 N v w PRE-DEVEIAPED CONDITIONS Cherry Creek Estates- Brock Ditch .Plan 14 2/3/2003 ~.a->ko..,~ .a ~, Legend fir" WS PF 2 WS PF 1 Ground • Bank Sta c ~ . o ~ ~ v • lL i ~~: 7 0 100 20D 300 400 50D Stagon (ft) Cherry Creek Estates- Brock Ditch Plan 14 2/3/2003 Downstream of Proposed Crossing Legend WS PF 2 WS PF 1 Ground ~ s Stink Sta o m Envoachment ,~, w i0 Cherry Creek Estates- Brock Ditch Plan 14 2/3/2003 Upstream of Proposed Crossing -.4~ ~ .4--~I _ 0 Legend `~ ~ ~~~ WS PF 2 ~ WS PF 1 Ground a Bank Sla ~ ~ ~ \i • ~ ~ .~~ - 1l 100 200 300 400 500 fi00 Statlon (ft) ~ ~ - Cherry Creek Estates- Brock Ditch Plan 14 2/3/2003 Legend - •--- WS PF 2 WS PF1 Ground 0 Bank Sta Encroachment 10 Statlon (ft) ~ Station (ft) 0 m w c 0 m m W PRE-DEVELOPED CONDITIONS Plan 14 2/3/2003 Legend WSPFt --~ WS PF 2 Ground • Bank Sta Encroachment ii m w Station (ft) Cherry Creek Estates- Brock Ditch Plan 14 2/3/2003 IE--.a-~I.I~.a~ 0 Legend 3 _, WS PF 2 WS PF i Ground • Bank Sta c 0 m W Cherry Creek Estates- Brock Ditch Plan 14 2/; Upstream ex.culvert @ Cherry Tree Rd. ~.4 ~.i~ .4 :{ 0 Z 3 R Legend --` WS PF 2 WS PF i Ground r Bank Sfa i0 Statlon (ft) 0 Cherry Creek Estates- Brock Ditch 10D 200 300 400 500 B00 Staton (ft) c' 0 e W tv m w PRE-DEVELOPED COND1710N5 Cherry Creek Estates- Brock Ditch Plan 14 2!3/2003 Downstream ex. bridge @ Cherry Tree Rd. ~--.035=---~ {~-.4-~ 0 Legend 3 -' WS PF 2 •~ WS PF 1 ~~ ..,• Ground ,G • Bank Sta `o •~•,~ m W -200 -100 0 100 200 300 400 500' Staton (ft) Cherry Creek Estates- Brock Ditch P)an 14 2/3/2003 768 .035 . I~-.4-~ 0 Legend WS PF 1 766 • WS PF 2 • Ground ~ • 764 Bank Ste ~ Encroachment `o ~ 762 ~ . m w 761-F 0 781 Cherry Creek Estates- Brock Ditch Plan 14 2/3/2003 .035~.~ .4~ 0 Legend ~~- 3 -- • WS PF 2 ~• . WS PF 1 • Ground • • Bank Sta Encroachment 800 Station (ft) Cherry Creek Estates- Brock Ditch Plan 14 2/3/2003 Upstream of confluence wl Vestal Ditch .035 3{ . ~.4~{ _ 3 Legend r ---- -- \•`••~ti ~ WS PF 1 R ~~ 'N•~..•` WS PF2 Ground Bank Sta 400 600 800 1000 1200 Staton (ft) 0 100 200. 300 400 500 600 700 800 Staton (ft) 200 400 600 POST-DEVELOPED CoNpIrloNS c c 0 m Ul c 0 m W POST-DEVELOPED ~ONDfrIONS Cherry Creek Estates- Brock Ditch Post-developed Grade 1/2512003 4s--- nnl L e Legend WS PF 1 WS PF 2 _ , Ground • Benk Sta ~_ c 0 v W Statlon (R) Cherry Creak Estates-Brock Ditch Post-0eveloped Grade 1252003 Proposed calved Legend WS PF1 WS PF 2 Ground ~ dank Sta ~, ~ 0 . ~ m W Cheny Creek Estafea-Brock Dilch Post-developed Grade 1252D03 Upstream of Proposed Crossing - .4-~ ~ .035 ~! _ _ 0 •~+ Legend 3 ----~- -~-~ WS PF 1 WS PF 2 , ' Ground 0 Bank Sta , `,N/ 0 100 200 300 400 500 Statlon (R) Cherry Creek Estates- Brock Ditch Past-developed Grade 1@52003 Proposed culvert Legend WS PF 1 ~--- WS PF 2 •- - Ground • Bank Sta 10 Sfatlon (ft) Statlon (R) POST- DEVELOPED CONDIrIaNS Cherry Creek Estates- Brock Dlfch Post-developed Grade 1/25/2003 Downstream of Proposed Crossing c 0 'm w c c 0 Ta m W Legend WS PF1 a WSPF2 --~ Grountl c • Bank Sta `o . ~ m w 0 100 200 300 400 500 SteOon (ft) Cherry Creek Estates- Brock Ditdr Pastdeveloped Grade 125Y1003 h:-.4~ . ~ .035 -~ 0 Legend 3 . WS PF 2 WSPF1 Ground Bank Sta -T~ e Encroachment ° W Cherry Creek Estates- Brock Ditch Poat-developed Grade 1/25/2003 h---.4-~~.03=r .035-~ -----._._.._. Legend ~ WS PF 2 WS PF1 Ground a Bank Sta ,' Encroachment i ~, •, ... -r-~ ~ 00 450 500 550 600 650 700 750 600 Stellon (ft) Chong Creek Estates- Brock Ditch Post-developed Grade 1/25!2003 Legend ~. WS PF 2 WS PF 1 ,__--. Ground • Bank Sta Encroachment SfaBon (ft) Station (ft) 400 500 600 700 800 c 0 iy W PoST•DEVELOPED CONDITIONS Station (R) 650 700 750 Cherry Creek Estates- Brock Ditch Post4evelapad Grade 1/25/2003 Upstream of confluence w/Vestal Ditch Station (R) Legend WS PF t WS PF 2 Ground • Bank S[a 10 Cheny Creek Estates- Brock Dflch Post-0evebped Grade 1/25/2003 ~.035~ -~~.03 ~ .4~ Legend WSPF1 WS PF 2 Ground • Bank Sta c 0 W CHERRY CREEK ESTATES JOB #43405 Date: 01/21/03 Post-Developed Site Time of Concentrations StormCAD Basin Sheet Flow Manual ~ Descdp6on n = L = Px = 5 = T, _ .007(nL)0.8/(P2' s ~) Descrlptlon V = L = Tt = W T~ (total) T~ (total) (ft) (in/hr) (ft/ft) (hrs) - (ft/s) (ft) (hrs) (hrs) (min) 2 Grass 0.15 70 2.68 0.02 0.1346 Gutter! Swale 2 205 0.0285 0.1631 9.8 3 .Woods 0.45 255 2.66 0.013 1.0836 Gutter / Swale 2 170 0.0236 1.1072 66.4 5 Grass 0.15 120 2.66 0.02 0.2072 Gutter / Swale 2 95 0.0132. 0.2204. 13.2 5A Grass 0.15 105 2.66 0.02 0.1862 Gutter! Swale 2 60 O.D083 0.1946 11.7 6A Grass 0.15 265 2.66 0.02 0.3906 Gutter / Swale 2 220 0.0306 D.4211 25.3 6 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2 275 0.0382 0.1728 10.4 13 Grass 0.15 ' 60 2.68 0.02 0.1190 Gutter / Swale 2 110 0.0153 0.1343 8.1 14 15 Grass Grass 0.15 0.15 70 65 2.66 2.66 0.02 0.02 0.1346 0.1269 Gutter / Swale Gutter! Swale 2 2 160 185 0.0222 0.0229 0.1569 0.1496 9.4 9.0 16 Grass 0.15 115 2.66 0.02 :0.2003 Gutter-/ Swale 2 275 0.0382 0.2385 14.3 17 Grass 0.15 110 2.66 0.02 0.1933 Gutter! Swale 2 180 0.0250 0.2183 13.1 18 19 Grass Grass 0.15 0.15 125 65 2.66 •2.66 0.02 0.02 0.2141 0.1269 Gutter / Swale Gutter! Swale 2 2 150' 265 0.0208 0.0368 0.2349 0.1637 14.1 9.8 20 Grass 0.15 70 2.68 0.02 0.1346 Gutter / Swale 2 440 0.0611 0.1958 11.7 21 Grass 0.15 105 2.66 0.02 D.1862 Gutter / Swale 2 440 0.0611. 0.2473 14.8 23 24 Grass Grass D.15 0.15 65 130 2.66 2.66 0.02 0.02 0.1269 0.2209 Gutter / Swale Gutter / Swale 2 2 200 190 0'.0278 0.0264 0.1547 0.2473 9.3 14.6 25 Grass 0.15 110 2.66 O.D2 0.1933 Gutter! Swale 2 180 0.0250 0.21.83 13.1 26 Grass 0.15 1'10. 2.66 .0.02 0.1933 Gutter! Swale 2 9D D.D125 0.2058 12.3 2T Grass 0.15 65 2.B6 0.02 0.1269 Gutter!Swale 2 340 0.0472 0.1741 70.4 28 Grass 0.15 150 2.66 0.02 0.2477 Gutter / Swale 2 340 0.0472 0.2950 17.7 29 30 Grass Woods 0.15 0.3 80 .300 2.66 2.66 0.02 0.01 0.1498 0.9909 Gutter / Swale Gutter / Swale 2 2 90 455 0.0125 0.0632 0.1623 1.0541 9.7 63.2 31 Grass 0.15 145 2.66 0.02 0.2411 Gutter! Swale 2 260 O.D361 0.2772. 16.6 32 Grass 0.15 270 2.66 0.02 0.3965 Gutter / Swale 2 0 0.0000 0.3965 23.8 33 Woods D.B 300 2.66 0.01 1.7253 Gutter!Swale 2 490 0.0681 1.7934 107.6 37 Grass 0.15 65, 2.68 0.02 0.1269 Gutter!Swale 2 375 0.0529 0.1790 10.7 38 Grass 0.15. 65 2.66 0.02 0.1289 Gutter!Swale 2 350 0.0486 0.1755 10.5 39 . Grass 0.15 90 2.68 .0.02 0.1646 Gutter / Swale 2 180 0.0250 0.1896 11.4 40 Grass '0.15 85 2.66 0.02 0.1269 Gutter!Swale 2 225 0.0313 0.1581 9.5 CHERRY CREEK ESTATES JOB #43405 Date: 01/21/03 Post-Developed Site Time of Concentrations StormCAD Basin Sheet Flow Manual Description n= L= Px= s= T,=.007(nL)0.8/(Px's~) Description V= L= Tt=W T~ (total) .T,; (total) (fl) QNhr) (ff/(t) (hrs) ~ ((Us) (h) (hrs) (hrs) (min) 41 Grass 0.15 70 2.66 0.02 0.1346 Gutter/Swale 2 155 0.0215 0.1562 9 4 42 Grass 0.15 95 2.66 0.02 0.1719 Gutter / Swale 2 0 0.0000 0.1719 . 10 3 43 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2 175 0.0243 0.1512 . 9 1 44 Grass 0.15 65 2.66 0.02. 0.1269 Gutter / Swale 2 190 0.0264 0:1533 . 9.2 45 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2 55 0.0076 0.1723 10 3 46 Grass 0.15 95 2.66 0.02 0.1719 Gutter / Swale 2 105 0.0146 0.1865 . 11 2 47 Grass 0.15 95 2.66 0.02 0.1719 Gutter / Swale 2 50 0.0069 0.1789 . 10.7 48 Grass 0.15 115 2.66 0.02 0.2003 Gutter / Swale 2 5 0.0007 0.2010. 12.1 49 Grass 0.15 ' 65 2.66 0.02 0.1269 Gutter / Swale 2 135 0.0188 0.1456 8.7 50 Grass 0.15 65 2.66 0.02 0.1269 Gutter 1 Swale 2 135 0.0188 0.1456 8.7 52 Grass 0.15. 300 2.66 0.02 0.4313 Gutter/Swale 2 240 0.0333. 0.4647 27.9 53 Grass 0.15 25 2.68 0.02 0.0591 Gutter / Swale 2 280 0.0389 0.0980 5.9 54 Grass 0.15 25 2.68 0.02 0.0591 Gutter / Swale 2 255 0.0354 0.0945 5.7 55 Grass 0.15 35 2.66 0.02 0.0773 Gutter / Swale 2 145 0.0201 0.0975 5.8 56 Grass 0.15 15 2.66 0.02 0.0393 Gutter / Swale 2 .: 100 0.0139 0.0532 5.p 57 Grass 0..15 65 2.66 0.02 0.1269 Gutter/Swale 2 140 0.0194 .0.1463 8.6- 58 Grass 0.15 • 65 2.66 0.02 0.1269 Gutter / Swale 2 235 0.0326 0.1595 9.6 59 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 "285 0.0396 0.1819 10.9 60 Grass 0.15 95 2.68 0.02 0.1719 Gutter / Swale 2 300 0.0417 0.2136 12.8 62 Grass 0.15 25 2.68 0.02 0.0591 Gutter/Swale 2 230 0.0319 0.0910 5.5 63 Grass 0.15 20 2.66 tl.02 0.0484 Gutter / Swale 2 0 0.0000 0.0494 5.0 64 Grass 0.15 20 2.66 0.02 0.0494 Gutter / Swale 2 160 D.0222 0.0716 5.0 65 Grass 0.15 80 2.68 0.02 ,• 0.1498 Gutter / Swale 2 65 0.0090 0.1589 9.5 66 Grass 0.15. - 65 2.86 0.02 0.1269 Gutter / Swale 2 ' 260 0.0361. 0.1630 9.8 67 Grass 0.15 65 2.66 0.02 0:1269 Gutter / Swale 2 350 0:0486 0.1755 10.5 68 Grass 0.15 65 2.68 0.02 0.1269 Gutter / Swale 2 350 0.0486 0.1755 10.5 72 Grass 0.15 80 2.68 0.02 0.1498. Gutter / Swale 2 130 0.0181 0.1679 10.1 73 Grass 0.15 70 2.68 0.02 0.1348 GutterlSwale 2 335 0.0465 0.1812 10.9- 75 Grass 0.15 110 2.66 0.02 0.1933 Gurier / Swale 2 160 0.0222. 0.2155 12.9 76 Grass 0.15 105 2.68 0.02 0.1882 Gutter / Swale 2 0 0.0000 0.1862 11.2 >• ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ iiii~ iiiii~ iii iiiii~ iiiii~ iiiii~ CHERRY CREEK ESTATES JOB #43405 Post-Developed Site Date: 01/21 /03 Time of Concentrations StormCAD Basin Sheet Flow Manual W Descriptidn n = L = ps = s = T, =.007(nL)0.8/(Pz ~ s ~ Description V = L = Tt = W T~ (tOfal) T~ (10101) (tt) (Nhr) (fl/ft) (hrs) (ff/s) (K) (hrs) (hrs) (min) 77 Grass 0.15 110 2.fifi 0.02 0.1933 Gutter / Swale 2 180 0.0250. 0.2183 13.1 78 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale - 2 160 0.0222 0.1869 11.2 79 Grass 0.15 65 2.66 0.02 0:1269- Gutter/Swale 2 355 0.0493. 0.1762 10.6 80 Grass 0.15 155 2.66 0.02 0.2543 Gutter / Swale 2 150 0.0208 0.2752 16 5 81 Grass 0.15 70 2.66 0.02 0.1346 Gutter/Swale 2 285 0.0396 0:1742 . 10.5 82 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2 315 0.0438 0.1706 10.2 83 Grass 0.15 65 2.66 0.02 0.1269 Gutter/Swale 2 385 0.0535 0.1804 10.8 84 Grass 0.15 160 2.66 O.D2 0.2609 Gutter / Swale 2 395 0.0549 0:3157 18.9 88 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2 230 0.0319 0.1818 10.9 87 Grass 0.15 ' 70 2.66 0.02 0.1346 Gutter / Swale 2 170; D.0236 0.1583 9.5 88 .Grass 0.15. 70 2.66 0.02 D.1348 Gutter / Swale 2 390 0.0542 0.1888 11.3 89 ,Grass 0.15 125 2.86 0.02 0.2141 Gutter / Swale 2 385 0.0535 0.2676 16.1 91 Grass 0.15 55 2.68 0.02 0.1110 Gutter / Swale 2 275 0.0382 0.1492 9.0 92 Grass 0.15 65 2.66 O:D2 0.1289 Gutter! Swale 2 155 0.0215 0.1484 8.9 1 L C 1 1 1 C' 1 Scenario: Design 4/8/03 Structure Input Report Structure Label Area (acres) Inlet C Time of Concentration (min) Local Rational Flow (cfs) Local Intensity (in/hr) 01 02 0.48 0.38 9.80 0.93 5.06 03 1.42 0:26 66.40 0.73 1.96 03A 0.26 0.85 5.00 1.45 6.50 04 05 0.43 0.41 13.20 0.82 4.62 05A 0.60 0.50 9.50 1.56 5.15 06 0.72 0.40 9.50 1.50 5.15 06A 0.62 0.50 25.30 1.09 3.47 7A 2.62 0.34 45.30 2.28 2.54 10 11 12 13 0.28 0.53 8.10 0.83 5.57 14 0.35 0.49 9.40 0.90 5.18 15 0.64 0.49 9.00 1.68 5.30 16 1.13 0.48 14.30 2.45 4.48 17 1.28 0.30 13.10 1.79 4.63 98 0.95 0.34 14.10 1.47 4.51 19 0.98 0.45 9.80 2.25 5.06 19A 20 1.41 0.41 11.70 2.79 4.80 21 1.63 0.24 14.80 1.74 4.42 22 23 0.85 0.53 9.30 2.37 5.21 24 1.20 0.51 14.80 2.73 4.42 25 1.42 0.30 13.10 1.99 4.63 26 1.27 0.31 12.30 1.87 4.72 27 0.92 0.49 10.40 2.25 4.95 28 1.67 0.48 .17.70 3.36 4.16 29 0.66 0.26 9.70 0.88 5.09 30 5.33 0.21 63.20 2.26 2.01 36 37 0.70 0.50 10.70 1.73 4.92 38 0.79 0.48 10.50 1.89 4.94 39 0.78 0.40 11.40 1.52 4.83 40 0.58 0.49 9.50 1.48 5.15 41 0.54 0.51 9.40 1.44 5.18 42 0.09 0.41 10.30 0.18 4.96 43 0.47 0.53 9.10 1.32 5.27 44 0.73 0.58 9.20 2.24 5.24 45 0.48 0.40 10.30 0.96 4.96 46 0.77 0.38 11.20 1.43 4.86 47 0.55 0.42 10.70 1.14 4.92 48 0.25 0.35 12.10 0.42 4.75 49 0.31 0.61 8.70 1.03 5.39 50 0.37 0.56 8.70 1.13 5.39 51 52 1.43 0.27 27.90 1.26 3.24 53 0.39 0.47 5.90 1.15 6.23 54 0.42 0.46 5.70 1.22 6.29 Title: 43405 Sec 1 Project Engineer: Dave Stoeppelwerth S:ki3405\tlrainage\stmc\43405_sec 1 8 2 Onal.s[m Stoeppelwerth 8 Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:27:42 AM ©Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1.203-755-1666 Page 1 of 2 1 1 ~I ~I 1 1 1 Scenario: Design 4/8/03 Structure Input Report Structure Label Area (acres) Inlet C Time of Concentration (min) Local Rational Flow (cfs) Local Intensity (in/hr) 55 0.47 0.56 5.80 1.66 6.26 56 0.51 0.44 5.00 1.47 6.50 57 0.69 0.58 8.80 2.16 5.36 58 0.76 0.58 9.60 2.27 5.12 59 1.51 0.43 10.90 3.20 4.89 60 1.25 0.40 12.80 2.35 4.66 61 62 0.25 0.54 5.50 0.86 6.35 63 0.02 0.62 5.00 0.08 6.50 64 0.25 0.53 5.00 0.87 6.50 65 0.70 0.36 9.50 1.31 5.15 66 0.78 0.41 9.80 1.63 5.06 67 0.67 0.53 10.50 1.77 4.94 68 0.67 0.53 10.50 1.77 4.94 71 72 0.84 0.50 10.00 2.12 5.00 73 0.65 0.51 10.90 1.63 4.89 74 75 1.23 0.37 12.90 2.13 4.65 76 0.17 0.20 11.20 0.17 4.86 77 0.95 0.31 13.10 1.37 4.63 81 0.56 0.56 10.50 1.56 4.94 82 0.61 0.53 70.20 1.62 4.98 83 0.68 0.53 10.80 1.78 4.90 84 0.58 0.53 10.90 1.52 4.89 84A 84B 0.91 0.24 11.70 1.06 4.80 85 86 0.49 0.51 10.90 1.23 4.89 87 0.35 0.53 9.50 0.96 5.15 88 0.68 0.50 11.30 1.66 4.84 89 0.95 0.49 16.70 2.02 4.30 90 0.69 0.39 9.40 1.41 5.18 91 0.14 0.51 5.50 0.46 6.35 92 0.35 0.52 8.90 0.98 5.33 92A Ex. ' Tile: 43405_Sec 1 Project Engineer: Dave Stoeppelwerth s:413405\drainage\stmckl3405 sect $ 2 final.stm Stoeppelwerth $ Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:27:42 AM ©Haestatl Methotls, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 [J t C 1 1 1 Scenario: Design 4/8/03 Pipe Input Report Label Section Size Section Shape Constructed Slope (ft/ft) Length (ft) Upstream Node Upstream Invert Elevation (ft) Downstream Node Downstream Invert Elevation (ft) 01-Ex. 12 inch Circular 0.005 21.00 01 772.80 Ez. 772.69 02-01 12 inch Circular 0.004 732.00 02 773.47 01 772.89 03-02 12 inch Circular 0.004 64.00 03 773.75 02 773.47 03A-03 12 inch Circular 0.052 47.00 03A 776.21 03 773.75 05-04 15 inch Circular 0.042 79.00 OS 769.26 04 765.97 OSA-05 15 inch Circular 0.015 173.00 OSA 771.88 OS 769.28 06-05 12 inch Circular 0.004 56.00 O6 769.51 05 769.28 06A-05A 15 inch Circular 0.004 30.00 06A 772.00 OSA 771.88 71-10 27 inch Circular 0.029 69.00 11 763.03 10 761.00 72-11 27 inch Circular 0.003 120.00 12 763.39 11 763.03 13-12 24 inch Circular 0.003 38.00 13 763.50 12 763.39 14-12 12 inch Circular 0.005 732.00 14 768.93 12 768.26 15-14 12 inch Circular 0.003 23.00 15 769.00 14 768.93 16-13 24 inch Circular 0.003 30.00 16 763.59 13 763.50 17-i6 24 inch Circular 0.003 150.00 17 764.04 76 763.59 18-17 18 inch Circular 0.010 113.00 18 765.17 17 764.04 19-19A 18 inch Circular 0.005 50.00 19 769.55 19A 769.30 19A-18 18 inch Circular 0.031 130.00 19A 769.20 18 765.17 20-19 18 inch Circular 0.003 30.00 20 769.64 19 769.55 21-20 12 inch Circular 0.003 121.00 21 770.50 20 770.14 23-22 21 inch Circular 0.022 172.00 23 764.70 22 761.00 24-23 21 inch Circular 0.003 26.00 24 764.77 23 764.70 25-24 21 inch Circular 0.003 147.00 25 765.22 24 764.77 27-26 78 inch Circular 0.020 150.00 27 769.98 26 766.98 28-27 18 inch Circular 0.004 30.00 28 770.10 27 769.98 29-25 18 inch Circular 0.007 270.00 26 766.98 25 765.22 29-28 15 inch Circular 0.003 125.00 29 770.48 28 770.10 30-29 15 inch Circular 0.003 90.00 30 770.75 29 770.48 37-36 33 inch Circular 0.003 54.00 37 757.17 36 757.00 38-37 33 inch Circular 0.003 30.00 38 757.26 37 757.17 39-38 30 inch Circular 0.003 97.00 39 757.53 38 757.26 40-39 27 inch Circular 0.003 131.00 40 757.92 39 757.53 41-40 27 inch Circular 0.003 28.00 41 758.00 40 757.92 4241 27 inch Circular 0.003 131.00 42 758.40 41 758.00 4342 12 inch Circular 0,010 82.00 43 760.50 42 759.68 4443 12 inch Circular 0.010 30.00 44 760.80 43 760.50 45-42 24 inch Circular 0.003 60.00 45 758.58 42 758.40 4645 24 inch Circular 0.003 225.00 46 759.25 45 758.56 4746 27 inch Circular D.003 165.00 47 759.75 46 759.25 4847 18 inch Circular 0.003 185.00 48 760.30 47 759.75 4948 18 inch Circular 0.003 128.00 49 760.68 48 760.30 50-49 15 inch Circular 0.003 30.00 50 760.77 49 760.68 51-50 15 inch Circular 0.003 33.00 51 760.87 50 760.77 52-51 12 inch Circular 0.003 95.00 52 761.16 51 760.87 53-51 15 inch Circular 0.004 28.00 53 762.16 57 762.05 54-53 12 inch Circular 0.004 60.00 54 762.40 53 762.16 55-48 15 inch Circular 0.004 85.00 55 760.64 48 760.30 56-55 12 inch Circular 0.004 60.00 56 760.88 55 760.64 57-46 15 inch Circular 0.070 130.00 57 760.98 46 759.68 58-57 15 inch Circular 0.004 30.00 58 761.10 57 760.98 59-47 15 inch Circular 0.006 130.00 59 760.54 47 759.76 Title: 43405 Sec 1 Project Engineer: Dave Stoeppelwerth s:413405\drainage\s[mc\43405_sec 7 8 2 final.s[m Stoeppelwerth 8 Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:27:48 AM ©Haestad Methotls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 LJ ~' ^ 1 n 1 Scenario: Design 4/8/03 Pipe Input Report Label Section Size Section Shape Constructed Slope (ft/ft) Length (ft) Upstream Node Upstream Invert Elevation (ft) Downstream Node Downstream Invert Elevation (ft) 60-39 18 inch Circular 0.010 240.00 60 759.93 39 757.53 61-60 15 inch Circular 0.010 367.00 61 763.60 60 759.93 62-61 15 inch Circular 0.004 129.00 62 764.12 61 763.60 63-62 12 inch Circular 0.004 30.00 63 764.24 62 764.12 64-63 12 inch Circular 0.004 35.00 64 764.38 63 764.24 65-64 12 inch Circular 0.004 60.00 65 764.62 64 764.38 66-60 12 inch Circular 0.019 130.00 66 762.40 60 759.93 670 15 inch Circular 0.005 130.00 67 760.58 60 759.93 68-67 12 inch Circular 0.004 30.00 68 760.70 67 760.58 72-71 27 inch Circular 0.002 237.00 72 755.96 71 755.50 73-72 27 inch Circular 0.002 30.00 73 756.02 72 755.96 74-73 27 inch Circular 0.002 83.00 74 756.19 73 756.02 75-74 27 inch Circular 0.002 144.00 75 756.47 74 756.19 76-75 21 inch Circular 0.003 243.00 76 757.20 75 756.47 77-76 18 inch Circular 0.004 11.00 77 757.24 76 757.20 81-76 12 inch Circular 0.042 150.00 81 764.28 76 757.98 82-81 12 inch Circular 0.004 30.00 82 764.40 81 764.28 83-77 15 inch Circular 0.025 150.00 83 761.98 77 758.23 84-83 15 inch Circular 0.004 30.00 84 762.10 83 761.98 84A-84 12 inch Circular 0.004 41.00 84A 762.26 84 762.10 848-84A 12 inch Circular 0.013 90.00 84B 763.43 84A 762.26 86-85 21 inch Circular 0.007 204.00 86 756.90 85 755.50 87-86 18 inch Circular 0.002 30.00 87 756.96 86 756.90 88-87 18 inch Circular 0.001 23.00 88 757.01 87 756.98 89-88 15 inch Circular 0.002 30.00 89 757.07 88 757.01 90-91 12 inch Circular 0.003 36.00 90 756.85 91 756.74 91-92 12 inch Circular 0.003 28.00 91 756.74 92 756.66 92-92A 15 inch Circular 0.003 52.00 92 756.66 92A 756.50 P-73 12 inch Circular 0.004 176.00 7A 772.75 O6A 772.00 Title: 43405 Sec 9 Project Engineer: Dave Stoeppelwerth s:143405Wrainagelstmc\43405 sec 1 & 2 final.stm Stoeppelwerth 8 Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:27:48 AM ©Haestad Methotls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 1 C~~ L u Scenario: Design 4/8/03 Pipe Output Report Label Section Size Length (ft) Mannings n Constructed Slope (ft/ft) Upstream Node Upstream Invert Elevation (ft) Downstream Node Downstream Invert Elevation (ft) Average Velocity (ft/s) Full Capacity (cfs) 01-Ex. 12 inch 21.00 0.013 0.005 01 772.80 Ex. 772.69 3.54 2.58 02-01 12 inch 132.00 0.013 0.004 02 773.47 01 772.89 3.43 2.36 03-02 12 inch 64.00 0.013 0.004 03 773.75 02 773.47 2.72 2.36 03A-03 12 inch 47.00 0.013 0.052 03A 776.21 03 773.75 5.72 8.15 05-04 15 inch 79.00 0.013 0.042 05 769.28 04 765.97 7.59 13.22 OSA-05 15 inch 173.00 0.013 0.015 OSA 771.88 OS 769.28 4.34 7.92 06-05 12 inch 56.00 0.013 0.004 06 769.51 O5 769.28 2.20 2.28 06A-OSA 15 inch 30.00 0.013 0.004 O6A 772.00 OSA 771.88 3.70 4.09 11-10 27 inch 69.00 0.013 0.029 11 763.03 10 761.00 8.25 53.12 12-11 27 inch 120.00 0.013 0.003 12 763.39 11 763.03 5.35 16.96 13-12 24 inch 38.00 0.013 0.003 13 763.50 12 763.39 4.60 12.17 14-12 12 inch 132.00 0.013 0.005 14 768.93 12 768.26 4.06 2.54 15-14 12 inch 23.00 0.013 0.003 15 769.00 14 768.93 2.47 1.97 16-13 24 inch 30.00 0.013 0.003 16 763.59 13 763.50 4.36 12.39 17-16 24 inch 150.00 0.013 0.003 17 764.04 16 763.59 3.78 12.39 18-17 18 inch 113.00 0.013 0.010 18 765.17 17 764.04 5.05 10.50 19-19A 18 inch 50.00 0.013 0.005 19 769.55 19A 769.30 4.94 7.43 19A-78 18 inch 130.00 0.013 0.031 19A 769.20 18 765.17 4.89 18.49 20-19 18 inch 30.00 0.013 0.003 20 769.64 19 769.55 3.29 5.75 21-20 12 inch 121.00 0.013 0.003 21 770.50 20 770.14 3.34 1.94 23-22 21 inch 172.00 0.013 0.022 23 764.70 22 761.00 7.24 23.24 24-23 21 inch 26.00 0.013 0.003 24 764.77 23 764.70 4.69 8.22 25-24 21 inch 147.00 0.013 0.003 25 765.22 24 764.77 3.87 8.77 27-26 18 inch 150.00 0.013 0.020 27 769.98 26 766.98 4.60 14.85 28-27 18 inch 30.00 0.013 0.004 28 770.10 27 769.98 3.96 6.64 29-25 18 inch 270.00 0.013 0.007 26 766.98 25 765.22 4.55 8.48 29-28 15 inch 125.00 0.013 0.003 29 770.48 28 770.10 3.00 3.56 30-29 15 inch 90.00 0.013 0.003 30 770.75 29 770.48 2.86 3.54 37-36 33 inch 54.00 0.013 0.003 37 757.17 36 757.00 6.22 29.67 38-37 33 inch 30.00 0.013 0.003 38 757.26 37 757.17 5.56 28.97 39-38 30 inch 91.00 0.013 0.003 39 757.53 38 757.26 5.62 22.38 40-39 27 inch 131.00 0.013 0.003 40 757.92 39 757.53 4.34 16.90 41-00 27 inch 28.00 0.013 0.003 41 758.00 40 757.92 4.23 16.45 42-01 27 inch 131.00 0.013 0.003 42 758.40 41 758.00 4.22 17.13 43-02 12 inch 82.00 0.013 0.010 43 760.50 42 759.68 5.20 3.56 44-43 12 inch 30.00 0.013 0.010 44 760.80 43 760.50 3.75 3.56 45-42 24 inch 60.00 0.013 0.003 45 758.58 42 758.40 4.25 12.39 46-05 24 inch 225.00 0.013 0.003 46 759.25 45 758.58 4.24 12.33 47-06 21 inch 165.00 0.013 0.003 47 759.75 46 759.25 3.69 8.72 48-07 18 inch 185.00 0.013 0.003 48 760.30 47 759.75 3.23 5.73 49-48 18 inch 128.00 0.013 0.003 49 760.68 48 760.30 2.57 5.72 50-49 15 inch 30.00 0.013 0.003 50 760.77 49 760.68 2.89 3.54 51-50 15 inch 33.00 0.013 0.003 51 760.87 50 760.77 2.39 3.56 52-51 12 inch 95.00 0.013 0.003 52 761.16 51 760.87 1.83 1.97 53-51 15 inch 28.00 0.013 0.004 53 762.16 51 762.05 3.69 4.05 54-53 12 inch 60.00 0.013 0.004 54 762.40 53 762.16 2.47 2.25 55-48 15 inch 85.00 0.013 0.004 55 760.64 48 760.30 2.62 4.09 56-55 12 inch 60.00 0.013 0.004 56 760.88 55 760.64 1.90 2.25 57-46 15 inch 130.00 0.013 0.010 57 760.98 46 759.68 4.32 6.46 58-57 15 inch 30.00 0.013 0.004 58 761.10 57 760.98 2.75 4.09 59-47 15 inch 130.00 0.013 0.006 59 760.54 47 759.76 3.09 5.00 Tille: 43405 Sec 1 Project Engineer: Dave Stoeppelwerth s:443405\tlrainage\stmc\43405_sec 1 & 2 finalstm Stoeppelwerth 8 Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:27:52 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 1 t 1 Scenario: Design 4/8/03 Pipe Output Report Label Section Size Length (ft) Mannings n Constructed Slope (ft/ft) Upstream Node Upstream Invert Elevation (ft) Downstream Node Downstream Invert Elevation (ft) Average Velocity (ft/s) Full Capacity (cfs) 60-39 18 inch 240.00 0.013 0.010 60 759.93 39 757.53 5.49 10.50 61-60 15 inch 367.00 0.013 0.010 61 763.60 60 759.93 3.11 6.46 62-61 15 inch 129.00 0.013 0.004 62 764.12 61 763.60 3.82 4.09 63-62 12 inch 30.00 0.013 0.004 63 764.24 62 764.12 3.23 2.25 64-63 12 inch 35.00 0.013 0.004 64 764.38 63 764.24 3.16 2.25 65-64 12 inch 60.00 0.013 0.004 65 764.62 64 764.38 2.44 2.25 66-60 12 inch 130.00 0.013 0.019 66 762.40 60 759.93 2.91 4.91 67-60 15 inch 130.00 0.013 0.005 67 760.58 60 759.93 2.87 4.57 68-67 12 inch 30.00 0.013 0.004 68 760.70 67 760.58 2.25 2.25 72-71 27 inch 237.00 0.013 0.002 72 755.96 71 755.50 4.97 13.64 73-72 27 inch 30.00 0.013 0.002 73 756.02 72 755.96 3.61 13.85 74-73 27 inch 83.00 0.013 0.002 74 756.19 73 756.02 3.27 14.02 75-74 27 inch 144.00 0.013 0.002 75 756.47 74 756.19 3.49 13.66 76-75 21 inch 243.00 0.013 0.003 76 757.20 75 756.47 3.91 8.68 77-76 18 inch 17.00 0.013 0.004 77 757.24 76 757.20 3.13 6.33 81-76 12 inch 150.00 0.013 0.042 81 764.28 76 757.98 6.95 7.30 62-81 72 inch 30.00 0.013 0.004 82 764.40 81 764.28 2.63 2.25 83-77 15 inch 150.00 0.013 0.025 83 761.98 77 758.23 6.37 10.21 84-83 75 inch 30.00 0.013 0.004 84 762.10 83 761.98 3.02 4.09 84A-84 12 inch 41.00 0.013 0.004 84A 762.26 84 762.10 7.80 2.23 846-84A 72 inch 90.00 0.013 0.013 84B 763.43 84A 762.26 2.63 4.06 86-85 21 inch 204.00 0.013 0.007 86 756.90 85 755.50 4.89 13.13 67-86 18 inch 30.00 0.013 0.002 87 756.96 86 756.90 3.85 4.70 88-87 18 inch 23.00 0.013 0.001 88 757.01 87 756.98 2.93 3.79 89-88 15 inch 30.00 0.013 0.002 89 757.07 88 757.01 2.01 2.89 90-91 12 inch 38.00 0.013 0.003 90 756.85 91 756.74 2.24 1.95 91-92 12 inch 28.00 0.013 0.003 91 756.74 92 756.66 2.66 1.95 92-92A 15 inch 52.00 0.013 0.003 92 756.66 92A 756.50 3.68 3.54 P-73 12 inch 176.00 0.013 0.004 7A 772.75 06A 772.00 3.38 2.33 ' Title: 43405_Sec 1 Project Engineer: Dave Stoeppelwerth s:\43405\tlrainage\stmc\43405_sec 'I & 2 final.stm stoeppelwerth 8 Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:27:52 AM ©Haestad Methods, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA +7-203-755-1666 Page 2 of 2 1 1 1 1 Scenario: Design 4/8/03 Pipe Output Report II Label Section Size Length (ft) Constructed Slope (fl/ft) Upstream Node Hydraulic Grade Line In (ft) Downstream Node Hydraulic Grade Line Out (ft) Total System Flow (cfs) System Intensity (in/hr) 01-Ex. 12 inch 21.00 0.005 01 773.35 Ex. 773.21 1.52 1.95 02-01 12 inch 132.00 0.004 02 774.06 01 773.41 1.53 1.96 03-02 12 inch 64.00 0.004 03 774.25 02 774.06 1.17 1.96 03A-03 12 inch 47.00 0.052 03A 776.72 03 774.04 1.45 6.50 05-04 15 inch 79.00 0.042 OS 770.18 04 766.50 4.92 2.48 OSA-OS 15 inch 173.00 0.015 05A 772.67 05 770.18 3.79 2.51 06-05 12 inch 56.00 0.004 06 770.25 OS 770.18 1.50 5.15 O6A-05A 15 inch 30.00 0.004 O6A 772.80 05A 772.67 3.04 2.51 11-10 27 inch 69.00 0.029 11 764.32 10 761.81 13.76 4.15 12-19 27 inch 120.00 0.003 12 764.91 11 764.33 13.87 4.18 13-12 24 inch 38.00 0.003 13 765.04 12 764.91 11.86 4.19 14-12 12 inch 132.00 0.005 14 769.75 12 768.94 2.53 5.18 15-14 12 inch 23.00 0.003 15 769.80 14 769.75 1.68 5.30 16-13 24 inch 30.00 0.003 16 765.12 13 765.04 11.26 4.20 17-16 24 inch 150.00 0.003 17 765.39 16 765.12 9.09 4.26 18-17 18 inch 113.00 0.010 18 766.23 17 765.39 7.50 4.29 19-19A 18 inch 50.00 0.005 19 770.59 19A 770.26 6.18 4.35 19A-18 18 inch 130.00 0.031 19A 770.16 18 766.23 6.16 4.33 20-19 18 inch 30.00 0.003 20 770.66 19 770.59 4.26 4.36 21-20 12 inch 121.00 0.003 21 771.23 20 770.70 1.74 4.42 23-22 21 inch 172.00 0.022 23 765.80 22 761.74 8.74 1.96 24-23 21 inch 26.00 0.003 24 765.98 23 765.80 7.86 1.96 25-24 21 inch 147.00 0.003 25 766.37 24 765.98 6.67 1.97 27-26 18 inch 150.00 0.020 27 770.85 26 767.92 5.10 1.99 28-27 18 inch 30.00 0.004 28 770.97 27 770.85 4.20 1.99 29-25 18 inch 270.00 0.007 26 767.92 25 766.37 5.87 1.98 29-28 15 inch 125.00 0.003 29 771.28 28 770.97 2.60 2.00 30-29 15 inch 90.00 0.003 30 771.49 29 771.28 2.26 2.01 37-36 33 inch 54.00 0.003 37 759.00 36 758.63 24.35 2.91 38-37 33 inch 30.00 0.003 38 759.10 37 759.00 23.35 2.91 39-38 30 inch 91.00 0.003 39 759.47 38 759.10 22.31 2.92 40-39 27 inch 131.00 0.003 40 759.75 39 759.47 15.41 2.94 41-40 27 inch 28.00 0.003 41 759.81 40 759.75 14.59 2.94 42-41 27 inch 131.00 0.003 42 760.06 41 759.81 13.85 2.96 43-02 12 inch 82.00 0.010 43 761.31 42 760.48 3.52 5.20 44-43 12 inch 30.00 0.010 44 761.44 43 761.31 2.24 5.24 45-42 24 inch 60.00 0.003 45 760.21 42 760.06 11.77 2.96 46-45 24 inch 225.00 0.003 46 760.79 45 760.21 11.31 2.99 47-46 21 inch 165.00 0.003 47 761.16 46 760.79 7.95 3.02 48-47 18 inch 185.00 0.003 48 761.56 47 761.16 5.33 3.05 49-48 18 inch 128.00 0.003 49 761.70 48 761.56 3.65 3.12 50-49 15 inch 30.00 0.003 50 761.77 49 761.70 3.07 3.14 51-50 15 inch 33.00 0.003 51 761.81 50 761.77 2.43 3.16 52-51 12 inch 95.00 0.003 52 761.91 51 761.81 1.26 3.24 53-51 15 inch 28.00 0.004 53 762.84 51 762.66 2.34 6.17 54-53 12 inch 60.00 0.004 54 762.95 53 762.84 1.22 6.29 55-48 15 inch 85.00 0.004 55 761.72 48 761.56 3.08 6.26 56-55 12 inch 60.00 0.004 56 761.81 55 761.72 1.47 6.50 57-46 15 inch 130.00 0.010 57 761.82 46 760.79 4.29 5.07 58-57 15 inch 30.00 0.004 58 761.86 57 761.82 2.27 5.12 59-47 15 inch 130.00 0.006 59 761.39 47 761.16 3.20 4.89 Title: 43405 Sec 1 Project Engineer: Dave Stoeppelwerth s:kt3405\drainage\stmc\43405 sec 1 & 2 final.stm Stoeppelwerth S Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:27:58 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 1 n 1 u 1 1 Scenario: Design 4/8/03 Pipe Output Report II Label Section Size Length (ft) Constructed Slope (h/ft) Upstream Node Hydraulic Grade Line In (fl) Downstream Node Hydraulic Grade Line Out (ft) Total System Flow (cfs) System Intensity (in/hr) 60-39 18 inch 240.00 0.010 60 761.51 39 759.47 9.69 4.66 61-60 15 inch 367.00 0.010 61 764.25 60 761.51 2.63 4.90 62-61 15 inch 129.00 0.004 62 764.85 61 764.26 2.66 4.97 63-62 12 inch 30.00 0.004 63 764.97 62 764.85 2.00 4.99 643 12 inch 35.00 0.004 64 765.10 63 764.97 1.95 5.03 65-64 12 inch 60.00 0.004 65 765.20 64 765.10 1.31 5.15 66-60 12 inch 130.00 0.019 66 762.94 60 761.51 1.63 5.06 67-60 15 inch 130.00 0.005 67 761.90 60 761.51 3.52 4.91 68-67 12 inch 30.00 0.004 68 761.97 67 761.90 1.77 4.94 72-71 27 inch 237.00 0.002 72 757.66 71 756.77 13.41 4.35 73-72 27 inch 30.00 0.002 73 757.71 72 757.66 11.60 4.36 74-73 27 inch 83.00 0.002 74 757.81 73 757.71 10.23 4.40 75-74 27 inch 144.00 0.002 75 758.02 74 757.81 10.43 4.48 76-75 21 inch 243.00 0.003 76 758.66 75 756.02 8.60 4.61 77-76 18 inch 11.00 0.004 77 758.69 76 758.66 5.49 4.61 81-76 12 inch 150.00 0.042 81 765.04 76 758.44 3.17 4.94 82-81 12 inch 30.00 0.004 82 765.10 81 765.04 1.62 4.98 83-77 15 inch 150.00 0.025 83 762.81 77 758.79 4.16 4.66 84-83 15 inch 30.00 0.004 84 762.86 83 762.81 2.48 4.68 84A-64 12 inch 41.00 0.004 84A 762.89 84 762.86 1.04 4.73 84B-84A 12 inch 90.00 0.013 84B 763.86 84A 762.89 1.06 4.80 86-85 21 inch 204.00 0.007 86 757.75 85 756.28 5.32 4.26 87-86 18 inch 30.00 0.002 87 757.92 86 757.75 4.26 4.27 86-87 18 inch 23.00 0.001 88 757.98 87 757.92 3.47 4.28 89-88 15 inch 30.00 0.002 89 758.01 88 757.98 2.02 4.30 90-91 12 inch 38.00 0.003 90 757.57 91 757.51 1.41 5.18 99-92 12 inch 28.00 0.003 91 757.51 92 757.44 1.75 5.10 92-92A 15 inch 52.00 0.003 92 757.44 92A 757.15 2.66 5.04 P-73 12 inch 176.00 0.004 7A 773.55 06A 772.80 2.28 2.54 ' Title: 43405_Sec 1 Projec[ Engineer: Dave Stoeppelwerth s:k13405\drainage\stmc\43405_sec 1 & 2 final.stm Stoeppelwerth 8 Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:27:58 AM ©Haestatl Methotls, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 i .. ~ ~ >~ ~ t r'• 'i `~ ~ rl ~ ' ~ 4~ ~ ; ~ ,_ 4t r~ ® t ' ~~ ~ .- .. 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' A " ~ ~ ' . .v _ . v F .. i ~ r .. ~ r .. .: ,..vi .. _ _ - ~, t CI L u LJ 1 t Label Inlet C Local Intensity (in/hr) Inlet Area (acres) Local Rational Flow (cfs) 02 0.38 5.06 0.48 0.93 03 0.26 1.96 1.42 0.73 03A 0.85 6.50 0.26 1.45 05 0.41 4.62 0.43 0.82 05A 0.50 5.15 0.60 1.56 O6 0.40 5.15 0.72 1.50 06A 0.50 3.47 0.62 1.09 7A 0.34 2.54 2.62 2.28 13 0.53 5.57 0.28 0.83 14 0.49 5.18 0.35 0.90 15 0.49 5.30 0.64 1.68 16 0.48 4.48 1.13 2.45 17 0.30 4.63 1.28 1.79 18 0.34 4.51 0.95 1.47 19 0.45 5.06 0.98 2.25 20 0.41 4.80 1.41 2.79 21 0.24 4.42 1.63 1.74 23 0.53 5.21 0.85 2.37 24 0.51 4.42 1.20 2.73 25 0.30 4.63 1.42 1.99 26 0.31 4.72 1.27 1.87 27 0.49 4.95 0.92 2.25 28 0.48 4.16 1.67 3.36 29 0.26 5.09 0.66 0.88 30 0.21 2.01 5.33 2.26 37 0.50 4.92 0.70 1.73 38 0.48 4.94 0.79 1.89 39 0.40 4.83 0.78 1.52 40 0.49 5.15 0.58 1.48 41 0.51 5.18 0.54 1.44 42 0.41 4.96 0.09 0.18 43 0.53 5.27 0.47 1.32 44 0.58 5.24 0.73 2.24 45 0.40 4.96 0.48 0.96 46 0.38 4.86 0.77 1.43 47 0.42 4.92 0.55 1.14 48 0.35 4.75 0.25 0.42 49 0.61 5.39 0.31 1.03 50 0.56 5.39 0.37 1.13 52 0.27 3.24 1.43 1.26 53 0.47 6.23 0.39 1.15 54 0.46 6.29 0.42 1.22 55 0.56 6.26 0.47 1.66 56 0.44 6.50 0.51 1.47 57 0.58 5.36 0.69 2.16 58 0.58 5.12 0.76 2.27 59 0.43 4.89 1.51 3.20 60 0.40 4.66 1.25 2.35 62 0.54 6.35 0.25 0.86 63 0.62 6.50 0.02 0.08 64 0.53 6.50 0.25 0.87 Scenario: Design 4/8/03 Inlet- Local Rational Flow Title: 43405 Sect Project Engineer: Dave Stoeppelwerth s:443405\tlrainage\stmc\43405 sec 1 & 2 final.stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:28:04 AM ©Haestad Methods, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA +i-203-755-1666 Page 1 of 2 1 1 1 1 C 1 1 1 Label Inlet C Local Intensit (in/h r) Inlet Area (acres) Local Rational Flow (cfs) 65 0.36 5.15 0.70 1.31 66 0.41 5.06 0.78 1.63 67 0.53 4.94 0.67 1.77 68 0.53 4.94 0.67 1.77 72 0.50 5.00 0.84 2.12 73 0.51 4.89 0.65 1.63 75 0.37 4.65 1.23 2.13 76 0.20 4.86 0.17 0.17 77 0.31 4.63 0.95 1.37 81 0.56 4.94 0.56 1.56 82 0.53 4.98 0.61 1.62 83 0.53 4.90 0.68 1.78 84 0.53 4.89 0.58 1.52 64B 0.24 4.80 0.91 7.06 86 0.51 4.89 0.49 1.23 87 0.53 5.15 0.35 0.96 88 0.50 4.84 0.68 1.66 89 0.49 4.30 0.95 2.02 90 0.39 5.18 0.69 1.41 91 0.51 6.35 0.14 0.46 92 0.52 5.33 0.35 0.98 Scenario: Design 4/8/03 Inlet- Local Rational Flow ' Title: 43405_Sec 1 Project Engineer: Dave Stoeppelwerth s:kt3405\tlrainage\stmc\43405 sec 1 & 2 final.stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 08/29/03 08:28:04 AM ©Haestatl Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 J Cherry Creek Estates spread calculations Job # 43405 Grates in Sag Condition Date: 1/29/03 Cross Sectional Gutter Inlet Rational Flow Grate Perimeter Depth at Casting Slope Spread Inlet Type (c.f.s.) (ft) (ft) (ft/ft) (ft) 2 0.93 4.56 0.16 0.021 ~ 5.46 Sin le 3 0.73 4.58 0.14 ~- 0.021 ~ 4.28 Sin le 5 0.90 4.58 0.16 0.021 5.29 Sin le 5A 1.76 4.58 0.25 0.021 9.64 Sin le 6 1.74 4.58 0.25 0.021 9.55 Sin le 6A 2.76 - 6.75 0.26 0.021 10.15 Double 13 0.83 4.58 0.15 0.021 4.88 Sin le 14 .0.90 4.58 0.16 0.021 5.29 Sin le - 15 1.68 4.58 0.24 0.021 9.27 Sin le 16 2.45 4.58 0.31 0.021 12.62 Sin le 19 2.25 8.75 0.23 0.021 8.54 Double 20 2.79 6.75 0.27 0.021 10.24 Double 23 2.37 6.75 0.24 0.021 8.93 Double 24 2.73. 6.75 0.26 0.021 10.06 Double 27 2.25 6.75 0.23 0.021 8.54 Double 28 3.36 6.75 0.30 0.021 11.91 Double 30 2.31 6.75 0.23 0.021 8.74 Double 31 - 2.64 6.75 0.26 0.021 9.78 Double 37 1.73 4.58 0.25 0.021 9.50 Sin le 38 1.89 6.75 0.20 0.021 7.34 Double 40 1.48 4.58 0.22 0.021 8.32 Sin le. 41 1.44 4.58 0.22 0.021 8.12 Sin le 43 1.32 4.58 0.21 0.021 7.53 Sin le 44 2.24 6.75 0.23 0.021 8.51 Double 49 1.03 4.58 0.18 0.021 6.01 Sin le 50 1.13 4.58 0.19 0.021 6.55 Sin le 55 1.66 6.75 0.19 0.021 6.53 Double 56 1.47 4.58 0.22 0.021 8.27 Sin le 57 2.16 6.75 0.22 0.021 8.25 Double 58 2.27 6.75 0.23 0.021 8.61 Double 59 3.20 6.75 0.29 0.021 11.45 Double 64 0.87. 4.58 0.16 0.021 5.11 Sin le 65 1.31 4.58 0.21 0.021 7.48 Single ~ ~ ~ ~ ~ ^~ ~ w ~ ~ ~ ~ r^ ~ ~ ~ ~ ~ ~ Cherry Creek Estates Spread Calculations Job # 43405 Grates in Sag Condition Date: 1/29/03 Inlet Rational Flow (c.f.s.) Grate Perimeter (ft) Depth at Casting (ft) Cross Sectional Slope (ft/ft) Gutter Spread (ft) Inlet Type 86 1.23 4.58 0.20 0.021 7.07 Sin le 87 0.96 4.58 0.17 0.021 5.83 Sin le 88 1.66 4.58 0.24 0.021 9.17 Sin le 89 2.02 4.58 0.28 0.021 10.80 Single ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Cherry Creek Estates Spread Calculations Job # 43405 Date:1/29/03 Grates in-line Manning's Depth at Gutter Inlet Rational Flow Longitudinal Slope Transverse Slope CoefFicient Casting Spread Inlet Type (c.f.sJ (ff/ft) (ft/ft) (ft) 19 1.34 0.006 0.021 0.013 0.17 7.95 Sin le 20 1.91 0.006 0.021 0.013 0.19 9.08 Double 53 1.15 0.0221 0.021 0.013 0.12 5.88 Sin le 54 1.22 0.0221 0.021 0.013 0.13 6.01 Sin le 62 0.86 0.006 0.021 0.013 0.14 6.73 Sin le 63 0.08 0.006 0.021 0.013 0.06 2.76 Sin le 66 1.63 ~ 0.006 0.021 0.013 0.18 8.56 Sin le 67 1.77 0.00956 0.021 ~ 0.013 0.17 8.09 Sin le 68 1.77 0.00956 0.021 0.013 0.17 8.09 Sin le 72 2.17 0.01 0.021 0.013 0.18 8.66 Sin le 73 1.74 0.01 0.021 0.013 0.17 7.97 Sin le 79 1.54 0.007 0.021 0.013 0.17 8.14 Sin le 80 1.79 0.007 0.021 0.013 0.18 8.61 Sin le 81 1.57 0.01 0.021 0.013 0.16 7.67 Sin le 82 1.62 0.01 0.021 0.013 0.16 7.76 Sin le 83 1.32 0.0176 0.021 0.013 0.14 6.46 Sin le 84 1.96 0.0176 0.021 0.013 0.16 7.49 Sin le 86 1.21 0.011 0.021 0.013 0.14 6.83 Sin le 87 0.97 0.011 0.021 0.013 0.13 6.29 Single v , x... _T ' Cherry Creek Estates Section One Emergency Overtlow ' Calculation Lake 1 1 _ Q100 ~ 37.0 Cw:= 2.8 h := 1 1.25 Lw ~= QI00' 3 2 Cw•h ' LN, = 16.518 r 1 1 1 1 1 1 1 Cherry Creek Estates Section One Emergency Overflow Calculation Lake 2 Q100 ~ 45.77 Cw := 2.8 h := 1 1.25 Lw = Q100' 3 .. Cwh2 LH,= 20.433 r