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HomeMy WebLinkAboutDrainage Analysis 0 <, - > 0 D 0 D U D U U U 0 U U U 'U iU U U U Drainage Analysis Project: Huntington Bank u.s. 421 and Weston Pointe Drive Cannel, Indiana Prepared For: Professional Design Group, LLC 2060 Franklin Way, Suite 2000 Marietta, Georgia 30067 Date: J anuaty 19, 2006 Designer: Aaron Hurt, PE, AICP Todd Wallace, E.!. Job Number: 05-216 Civil Designs, LLP 2415 Directors Row, Suite E Indianapolis, Indiana 46241 Phone: 317-244-1968 Fax: 317-244-1969 .. ,0 10 o o o o o o u 'U U o U U 'U o U U U DRAINAGE SUMMARY EXISTING SITE The existing site contains approximately 1.155 acres. The proposed site is an outlot to Weston Pointe Retail Center, which is being developed at the northeast comer ofD.S. 421 and Weston Pointe Drive. See Existing Basins sheet in the Weston Pointe Retail Center drainage analysis. There are existing detention ponds to the southeast of the site. As part of the Weston Pointe development the detention ponds have been sized to accommodate the run off from the fully developed site. PROPOSED DRAINAGE The proposed storm sewer piping has been designed to maintain adequate capacity (Q) and velocities exceeding 2.5 feet per second during the 10 year storm event. Please see the attached Rational Method - Storm Drain Flow Tabulation Form spreadsheet for further detail. The proposed storm sewer system will tie into the overall Weston Pointe storm system and further conveyed to the on-site detention ponds. The Weston Pointe Retail Center drainage analysis and the Weston Pointe overall drainage analysis have been included. CONCLUSION The proposed design will ensure proper drainage by conveying storm water at an adequate velocity through a pipe network towards the existing storm water detention facility. This detention facility will regulate the outflow to pre-development standards as set forth by Hamilton County and Carmel. As a result, the stormwater design effectively manages the runoff from the site without burdening downstream property owners. 0 0 0 \ 1 Ie . ," 0 0 0 10 0 0 ---- u -------- -------- 0 --------- 0 0 0 0 0 0 u ~\\" \ ' \ ~ \ \ \ \ \\\\ \ \ \ \\\~ '}. \ \ \~ \ '(06' \ \ ,\ \X\ \ \', \ \ \ t. II \ \ I" ... . .. '" <, I ',," .. /' ,/ ......--.... _/ .6..{\:96'. t'O~~6' fr. ---~~ 6'&(06' _...-;,;;:;;;....~ "' /0 ._~~..~~~~-:.:::~~~~~=:::-;/ '"x ~ - III -'l ~ 01 ..,............... ~ .. ~ . I .. c t. <f'. <0:>. .(06' OOR . , , ~ J ~ ~ ------ \'~ Cj CJ L:J CJ L.:J -== CJ CJ c: CJ CJ r::=J r::=J CJ r:=:J r:=:J r:=J CJ Storm Drain Flow Tabulation Form Civil Designs Project No. Project Location Description 05-216 Huntington Bank Carmel,lndiana Stann Sewer Design By TCW Date 1/1912006 Checked Date Design Stann Frequency = 10 Manning's n = 0.013 DRAINAGE AREA "A" FLuW IME RAINFALL TOTAL PIPE SLOPE 01 FULL vELOCITY RIM ELEVATION INVERT ELEVATION COVER STRUCTURI STRUCTURE LENGTt ~~~I~ "A". "C" To Upper INTENsm RUNOFF DIAMETEF SEWER CAPACm FlowIng Design UIS DIS UIS DIS UIS DIS INVERT lnaement Total End In Section Full Flow S1rudure S1rudure Structure Structure S1rudure S1rudure DROP T"C" UIS DIS (ftl ( acresl (acres Incremen TolaI minI (mln) (In/hr) (cis) (ft) % (cis) (ft/sl (ft/sl (ft) (ft) (ft) (ft) (ft) (ftl (ft 1 2 120 0.23 0.23 0.85 0.20 0.20 5.oo 0.80 6.98 1.37 tOO 0.30 1.96 2.49 903.61 903.89 900.93 900.57 1.51 2.15 3.32 2 3 110 0.14 0.37 0.85 0.12 0.31 5.80 0.69 6.68 2.10 125 025 324 2.64 903.89 903.60 900.57 900.30 1.88 1.87 3.30 3 4 113 0.13 0.50 0.85 0.11 0.43 6.50 0.71 6.44 2.74 125 025 324 2.64 903.60 903.30 900.30 900.01 1.87 1.85 3.29 4 ES 7 0.35 0.85 0.85 0.30 0.72 721 0.04 6.22 4.49 1.50 0.20 4.71 2.67 903.30 900.01 9OO.oo 1.58 SEWERS O~216 Stonn Sswer DesIgn w_ E::J c:=J CJ ~ z ::> o u EJ CJ t=J CJ L::J CJ I I c3 TRERICE LJ c:::J ZONE X c? ST ~ TREBAH CIR HOUNDS CROSSING a:=J LJ CJ EJ EJ CJ APPROXIMATE SCALE 1000 0 ~.......... .......... 1000 FEET I ... NATIONAL R.OOD INSURANCE PROGRAM lARKSPUR LN (I) ::J: m 6i o C :ll Z m D FIRM ROOD INSURANCE RATE MAP HAMILTON COUNTY, INDIANA AND INCORPORATED AREAS (SEE MAP INDEX FOR PANELS NOT PRlNTEDI o ~~~ ..... .... - .... -- .... NoIicI tD Ullr.1M MM' HUMBER thMn bIIOw 8houtd .. ... ==~--:~-==== _. MAP NUMBER 18051C0205F EFFEC11YE DATE: FEBRUARY 19, 2003 CJ CJ This is an oflicial copy of a portion of the abow referenced flood map. R was extracted USing F-MIT On-Une. This map does not reflect changes or amendments which may h...... been made subsequent to the dale on the title block. For the latest product information about National Rood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov o o o o o 10 o o o ,0 o o o o o o o o o o o o o o o o o o '0 o o o o o o o o o Drainage Analysis Project: Weston Pointe Retail Center u.s. 421 and Weston Pointe Drive Cannel, Indiana Prepared For: Williams Realty Group 9830 Bauer Drive Indianapolis, Indiana 46280 Original Date: June 17,2005 Revised Date: August 9, 2005 Designer: Aaron Hurt, PE, MCP Job Number: 05-123 Civil Designs, LLP 2415 Directors Row, Suite E Indianapolis, Indiana 46241 Phone: 317-244-1968 Fax: 317-244-1969 o o o a o o o o o o o o o D D o D D o DRAINAGE SUMMARY EXISTING SITE The existing site contains approximately 10.0 acres of vacant property. The proposed commercial property is part of the Weston Pointe Section One development previously platted by Portrait Homes, LLC. An existing detention pond has been constructed south of Weston Pointe Drive and currently drains the site. The pond is design to handle the fully developed retail property. A drainage report prepared by Steoppelwerth and Associates is included in the appendix of this analysis. Looking North on US 421 D o o o D o o o o o o o o D a o o D o Looking West on Weston Pointe Drive Looking Northeast from Weston Pointe Drive o o o o o o o o o o o o o o o o o o ID PROPOSED DRAINAGE The proposed storm sewer piping has been designed to maintain adequate capacity (Q) and velocities exceeding 2.5 feet per second during the 10 year storm event. Please see the attached Rational Method - Storm Sewer Sizing spreadsheet for further detail. The proposed storm sewer system will tie into the Weston Pointe storm system and further conveyed to the on-site detention pond. CONCLUSION The proposed design will ensure proper drainage by conveying storm water at an adequate velocity through a pipe network towards the existing storm water detention facility. This detention facility will regulate the outflow topre-development standards as set forth by Hamilton County and Carmel. As a result, the stormwater design effectively manages the runoff from the site without burdening downstream property owners. CJ r:=J CJ CJ CMI Designs Plo)ecl No. 05-123 PloJecl Weston Polnte Retail Center Locallon U.S. 421 & Weston Polnte Drtve Deaa1plIon DralnalIe c=J Design SlDnn Frequency D 10 Year Msmlng'. n D 0.013 STRUCTURE UIS DIS 1 3 .. 10 10 11 04 11 13 eo 12 13 '48 13 14 113 14 15 114 15 curblE 22 curbfE curtJ2E ce """2E OUT ,. 18 curb1W 20 C\lfb1W curb2W 47 0UIt>2W OUT LENG .2. 7. .. 128 .28 '23 1<2 80 .3 2SO 55 DRAJNAOE AREA -,,- Incrwnent ToW 0.-'0 0,40 1.05 0." 0." 0.02 0,51 0.41 0.07 0." 0.77 1.11 0.83 0." 0.07 0." 0.11 1.08 0.00 0.11 0.00 SEWERS R..... 8tonn s.w.r Deeltn WorbhMI: Dl-f23.xls RUNOfF COEFACI "C. 1.05 0." 1.ea 3... 3." ..27 0.07 1.50 2.27 1.11 '.00 .... 8.70 .... 0.10 1." 1." '.20 1." 0." 0.75 0.80 0.85 0... 0.85 0.85 0.25 0.83 0.85 0.'5 0." 0.85 0.85 0." 0." 0." 0.85 0.85 0... CJ -".x"C" Increment Tolll 0.23 0.23 0.70 0,87 0.37 0." 0." 0." 0.24 0." 0." 0." 0." 0.30 0.00 0.25 0.10 0.02 0.00 0.10 0." 0.70 0.07 1.81 .... 3.28 3..3 0.24 0.05 u. 0." 3.40 3.70 7." 7." 773 0.02 0.02 1.02 1.10 CJ FLOW TIME TO=- In Secaon ... mIn 5.00 0.82 ..00 8.41 .... .... '.02 .... 10.00 10.53 10.80 11.21 11.13 12.70 13.21 ..... 13.42 ..00 .... 8.03 ..20 CJ CJ CJ CJ CJ Stonn Drain Flow Tabulation Fonn 0.41 u. 0." 0." 0." 0." 0.53 .... 5.48 2." 0." .... 188 0.32 .... 4.43 0.72 ..22 3.37 0.77 5.07 3.7. 0.51 .... 3.7. 0.07 .... '.02 0.14 .... ..40 0.18 ...0 0." 5.03 .... .... 0." .... 4.43 0.17 ..80 4.58 0.'. ..54 RJM ELEVATION UIS CIS 8t1'uc1:ure SINctUN 804.02 804.'2 805.15 80.... 004.42 804.78 804." 804." 803.00 804.01 1104.15 804.15 804.43 IO<US 804.43 804." 804." 804.315 804.50 000t.50 803.~ _54 803.54 N1A 804.70 803.55 803.50 r:=J CJ INVERT ELEVAnQN UIS GIS ....... ........ . 800.05 800." 004,42 800.75 804.78 100.14 804.78 800." 804." 800.02 -.. ....7. 804." ...... 804.00 800.37 800.12 BOO.De 800.01 800.57 100.04 800.57 m.51 ae.23 11I.23 100.00 .88.00 ...... 803.54 ...... NIA ....70 "'.70 ...... 803.55 108.01 803." ....85 N1A 808.81 r:=J COVER UIS CIS StruclutII StNcIUN . . 2.81 2.70 800." 2.88 800.02 3.1. 100.02 1." 880.7' 1.87 801.48 1." 199.00 . "'7 800.'2 1.48 2.23 2.2' 3.20 2.28 2.33 2.17 ....70 1.27 ...... 1.42 800.01 ....05 2.80 808.81 1.81 aaa.81 1." CJ STRUCTU INVERT DROP . 0." 2.15 3.05 2.7. 1." 1.07 3.01 2.77 2." 2." 3.1. 2.33 2.71 1.27 1.42 NIA 2.00 1.81 1." NIA CJ c=J CJ By TCW Date ""8i3i2OO5 Ched<ed- Date=== In .......,. Out Mlu'lhoM . . 004. 004.21 0.20 0.12 0." 0... 0.30 0." 0.25 0.18 0." 0.47 0.35 0.23 0.00 0.15 0.17 0." 0.00 0.'4 0.20 HOL 804." 804.21 103.85 80.. 804.0 803.5 803. 803.1 103.07 802. 002.00 TWE" 002.11 802.11 003.00 003,8 IOU 803.' 803. 802. 103.30 802. 002. 802. 802... 002.11 801.$4 801. 80'. 101.51 001,30 TWE" SI01.1 001.1 802. 002.01 101.1 101." 801. D01.S1 801. TWE" 001.1 001.1 ~ t I I ,f ,f "... ; .... 'q,x ... fO,\-x 'O'X 'l>.X '". , 'b,X <0, , o o o o o o o o o o 'l>. , o o o q,X o '. o o q,X o o o ~,. "q,X ~,. rq, x "~X 'b. 'l>.X r,.. 'l>.X .~. 'l>.X '~. "b.X '.. "q,X "'4)~x '.. "q,X 0" "q,X ",. 'q,X ~ CD .. ..; II cC W Ill: cC '.. '''''x ~,. "q,X .~. , ""x ".. '''''x '~. '" 0.. "q,X "~q, x 'h. "q,X ".. "'"x 'hi'q, x 0,. ~ ....X In ".. CO "'"X . CW') II cC ',. w "'"x Ill: cC O~. ....X ~,. ''"x - - - I I I I"'.... // "'o6X - " ........... "'0 /' --"I;." ",. ...X " ~q,X '<. 'q,X '0. 'q,X 'O~ 'x ... ....X "0. 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"'1 0 0 a 0 Q Q a 5\TE D ... w 0 tt 0 8 0 ill 0 0 0 D ~ U D D D HAMILTON COUNTY, INDIANA - SHEET NUM ., I \J Q':J d~ o o ~: z. ."< (Y') ~. 0") r- f'- >- >- L{) o o o o o o o o o o o o o Stage-Storage Computations 05-123 Weston Pointe Retail Center U.S. 421 & Weston Pointe Drive Retention Pond By Date Checked Date Civil Designs Project No. Project Location Description Vi = Incremental volume (acre-ft) h = Elevation difference (ft) A = Surface area (acres) h = Elevatio~ - Elevation1 Average Area = (~ + A2 + (A1A2)o.5)/3 Conic Volume: Vi = h[(A1 + A2 + (A1A2)o.5)/3] Elevation Area Average Area h Vi Total Volume Tft) (acres) (acres) (ft) (acre-ft) (acre-ft) 898.30 0.36 0.00 0.59 1.70 1.01 900.00 0.86 1.01 0.91 1.00 0.91 901.00 0.96 1.92 1.01 1.00 1.01 902.00 1.06 2.92 1.11 1.00 1.11 903.00 1.16 4.03 1.21 1.00 1.21 904.00 1.26 5.24 o o o o o o POND Stage-Storage Worksheet.xls TCW 8/3/2005 o o o o o o o 0, iO o o o o D o o o o o Return Period - Rainfall Intensit\ (i n/hr) Hours MinUtes 2 5 10 25 50 100 0'.08 5 4.75 6,14 " 6.99 8.08 8.83 9.69 0.17 10 3.63 4,75 5.48 6.40 7.07 7.77 '. 0.25 ..15 2.97 3,92 4.55 5.34 5.94 6..53 0.5 30 1.98 2.64 3.09 3.65 4.10 . 4.50 1 ,I, 60 1.25 '.' ..' 1.67 1.96 2.31 2.62 ,.' .,..2.88 . 2 120 .......0.76 1.02 1.20 ' I 1.40 ,1.59 1.75 ....: ,,' .... . ,,~ .~. ,. ''''':;''''.180' :~",'O.56"",,,, :>'-'''''',0.75,''';'- '",.." 0.88."..'" . ". ",1'.03,. .,' 1.17 . .,.,'.'.,.,1..29;' ,",,'., , 6 360 0.33 0.44 0.52 0.60 0.68 0.75 12 720 0.20 0.26 0.30 0.35 0.39 0.43 . 24 1440 0.11 0.15 0.17 0.20 0.22 0.25 :. " ",' , , . ". , RetlJrnPeriod .. .RainfaJ.1 ,DeDth (in) Hours Minutes 2 5 10 25 50 100 0.08 5 0.40 0.51 0.58 0.67 0.74 0.81 0.17 10 0.61 0.79 0.91 1.07 1.18 1.30 0.25 15 0.74 0.98 1.14 1.34 1.49 1.63 0.5 30 0.99 1.32 '. , 1.55 1.83 2.05 2.25 1 60 1.25 1.67 1.96 2.31 2.62 2.88 2 120 1.52 2.04 2.40 2.80 3.18 3.50 3 180 1.68 2.25 2.64 3.09 3.51 3.87 '6 360 1.98 2.64 3.12 3.60 4.08 4.50 12 720 2.40 3.12 3.60 4.20 4.68 5.16 24 1440 2.64 3.60 4.08 4.80 5.28 6.00 TABLE 202-2: IOF and 100 Tables for Indianapolis. IN City of Indianapolis Ston1lwaterSpecifications Manual Appendix page A2-2 May 10. 1995 u o D o o o D U o o o o 'D o D o o o D Appendix: Weston Pointe Section 1 Drainage Report D: IU o o o e 'f Exhibi t 10 ~/lW/1l: o o Crooked Creek Watershed Developed Conditic o o o o o o o o D o u o o o LOCATION MAP -1 ~ j ~ ~ -~ ~ --' SOilS MAP CJ CJ CJ L:J c:J LJ CJ (=:J CJ CJ CJ CJ CJ EJ CJ CJ (=:J t=J t:=:J. Weston Pointe Job# 37963 Post-Developed Site Time of.Concentratiol1s ICPR Date: 11/21/03 Basin Sheet Flow Manual fUVl Desc:rlp\lon n.. L= p." ... T,.. .OO7(nLjO.Bf(P.u...., Deacrfpllon V.. L" n..LN Deac:rfpllon v.. L" n"LN To (total) T c (tob!Il) Basin 603 Grass 0.17 20 2.66 0.02 0.0546 Gutter ISwa/e 2.00 375 0.0521 Pipe Flow 2.50 407 0.0452 0.1519 9.1 B.asln 608 Grass 0.011 . 60 2.66 0.02 0.0147 Gutter I Swa/e 2.00 400 0.0556 PiDeFlow 2.50 122 0.0136 0.0838 5.0 Basin 612 Grass 0.15 80 2.66 0.02 0.1498 Gutterl Swa/e 2.00 260 0.0361 Pipe Flow 2;50 20 0.0022 0.1882 11.3 Basin 614 Grass 0.15 60 2.66 0.02 .. 0.1190 Gutter I Swate 2.00. 60 0.0083 PiD6 Flow 2.50 296 0.0329 0.1602 9.6 Basin 621 lDaTtment 0.15 64 2.66 0.02 0.1253 Gutterl Swa/e 2.00 100 0.0139 Pipe Flow 2.50 0 0.0000 0.1392 8.4 Basin 622 lDartment 0.15 45 2.66 0.02 0.0946 Gutter I Swa/e 2.00 20 0.0028 Pipe Flow 2.50 0 0.0000 0.0973 5.8 Basin 622A lDaTtment. 0.15 70 2.66 ..0.02 0.1346 Gutterl Swate 2.00 120 0.0167 Pipe Flow 2.50 0 0.0000 0.1513 9.1 Basin 623 Ioartment 0.15 90 2.66 0.02 0.1646 Gutter! Swate. 2.00 60 0.0083 PiDe Flow 2.50 426 0.0473 0.2203 13.2 Basin 630 !DaTtment 0.15 80 2.66 0.02 0.1498 Gutter I Swa/e 2.00 .10 0.0014 Pioe Flow. 2.50 662 0,0736 0.2248 13.5 Basin 638 !partment 0.15 60 2.66 0.02 0.1190 Gutter I Swate. 2.00 0 0.0000 PiDe Flow 2.50 140 0.0156 0.1346 8.1 Basin 642 Dartment 0.15 45 2.66 0.02 0.0946 . Gutter I Swa/e 2.00 80 0.0111 Pipe Flow 2.50 394 0.0438 0.1494 9.0 Basin 648 "artment 0.15 80 2.66 0.02 0.1498 Gutter I Swa/e 2.00 240 0.0333 PiDe Flow 2.50 321 0.0357 0.2188 13.1 Pond 1 Grass 0.15 45 2.66 0.02 0.0946 . Gutterl Swa/e 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.0946 6.7 Pond 2 Grass 0.15 100 2.66 0.02 0.1791 Gutter I Swa/e 2.00 0 0.0000 PiDe Flow 2.50 0 0.0000 0.1791 10.7 Pond 3 Grass . 0.15 40 2.66 0.02 0.0861 Gutter I Swate 2.00 O. 0.0000 Pioe Flow 2.50 0 0.0000 0.0861 5.2 Off 648 Agri. 0.17 300 2.66 0.004 0.9076 Gutter I Swale 2.00 60 0.00.83 Pipe Flow 2.50 175 0.0194 0.9354 56.1 CJ c=J E:J Nodes ASEage/Area V Stage/Volwne T Time/Stage M Manhole Basins o Overland Flow U SCS Unit Hydro S Santa Barbara Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach l::::J t:::=J CJ CJ E:J C} LJ a=J CJ A: POND1 U:BAS608 U : BAs 614 U: POND1 D:P1-603 A: STR603 U:BAS603 J p:603-602 I P: 602-601 '.r I A: STR601 , .' f I . I P: 601-600 Ii j A:STR600 I A: POND2 U:BAS630 U:BAS648 U: POND2 U:OFF648 P:P2-619 I P: 620-621 I A:STR621 U: BAS621 ! : P: 6.22A-622 A:STR622 U: BAS622 a=::=J "1-.1 A: STR619 ._._-~-~ I . i P: 619-620. ...... -'-1 A:STR620. i . I C:600-0UTZ . ~""-C' ---r-"' ---.'- -.' I T:OUTLtT2 '. I . P: 621-622A U:BAS622A _--..:.--. __._---:O--~ -..:.:-; t .... .1' P:622-'623 -- i. ; ~_.:...,__L__~_.__ " ,. I P: 623-P3 " l__,.,.;-_---~.. Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. LJ r:=J A: POND3 U: BAS638 U:BAS642 U:PON03 CJ r=J P:P3-0UT1 .." ..---."...... j"'" - i \T:OUTLETl CJ c:=::J o 0' Name: BAS603 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: OClA(,) : UH484 0.000 2.040 90.00 0.00 o o Node: STR603 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: Storm Ouration(hrs): Time of Conc(min): Time Shift (hrs): Max.Allowable Q(cfs): 484.0 0.00 9.10 0.00 999999.000 ---------------------------------------------------------------------------------------------------- Name: BAS608 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 . Area (ac) : 10..670 Curve Number: 90.00 OCIA('): 0.00 o 0: Status: Onsite Node: PONDl Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Ouration(hrs): 0.00 Time of Conc(m1n): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------~------------------------------------~-----------------------~---------------- Status: Onsite o Name: BAS614 Group: .BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA('): UH484 0;000 1..980 90.00 0.00 o Node :PONDl Type: SCS Unit Hydrograph Peaking Factor: Storm Ouration(hrs): Time of Conc (min) : Time Shift(hrs): Max Allowable Q(cfs): 484.0 0.00 9.60 0.00 999999.000 o ---------------------------------------------------------------------------------------------------- Status.: Onsite o Name: BAS621 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 0.330 Curve Number: 90.00 OCIA('): 0.00 o Node: STR621 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Ouration(hrs): 0..00 Time of Conc(min): 8.40 TimeShift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 --------------------~-----~----------------------------------------~-~--~--~-----------~-----------~ Name: BAS622 Group: BASE Unit Hydrograpn: UH484 Rainfall File: Rainfall Amount (in) :0.000 Area (ac) : 0.480 Curve Number: 90.00 DCIA(": 0.00 o o Status: Onsite Node: STR622 Type: SCS Unit Hydrograph Peaking Factor: 484.0. Storm Ouration(hrs): 0.00 Time of Conc (min): 5.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- o Name :BAS622A Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(') : .UH484 0.000 0.390 90.00 0.00 o o Status: Onsite Node: STR622A Type: SCSUnit Hydrograph Peaking Factor: Storm Duration(hrs): Time of. Cone (min) : . Time Shift(hrs): Max Allowable Q(cfs): 4.84.0 0.00 9.10 0.00 999999.000 ---------------------------------------------------------------------------------------------------- Name: 8AS630 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 3.230 Curve Number: 90.00 o '0 Node: POND2 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm. Duration(hrs): 0.00 Time of Conc(min): 13.50 Time Shift(hrs): 0.00 Max Allowable Q(cfsl: 999999.000 Status: Onsite Page 1 00 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. o o o DCIA('): 0.00 ----------------------------------~-----------------------------~---------~--~---------------------- o Name: BAS638 Group: BASE. Unit Hydrograph: Rain.fall File.) Rainfall Amount (in): Area(ac): Curve.Number: OCIAn) : 0.000 1.130 90.00 0.00 UH484 o o Status: Onsite Node: POND3 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Cone (min) : Time Shift(hrs): Max Allowable Q(cfs) : 484.0 0.00 8.10 0.00 999999.000 ---------------------------------------------------------------------------------------------------- Name: BAS642 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in): 0.000 Area (acl: 1. 680 Curve Number: 90.00 OCIA('): 0.00 o 10 Status: Onsite Node: POND3 Type: SCS Unit. Hydrograph. . Peaking Factor: 484.0 Storm D\.1ration(hrs): 0.00 Time of Conc(miI'l): 9.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ----------------------------------------~-----------------------------------------~----------------- Node: POND2 Type: SCS Unit Hydrograph Status: Onsite o Name: BAS648 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area (ae) : 2.850 Curve Number: 90.00 OCIA('): 0.00 o Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): 484.0 OAIO 13.10 0.00 999999.000 . . . --------------------~-----------------------------------------~------------------------------------- o Name: OFF648 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in): 0.000 Area(ac): 5.680 Curve Number: 78.00 OCIAt'): 0.00 o o Status: Onsite Node: POND2 Type: SCS Unit Hydrograph . Peaking.Factor: Storm DurationChrs) : Time of Cone (min) : Time Shift (hrs) : Max Allowable Q(cfs): 484.0 0.00 56.10 0.00 999999~000 -------------------~---~-------------------~---~--------------------------------~------------------- Name: PONDl Group: BASE Unit Hydrograph: UH484. Rainfall File: Rainfall Amount(in): 0.000 Area (ac): 1. 570 Curve Number: 89.00 DCIA(t): 0.00 o o Status: Onsite Node: PONDl Type: SCS .Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.70 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999~000 ---------------------------------------------------------------------------------------------------- o Name: POND2 Group: BASE Unit Hydrograph: UH48.4 Rainfall File:. Rainfall Amount (in) : 0.000 . . Area (ac): 2.260 Curve Number: 84.00 OCIA('): 0.00 o o Status: Onsite Node: POND2 Type: SCSUnit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Conctmin): Time Shift(hrs): Max Allowable Q(cfs): 484.0 0.00 10.70 0.00 999999;000 Name: POND3 Group: BASE ~----------------------------------------------------------------------~---------------------------- Node:POND3 Type: SCS Unit Hydrograph Status: Onsite o Page 2 on Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. o D o .Unit Hydrograph Rainfall File Rainfall Amountfin) Area (ac) Curve Number DCIA(%) o o o o o o o o o o o o o o o o UH4B4 Peaking Factor Storm Duration(hrs) Time of Conc(minl Time Shift(hrs) Max Allowable Q(cfs) 4B4.0 0.00 5,20 0.00 999999.000 Page 3 of3 0.000 1. 070 90.00 0.00 Interconnected Channel and Pond Routing Model (ICPR)C2002 Streamline Technologies, Inc. o o o Name: OUTLET! Group: BASE Type: Time/Stage o Time (hrs) 0.00 12.50 30.00 o o Name: OUTLET2 Group: BASE Type: Time/Stage o Time (hrs) o 0.00 12.50 30.00 o o Name: POND1' Group: BASE Type: Stage/Area o stage (ft) o 898.300 899.0.00 900.000 901.000 902.000 903.000 904.000 9040. 440 o o Name: POND2 Group: BASE Type: Stage/Area o Stage ( ft) 898.570 899.000 900.000 901. 000 902.000 903.000 904.000 904.200 o o o 'Name: POND3 Group: BASE Type: Stage/Area o Stage (f.t) o 896.700 897.00q 898.000 899.000 900.000 901.000 902.000 903.000 o o o Name: STR600 Group: BASE Type: Stage/Area o Base F1ow(cfs): 0.000 Stage (ft) 896.490 898.740 896.490 Base F1ow(cfs): 0.000 Stage 1ft) 896.880 898.880 1196.880 Base Flow(cfs): 0.000 Area (ac) 0.6800 0.7500 0.8500 0.9500 1.0500 l.1500 1. 2800 1.3100 Base Flowlcfs): 0.000 Area lac) 0.5600 0.5900 0.6500 0.7200 0.7900 0.8600 0.9)00 0.9500 Base Flow (cfs) : 0.000 Area (ac) 0.6200 0.6400 0.7000 0.7800 0.8500 0.9300 1. 0000 1. 0900 Base Flow(cfs): 0.000' Init Stage(ft): 896.490 Warn Stage(ft): 898.740 Init Stagelft): 896.880 Warn Stage(ft): 898.8$0 Init Stage(ft): 898.300 Warn Stage(ft): 904.440 Init Stsge(ft): 898.570 Warn Stage(ft): 904.200 Init Stage(ft): 896.700 Warn Stage(ft): '902.000 Init Stage (ft) : 897.110 Warn Stage (ft) : 898.360 Page 1 of3 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. o o u StagEl!ft) Area (ac) --------------- --------------- 897.110 0.0006 898.360 0.0006 D o Name: STR601 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stagelft): 897.130 Warn Stage (ft): 900..100.. u Stage 1ft) Area (ac) 897.130 900.100 0.0006 0.0006 o o Name: STR602 Group: BASE Type: StaqeiArea Balle Flow.( cfs): 0.000 Init Stage 1ft): 897.310 Warn Stage(ft): 900.500 Oi Stageltt) Area lac) o 8,97 .310 0.0006 900.500 0.0006 o u Name: STR603 Base. Flow (cfs) : 0.000 Group: BASE Type:. Stage/Area InitStagelft): 897.380 Warn Stage (ftl : 900.250 Stage (ft) Area lac) D 897.380 900.250 0.0006 0.0006 o Name: STR619 Group: BASE . Type: Stage/Area Base Flow (cfsl : 0.000 Init Stagelft):. 898.420 Warn Stagelft): 904.600 o Stage (ft) Area lac) o 89a.420 O.OOO~ 904.600 0.0006 o o Name: STR620 Group: BASE Type: Stage/Area Base Flow (cfs) :0.000. Init Stage 1ft): 898;180 Warn Stage(ft): 903.700 o Stage.(ftl 'Area lac) 898.180 0.0006 903.700 0.0006 o o Name: STR621 Group: BASE Type: Stage/Area Bas.e Flowlcfs): 0.000 Init Stage (ft) : 897.870 Warn Stage(ft): 901.650 10 I . ID Stage ( ft ) Area (ac) 897.870 0.0006 90l.~50 0.0006 o Name: STR622 Base Flow (cfs) : 0.000 Group : BASE Type: Stage/Area Init StageCftl: 897.700 Warn StageHt): 902.680 o StageCftl Area (ael D Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 2 00 D o o 897.700 902.680 0.0006 0.0006 o o Name: STR622A Group: BASE Type: Stage/Area o Stage (ft) Base Flow(cfsl: 0.000 Init Stage(ftl: 897.800 Warn Stage(ftl: 902.780 Area (ac) 897.800 902.780 -------~---~--- --------------- 0.0006 0.0006 o o Name:STR623 Group: BASE Type: Stage/Area o Stage (ft) 897.560 904.500 o D o o o o o o o o o D Base Flow(cfsl: 0.000 Init Stage(ftl: 897.560 Warn Stage(ftl: 904.500 Area (ac) 0.0006 0.0006 Page 3 of3 lil.terconnected Channel and Pond Routing Model (ICPR)@2002 Streamline Technologies, Inc. o u o Name: 601-600 Group: BASE UPSTRElIM Geometry: Circular Span(in): 24.00 Rise!in): 24.00 . Invert(tt): 897~130 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip!in): 0.000 o u From Node: STR60l To NOde: STR600 DOWNSTRElIM Circular 24.00 24.00 897.110 0.013000 O.OOQ 0.000 D UpstreamFHWAInlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi' headwall u Length(ft): 8.00 Count: 1 Friction Equation: Average conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coet: 0.00 Outlet Ctrl Spec: Use dc ortw Inlet Ctrl Spec: Use dn Stabilizer Option: None Name: 602-601 Group: BASE ---------------------------------------------------------------------------------------------------- 10 UPSTRElIM Geometry: Circular Span (inl : 21.00 Rise(in): 21.00' Invert (tt) : El97.310 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in)': 0.000 u From Node: STR602 To Node: STR60l DOWNSTREAM. . Circular 21.00 21.00 897.130 0.013000 0.000 0.000 o upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall LJ Length(ft): 88.00 Count: 1 Friction.Equation: Average Conveyance Solution Algorithm:,Automatic Flow; Both Entrance Loss Coet: ,0.Oll Exit Loss Coet: 0.00 Bend Loss Coet: 0.00 Outlet Ctrl Spec: Use de or tw Inlet Ctrl Spec: Use.dn Stabilizer Option: None ----------------------------------------------~~---------------------------~------------------------ Name: 603-602 From Node: STR603 Length(tt): 35.00 Group: BASE To Node: STR602 Count: 1 Friction Equation: Average Conveyance UPSTRElIM DOWNSTRElIM Solution Algorithm: Automatic Geometry: Circular Circular Flow:. Both Span ( in) : 21. 00 21. 00 Entrance Loss Coet: 0.00 Rise (in) : 21.00 21. 00 Exit Loss Coet: 0,00 Invert (ft) : 897.380 897.310 Bend Loss Coet:. 0.00 Manning's N: 0..013000 0.013000 Outlet Ctrl Spec: Usedc or tw Top Clip (.in) I 0.000 0.000 ' Inlet Ctrl Spec: Use dn Bot Clip (in) : 0.000 0.000 Stabilizer Option: None o u u Upstream FHWA Inlet Edge Description,: Circular Concrete: Square edge wl headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u D Name: 619-620 Group: BASE -------~-----~------------------~-------------------------~----------------------------------------- o UPSTRElIM Geometry: Circular Span(in): 15.00 Rise (in): 15.00 Invert(ft): 898.420 Manning'sN: 0.013000. Top Clip (in) : 0.000 Bot Clip ( in): 0.000 D From Node: STR6l9 To Node: STR620 OOWNSTRElIM Circular 15.00 15.00 898.180 0.013000 0.000 0.000 Upstream FHWA Iniet Edge Description: Circular Concrete: Square edge wi headwall D Length(ft): 80.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance. Loss Coet: 0.00 Exit Loss Coet: 0.00 Bend Loss Coet: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet. Ctrl Spec: Use dn Stabilizer Option: None Page 1 of3 Interconnected Channel and Pond Routing Model (lCPR) ~2002 Streamline Technologies, Inc. u o D Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi. headwall o Name: 620-621 Group: BASE ---------------------------------------------------------------------------------------------------- o UPSTREAM Geometry: Circular Span/in): 15.00 Rise/in): 15.00 Invert(ft): 898.180 Manning's N: 0.013000 Top Clip/in): 0.000 Bot Clip(in): 0.000 o From Node: STR620 To Node: STR621 DOWNSTREAM Circular IS.OO 15.00 897.870 0.013000 0.000 0.000 o Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWAdInlet Edge Delicription: Circular Concrete: Square edge wi headwall o Length/ft): 102.00 .. Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow.: Both Entrance Loss Coef:O.OO Exit Loss Coef: 0.00 Bend Loss Coe!: 0.00 Outlet Ctrl Spec: Use dc or tw InletCtrl Spec: Use dn Stabilizer .Option: None Name: 62l""622A GrQup: BASE ---------------------------------------------------------------------------------------------------- o UPSTREAM Geometry: Circular Span/in): 18.00 Rise(in): 18.00 Invert/ft): 898.870 Manning's N: 0.013000 Top ClIp (in) : 0.000 Bot Clip (in) : 0.000 o From Node: STR621 To Node: STR622A DOWNSTREAM Circular 18~00 18.00 897.800 0.013000. 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall ' IlJ o Length/ft): 25.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss .Coef: 0.00 Exit Loss Coe!: 0.00. Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None --------------------------------------------------~----------------~---------------------------~~--- Name: 622-623 From Node: STR622 Group: BASE To Node: STR623 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 18.00 18.00 Rise/in): 18.00 18.00 Invert(ft) : 897.700 897.560 Manning's N: 0.013000 0.013000 Top Clip1in) : 0.000 0.000 Bot Clip (in) : O.pOO 0.000 o o o Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Length(ft): 48.00 Count: 1 Fri.ction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00. Bend Loss Coef: 0.00 Outlet Ctrl Spec:. Use dc.or tw InletCtrl Spec: Use dn Stabilizer .Option: None ---------------------------------------------------------~----------------------------------------- Name: 622A-622 From Node: STR622A Length (ft) : 30.00 .Group = BASE To Node: STR622 Count: 1 Frlction.Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span (in) : 18.0.0 18.00 Entrance Loss Coef: 0.00 Rise (in) : 18.00. 18.00 Exit Loss Coef~ 0.00 Invert (ft) : 897.800 897.700 Bend Loss Coe!: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip (in) : 0..000 0.000 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.000 0.000 Stabilizer Option: None o o o Page 2 00 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. o o 0' Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall o o -~------------~--~---------~-------------~------------------------------~------------~-------------- o NaiDe: 623-P3 From Node: STR623 Length ( ft) : 286.00 Group: BASE To Node: POND3 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span (in) : 18.00 18.00 Entrance Loss Coef: 0.00 Rise (in) : 18.00 18.00 Exit Loss Coef: 0.00 Invert 1ft). : 897.560 896.700 Bend LossCoef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctr1 Spec: Use dcor tw Top Cliplin): 0.000 0.000 Inlet Ctr1 Spec: Use dn Bot Clip (in): 0.000 0.000 Stabilizer Option: None o D . Upstr'eam FHWA Inlet Edge Description: . Circular Concrete: Square edge wI headwall Downstream FHWA Inlet. Edge Description:. Circular Coricrete:Square edge wI headwall o . . ---------------------------------------------------------------------------------------------------- o Name: P2-619 . From. Node: POND2 Length 1ft) : 51. 00 Group: BASE To Node: STR619 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Spanlin): 15.00 15.00 Entrance Loss Coef: 0.00 Use (:in) : 15.00 15.00 .Exi t .Loss Coef: 0.00 Invert 1ft) : 898.570 898.420 Bend Loss Coef: 0.00 Hanning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clipl.in): 0.000 0.000 Inlet Ctrl Spec: Use dn Bot Clip (in) : 0.000 0.000 Stabilizer Option: None D o Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall Downstream FHWA Inlet:Edge Description: Circular Concr~te: Square' edge wI headwall o -~---------------------------------------------------------------------~----------~----------------- o Name: P3-0UTl Group: BASE UPSTREAM . Geometry. Circular Spanlin): 21.00 Rise lin): 21..00 Invert (ftl : 896.700 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip (inl : 0.000 From Node: POND3 . To Node: OUTLETl Length(ft): 70.00 Count: 1 Friction Equation:. Average, Conveyance Solution Algorithm: Automade Flow: Both Entrance Loss 'Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: .Use de or tw Inlet CtrlSpec: Use dn Stabilizer. Option: None o DOWNSTREAM Circular 21. 00 21.00 896.490 0.013000 0.000 0.000 o Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall o Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall o o Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 3 of3 o o Oi Name: 600-0UT2 Group: BASE UPSTREAM Geometry: Trapezoidal Invertlft): 897.110 TClpInitZlft): 9999.000 Manning" s N: 0.013000 Top Clip(ft): 0.000 Bot 'Clip{ft): 0.000 Main XSec: AuxElev1 (ft): Aux XSec1: AuxElev2 (ft) : Aux XSec2: Top Width(tt): Depthlft): Bot Widthltt): 1.000 LtSdSlplh/v): 3.00 RtSdSlplh/v): 3.00 o o o o o o o o o o o o o o o o From Node: STR600 To Node: OUTLET2 DOWNSTREAM Trapezoidal 896.8,80 9999.000 0.013000 0.000 0.000 1. 000 3.00 3.00 Lengthlft): 145.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic , , Flow: Both ContractionCoef: 0.000 Expansion ,Coef: 0.000 Entrance Loss Coet: 0.000 Exit Loss Coet: 0.000 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Usedri Stabilizer Option: None Page 1 of 1 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. o o o Name: Pl-603 From Node: PONDl Length 1ft) : 264.00 Group: BASE To Node: STR603 Count: 1 UPSTREAM DOWNSTREAM Friction Equation Average Conveyance Geometry: Circular Circular Solution Algor1thm AutOlllatic Spal1lin) : 12.00 12.00 Flow Both Rise (in).: 12.00 12.00 Entrance Loss Coef .0.000 Invert (ft) : 898.300 897.380 Exit Loss Coef O~OOO Manning's N: 0.013000 0.013000 Outlet Ctrl Spec Use dc or tw Top Cliplin): 0.000 0.000 Inlet Ctrl Spec Use dn Bot Cliplin): 0.000 0.000 0, o o Upstream FRWA Inlet Edge Description: Circular Concrete: Square edge wi .headwall Downstream 'FRWA Inlet Edge Description: . Circular Concrete: Square edge wi headwall t" Weir lof 1 for Drop Structure Pl-603 t" TABLE o Count: 1 Type: Vertical: Mavis Flow: Bot.h Geometry: Circular Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef:0.600 D: Span (in) : '6.00 Riselin): 6.00 Invert(ft}: 898,300 Control Elev(ft): 898.300 o o o o o o o o o o o Interconnected Channel and Pond Routing Model (ICPR)@2002 Streamline Technologies, Inc. Page 1 of 1 o o D Name: 002year Filename: S:\37963\Drainage\ICPR\002year.R32 o Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 2.93 Time (hrs) Print Inc(min) 30.000 5.00 0, ---------------------------------------------------------------------------------------------------- o Name: OlOyear Filename: S:\37963\Drainage\ICPR\OlOyear.R32 Override 'Defaults: Yes Storm Duration (hrsl : 24.00 Rainfall File: Scsii-24 Rainfall Amount1in): 4.15 0:. ., Time (hrs) Print Inc(min) 30.000 5.00 -----------------------------------------------------------~---------------------------------------- o Name: lOOyear. Filename: S:\37963\Drainage\ICPR\lOOyear.R32 Override Defaults: Yes Storm Duration (hrs.): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 5.75 Time (hrs) Print Inc(m1n) o 30.000 5.00 o o o o o o o o o o Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies,Inc. Page 1 of 1 o r=J t=J a=J C} CJ CJ CJ CJ CJ CJ CJ CJ LJ CJ t=J t=J q L~J CJ Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name GrOup Simulation Stage Stage Stage stage Area InflOw Inflow Outflow Outflow hrs ft ft ft ft2 hrs efs hrs efs OUTLET 1 BASE 010year 12.50 898.740 .898.740 0.0050 3 12.15 7.961 0.00 0.000 OUTLETl BASE 100year 12.50 898.740 898.740 0.0050 3 12.16 10.487 0.00 0.000 OUTLETl BASE 2year. 12.50 898.740 898.740 0.0050 3 12.13 5.503 0.00 0.000 OUTLET2 BASE 010year 12.50 898.880 898.880 0.0044 917 11. 88 13.450 0.00 0.000 OUT1.ET2 BASE 100year 12.50 898.880 898.880 0.0044 917. 12.01 15.543 0.00 0.000 OUTLET2 BASE 2year 12.50 898;880 898.880 0.0044 917 11. 96 12.315 0.00 0.000 POND1 BASE 010year 15.31 901. 360 904.440 0.0027 42949 12.00 59.806 17.80 1.475 POND1 BASE . 100year 16.$3 902.701 904.440 0.0060 48792 12.00 87.144 17.52 1.807 POND1 BASE 2year 14.57 900.298 904.440 0.0010 383~3 12.00 38.763 17. 04 1.154 POND2 BASE 010year 13.46 901.128 904.200 0.0021 31756 12.00 31. 054 13.68 3.615 POND2 BASE 100year 13.60 902.509 904.200 0.0047 35966 12.00 47.279 14.59 5.045 POND2 BASE 2year 13..42 900.090 904.200 0.0007 285.90 12.08 18.950 15.9.2 2.278 POND3. BASE 010year 12:.19 899.026 902.000 0.0007 34071 12.00 20.3.37 .. .1:!.15 7.961 POND3 BASE 100year 12.21 899.285 902.000 0.0017 34860 12.00 29.105 12.16 10.487 POND3 BASE 2year 12.16 898.842 902.000 0.0003 33462 12.00 12.906 12.13 5.503 STR600 BASE 010year 12..50 898.878 898.360 -0.0099 985 12.10 12.511 11.88 13.450 STR600 BASE 100year 12.50 898.879 898.360 -0..0099 985 12.04 13.483 12.01 15.543 STR600 BASE 2year 12.50 898.878 898.360 -0.0099 985 12.10 11.480 11.96 12.315 STR601 BASE 010year 12.50 898.892 900.100 0.0141 132 12.00 8.992 12.10 12.511 STR601 BASE 100year i2.50 898.893 900.100 -0,0140 132 12.01 12.894 12.04 13.483 STR601 BASE 2year 12.50 898.891 900.100 "'0.0130 132 12.01 6.040 12.io 11. 480 STR602 BASE 010year 12.01 899.084 900.500. -0.0018 125 12.00 9.005 12.00 8.992 STR602 BASE 100year 12.01 899.381 900.500 0.0026 124 12.00 12.838 12.01 12.894 STR602 BASE 2year 12.0.1 898.908 900.500 -0.0018 171 12.00 5.939 12.01 6.040 STR603 BASE 010year 12.00 899.227 900.250 0.0017 115 12.00 9.093 12.00 9.005 STR603 BASE 100year 12.00 900.051 900.250 -0.0064 .115 12.00 12.945 12;00 12.838 STR603 BASE 2year 12.00 898.947 900.250 0.0015 131 12.00 5.963 12.00 5.939 STR619 .BASE 010year 13.41 900.835 904.600 -0.0097 117 13.68 3.615 13.68 3..617 STR619 BASE 100year 13.48 901,976 904.600 -0.0098 117 14.59 5.045 14.59 5.053 STR619 BASE 2y~ar 13.41 899.974 904.600 -0.0099 117 15.92 2.278 .13.45 2.268 STR620 BASE 010year 13.31 900.454 903.700 -0.0098 119 13.68 3.617 13.69 3.619 STR620 BASE 100year 13.29 901.294 903.700 -0.0099 119 14.59 5.053 14.03 5.116 STR620 BASE 2year 13.41 899.822 903.700 -0.0099 119 13.45 2.268 13.45 2..268 STR621 BASE 010year 13.10 900.011 901. 650 -0.0097 128 13.62 3.679 13.63 3.681 STR621 BASE 100year 12.09 . 900.832 901. 650 -0.0162 117 14.03 5.190 14.03 8.968 STR621 BASE 2year 13.36. 899.644 901. 650 "':0.0097 134 13.35 2.313 13.33 2.313 STR622 BASE 010year 12.06 899.775 902.680 0.0037 116 12.00 4.655 12.02 4.543 STR622 BASE 100year 12.07 900.633 902.6.80 0.0044 116 12.00 6.170 12.04 6.027 STR622 BASE 2year 12.09 899.018 902.680 0.0006 150 12.00 2.853 12.02 2.787 STR622A BASE 010year 12.07 899.856 902.780 0.0083 119 13.58 3.75.5 14.27 4.590 STR622A BASE 100year 12:08 900.779 902.780 0.0162 115 14.03 9.057 14.03 5.561 STR622A BASE 2year 12..09 899.025 902.780 0.0006 145 13.27 2.373 13.30 2.378 STR623 BASE 010year 12.07 899.590 904.500 -0.0085 126 12.02 4.543 12.03 4.493 STR623 BASE 100year 12.08 900.304 904.500 0.0073 126 12.04 6.027 12.05 5.959 STR623 BASE 2year 12.10 898.995 904.500 0.0036 198 12.02 2.787 18.56 2.816 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 1 of2 [=:J r=J CJ Name CJ EJ a=J l::=:J Group Max Time Simulation Stage hrs (:=:J Max Stage ft CJ t=J &=J CJ a::=J .Warning Max .Delta Max Surf Max Time Stage Stage~ Area Inflow ftft . ft2 hrs Max Inflow efs CJ CJ CJ L:J a::::J LJ Max Time Outflow hrs Max Outflow efs Interconnected Channel and Pond Routing Model (ICPR)C2002 Streamline Technologies, Inc. Page 2 of2 a=J CJ L::J CJ .CJ [:=J c:J t=:J CJ CJ CJ CJ CJ CJ CJ Weston Pointe Job# 37963 Post~Developed Site Time of Concentrations StonnCAD Date: 11/21/03 Basin Sheet Flow Manual fLM Description n= L= p.= a= T, = .OO7(nL)O.81(P.u". ., Deaaiption v= L" n".LN T c (total) T c (total) (ft) (in/hr) (MI) (hrs) (ilia) 1ft) (iva) .(11111) (mln) 603 Grass. 0.15 30 2.66 0.02 0.0684 Gutter / Swale 2 15 0.0021 0.0704 6.0 605 Grass 0.15 30 2;66 0.02 0.0684 . Gutter I Swale 2 .25 0.0035 0.0718 6.0 606 Grass 0.15 20 2.66 0.02. 0.0494 Gutter / Swale 2 115 0.0160 0.0654 6.0 607 Grass 0.15 20 2.66 0.02 0.0494 Gutter ( Swale 2 375 0.0521 0.1015 6.1 609 Grass 0.15 15 2.66 0.02 0.0393 Gutter / Swale 2 190 0.0264 . 0.0657 6.0 610 Grass 0.15 15 2.66 0.02 0.0393 Gutter / Swale 2 200 0.0278 0.0670 5.0 611 Commercial 0.011 30 2.66 0.02. 0.0085 GutterISwale 2 30 0.0042 0.0126 6.0 613 Grass 0.15 80 2.66 0.02 0.1498 Gutter ( Swale 2 260 0.0361 0;1859 11.2 615 Grass 0.15 40 2.66 0.02 0.0861 Gutter / Swale 2 165 0.0229 0.1090 6;6 615A Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 130 0,0181 0.1527 9.2 616 Grass 0.15 60 2.66 0.02 0.1190 Gutter / Swale .2 140 0.0194 0.1385 . 8.3 617 Grass 0.15 60 2.66 0.02 0.1190 Gutter / Swale 2 60 0.0083 0.1274 7.6 621 Grass 0.15 64 2.66 0.02 0.1253 Gutter I Swale 2 100 0.0139 0.1392 8.4 622 Grass 0.15 45 2.66 0.02 0.0946 Gutter' Swale 2 20 0.0028 0.0973 &.8 .622A Grass 0.15 70 2.66 0.02 0.1346 Gutter' Swale 2 120 0.0167 0.1513 9.1 625 Grass 0.15 50 2.66 0.02 0.1029 Gutter' Swale 2 20 0.0028 0.1056 6.3 626 Grass 0.15 40 2.66 0.02 0.0861 Gutter'Swale 2 85 0.0118 0.0979 6.9. 627 Grass 0.15 40 2.66 0.02 0.0861 Gutter / Swale 2 80 0.0111 0.0972 6.8 628 Grass 0.15 40 2.66 0.02 0.0861 Gutter / Swale 2 80 0.0111 0.0972 6.8 629 Grass 0.15 90 2.66 0.02 0.1646 Gutter ISwale 2 60 0.0083 0.1730 10.4 631 Grass 0.15 30 2.66 0.02 0.0684 Gutter / Swale 2 50 0.0069 0.0753 6.0 632 Grass 0.15 20 2.66 .0.02 0.0494 Gutter / Swale 2 40 0.0056 0.0550 6.0 633 Grass 0.15 40 2.66 0.02 0.0861 Gutter'SWale 2 35 0.0049 0.0909 6.6 634 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 10 0.0014 0.1437 ..6 635 Grass 0.15 20 2.66 0.02 0.0494 Gutter / $wale 2. 110 0.0153 0.0647 6.0 636 Grass 0.15 80. 2.66 0.02 0.1498 . Gutter / Swale 2 10 0.0014 0.1512 9~1 637 Grass 0.15 100 2.66 0.02 0.1791 Gutter' SWate 2 0 0.0000 0.1791 10.7 639 Grass 0.15 35 2.66 0.02 .0.On3 Gutter / Swale 2 190 0.0264 0.1037 6.2 640 Grass 0.15 40 2.66 0.02 0.0861 Gutter / Swale 2 190 0.0264 0.1124 6.7 641 Grass 0.15 60 2.66 0.02 0.1190 Gutter / Swale 2 0 0.0000 0.1190 7.1 644 Grass 0.15 56 2.66 0.02 0.1126 Gutter / Swale 2 116 0.0161 0.1287 7.7 645 Grass 0.15 60. 2.66 0.02 0.1190 Gutter' Swale 2 80 0.0111 0.1301 7.8 645A Grass 0.15 45 2.66 0.02 0.0946 .Gutter / Swale 2 100 0.0139 0.1084 6.6 646 Grass 0.15 40 2.66 0.02 0.0861 Gutter'Swale 2 95 0.0132 0.0992 6.0 647 Grass 0.15 50 2.66 0.02 0.1029 Gutter' SWale 2 60 0.0083 0.1112 6.7 647A Grass 0.15 60 2.66 0.02 0.1190 Gutter ( Swale 2 100 0.0139 0.1329 8.0 649 Grass 0.15 40 2.66 0.02. 0.0861 Gutter' Swale 2 70 0.0097 0.0958 6.7 650 Grass 0.15 80 2.66 0.02 0.1498 Gutter' Swale 2 205 0.0285 0.1783 10.7 651 GraSs 0.15 80. 2.66 0.02 0.1498 Gutter ISwale 2 240 0.0333 0.1.832 11.0 652 Grass 0.15 20 2.66 0.02 0.0494 Gutter' Swale 2 120 0.0167 0.0661 &.0 653 Grass 0.15 20 2.66 0.02 0.0494 Gutter / SWale 2 140 0.0194 0.0689 6.0 CJ CJ CJ CJ o Scenario: Design 11121103 Structure Input Report Structure Area Inlet Time Local . Local Label (acres) C of Rational Intensity Concentration Flow (Inlhr) (mln) (cfs) 603 605 0.34 0.65 5.00 1.45 6.50 606 0.39 0.35 6.20 0.84 6.14 607 0.95 0.35 6.10 2.07 6.17 608 609 0.31 0.85 5.00 1.73 6.50 610 0.30 0.85 5.00 1.67 6;50 611 10.06 0.85 5;00 56.03 6.50 614 615 0.49 0.70 6.50 2.09 6.05 615A 0.38 0.70 9.20 1.40 5.24 616 . 0.58 0.75 8.30 2.42 5.51 617 0.53 0.34 7.60 1.04 5.72 623 625 0.13 0.34 6.30 0.27 6~11 626 .0.29 0.34 5.90 0.62 6.23 627 0;18 0.51 5.80 0.58 6.26 628 0;16 0.51 5.80 0.51 .6.26 629 0.43 0.34 10.40 0.73 4.95 630 631 0.55 0.74 5.00 2.67 6.50 632 0.21 0.72 5.00 1.00 6.50 633 0.31 0.73 5;50 1.45 6.35 634 0.31 0.73 8.60 1.24 5.42 635 0.49 0.73 5.00 2.34 6.50 636 0.43 0.53 9.10 1.21 5.27 637 0.43 0.45 10.70 0;96 4.92 638 639 .0.39 0.50 6.20 1.21 6.14 640 0.450.71 6.70 1.93 5.99 641 0.29 0.45 7.10 o.n 5.87 642 643 644 0.30 0.74 7.70 1.27 5.69 645 0.24 0.73 7.80 1.00 5.66 645A 0.21 0.50 6;50 0.64 6.05 646 0.35 0.72 6.00 1.57 .6;20 647 0.38 0.72 6.70 1.65. 5.99 647A 0.20 0.50 8.00 0.56 5.60 648 649 0.44 0.73 5.70 2.04 6.29 650 6.18 0.32 56.10 4.28 2.18 651 0.37 0.39 11.00 0.71 4.88 652 0.87 0.72 5.00 4.10 6.50 653 0.67 0.73 5.00 3.20 6.50 o o o o o o o o 0, o o o o o o o o lltle: 37963_0velllll Project Engineer: Dave Sloeppelwerth s:\37963\c1rainage\storm cad\overall.stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 03117/04 01:38:59 PM @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 o 0, Scenario: Design 11/21/03 Pipe Input Report ,0 o o Label Section Section Constructed Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (ftIft) . Elevation Elevation (ft) (ft) 605-603 18.0 x 11 Arch 0.006 70.00 605 897.78 603 897.38 606-605 15 Inch Circular 0.002 105.00 606 897.99 605 897.78 607-606 15 Inch Circular 0.002 231.00607 898..45 606 897.99 609-608 . 33 inch Circular 0.003 55.00 609 898.47 608 898.30 610-609 33 Inch Circular 0.003 47.00 610 898.61609 . 898.47 611-610 33 inch Circular 0.003 30.00 611 898.70 610 898.61 615-614 21 inch Circular 0.008 71.00 615 898.89 614 898.30 615A-615 18 Inch Circular 0.003 35,00 615A 898.99 615 898.89 616-615A . 15 Inch Circular 0.003 90.00 616. 899.26 615A 898.99 617-616 12 Inch Circular 0.011 99.00 617 ." 900.30 616 899.26 625-623 . 15 Inch Circular 0.003 69.00 625 . 897.77 623 897.56 626-625. 15 Inch Circular 0.003 105.00 626 898.08625 897.77 627-626 12 Inch Circular 0.003 126.00627 898.46 626 898.08 628-627 12 Inch Circular 0.003 30.00 628 898.55 627 898.46 629-628 121nctl Circular 0.003 103.00 629 898.86 628 898.55 631-630 21 Inch Circular 0;003 132.00 631 898.97 630 898.57 632-631 21 Inch Circular 0.003 140.00 632 899.39 631 898.97 633-632 18 Inch Circular 0.003 78.00 633 899;62. 632 899.39 634-633 18 Inch Circular 0.003 104.00 634 899.93 633 899.62 635-634 . 15 Inch Circular 0~003 104.00635 . 900.24634 899.93 636-635 12 inch Circular 0;003 97.00 636 900.57 635 900.24 637-632 12 inch Circular 0.003 86.00 637 900.40632 900.14 639-638 15 Inch Circular 0.Q19 55.00639 897.74 638 896.70 640-639. 15 Inch . . CirCUlar 0.003 30.00 640 897.83 639 897.74 --. - -641-640---- 121nch~ -Circular-- ----~__'()_._e_3'7- -----55;00- 1---------. --~899_;87 40-- -- m __m__C~ .-.-------'.-s9'r;8 ..____,.__.__._..___,___......._._...._...__..........'...n_..__ . 643-642 21 inch Circular 0.021 104.00. 643 898.88 642 . 896.70 644-643 21 Inch Circular 0.003 83.00 644 899.13 643 898.88 645-644 15 inch Circular 0.003 208.00 645 899.75 644 899.13 645A-645 12 Inch Circular 0.Of9 20.00 645A 900.12 645 899.75 646-645A 12 Inch Circular 0.018 30.00646 900.67 645A 900.12 647-647A 12 Inch Circular 0.025 30.00 647 900.33647A 899.58 647A-644 12 inch Circular 0.025 18.00 647A 899.58 644 899.13 649-648 21 Inch Circular 0.003 64.00 649 898.76 648 898.57 650-649 18 Inch Circular 0.003 97.00 650 899.06 649 898.76 651-650 12.inch Circular 0.022 150.00 651 902.38 650 899.06 652-649 18 inch Circular 0.005 226.00 652 899,96649 898.76 653-649 15 Inch Circular 0.007 166.00 653 899.94 649 898.76 o o o o o o o o o o o o o o Title: 37963_0verall Project Engineer: Dave Stoeppelwerth s:\37963\drainage\stonn cad\overall.stm Stoeppelwerth & Associates, Ine StonnCAD v5;5 [5.5003) 03117/0401:39:17 PM <Cl HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 o o Scenario: Design 11/21/03 Pipe.Output Report Label Section Length Mannlngs Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) .n Slope Node Invert Node Invert Velocity Capacity (ftIft) E~vatlon Elevation (ftls) (cfs) (ft) (ft) 605-603 18.0 x 1 70.00 0.013 0.006 605 897.78603 897.38 4.65 4.16 606-605 15 Inch 105.00 0.013 0.002 606. 897.99 605 . 897.78 2.68 2.89 607-606 15 Inch 231.00 0.013 0.002 607 898.45 606 897.99 2.55 2.88 609-608 33 Inch 55.00 0.013 0.003 609 898.47 608 898.30 5.64 58.80 610-609 33 inch 47.00 0.013 0.003 610 898.61 609 898.47 5.54 57.73 611-610 ~3 Inch 30.00 0.013 0.003 611 898;70 610 898.61 5.56 57.93 615-614 21 Inch 71.00 0.013 0.008 615 898.89 614 898.30 5.82 14.44 615A-615 181nch 35.00 0.013 0.003 615A.. 898.99615 898.89 3.55 5.61 616-615A 15 Inch .90.00 0.013 0.003 616 899.26615A 898.99 3.28 3.54 617-616 12 Inch 99.00 0;013 0.011 617 900.30616 899.26 4.01 3.65 625-623 15 Inch 69.00 0.013 0.003. 625 897.77 623 897.56 3.03 3.54 626-6.25 15 Inch 105.00 0.013 0.003 626 898.08 625 897.77 2.97 3.54 627-626 12 Inch 126.00 0.013 0.003 627 898.46626 898.08 2.76 1.95 628-627 12 inch 30.00 0.013 . 0.003 628 898.55 627 898.46 2.57 1.95 629-628 12 Inch 103.00 0.013 0.003 629 898.86 628 898.55 2.30 1.95 631-630 21 Inch 132.00 0.013 0.003 631 898.97 630 898.57 4..11 8.68 632-631 21 Inch 140.00 0.013 0.003 632 899.39 631 .898.97 3.99 8.68 633-632 18 Inch 78.00 0.013 0.003 633 899.62 632 899.39 3.68 5.75 634-633 18 inch 104.00 0.013 0;003 634 899.93 633 .899.62 3.53 5.75 635-634 15 inch . 104,00 0.013 0.003 :635 900.24 634 899.93 3.24 3.54 636-635 12 Inch 97.00 0.013 0.003 636 900.57 635 900.24 2.73 2.07 637-632 12 Inch 86.00 0.013 0.003 637 900.40 632 900.14 2.48 1.96 639-638 15 inch 55.00 0.013 . 0.019 639 897.74 638 896.70 6.93 8.88 640-639 15 inch 30.00 0.013 0.003640 897.83 639 897.74 3.16 3.54 641-640. 121nch 55.00 0.013 0.037641 899.87640 897.83 5.78 6.86 643-642 21 inch 104.00 0.013 0.021 643 898.88 642 896.70 8.01 22.94 644-643 21 Inch 83.00 0.013 0.003 644 899;13 643 898.88 3.91 8.70. 645-644 15 Inch 208;00 0.013 0.003 645 899.75 644 899.13 3.23 3.53 645A-645 12 Inch 20.00 0.013 0.019645A 900.12 645 899.75 6.00 4.85 646-645A 12 l!1ch 30.00 0.013 0.018 646 900;67 645A 900.12 5.49 4.82 647-647A 12 Inch ~O.OO 0.013 0.025647 900.33 647A 899.58 6.23 5,63 647A-644 12 inch 18.00 0.013 0.025 647A 899.58644 899.13 6;66 5.63 649~8 .21. Inch 64.00 0.013 0.003 649 898.76 648 . 898.57 4.06 8.63 650-649 18 Inch 97.00 0.013 0.003 650 899.06 649 898.76 3.66 . 5.84 651~50 12 Inch 150.00 0.013 0.022 651 902.38 650 899.06 4.70 5.30 652-649 18 inch 226.00 0.013 0.005652 899.96 649 898.76 4,41 7.65 653-649 15 inch 166.00 0.013 0.007 653 . 899.94 649 898.76 4.62 5.45 o o o o o o o o o o U. o u- D o o o o TItle: 37963_0veraIJ Project Engineer: Dave Stoeppe\werth s:\37963\drainage\storrn cad\overall.stm Stoeppelwerth & Assoclates,lnc StorrnCAO vS.5 [5.5003] 03117/04 01 :39:21 PM @Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Page 1 of 1 o Scenario: Design 11121/03 Pipe Output Report II Label Sedlon Length Construded Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (ftIft) Line In Line Out Flow (Inlhr) . (ft) (ft) (cfs) 605-603 18.0x11 70.00 0.006605 898.37 603 897.95 3.84 5.52 606-605 15 Inch 105.00 0.002 606 898.88 605 898.44 2.70 5.72 607-606 15 Inch 231.00 0.002 607 899.25. 606 898.88 2.07 6.17 609-608 33 Inch 55.00 0.003 609 900.53 608 . 900.10 58.79 6.43 610-609 33 Inch .47.00 0.003 610 900.72 609 900.53 57.46 6.47 611-610 33 Inch 30.00 0.003611 900.82 610 900.72 56.03 6.50 615-614 21 Inch 71.00 0.008 615 899.82 614 '. 899.12 6.41 5.19 615A-615 18 Inch 35.00 0.003 615A 899.98 615 899.82 4.65 5.24 616-615A 15 Inch 90.00 . 0.003 616 900.25 615A 899.98 3.42 5.51 617-616 12 Inch 99.00 0.011 617 900.73 616 900.25 1.04 5.72 625-623 15 Inch 69.00 0.003 625 898.47 623 898.15 2.18 4.68 626-625 15 Inch 105.00 0.003 626 898.76 625 898.47 2.00 4.75 627-626 12 Inch 126.00 0.003 627 899.14 626 898.76 1.56 4.84 628-627 12 Inch 30.00 0.003628 899.18 627 899.14 1.12 4.86 629-628 12 Inch 103.00 0.003 629 899.30 628 899.18 0.73 . 4.95 631-630 21 Inch 132.00 0.003 631 900.33 630 899.66 8.62 4.78 632-631 21 inch 140.00 0.003 632 900..61 631 900.33 6.76 4.85 633-632 18 Inch, 7.8.00 0.003633 900.79 632 900.61 5.14 4.91 634-633 18 Inch 104.00 0.003 634 900.96 633 900.79 4.07 4.97 635-634 15 Inch 104.00 0:003 635 901.18 634 900.96 3.01 5.09 .636-635 12 inch 97.00 0.003 636 901.27 635 901.18 1.21 5.27 637-632 12 Inch 86.00 0.003 637 900.89 632 900.61 0.96 4.92 639-638 15 Inch 55.00 0.019 639 898.52 638 897.27 3.75 5.77 640-639 15 Inch 30.00 0.003 640 898.62 639 898.52 2.64 5.82 641-640 12 inch 55.00 0.037 641 900.24 640 898.62 0.77 5.87 643-642 21 Inch 104.00 0.021' 643 899.78 642 897.31 5.95 5.23 644-643 21 Inch 83.00 0.003 644 900.19 643 899.79 6.07 5.34 645-644 15 Inch 208.00 0~003 645 900.67 644 900.19 3.04 5.66 645A-645 12 inch 20.00 0.019 645A 900.75 645 900.67 2.18 6.05 646-645A 12 inch 30.00 0.018 646 901.20645A 900.75 1.57 6.20 647-647A 12 Inch 30;00 0.025 647 900.88 647A 900.20 1.65 5.99 647A-644 12 Inch 18.00 0.025. 647A 900.20 644 900.19 2.11 5.60 649-648. 21 Inch 64.00 0.003 649 899.99 648: 899.60 7.70 2.17 650-649 18 Inch 97:00 . 0.003650 900.16 649 . . 899.99 4.60 2.18 651-650 12 Inch 150.00 0.022 651 902.73650 900.16 0.71 4.88 652-649 18 Inch 226.00 0.005 652 900.74 649 899.99 4.10 6.50 653-649 15 Inch 166.00 0.007653 900;66 649 899.99 3.20 6.50 o o U 0; o o o o o o o o o o o o o o TItle: 37963_0verall Project Engineer. Dave Stoeppelwerth s:\37963\drainage\storm cad\overall.stm Stoeppelwerth & Associates, Inc. StormCAD v5.5 [5.5003] 03117/0401:39:26 PM @Haestad'Methods. Inc. 37 Brookside Road Waterbury, CT06708 USA +1-203-755-1666 Page 1 of 1