Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Drainage Analysis
u u U D Dciinage Analysis r-1 W D D U U D U U U U U U U U U Project: Weston Pointe Retail Center u.s. 421 and Weston Pointe Drive Carmel, 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, Ala> 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 D D ~ Q D ~ o Q ~ ~ D Q Q Q I 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 ~ Q ~ ~ o Q o Q D ~ o o ~ ~ ID ,D I ,0 D D Looking West on Weston Pointe Drive Looking Northeast from Weston Pointe Drive o o o o o o o o u U 10 10 o iD o o o o u 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 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. l::::::J l::::::J CJ CJ Civil Designs Project No.05-123 Project Weston Polnte Retail Center Location U.S. 421 & Weston Polnte Drive Descrtptlon Drainage STRUCTURE VIS CIS 1 3 15 10 10 11 84 11 13 88 12 13 1<4e 13 14 173 14 15 114 15 curblE 22 curb1E curb2E .4e curb2E OUT 53 ,. 18 cUl'blW 20 curblW curb2W 47 curb2W OUT L:J Design Stonn Frequency = 10 Veer Mennlng'8 n = 0.013 CRAINAGE AREA -A.- LENGT lnctllment Total ft 125 0,40 0,40 75 1.05 .5 0.84 12. 0." 128 0.82 123 0.51 142 0.41 .. 0.87 0.53 o.n 1.11 0,83 0.35 0.07 0.211 0.11 250 1,08 0.00 0." 55 0.08 'EWERe RevtHd 8torm s.w.r o.lgn WOIbhMt 01-113... RUNOFF COEFFICIEN .C. 1.05 0." 1.81 3.35 3." 4.21 0,87 '.50 2.27 1.11 4.00 4.35 8.70 8..e 0.85 8.10 0.85 1.0' 0.85 1.08 0.85 1.20 0.85 1.28 0.85 0.58 0.75 0.80 0.85 0,85 0.85 a,es 0.25 0.83 0.85 0.85 0.85 0.85 0.85 r==J' -"-x.C. IncNment TolaJ 0.23 0.23 0.711 0,87 0.37 0.52 0." 0.35 0.24 0.34 0.85 0." 0.113 0.30 0." 0.25 0.10 0.82 0.00 0.10 0.0' 0.70 0,e7 1," 2.85 3.28 3.83 0.24 0.05 1.03 0." 3.40 3.70 7.30 7." 7.73 0.02 0.82 1.02 1.10 CJ FLOW TIME TO:' 'n hello" mIn mln 5.00 0.82 8.00 8.41 8." '.34 0.02 '.34 10.00 10.53 10.88 11.21 11.C13 12.70 13.21 '3.28 13."2 '.00 5.0. 0.03 ..20 0.'" 0."3 0.50 O.ell 0.50 0."8 0.53 0.30 0.32 0.72 o.n 0.51 0.01 0.1" 0.18 0." 0.08 0.17 . 0.'8 CJ C] CJ Stann DreJn Flow Tabulation Fonn 5." 5.81 5.78 5." 5.50 5." 5."8 '.30 '.211 15.22 5.07 ...3 4." ".83 4." .... 8.83 .... 0.54 CJ VELOCITY FlowIngFul ~ ftI. ftI. 2.53 3.75 U2 5AO '.30 4.35 .....3 ".Sg 5.03 3.04 2.53 ".28 3... ".10 4.18 2.53 2.g8 "."3 3.37 3.75 CJ RIM ELEVATION U/S O/S Structure StrucC\n ft ft 8O...g2 oo.c."2 005.15 8OS.o.c oo.c.42 oo.c.18 oo.c.53 go4.2" 003.00 CJ CJ INVERT ELEVATION U/S O/S Structurli Structure ft ft ;00.05 000.158 004."2 000.75 go".7' 000.1" 004.78 OOO.ell go".53 000.02 004.24 880.78 004.80 8.e."" 004.08 800.37 eo.4.08 004.15 000.12 Igg.N 004.15 804."3 8ge.. 8H.57 oo.c.es 80.4.43 OOO.o.c 800.87 go4.83 004.35 8n.57 880.23 804.35 804.50 100.23 8n.00 go...so 803.54 8n.00 888.0.4 803.54 003.54 _.84 188.18 003.54 N/A 808 18 888.82 N/A 004.70 003.55 003.5lI 004.70 _... 003.55 880.01 003.50 808.05 N/A SOU1 CJ COVER UJS 018 Structure Structure ft ft 2.81 2.70 000.50 2." eoo.02 3.1. 000.02 1." 800.78 1.07 IOg.48 1." 800.00 1.07 000.12 1."8 2.23 2.21 3.20 2.28 2.33 2.17 1.27 1,412 lMi.01 8n.os 2.00 8M.11 1.81 a8e.81 UIS CJ STRUCTUR INVERT DROP ft 0.30 2.15 3.05 2.18 1." "'17 3.01 2.77 2.48 2.88 3.15 2.33 2.11 1.27 1."2 N/A 2.00 1." 1." N/A CJ CJ CJ By TCW Dele '"'8i3i2OO5 Checl<ed- D8Ie== In M.~ OUt Manhole 0.20 0.12 0.1S4 0.24 0.30 0."" 0.25 0.18 0.30 0.47 0.35 0.23 0.08 0.15 0.17 0.88 0.08 0.14 0.20 HGL ft ft 00".50 004.21 00...<40 004.21 803.8 003. 00".07 003.5 003..... 003.1 003.07 002. 002." TWE- 002.11 ;02.11 803.80 803.8 003.50 003." 003.28 002. 803.3(1 002. 002.18 002. 002.34 002.11 001.84 001. ClO1.elI 001.51 001.30 rwe- 001.1 ClO1.1 802.8g 002.01 001.8 001.81 00'. 001.51 001. rwe- D01.1 001.1 D D o o o o o o o o o o o D o o o o o ~ t ( I /' /' " \ ;' - - ?~!~~~':.. l..:$l+ __/...:::":::~==.:::..~,\ "': I' .,.; <....... "" '\ 1'.,.~~1"'{'6" :~~-:-.~6'~~ 'iArt::.' . .\ I (J c""'~&!"1 ~ / / / o~.. ..1: , 1/ Ii ",1 '1 /L I .: v' ,,/../1 il \1. fl- . 1/ Ii I: /Y/ h.Ji ""1: ,1 1/ "I -I' "I I ~ I '~ II .1 " , L II .\ '~ Ii ,J'.~I I,\, 'l>L -",' ~. \~~ J 11\ I II ,i \. ~ ~" II / \ II " / \ '1-1, ~.,: .~ ,\ \\, \ \ 'I II \ \ \\ ;, '.I' . \\ ~ ~. .: '\ "'. 11 '.~. ',I , I \\ I, I'. II \i,'~ ;: :::~t~ ,I ::: W . \~<. "'''-.1: \~ II \ \ ,I il '~\'.I~ ;: \ ",\. 0,. .1 \ \'. "'\ \\)\ 7, \, '\i'J' <r.:/ \ \ . <. / -\\ ~ \ .\ I I \\", H \ ',. 'b"x ... SO(f'x I I , I 15'.... f'<&I. "'a Sa 6'x l5'x '.. ""x '0 '0 'x <0, '.. ~<x O'x I',p,p, "'. 'b"x '<. ""x "'" x ~"o~ x , /1\ I' I ,\ I Ii I I~'\ , I ~ ~; .. 'Ii '\ ~'\ ~~ ~, \ \ ~\~ \ \ ',. '0 'x .s'(\.x ", U cr: ~~x CW) '"'o~ C'i "',p~x "'. '''x , "" II ~. cr: 'G.x ',. '" W ...... x ~ '''x cr: '.. 'e. '''x '''x '1>. ", '''x <,. ""x I I I , I . I '('1-,1 \ I '" \1 .. ~ " -fer> \ 1\ I \ . . i .. 4 'II Q ~ I '" < ~ ~ X \.U " $ ~ S'...~x ',. '''''x 1 1 / I'::". .,.'" "'!.x ;- .................. "'0. ,/ '".,. r.... / .... /. ' ( ... I "'!.x I .p..... I 'b"x I I 1 , , "'~ I "x / /........ .,./ "'!.x ---- '---- ", (~'\.x u cr: CD "" ~ II cr: W ~ cr: .... '''x '0. '''x 0.. '0 'x "S'~x '0. '0 'x o.x '. I'o""x '-', ". , \ '" \ \ \ x $l \ \ \ OC>06"x \ \ \ , \ \ \ \ <6";,o.:r. \ I x "', , ":.' _..",,-- ~~x'li>~_- __~-::. J:;" _~ x -'Co:"'"" _~c"~ ~ " ~-- -~::.::.:::q;-- 'q"x - - (ttt-x--::'-:::'-- x -<~o; --::.::.-::.::.-~ ~ (" ~------- <';,. ~-::.-::.--- '&.9. _~::':t.::.--- "'-06'x.-::'::' -::.::. _-- "'0. ...........-__-- cO ....... ............- 6'x ..................... .......-::::::.."""'''''''' ...-- ',. '0 'x '.. C"x ~2-~ x " "0 'x " '''x "x '.. '''x ~ '''x '0. '0 'x .9<;"'lr X ',. '''x ',. '0 Ox ',. Co 'x c.:J c=J c.:J c.:J CJ CJ c:::J c:=J c.:J c:::J CJ CJ CJ CJ C=:J CJ CJ CJ c=J \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ... ---- \ r ," ""~---- ...:.::;.., ~ --I , \ ,~ \ \ v' '" '" . ',---- \\ \ \ _ _ -.::;&..-:.=..-::..-::.:.::".r..:--:.:.o":.......... ' 1 ~ /. \~ \~_....,-.::_."- ........::-...:. I 1'::# \~ \~ ---;.....- -......::-- >.'/ \\ \\ ".'" ~-;...-... --....:::....~?'-- ~ ( .,.,r..~-::-.f:;;- '0' ~....~ IIUO ....... v~~ "\:\ .... ) _ __~ 100-'" 102.11 "'~'" \' \ .... ..... .....;:.s::.-...- \. \ \ " -.' ~" II \ ~_..,.. . 11..o\i"" ~""'" I II~ \. ...... - - - - - - - - - - - _. -. o' ..L -L. .L ..d:. ..L. ., /1 I I , ,P - - - "'" - - - - - ... ":'':'''-'':',:"~,;,':,,,,-,;,':.:-..:::.. - - ::'0=::'0=:'0=::."_ _ ..:"=-.:..=-.::=-..:.'~ _ .:..:.:-..:..:..-..:..~..:..:.... _ ::'0=:.::=::'0=::'0_ ~.:,:-_:":,,-~':,,-_:,,:,,,~:,:,,-::'~~":';" / .. t,l J \ o' ptf')~......_... "'.." ._<f'~~ . - - . ~ D 0 ~ ~ ~ ~ SiTE D ~ It 0 ~ ~ ~ ~ ~ ~ i~ D HAMILTON COUNTY, INDIANA - SHEET NUM Q ~i~1 ~. 1-- o o o o o o o o o o D o D D o o D o o Stage-Storage Computations 05-123 Weston Pointe Retail Center U.S. 421 & Weston Pointe Drive Retention Pond Civil Designs Project No. Project Location Description Vi = Incremental volume (acre-ft) h = Elevation difference (ft) A = Surface area (acres) h = Elevatiol2 - 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 (ft) (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 POND Stage-Storage Worksheet.xls By Date Checked Date TCW 8/3/2005 D o o o o o o D. o o o o o o o o o o o Return Period - Rainfall Intensit\ (in/hr) Houts MinUtes 2 5 10 25 50 100 0.0'8 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 60 1.25 1.67 1.96 2.31 2.62 ....2.88 2 120' 0.76 1.02' 1.20 1.40 .1.59 1.75 . '.'. ,". ". ," 3..... ....;..',:...1.80.,.....c..::. :~o",,'O.56:":'" "''-'''''''0.75",;.;. ,,,,~, ,~ 0.88". ..1.03........ .. 1.17. c ...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 . ,.,.: .,', '. ..... aetLlfflPceriod ..Rainfal.1 ,Penth (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 '0 _ 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 Storrnwater Specifications Manual Appendix page A2-2 May 10. 1995 o o o o o o o o o o o o o o o o o o o Appendix: Weston Pointe Section 1 Drainage Report 0, ., 0:. o o o o o o - ( ~.( ( · . /~EST i..: '21ST \( ~ \ . ., .'J (. Exhibit 10 ~/~//~ o Crooked Creek Watershed Developed Conditio o o o o o o o o o o o o o o o .~ I ~ I ' 'to . '<:"\ ". / IY 1 . , \~'-, ~ .~ ' .' J . )i<- -,,: .I ( )~~l \ &~\ f,.. ,.J'-- ( /1) I :.>:A) _ I '; "\/. . ,./ ,'4 ( I . ',~ -:i,.' ff ~. . .... . '- ~ . .- Ot:i~~' 66$;. )!~J!! I, ~ . .:{. ~.,:::k \ .l! '\:~"" ';!.: "[ ," . . . . ... ---.... ''''''0. . 0 ro :.....~\i'...,~~,.Q:: l. o o .. o 0: o 0, 0: 0: OJ 0' 0' D! Di Di o 0' o o o o o LOCATION MAP o D o o o OJ 01 o o Oi U: Di Di 01 o o o o o , SOilS MAP IO-n o o Oi o 0: o o D o o o o u o D o D o Weston Pointe Job# 37963 Post-Developed Site Date: 11121/03 Basin 603 to Str. 603 Subbasin Area Comercial 2.04 ae Basin 621 to Str. 621 . Subbasin Area Apartments 0.33 ae CN 90 CN 90 Total 2.04 ae . 90 Total 0.33 ae 90 Basin 608 to Pandi Basin 622 to Str. 622 Subbasin Area CN Subbasin Area CN Commercial 10.67ae 90 Apartments 0.48 ae 90 Total 10.67 ae 90 Total 0.48 ae 90 Basin 612 to Pond 1 Basin 622A toStr. 622A Subbasin Area CN Subbasin Area CN . Grass 0.40 ae 78 Apartments 0.39 ae 90 Total 0.4Q.ac 78 Total 0.39 ae Basin 614 to Pond 1 Basin 623 to Str. 623 Subbasin Area CN Apartments 1.98ae 90 Total 1.98 ae . 90 Subbasin Area CN Apartments 1.19 ae 90 . Total 1.19 ae 90 o o o o o D 0' o o o o o o o o o o o o Weston Pointe Job# 37963 Post-Developed Site Basin 630 to Pond 2 Pond 1 to Pond 1 Subbasin Area CN Apartments 3.23 ae 90 . . , Total 3.23 ac 90 Subbasin Area CN Residential 0.74 ae 79 Impervious 0.83 ae 98 Total .' 1.57 ac 89 Basin 638 to Pond 3 Subbasin Apartmants Pond 2 to Pond 2 Subbasin . Residential Impervious AreaCN 1.13ae 90 Area 1.62 ae O.64ae CN 79 98 Total 1.13 ac 90 Total 2.26 ac 84 Basin 642 to Pond 3 Pond 3 to Pond 3 Subbasin Area eN Subbasin Area CN Apartments 1.68 ae 90 Residential 0.45 ae 79 Impervious 0.62 Be 98 Total 1.68ac: . 90 90 Total 1.07 ac Basin 648 to Pond 2 Off 648 to Pond 2 Subbasin Agricultural Area 5.68 ae CN 78 Subbasin Area CN Apartments 2.85 ae 90 Total 2.85 ac 90 Total 5.68 ac 78 CJ CJ E:J E:J E:J E:J CJ c=J CJ E:J t:=J I l E:J t.=:J CJ CJ E:J t.=:J CJ Weston Pointe Time of.Concentrations Job# 37963 ICPR Post-Developed Site Date: 11121/03 .. .. . Basin Sheet Flow . . Manual {UVI Description n" L" Pt" ." T," .OO7(nL)O.81(Ptu...."j Descriplfon v. L" n".1N 0escrIpt1on v. La nalN To (total) T. (tot(ll) Basin 603 Grass 0.17 20 2.66 0.02 0.0546 Gutter I Swa/e 2.00 375 0.0521 Pipe flow 2.50 407 0.0452 0.1519 9.1 B.asin 608 Grass . 0.011 . 60 2.66 0.02 0.0147 Gutter I Swale 2.00 400 0.0556 Pipe Flow 2.50 122 0.0136 0.0838 5.0 Basin 612 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swale 2.00 260 0.0361 Ploe Flow 2.50 20 0.0022 0.1882 11.3 Basin 614 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swele 2.00 60 0.0083 Ploe Flow 2.50 296 0.0329 0.1602 9.6 Basin 621 Aoartment 0.15 . 64 2.66 0.02 0.1253 Gutterl Swale 2.00 100 0.0139 PlDS Flow 2.50 0 0.0000 0.1392 8.4 Basin 622 Apartment 0.15 45 2.66 0.02 0.0946 Gutter I Swale 2.00 20 0.0028 Ploe Flow 2.50 0 0.0000 0.0973 5.8 Basin 622A ADartment 0.15 70 2.66 .0.02 0.1346 Gutterl Swale 2.00 120 0.0167 Pipe Flow 2.50 0 0.0000 0~1513 9.1 Basin 623 Apartment 0.15 90 2.66 0.02 0.1646 Gutter! Swale 2.00 60 0.0083 . PiD8 Flow 2.50 426 0.0473 0.2203 13.2 Basin 630 Apartment 0.15 80 2.66 0.02 0.1498 Gutterl Swa/e 2.00 10 0.0014 Ploe Flow. 2.50 662 0.0736 0.2248 13.5 Basin 638 Aoartment 0.15 60 2.66. 0.02 0.1190 Gutter I Swale 2.00 0 0.0000 Pipe Flow 2.50 140 0.0156 0.1346 8.1 Basin 642 Apartment 0.15 45 2.66 0.02 0.0946 Gutter I Swale 2.00 80 0.0111 Ploe Flow 2.50 394 0.0438 0.1494 9.0 Basin 648 ADartment 0.15 80 2.66 0.02 0.1498 Gutter I Swe/e 2.00 240 0.0333 Pipe Flow 2.50 321 0.0357 0.2188 13.1 Pond 1 Grass 0.15 45 2.66 0.02 0.0946 Gutter I Swale 2.00 0 .. 0.0000 Ploe Flow 2.50 0 0.0000 0.0946 &.7 Pond 2 Grass 0..15 100 2.66 0.02 0.1791 Gutter I Swe/e 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.1791 10.7 Pond 3 Grass 0.15 40 2.66 0.02 0.0861 Gutter I Swale 2.00 o. 0.0000 Pi/Je.Flow 2.50 0 0.0000 0.0861 5.2 Off 648 Aarl. 0.17 300 2.66 0,004 0.9076 Gutter I Swale 2.00 60 0.0083 Pipe Flow 2.50 175 0.0194 0.9354 56.1 CJ CJ L:J Nodes :i'\Stage/Area V Stage/Volume 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 CJ CJ CJ L:J r:=J CJ t=J L:J L:J CJ L:J A: POND1 U: BAS608 U: BAs.614 U: PONDl D:Pl-603 A: STR603 U: BAS603 A: POND2 U:BAS630 U:BAS648 U: POND2 U,OFF648 P:PZ-619 f-.IA: STR619 .,---~",-~-,,-':'-._-_....";'... . I ! P: 619-620 1_.:_:_:O-:~__.._.-1 A:STR620. A: STR621 U: BAS621 I : P: 6.22A-622 A:STR622 U: BAS62j2 .----:-------.i . . : P: 621-622A P:622-623 I . . '--_._-~-'-- j. . \ __'-c.____._L.___.__.._ " A: POND3 P:603-602 I P: 602-601 'j-' IA: STR601 ;-" I Pi 601-600 I 'I. . I.A: STR600 i Ie: 600-OUT2 ; . .,. ..-...,. ..-----T.- _. .....-......., I T:OUTLtT2 I P:623-P3 \.----:...,.;.-.-----0;--,1 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. CJ .CJ P:P3-0UT1 CJ CJ .---.....'- - ; I T: OUTLETlI o o Name: BAS603 Group: BASE Status: Onsite Unit Hydrograph Rainfall File Rainfall Amount(in) Area (ac) Curve Number OClA(,) UH484 0.000 2.040 90.00 0.00 o o Name: BAS608 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 . Area (ac): 10.670 Curve Number: 90.00 OClA('): 0.00 o o Node: STR603 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Cone (min) : Time Shift (hrs) : Max Allowable Q(cfs): 484.0 0.00 9.10 0.00 999999.000 Node: PONDl Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Status: Onsite ~--------------------~--------------~--~------------------~------------------_._------------------- Status: Onsite o Name: BAS614 Group: BASE . Unit Hydrograph: UH484 Rainfall File:. Rainfall Amount (in) : 0:000 Area (ac) : 1.980 Curve Number: 90.00 OClA('): 0.00 o Node: PONDl TYPe: SCS Unit Hydrograph Peaking Factor: Storm DuratiOn(hrs): Time of Cone (min) : Time Shift(hrs): Max Allowable Q(cts): 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 Numbe.r: 90.00 OClA('): 0.00 o Node: STR621 Type: SCS Unit Hydrograph Peaking. Factor: 484.0 Storm Durat1on(hrs): 0.00 Time of Conc(min): 8,40 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ----------~------~-------------------------------------------------~-------~------------------------ Name: BAS622 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount(in): 0.000 Area (ac) : 0.480 Curve Number: 90.00 OClA(%): 0.00 o o Node: STR622 .Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Ourat1on(hrs): 0.00 Time of Cone (min): 5.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Status: Onsite ---------------------------------------------------------------------------------------------------- . . o Name: BAS622A Group:.BASE Unit Hydrograph: Rainfall. File: Rainfall Amount(in): Area (ac) : Curve NurOber: OClA(') : 0.000 0.390 90.00 0.00 UH484 D o Node: STR622A Type: SCSUnit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): Status: Onsite 484. 0 0.00 9.10 0.00 999999.000 --.------------------------------------------------------------------------------------------------- Name: BAS630 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 3.230 Curve Number: 90.00 o D Node: POND2 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 13.50 Time Shift(hrs): 0.00 Max Allowable. Q(cfs): 999999.000 Status: Onsite Page 1 00 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. o 0: o DCIA('): 0.00 . . ---------------------------------------------------------------------------------------------------- o Name: BAS638 Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve -Number: DCIAl') : Node: POND3 Type: SCS Unit Hydrograph' Status: Onsite o UH484 0.000 1.130 90.00 0.00 Peaking Factor: Storm Duration(hrs): Time of Conc(min): Time Shift(hrsl: Max Allowable Q(cfs): 484.0 0.00 8.10 0.00 999999.000 o --------------------------------------------------------------------~------------------------------- o Name: BAS642 Group: BASE Unit Hydrograph: 'UH484 Rainfall File: Rainfall Amount (in): 0.000 Area (ac): 1.680 Curve Number: 90.00 . DCIA('): 0.00 Node: POND3 Type: SCS Unit. Hydrograph Peaking Factor: 484.0 Storm D\lration(hrs): 0.00 Time of Conc(min): 9.00 Time Shift (hrs): 0.00 Max Allowable Q(cfs): 999999.000 Status: Onsite o ------------------------------------~---~-------~---------------------------------~----------------- o Name: BAS648 Group: BASE Unit Hydrograph: UH484 Rainfall File: RainfaliAmount(in): 0.000 Area(acl: 2.850 Curve Number: 90.00 . DCIA('!: 0;00 Node: POND2 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): Status: Onsite o 484.0 0..00 13.10 0.00 999999.000 -----~--------------------------------------------------------~------------------------------------- o Name: OFF648 Group: BASE 'Unit Hydrograph: Rainfall File: Rainfall Amount (inl : Area (ac): Curve Number: DCIA('! : Node: POND2 Type: SCS Unit Hydrograph Status: Onsite o 0.000 5.680 18.00 0.00 Peaking Factor: Storm Duration(hrs): Time of Cone (min) : Time Shift(hrs): Max Allowable Q(cfs): 484.0. 0.00 56.10 0.00 999999;000 UH484 o __A____________________~___________________~___~________________________________~~------------------ o Name: POND1 Group: BASE Unit Bydrograph: UH484 . Rainfall File: . Rainfall Amount (in) : 0.000 Area (ac): 1. 510 Curve Number: 89.00 . DeIA('!: 0.00 Node: POND1 . Status: Onsite Type: SCS Unit Bydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.'0 Time Shift(hrs): 0.00 Max Allowable Qlcfs): 999999.000' o o Name: POND2 Group: BASE' 0.000 2.260 84.00 0.00 Node: POND2 Type: SCSUnit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conclmin): Time Shift lhrs) : Max Allowable Q(cfs): Status: Onsite o Um t Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DeIA(') : UH484 484.0 0.00 10.10 0.00 999999~000 o ~--------------------------------------------------------------------------------------------------- Name: POND3 Group: BASE Node: POND3 Type: SCS Unit Hydrograph Status: Onsite o Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 2 of3 o o o Unit Hydrograph Rainfall File Rainfall Amount (in) Area (ac) Curve Number OCIAI") o o o o o o o o o o o o o o o o UH484 Peaking Factor Storm Duration(hrs) Time of Conc(min) Time Shift(hrs) Max Allowable Qlcfs) 484.0 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) @2002 Streamline Technologies, Inc. o o D o o o o o '0 D , 0 o '0 '0 o o o o o o Name: OUTLET1 Group: BASE Type: Time/Stage Init Stage 1ft) : 896.490 Warn Stage 1ft) : 898.740 Timelhrs) 0.00 12.50 30.00 o Name: OUTLET2 Group: BASE Type: Time/Stage Timelhrs) 0.00 12.50 30.00 o Name: POND1' Group: BASE Type: stage/Area Stage 1ft) 898.300 899'.000 900.000 901. 000 902.000 903.000 904.000 904.440 tJ Name: POND2 Group: BASE Type: Stage/Area Stage (ft) 898.570 899.000 900.000 901.000 902.000 903.000 904.000 904.200 o Name: POND3 Group: BASE Type: Stage/Area Stage ( ft) 896.700 897.000 898.000 899.000 900.000 901.000 902.000 903.000 o Name: STR600 Group: BASE Type: Stage/Area Stage (ft) 896.490 898.740 896.490 Stage(ft) 896.880 898.880 896.880 Area (ac) 0.6800 0.7500 0.8500 0.9500 1.0500 1.1500 1.2800 1. 3100 Area (ac) 0.5600 0.5900 0.6500 0.7200 0.7900 0.8600 0.9:300 0.9500 Area (ac) 0.6200 0.6400 0.7000 0.7800 0.8500 0.9300 1.0000 1. 0900 Base F1ow(cfs): 0.000 Base F1ow(cfs): 0.000 Init Stagelft): 896.880 Warn Stage[ft): 898.880 Base F1owlcfs): 0.000 Init Stage(ft): 898.300 Warn Stage(ft): 904.440 Base F1ow(cfs): 0.000 Init Stage[ft): 89B.570 Warn Stage(ft): 904.200 Base F1owlcfs): 0.000 Init Stage(ft): 896.700 Warn Stage (ft) : . 902 . 000 Base F1ow(cfs): 0.000 Init Stage(ft): 897.110 Warn Stage (ft) : 898.360 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 1 00 D o Stage (ft) Area(ae) 897.110 0.0006 898.360 0.0006 o o Name: STR601 Group: BASE Type: Stage/Area Base Flow(ef$): 0.000 Init Stagelft): 897.130 Warn Stagelft): 900.100 D Stage 1ft) Area (ae) 897.130 0.0006 900;100 0.0006 o o Name: STR602 Group: BASE Type: Sta~e/Area' Base Flow(efs): 0.000 Init Stagelft): 897.310 Warn Stagelft): 900.500 ID o Stage(ft) Area lac) 897 .310 0.0006 '900.500 0.0006 o Name: STR603 Base Flow lefs): 0.000 Group: BASE Type: Stage/Area Init Stagelft): 897.380 Warn'Stagelft): 900.250 o Stage 1ft) Area (ae) D 897.380 0.0006 900,250 0.0006 o D Name: STR619 Base Flowlefs!": 0.000 Group: BASE . Type: Stage/Area Init Stagelft):' 898.420 Warn Stagelft): 904.600 Stage (ft) Area (ae) o 898.420 904 . 600 0.0006. 0.0006 o D Name': STR620 Group: . BAsE Type: Stage/Area Base Flow (cfs) :0.000 Init Stagelft): 898.180 Warn Stage 1ft): 903.700 o Stage 1ft) 'Area (ae) 898.180 0.0006 903.700 0.0006. o o Naine: STR621 Group: BASE Type: Stage/Area Base Flow (cfs r: 0.000 Init Stagelft): 897.870 Warn Stagelft): 901.650 o Stage (ft) Area (ae) 897.870 0.0006 901.650 0.0006 o o Name: STR622 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage(ft): 897.700 Warn Stage (ftl : 902.680 o Stage(ft) Area (ae) o Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 2 of3 o o o o o o o o o o 0- o ID 'D... o o o o o o 897.700 902.680 o Name: STR622A Group: BASE Type: Stage/Area Stage (ft) 897.800 902.780 o Name: STR623 Group: BASE Type: Stage/Area Stage 1ft) 897.560 904.500 0.0006 0.0006 Area lac) 0.0006 0.0006 Area lac) 0.0006 0.0006 Base Flow(cfs): 0.000 Inlt Stage(ft): 897.800 Warn Stage(ft): 902.780 Base Flow(cfs): 0.000 Inlt Stage(ft): 897.560 Warn Stage(ft): 904.500 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 3 of3 o Name: 601-600 From Node: STR60l Length (tt) : 8.00 Group: BASE To Nocle: STR600 Count: 1 Friction Equation: Average Conveyance l!PSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span (in) : 24.00 24.00 Entrance Loss Coet: 0.00 Rise (in) : 24. 00 24.00 Exit Loss Coet: 0.00 Invert (tt) : 897;130 897.110 Bend Loss Coef: 0.00 Manriing'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 o tipstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi, headwall Downstream ~ Inlet Edge Description: Circular Concrete: Square edge wI' headwall o Name: 602-601 Group: BASE _____a~_____________________________________________________________________________________________ o UPSTREAM Geometry: Circular Span (in): 21.00 Rise (in) : 21.00' Invert{ft): 897.310 Manning's, N,: O~ 013000 Top Clip{in): 0.000 Bot Clip(i.n): 0.000 o From Node: STR602 To Node: STR60l DOWNSTREAM. ' Circular 21.00 21. 00 897.130 0.013000 0.000 0.000 Length{tt): 88.00 Count: 1 Friction, EqUation: Average Conveyance Solution Algorithm:,Automatic Flow: Both Entrance Loss Coet: ,0.00 Exi t Loss Coet: 0.00 Bend Loss ,Coet: 0;00 OUtlet CtrlSpec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None o Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge '11'1 headwall o ---------------------~-----------------~------------------------------------------------------------ Name: 603- 602 From Node: STR603 Length (tt): 35.00 Group: BASE To Node: STR602 Count: 1 DOWNSTREAM Friction Equation: Average Conveyance UPSTREAM 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 LossCoet: 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) : 0.000 0.000 Inlet Ctrl Spec': Use dn Bot Clip (in) : 0.000 0.000 Stabilizer Option: None 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 o Name: 619-620 Group: BASE o UPSTREAM Geometry: Circular Span (in) : 15.00 Rise (in) : 15.00 Invert(tt): 898.420 Manning's N: 0.013000 Top Clip{in): 0.000 Bot Clip(in): 0.000 o o From Node: STR619 To Node: STR620 Length(tt): 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 Coef: 0.00 OUtlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None DOWNSTREAM Circular 15.00 15.00 898.180 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge '11'/ headwall o Page 1 of3 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. o D o Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall Name: 620-621 From Node: STR620 Group: BASE To Node: STR621 UPSTREAM DOWNSTREAM Geometry: Circular Circular Spanlin): 15.00 15.00 Rise (in) : 15.00 15.00. Invert ( ft) : 898.180 897..870 Manning's N: 0.013000 0.013000 Top Cliplin): 0.000 0.000 Bot Clip (in) : 0.000 0.000 o o D Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall Downstream FHWAInlet Edge Description: Circular Concrete: .Square edge wI headwall o 10 Length(ft): 102.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic FloW:. Both Entrance Loss Caef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 OUtlet. Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer .Option: None ---------------------------------------------------------------------------------------------------- . . Name: 621-'622A . Group: BASE UPSTREAM Geometry: Circular Spanlin): 18.00 Riselin): 18.00 Invertlft): 898.870 Manning's N: 0.013000 Top Cliplin): 0.000 Bot Clip(in): 0.000 o u From Node: STR621 To. Node: STR622A. DOWNSTREAM Circular 18.00 18.00 897.800 0.013000. 0.000 0.000 D Upstream FHWA Inlet. Edge Description : Circular Concrete: Square edge wI headwall Downstream FHWA Inlet Edge Description: . 'Circular Concrete: Square edge wI headwall ID Lengthlft): 25.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss .Coef: 0.00 Exit Loss Coef: .0.00. Bend Loss Coef: 0.00 OUtlet Ctr1 Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Name: 622-623 Group: BASE . ------------------------------------~--~------~~--~-------------------------~------------------~~--_. 01 UPSTREAM Geometry: Circular Span (in) : 18.00 Rise(in): 18.00 Invert(ft): 897.700 Manning's N: 0.013000 Top Clip1in!: 0,000 BotClipliri!: 0'900 o o From Node: STR622 . To Node: STR623. DOWN.STREAM Circular 18.00 18.00 897.560 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 o Lengthlft!: 48.00 Count: 1 Friction 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 Inlet Ctrl Spec:. Use dn Stabilizer .Option: None Name: 622A-622 From Node: STR622A Length 1ft!: 30.00 Group: BASE To Node: STR622 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 (ft) : 897.800 897.700 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 OUtlet Ctrl Spec: Use de or tw Top Clip(in) : 0.000 0.000 Inlet Ctrl Spec: Use dn Bot Clip(in) : 0.000 0.000 Stabilizer Option: None D o o Page 2 of3 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. D U: u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall D D . . '. ---------------------------------------------------------------------------------------------------- , , o Name: 623-P3 From Node: STR623 Length (ft): 286.00 Group: BASE To Node: POND3 Count: 1 Frictio~ 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 (ft): 897.560 896.700 Bend Loss Coef: 0.00 , Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use de 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 D o . " .' . --------------------------------------------------------~------------------------------------------- u Name: P2-6l9 From,Node: POND2 Length (ft) : 51. 00 Group: BASE To Node: STR619 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span (in) : 15.00 15.00 Entrance Loss Coef: 0.00 , Rise(in): 15.00 15.00 ,EXit _Loss Coef: 0.00 Invert(ft): 898.570 898.420 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use de 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 u Upstream FHWA Inlet Edge Descr~ption: Circular Concrete:Squlire edge wI headwall Downstream FHWA Inlet Edge Description: ,Circular Concrete: Square' edge wI headwall o ---------------------------------------------------------------------------------------------------- Name: P3-0UTl Group: BASE From Node~ POND3 To Node: OUTLETl Length(ft): 70.00 Count: 1 , Friction 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: Usedc or tw Inlet Ctrl 'Spec: Use dn Stabilizer Option: None o D UPSTREAM ' Geometry: Circular Spanlin): 21.00 Rise lin): 21.00, Invert 1ft) : 896.700 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Cliplin): 0.000 DOWNSTREAM Circular 21. 00 21. 00 896.490 0.013000 0.000 0.000 u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall D Downstream' FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D o Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 3 of3 o u o Name: 600-0UT2 From Node: STR600 Length ( ft) : 145.00 Group: BASE To Node: OUTLET2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert ( ft) : 897.110 896.880 Flow: Both TClpInitz(ft) : 9999.000 9999.000 Contraction Coef: 0.000 Manning" s N: 0.013000 0.013000 Expansion Coef: 0.000 Top Clip (ft) : 0.000 0.000 Entrance Loss Coet: 0.000 Bot Clip ( ft) : 0.000 0.000 Exit Loss Coet: 0.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1 ( ft) : Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2 (ft): Aux XSec2: Top Width(ft): Depth (ft) : Bot Width (ft) : 1. 000 1.000 LtSdSlp(h/v): 3.00 3.00 RtSdSlp(h/v): 3.00 3.00 D D D D D D D D u o o o o D o 10 Interconnected Channel and Pond Routing Model (ICPR) e2002 Streamline Technologies, Inc. Page I of I o o D Name: Pl-603 From Node: PONDl Length (ft) : 264.00 Group: BASE To Node: STR603 Count: 1 UPSTREAM DOWNSTREAM Friction Equation Average Conveyance Geometry: Circular Circular Solution Algorithm Automatic Spal1 (in): 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 0.000 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 o o Upstream FHNA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall o .... Weir 1 of 1 for Drop Structure Pl-603 ... TABLE 0: Count: 1 Type: Vertical: Havis Flow: Both Geometry: Circular D~ ! Span(in):6;00 Rise (in): 6.00 BottomClip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef:0.600 Invert(ft): 898.300 Control Elev(ft): 898.300 o o o D D o D o o o o Interconnected Channel and Pond Routing Model (ICPR)C2002 Streamline Technologies, Inc. Page I of I D o Name: 002year Filename: S:\37963\Drainage\ICPR\002year.R32 0: Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File : Scsii-24 Rainfall Amount (in) : 2.93 o Time (hrsl Print Inclminl 30.000 5.00 o ---------------------------------------------------------------------------------------------------- Name: OlOyear Filename: S:\37963\Drainage\ICPR\OlOyear.R32 o Override Defaults: Yes Storm Duration(hrsl: 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 4.15 . Time (hrs) Print Inclmin) o 3.0.000 5.00 . . -----------------------------------------------------------~---------------------------------------- o Name: 100year.. . Filename: S:\37963\Drainage\ICPR\100year.R32 Override Defaults: Yes Storm Duration(hrsl: 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 5.75 o Time (hrs) Print Inclmin) 30.000 5.00 o '0 D. o o o o o o o Interconnected Channel and Pond Routing Model (ICPR) <02002 Streamline Technologies, Inc. Page 1 of 1 o t::=J t::=J CJ t::=J EJ EJ a:=J E:J L:J E:J r=J L:J E:J E:J t::=J EJ E:J l::.J l:::J 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 eta hra eta OUTLET1 BASE 010year 12.50 898.740 898.740 0.0050 3 12.15 1.961 0.00 0.000 OUTLETt BASE 100year 12.50 ..898.740 898.740 0.0050 3 12.16 10.487 0.00 0.000 OUTLET1 BASE 2year 12.50 898.740 898.140 0.0050 3 12.13 5,503 0.00 0.000 OUTLET2 BASE 010year 12.50 898.880 898.880 0.0044 911 11.88 13,450 0.00 0.000 OUTLET2 BASE 100year 12.50 898.880 898.880 0.0044 911. 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 16.53. 902.701 904.440 0.0060 48192 12.00 81.144 11.52 1.807 POND1 BASE 2year 14.51 900.298' 904.440 0.0010 383:!3 12.00 38.163 11.04 1.154 POND2 BASE 010year 13.46 901.128 904.200 0.0021 31756 12.00 31. 054 13.68 3.615 POND2 BASE 10Qyear 13.60 902.509 904.200 0.0041 35966 12.00 41.219 14 .59 5.045 POND2 BASE 2year 13.42 900.090 . 904.200 0.0001 285.90 12.08 111.950 15.92 2.218 POND3 BASE 010year 12:,19 899.026 902.000 0.0001 34011 12.00 20.331.. '12.15 1.961 POND3 BASE 100year 12..21 899.285 902.000 0.0011 34860 12.00 29.105 12.16 10.481 POND3 BASE 2year 12.16 898.842 902.000 0.0003 33462 12.00 12.906 12.13 5.503 STR600 BASE 010year 12..50 898.818 898.360 -0.0099 985 12.10 12.511 11.88 13.450 STR600 BASE 100year 12.50 898.819 898.360 -0.0099 985 12.04 13.483 12.01 15.543 STR600 BASE 2year 12.50 898.818 898.360 -0.00.99 985 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 12.50 898.893 900.100 -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 12.10 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 12.0l 898.908 900.500 -0.0018 111 12.00 5.939 12.01 6.040 STR603 BASE 010year 12.00 899.221 900.250 0.0011 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 8911.947 900.250 0.0015 131 12.00 5.963 12.00 5.939 STR619 BASE 010year 13:41 900.835 904.600 -0.0091 117 13.68 3.615 13.68 3.611 STR619 BASE 100year 13.48 901. 916 904.600 -0.0098 111 14.59 5.045 14.59 5.053 STR619 BASE 2year 13.41 899.914 904.600 -0.0099 111 15.92 2.218 l3.45 2.268 STR620 BASE 010year 13.31 900.454 903.100 -0.0098 119 13.68 3.611 .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 -0.0091 128 13.62 3.619 13.63 3.681 STR621 BASE 100year 12.09 . 900.832 901.650 -0.0162 111 14.03 5.190 14.03 8.968 STR621 BASE '2year 13.36 899.644 901. 650 -0.0091 134 13.35 2.313 13.33 2.313 STR622 BASE 010year 12.06 899.115 902.680 0;0031 116 12.00 4.655 12.02 4.543 STR622 BASE 100year 12.01 900.633 902.680 0.0044 116 12.00 6.110 12.04 6.021 STR622 BASE 2year 12.09 899.019 902.680 0.0006 150 12.00 2.853 12.02 2.7117 STR622A BASE 010year 12.07 899.856 902.180 0.0083 119 13.58 3.755 14 .21 4.590 STR622A BASE 100year 12.08 900.119 902.18!)' 0.0162 115 14.03 9.051 14.03 5.561 STR622A BASE 2year 12.09 899.025 902.180 0.0006 145 13.21 2.313 13.30 2.318 STR623 BASE 010year 12.01 899.590 904.500 -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 12.10 998.995 904.500 0.0036 198 12.02 2.787 19.56 2.816 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of2 CJ CJ CJ Name CJ LJ Group CJ Simulation CJ Max Time Stage hrs CJ Max Stage ft ~ CJ CJ Max Surf Area. ft2 CJ Max Time Inflow hrs CJ LJ. CJ Max Inflow efs Max Time OUtflow hrs CJ Max Outflow efs CJ CJ CJ Warning Max Delta Stage Stage ft .ft Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of2 D~~i 0'; L=:J CJ CJ CJ CJ CJ CJ c:J CJ c=J ~ CJ CJ CJ .CJ Weston Pointe Job# 37963 Post~Developed Site Time of Concentrations StonnCAD Date: 11/21/03 Bastn Sheet Flow ManuallLlV) . Description n" L" p." S" T. .. .OO7(nL)O.BI(P.......'} Descrtptlon v= L" n..LN To (total) T c (total) . (ftl (In/hrl (MI) (hrsl (Ill.) 1ft) Ihnl) 1hnl) Imlnl 603 Grass 0.15 30 2.66 0.02 0.0684 Gutter I Swale 2 15 0.0021 0.0704 6.0 605 Grass 0.15 30 2.66 0.02 0.0684 .Gutter / Swale 2 .25 0.0035 0.0718 &.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 2 315 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 6.0 611 Commercial 0.011 30 2.66 0.02 0.0085 . Gutter /Swale 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 I 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 I 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 I Swale 2 20 0.0028 0.0973 6.8 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 I Swale 2 20 0.0028 0.1056 6.3 626 Grass 0.15 40 2.66 0.02 0.0861 Gutter / Swllle 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 / Swale 2 60 0.0083 0.1730 10A 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 &.0 633 Grass 0.15 40 2.66 0.02 . 0.0861 Gutter I Swale 2 35 0.0049 0.0909 &.& 634 Grass 0.15 75 2.66 0.02 0.1423 Gutter I Swale 2 10 0.0014 0.1437 8.8 635 Grass 0.15 20 2.66 0.02 0.0494 Gutter / Swale 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 I Swale 2 0 0.0000 0.1791 10.7 639 Grass 0.15 35 2.66 0.02 0.0773 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 8.7 641 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 I 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 Gutterl Swale 2 100 0.0139 0.1084 6.6 646 Grass 0.15 40 2.66 0.02 0.0861 Gutter I Swale 2 95 0.0132 0.0992 8.0 647 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2. 60 0.0083 0.1112 8.7 647A Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 100 0.0139 0.1329 . . 8.0 649 Grass 0.15 40 2.66 0.02 0.0861 Gutter I Swale 2 70 0.0097 0.0958 &.7 650 Grass' 0.15 80 2.66 0.02 0.1498 Gutter I 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 I Swate 2 120 0.0167 . 0.0661 6.0 653 Grass 0.15 20 2.66 0.02 0.0494 Gutter / Swale 2 140 0.0194 0.0689 5.0 CJ CJ CJ E::J o o o o o o o o o o o o o o o o o o o Scenario: Design 11/21/03 Structure Input Report Structure Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (Inlhr) (min) (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 5.7'2 623 625 0.13 0.34 6.30 0.27 6.11 626 0.290.34 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 0.77 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 Title: 37963_0verall s:\37963\drainage\storm cad\overall.stm 03117/04 01 :38:59 PM @ Haestad Methods, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates. Inc StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 o Scenario: Design 11/21/03 o Pipe Input Report Label Section Section Constructed Length Upstream Size Shape Slope (ft) Node (ftIfl) Upstream Downstream Invert Node Elevation (ft) o o 605-603 18.0 x 11 Arch 0.006 70.00 605 897.78 603 606-605 15 inch Circular 0.002 105.00606 .897.99 605 607-606 15 Inch Circular 0.002 231.00 607 898..45 606 609-608 33 inch Circular 0.003 55.00 609 898.47 608 610-609 33 Inch Circular 0.003 47.00 610 898.61609 611-610 33 inch Circular 0.003 30.00 611 898.70 610 615-614 21 inch Circular 0.008 71,00 615 898.89 614 615A-615 18 inch Circular 0.003 3S.00 615A 898.99 615 616-615A . 15 inch Circular 0.003 90.00 616 899.26 615A 617-616 12 Inch Circular 0.011 99.00 617 900.30 616 625-623 . 15 inch Clrcultlf 0.003 69.00 625 897.77 623 626-625. 15 Inch Circular 0.003 105.00 626 898.08625 627-626 12inch Circular 0.003 126.00627 898.46 626 628-627 12 Inch Circular 0.003 30.00 628 898.55 627 629-628 12 Inch Circular 0.003 103.00 629. 898.86 628 631-630 21 inch Circular 0;003 132.00 631 898.97630 632-631 21 Inch Circular 0.003 140.00 632 899.39 631 633-632 18 inch Circular 0.003 78.00 633 899;62. 632 634-633 18 inch Circular 0.003 104.00 634 899.93 633 635-634 15 inch Circular 0.003 104.00635 900.24634 636-635 12 inch Circular 0;003 97.00 636 900.57 635 637-632 12 inch Circular 0.003 86.00 637 900.40632 639-638 15 inch Circular 0.019 55.00 639 897.74 638 640-639 15 inch CirCUlar 0.003 30.00640 897.83 639 ,----- - -641-64{)-- 12-lnch-- Clrcutar-- --~:{)_3'7- - ---55. -M1--- ------ ------899;87- 4{)- . 643-642 21inch- Circular 0.021 104.00 643 898.88 642 644-643 21 inch Circular 0.003 83.00 644 899.13 643 645-644 15 inch Circular 0.003 208.00 645 899.75 644 645A-645 12 Inch Circular 0.019 20.00 645A 900.12 645 646-645A 12 inch Circular 0.018 30.00 646 900.67 645A 647-647A 12 inch Circular 0.025 30.00 647 900.33 647A 647A-644 12 inch Circular 0.025 18.00 647A 899.58 644 649-648 21 inch Circular 0.003 64.00 649 898.76 648 650-649 18 inch Circular 0.003 97.00 650 899.06 649 651-650 12 inch Circular 0.022 150.00 651 902.38 650 652-649 18 inch Circular 0.005 226.00 652 899.96649 653-649 15 Inch Circular 0.007 166.00 653 899.94 649 o o 0' o o o o o o o o o o o Downstream Invert Elevation (ft) 897.38 897.78 897.99 898.30 898.47 898.61 898.30 898.89 898.99 899.26 897.56 897.77 898.08 898.46 898.55 898.57 898.97 899.39 899.62 899.93 900.24 900.14 896.70 897.74 -------c-897;83- _m.______~__.,.___----------- ..-- 896.70 . 898.88 899.13 899.75 900.12 899.58 899.13 tl98.57 898.76 899.06 898.76 898.76 Title: 37963_0verall s:\37963\drainage\stonn cad\overall.stm 03117/0401:39:17 PM @ Haestad Methods. Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc StonnCAD v5;515.5003) 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ID I o o o 0- o o D D o D 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) 60~03 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 33 Inch 30.00 0.013 0.003 611 898.70 610 898.61 5.56 57.93 61~14 21 inch 71.00 0.013 0.008 615 898.89 614 898.30 5.82 14.44 615A-61518Inch 35.00 0.013 0.003 615A 898.99 615 898.89 3.55 5.61 616-615A15Inch 90.00 0.013 0.003 616 899.26 615A 898.99 3.28 3.54. 617-616 12 Inch .99.00 0.013 M11 617 900.30 616 899.26 4.01 3.65 62~23 15 inch 69.00 0.013 . 0.003. 625 897.77 623 897.56 3.03 3.54 626-625 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 0.003 627 898.46 626 898.08 2.76 1.95 626-627 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 . 63~34 15 Inch 104.00 0.013 0.003635 900.24634 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 0.003 640 897.83 639 897.74 3.16 3.54 641-640 12 Inch 55.00 0.013 0.037 641 899.87640 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 0.019 645A 900.12 645 899.75 6.00 4.85 646-645A 12 inch 30.00 0.013 0.018 646 900.67 645A 900.12 5.49 4.82 647-647A 12 inch 30.00 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 2Unch 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. 5.84 651-650 12 Inch 150.00 0.013 0.022651 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 0, o D D o 10 io D Title: 37963_0verall Project Engineer: Dave Stoeppe\werth s:\37963\dralnage\storm cacl\overall.stm Stoeppelwerth & Associates. Inc StormCAD vS.5 [5.5003] 03117104 01:39:21 PM @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 o o o 0; o U o u u u [J [J Wi o o [J o [J o Scenario: Design 11/21/03 Pipe Output Report II . Label Sedlon Length Construded Upstream HydrauDc Downstream Hydraulic . Total System Size (ft) Slope Node Grade Node Grade System Intensity (ftIft) line In Line Out Flow (In1hr) (ft) (ft) (ds) 60~03 18.0x 11 70.00 0.006 605 898.37 603 897.95 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 61~14 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 62~23 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 12irich 126.00 '. 0.003 627 899.14 626 898.76 1.56 4.84 628-627 12 Inch 30.00 0.003 628 899.18 627 899.14 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 0.003632 900..61 631 900.33 6.76 4.85 633-632 18. Inch. 78.00 0.003 633 900.79 632 900.61 5.14 4.91 634-633 18 Inch 104.00 0.003 634 900.96 633 900.79 4.0.7 4.97 6~34 15lrich 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 9.00.75 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 Title: 37963_Overall Project Engineer: Dave stoeppelwerth s:\37963\dralnage\stonn cad\overall.stm Stoeppelwerth & Associates. Inc StonnCAD vS.5 [5.5003) 03117/04 01:39:26 PM @HaestadMethods, Ine. 37 Brookside Road Waterbury, CT0670B USA +1.203-755-1666 Page 1 of 1