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HomeMy WebLinkAboutDrainage Report o 'D D. ,D: D D 'D o D 'D .' o lD i I. iD o D ID D' 1"0 D STANFORD PARK SECTION 2 DRAINAGE REPORT PREPARED FOR: Platinum Properties L.L.C 9551 Delegates Row ' Indianapolis, IN 46240 PREPARED BY: Whitney D~ Neukam, E. r Stoeppelwerth and Associates (317) 577 - 3400, ext.33 DATE PREPARED: June 30, 2005 ' ..,,- > ' ~ , ,1?[Cf/V[/J JL~(. '- 7 , DOCS' /,:. : "/ /' ."L+-: j-- I 10 o ,0 >D I o r-'D :D I ' iD I. ID W. ,0 0'" . D '.'D . : . I .. iD 1-. . !~D . D D. o STANFORD PARK SECTION TWO 'HYDROLOGY & HYDRAULIC ANALYSIS' AND REPORT . PROFESSIONAL CERTIFICATION '.. tJnt 1,~4-sdt ",,'1111 """ .."" . "" . .t"....j ..;~?:~~~~',,~, . $' IJ ./~r~\STE:~;.::.... ~ '.;; .. ..... . n.~- '<)'. -~ .. ,,;::;sr... Y N ' ........ ~ . = ~ ! . o. \ ~ 'S - ~ { 19.358 ,~ .~, -'. ' .- -; ~. \. STATE OF "g: g , _~ 10. ....... .\ a~"'", I.vDIA~1>- ......~ ~$' , ,. e. .~ ~ ~ '" is! .............. ...,rJ ...,' ,. "'" is/ONAL €.,... ....',' , . """""11"""'" , ' " ,DavidJ. Stoeppehverth,-P .E. ." . IndiamiRegistration No. 19358 The foliowingreport and accompanying computations have been developed by me or Under my direct supervision. . D D D o D '0, ,. D' D D, o ,D 'D", o o o IW rD. D >D ' I' STANFORD PARK, SECTION 2 TABLE OF CONTENTS . , 1. PROJECT NARRATIVE' " 2: POST,.DEVELOPEDCONDITIONS', , ,'. 3. PIPESIZ!NG CALCULATIONS " 4. GUTTER SPREAD CALCULATIONS ( " 5. BACKCOVERPOCKET " , PRE-DEVELOPED BASIN MAP, , ' , -, POST~DEVELOPEDSTMC BASIN MAP POST ~DEVELOPED ICPR BASIN MAP ~,- U" " o u o . .' :\ ',' ,STANFORDPARK SECTION 2 IU, I ,~-U. . DRAINAGE NARRATIVE ( :U I, ", " ' " < . Platinum Properties isprop~singthe'dev~lo'pment:9fa residentialsubdivisio'n in Harililto'nCQunty to' be known as Stanfo'rd Park, Sectio'n 2. The site islo'catedo'n the no'rth side o'fWest 131 st Street and juste~t of Shelbo'l1111,e RQ~d._ The site is mo're, specificallY lo'cated in a, Part: o'fthe So'uthwestQuarter o'f Sectio'n 20 and a part o'f the No'rthwestQuarterofSectio'n29, all in Tc:)\vnsmp'18 No'rth, Range 3 East, 'o'fHamilto'n Co'unty, Indiana. , U., :[ , ' lU" I: . iU D.' '0 ,.U' .' D U o U IU' IU EXISTING CONDITIONS The pre-develo'pedStanfo'rd Pai'ksite is partoftheJ;W~ Br~ndle watershed. The , . \- ~.. . , " ' existing sitemo'stly drains east to' an existing residentiallofand eveI1tuallyinto' the Brendle Legal Draino'n th~ So'uth side o'f West 131 st. Streyt. Sto'eppelvverthand Asso'ciates . Inc. has Malyzed the entire watershed and, as maintained by the Hami1to'n' COl,mty . SurveYo'r, theallo'wable release rate fo~future develo'pment in this area, including StMfo'rdPark, has beeri dytermined by the full capacity o'fa downstream' clJlvert underneath West 116thStreet. ' .' The So'il o'fthis site is~rimatjlytype Band C, Broo'ksto'nandCro'sby and has been used agl'iculturaliy. The o'ffsite co'nsists oflarge residentia11o'ts, 'So'me o'fwhich are heavily wo'oded. ",'. '. '. Stoepp~lwerth and. Ass()ciates Inc. will be designing five new subdivisio'nswithin , the J. W~ Brendle watershed, including Stanfo'rdPark. The metho'd used to' determine the allo'wable release rate included dividing 'the:fullcapaCity o'f th~ most restl'ictive clJlvert at West116th Streetbytheto'tal amOlJllt o'facres in the'watershed, which was calculated using a delineated map pro'vided by Hamilto'n Co'unty. This resulted in an, allQwable . " "release rate of 0.24 cubic feetper seco'ndfo'reachacre.Taking the to'tal amo'unt o'f o'nsite acres within the'watershed.artd multiplying it by theafo'rementio'ned calculatio'ncan , determine the release rate that each develo'pment must no'texceed. The co'ntl'ibuting run- ' . o'ff from pre-develo'ped o'ffsite' areasdul'ing the 100-year storm event js also' added to' the acceptable release ~ates to' let these flows pass thro'ugh the sitewitho'utdetentio'n. . , - .. ," .' . ,Time o'f Co'ncentratio'ns CTc's) and Curve Numbers' (CN's) we're calculated fo'r basins using TR-5S'metho'dolo'gy. Thesepte-determined valtieswere entered into' JR-20 and used to co'mpute multiple hydro'graphs., 2-year and 10-year hydro graphs were created .. .fo'r the pre-deve1o'pedco'nditions. . u o 'u U IU o U 10 U 0' o o D' U o IW I 'u U' IU - Below are the results of the allowable release rate calculations for Stanford Park. In thiscase~ the development is heldto the findings of the watyrshecl analysis, which permits up to 0.24 c.f.s. per acre. of post':'developed onsiteproperty. :The pre-developed release rates of the site are listed below so that itcan be seen that the post~developed designineets these criteria also. .' - . - . ,. . Allowable 100-year release rate per J.W. Brendle watershed analysis: '. _ 11.63 c.f.s. onsite -t-19.71 c.f.s.offsite (lOO:..yearstorrtl) = 31.34 c.f.s. PROPOSED CONDITIONS .' , - . . The detention system for the site of Stanford Park will consist of three storage ponds, Pond, 1 in Stanford Park will be tied into art existing fun. of storm pipes in, the neighboring subdivision,'Shelboume Park., . -. . - " As'mentioned before,Stoeppelwerth and Associates Inc. is designing'. four other _ connected subdivisions within: thelW: Brendle watershed. InCluding Stanford Park; they all drairi into the subdivisioncalled Hayden Run on the southsicle of 131 stStreet. An . , overall detention model has beencompileqand'.processed to ohservethe impact of each, ' , subdivision on the other. At th,is time, only, the portion of~heinodelingthat 'includes ' Stanford Park's structures and calculations is being submitted i~ this report. '.The post-developed site ~as anal~zed using aco~oimitionofprogr~s.Allpond routing and analysis was. completed using Advanced ICPR This program routes and , analyzes' all components in 'a storm system on a user-defined time interval. The second . program used was StormGAD.Thisprograin analyzes pipe sizing for pipenetw()rks other, than those routing water betwee111akes.. . Post-Developed Discharge into structure, 828B of Shelbourne, Park (Critical Duration Analysis) J 0- Year 24:..Hour Storm - 16.29 c.f.s. .100- Year 24-Hour Storm . ~ 22.38c.f.s., Post.;.DevelopedDischarge into Structure 828 of Shelbo1irne Park from Carmel Street Department Pond 1 O,.Year24-Hour Storm- 4.45 c.f.s. ., . ~ . . , . . 100-Year 24:..Hour Storm .;. SA9'c.f.s. U :U ! I U U U [J U U U U U U U U U U U U IU SOILS MAP NOT TO SCALE u u u o ",\ K7 (. \J L~ ( .o'l ~\~- , J7 \ ) C;::'l/r 141ST -] U VICINITY MAP NOT TO SCALE ." : ' , , POST -DEVELOPED . CONDITIONS . .' , , < ' u u u u u u u u u u u u u [J u u u u u Stanford Park Job # 46600 Post-Developed Site BAS 109 to LAKE STAN 3 Onsite Subbasin Area CN Residential 7.22 ac 78 Total 7.22 ac 78 BAS 123 to LAKE STAN 3 Onsite Subbasin Area CN Residential 8.94 ac 78 Total 8.94 ac 78 BAS 135 to LAKE STAN 3 Onsite Subbasin Area CN Residential 2.65 ac 78 Total 2.65 ac 78 BAS 139 to LAKE STAN 3 Onsite Subbasin Area CN Residential 0.96 ac 78 Total 0.96 ac 78 BAS 143 to STR 143 Onsite Subbasin Area CN Residential 1.49 ac 78 Total 1.49 ac 78 BAS 148 to LAKE STAN 3 Onsite Subbasin Area CN Residential 1.69 ac 78 Total 1.69 ac 78 BAS 153 to LAKE STAN 3 Onsite Subbasin Area CN Residential 3.01 ac 78 Total 3.01 ac 78 BAS 157 to STR 157 Onsite Subbasin Area CN Residential 3.16 ac 78 Total 3.16 ac 78 u u u u u u u u U D U U U o U U U U U Stanford Park Job # 46600 Post-Developed Site BAS 161 to STR 161 Onsite Subbasin Area CN Residential 2.22 ac 78 Total 2.22 ac 78 BAS 165 to STR 165 Onsite Subbasin Area CN Residential 2.97 ac 78 Total 2.97 ac 78 BAS 169 to LAKE STAN 1 Onsite Subbasin Area CN Residential 1.45 ac 78 Total 1.45 ac 78 BAS 181 to LAKE STAN 2 Onsite Subbasin Area CN Townhomes 2.36 ac 88 Football field 2.36 ac 79 Residential 5.92 ac 78 Parking lot 1.18 ac 98 Total 11.82 ac 82 BAS 194 to LAKE STAN 2 Onslte Subbasin Area CN Residential 1 .45 ac 78 Total 1.45 ac 78 BAS 196 to LAKE STAN 2 Onslte Subbasin Area CN Parking lot 0.21 ac 98 Total 0.21 ac 98 BAS 199 to LAKE STAN 2 Onslte Subbasin Area CN Football field 2.07 ac 78 Parking lot 0.52 ac 98 Total 2.59 ac 82 BAS 201A to LAKE STAN 1 Onsite Subbasin Area CN Townhomes 0.31 ac 88 Parking lot 0.31 ac 98 Total 0.62 ac 93 u u u u u u u u u u u u u u u u u u u Stanford Park Job # 46600 Post-Developed Site BAS 209 to LAKE STAN 1 Onsite Subbasin Area CN Townhomes 6.13 ae 88 Football field 2.63 ae 79 Total 8.76 ac 85 LAKE STAN 1 to LAKE STAN 1 Onsite Subbasin Area CN Grass 1.73 ae 76 Impervious 0.96 ae 98 Total 2.69 ac 84 LAKE STAN 2 to LAKE STAN 2 Onsite Subbasin Area CN Residential 1.66 ae 78 Impervious 0.31 ae 98 Total 1.97 ac 81 . LAKE STAN 3 to LAKE STAN 3 Onslte Subbasin Area CN Residential 5.56 ae 78 Impervious 2.14 ae 98 Total 7.70 ac 84 OFF 109 to LAKE STAN 3 Offsite Subbasin Area CN Open Space (B-C) 0.86 ae 79 Agricultural (B-C) 0.54 ae 78 Residential (2 ae.) B-C 0.18 ae 71 Total 1.58 ac 78 OFF 123 to LAKE STAN 3 Offsite Subbasin Area CN Open Space (B-C) 4.70 ae 79 Agricultural (B-C) 2.23 ae 78 Residential (2 ae.) B-C 0.83 ae 71 Total 7.76 ac 78 OFF 148 to LAKE STAN 3 Offsite Subbasin Area CN Woods (B-C) 0.98 ae 70 Farmstead (B-C) 0.70 ae 78 Total 1.68 ac 73 OFF 161 to STR 161 Offsite Subbasin Area CN Woods (B) 1.58 ae 63 Woods ( C) 0.11 ae 75 Farmstead (B-C) 0.11 ae 78 Total 1.80 ae 65 u u u u u u u u u u .U J U U U U U U U Stanford Park Job # 46600 Post-Developed Site OFF 181 to LAKE STAN 2 Offsite Subbasin Area CN Woods (B) 1.58 ac 63 Woods ( C) 0.11 ac 75 Farmstead (B-C) 0.11 ac 78 Total 1.80 ac 65 -== -== c: -=== -== t=J -== t::=J -== CJ -== I:::J 1:". -== ~ r== -== r:=J -== Stanford Park Time of Concentrations - Job # 46600 ICPR Post-Developed Site Basin Sheet Flow Manual (UV) Description n= l= P2 = s= T, = .OO7(nl)O.8/(P:.'sO.4) Description v= l= Tt = 1!V Description v= l= Tt = 1!V T c (total) T c (total) (It) (in/hr) (ftllt) (hrs) (ftls) (It) (hrs) (hrs) (min) BAS 109 Grass 0.15 130 2.66 0.02 0.2209 Gutter / Swale 2.00 25 0.0035 Pine Flow 2.50 840 0.0933 0.3177 19.1 BAS 123 Grass 0.15 120 2.66 0.02 0.2072 Gutter / Swale 2.00 110 0.0153 Pine Flow 2.50 491 0.0546 0.2771 16.6 BAS 135 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2.00 270 0.0375 PiDe Flow 2.50 370 0.0411 0.2133 12.8 BAS 139 Grass 0.15 60 2.66 0.02 0.1190 Gutter / Swale 2.00 95 0.0132 Pine Flow 2.50 264 0.0293 0.1616 9.7 BAS 143 Grass 0.15 90 2.66 0.02 0.1646 Gutter / Swale 2.00 105 0.0146 P7iie Flow 2.50 150 0.0167 0.1959 11.8 BAS 148 Grass 0.15 80 2.66 0.02 0.1498 Gutter / Swale 2.00 70 0.0097 P7iie Flow 2.50 374 0.0416 0.2011 12.1 BAS 153 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swale 2.00 320 0.0444 Pirie Flow 2.50 370 0.0411 0.2789 16.7 BAS 157 Grass 0.15 115 2.66 0.02 0.2003 Gutter / Swale 2.00 125 0.0174 Pine Flow 2.50 0 0.0000 0.2177 13.1 BAS 161 Grass 0.15 110 2.66 0.02 0.1933 Gutter / Swale 2.00 105 0.0146 PiDe Flow 2.50 0 0.0000 0.2079 12.5 BAS 165 Grass 0.15 150 2.66 0.02 0.2477 Gutter / Swale 2.00 130 0.0181 P7iie Flow 2.50 0 0.0000 0.2658 15.9 BAS 169 Grass 0.15 85 2.66 0.02 0.1573 Gutter / Swale 2.00 65 0.0090 P7De Flow 2.50 0 0.0000 0.1663 10.0 BAS 181 Grass 0.15 150 2.66 0.02 0.2477 Gutter / Swale 2.00 190 0.0264 Pine Flow 2.50 813 0.0903 0.3645 21.9 BAS 194 Grass 0.15 70 2.66 0.02 0.1346 Gutter / Swale 2.00 400 0.0556 PiDe Flow 2.50 133 0.0148 0.2050 12.3 BAS 196 Grass 0.15 55 2.66 0.02 0.1110 Gutter / Swale 2.00 110 0.0153 P7De Flow 2.50 50 0.0056 0.1319 7.9 BAS 199 Grass 0.15 105 2.66 0.004 0.3545 Gutter / Swale 2.00 450 0.0625 Pine Flow 2.50 133 0.0148 0.4318 25.9 BAS 201A Grass 0.15 50 2.66 0.004 0.1958 Gutter / Swale 2.00 140 0.0194 PiDe Flow 2.50 85 0.0094 0.2247 13.5 BAS 209 Grass 0.15 150 2.66 0.007 0.3770 Gutter / Swale 2.00 200 0.0278 PiDe Flow 2.50 984 0.1093 0.5141 30.8 LAKE STAN 1 Grass 0.15 100 2.66 0.02 0.1791 Gutter / Swale 2.00 0 0.0000 PiDe Flow 2.50 0 0.0000 0.1791 10.7 LAKE STAN 2 Grass 0.15 210 2.66 0.02 0.3243 Gutter / Swale 2.00 0 0.0000 P7De Flow 2.50 0 0.0000 0.3243 19.5 LAKE STAN 3 Grass 0.15 200 2.66 0.02 0.3118 Gutter / Swa/e 2.00 0 0.0000 Pine Flow 2.50 0 0.0000 0.3118 18.7 OFF 109 Grass 0.17 300 2.66 0.005 0.8301 Gutter / Swale 2.00 300 0.0417 PiDe Flow 2.50 839 0.0932 0.9650 57.9 OFF 123 Aari 0.17 300 2.66 0.004 0.9076 Gutter / Swale 2.00 320 0.0444 P7De Flow 2.50 876 0.0973 1.0494 63.0 OFF 148 Woods 0.6 300 2.66 0.004 2.4892 Gutter / Swale 2.00 0 0.0000 Pirie Flow 2.50 609 0.0677 2.5568 153.4 OFF 161 Woods 0.6 260 2.66 0.007 1.7747 Gutter / Swale 2.00 320 0.0444 Pine Flow 2.50 336 0.0373 1.8564 111.4 OFF 181 Woods 0.6 300 2.66 0.007 1.9899 Gutter / Swale 2.00 0 0.0000 Pipe Flow 2.50 624 0.0693 2.0593 123.6 u D ==== Basins ==~=======~=================================================================== u Name: BAS 109 Group: STANFORD Node: LAKE STAN 3 Type: SCS Unit Hydrograph Status: Onsite o Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 7.220 Curve Number: 78.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 19.10 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 D Name: BAS 123 Group: STANFORD Node: LAKE STAN 3 Type: SCS Unit Hydrograph Status: Onsite o Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 8.940 Curve Number: 78.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 16.60 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 u D Name: BAS 135 Group: STANFORD Node: LAKE STAN 3 Type: SCS Unit Hydrograph Status: Onsite u Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : UH484 Peaking Factor: Storm Duration (hrs) : Time of Conc(min) : Time Shift(hrs): Max Allowable Q(cfs): 484.0 0.00 12.80 0.00 999999.000 0.000 2.650 78.00 0.00 o Name: BAS 139 Group: STANFORD Node: LAKE STAN 3 Type: SCS Unit Hydrograph Status: Onsite u Unit Hydrograph: UH484 Rainfall File: Ra~nfall Amount (in) : 0.000 Area(ac): 0.960 Curve Number: 78.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 9.70 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 o u Name: BAS 143 Group: STANFORD Node: STR 143 Type: SCS Unit Hydrograph Status: Onsite D Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : UH484 0.000 1. 4 90 78.00 0.00 Peaking Factor: Storm Duration (hrs) : Time of Cone (min) : Time Shift(hrs): Max Allowable Q(efs): 484.0 0.00 11.80 0.00 999999.000 u Name: BAS 148 Group: STANFORD Node: LAKE STAN 3 Type: SCS Unit Hydrograph Status: Onsite D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 1.690 Curve Number: 78.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Cone (min) : 12.10 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 u Name: BAS 153 Group: STANFORD Node: LAKE STAN 3 Type: SCS Unit Hydrograph Status: Onsite u Interconnected Channel and Pond Routing Model (ICPR) <<;:l2002 Streamline Technologies, Inc. Page 1 of18 u u D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 3.010 Curve Number: 78.00 DCIA{%): 0.00 u D Name: BAS 157 Group: STANFORD u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 3.160 Curve Number: 78.00 DCIA(%): 0.00 u Name: BAS 161 Group: STANFORD D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 2.220 Curve Number: 78.00 DCIA(%): 0.00 D u Name: BAS 165 Group: STANFORD Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area(ac) : Curve Number: DCIA(%) : UH484 0.000 2.970 78.00 0.00 u D Name: BAS 169 Group: STANFORD D Unit Hydrograph: UH484 RainfaLL File: Rainfall Amount (in) : 0.000 Area(ac): 1.450 Curve Number: 78.00 DCIA{%): 0.00 D Name: BAS 181 Group: STANFORD D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area{ac): 11.820 Curve Number: 82.00 DCIA{%): 0.00 D o Name: BAS 194 Group: STANFORD Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : UH484 0.000 1. 450 78.00 0.00 o o Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 16.70 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 157 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 13.10 Time Shift (hrs) : 0.00 Max Allowable Q(cfs}: 999999.000 Node: STR 161 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.50 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 165 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs) : Node: LAKE STAN 1 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 15.90 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE STAN 2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 21.90 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE STAN 2 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Cone (min) : Time Shift(hrs): Max Allowable Q(efs): Status: Onsite 484.0 0.00 12.30 0.00 999999.000 Page 2 of18 Interconnected Channel and Pond Routing Model (ICPR) <<::>2002 Streamline Technologies, Inc. u D D o Name: BAS 196 Group: STANFORD Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area lac) : Curve Number: DCIA(%) : UH484 0.000 0.210 98.00 0.00 o o Name: BAS 199 Group: STANFORD o Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 2.590 Curve Number: 82.00 DCIAI%): 0.00 o Name: BAS 201A Group: STANFORD o Unit Hydrograph: UH484 Rainfall File: Rainfall Amountlin): 0.000 Arealac): 0.620 Curve Number: 93.00 DCIA I %): 0.00 D o Name: BAS 209 Group: STANFORD Unit Hydrograph: Rainfall File: Rainfall Amountlin): Area(ac) : Curve Number: DCIAI%) : UH484 0.000 8.760 85.00 0.00 D o Name: BAS 802 Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Arealac): 1.040 Curve Number: 79.00 DCIAI%): 0.00 o Name: BAS 806 Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 0.960 Curve Number: 79.00 DCIA(%): 0.00 o o Name: BAS 812 Group: SHELPARK Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 o Node: LAKE STAN 2 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs) : Node: LAKE STAN 2 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 7.90 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 25.90 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE STAN 1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 13.50 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE STAN 1 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: LAKE SHEL 1 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 30.80 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 6.40 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE SHEL 1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conclmin): 10.60 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE SHEL 2 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Durationlhrs): 0.00 Time of Conc(min): 24.00 Status: Onsite Page 3 of 18 Interconnected Channel and Pond Routing Model (ICPR) <<;)2002 Streamline Technologies, Inc. o D D Arealac): 3.420 Curve Number: 79.00 DCIA(%): 0.00 D Name: BAS 820 Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.370 Curve Number: 79.00 DCIA I %): 0.00 o D Name: BAS 821 Group: SHELPARK Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area lac) : Curve Number: DCIA(%) : UH484 0.000 0.400 79.00 0.00 D D Name: BAS 821A Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area lac): 1. 470 Curve Number: 79.00 DCIA(%): 0.00 o D Name: BAS 822 Group: SHELPARK Unit Hydrograph: Rainfall File: Rainfall Amountlin): Area(ac) : Curve Number: DCIA(%) : UH484 0.000 0.730 79.00 0.00 D o Name: BAS 824 Group: SHELPARK o Unit Hydrograph: UH484 Rainfall File: Rainfall Amountlin): 0.000 Area lac) : 0.530 Curve Number: 79.00 DCIA(%): 0.00 o Name: BAS 825 Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.350 Curve Number: 79.00 DCIA(%): 0.00 D Name: BAS 826 o Time Shift (hrs) : 0.00 Max Allowable Qlcfs): 999999.000 Node: STR 820 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 5.60 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 821 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs) : Node: LAKE SHEL 1 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 6.10 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 14.70 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 822 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs): Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): Node: STR 824 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 14.40 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 13.50 Time Shiftlhrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 825 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 20.90 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 826 Status: Onsite Page 4 of18 Interconnected Channel and Pond Routing Model (ICPR) <02002 Streamline Technologies, Inc. D o D Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 0.530 Curve Number: 79.00 DCIA (% I: 0.00 D Name: BAS 827 Group: SHELPARK u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 1.160 Curve Number: 79.00 DCIA (% I: 0.00 D D Name: BAS 828 Group: SHELPARK Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area(ac) : Curve Number: DCIA ( %) : UH484 0.000 0.400 79.00 0.00 D D Name: BAS 828B Group: SHELPARK D Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 0.590 Curve Number: 79.00 DCIA(%): 0.00 D Name: BAS 829 Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 20.850 Curve Number: 79.00 DCIA(%): 0.00 u D Name: LAKE SHEL Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 2.940 Curve Number: 85.00 DCIA(%I: 0.00 o Name: LAKE SHEL 2 Group: SHELPARK D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (inl : 0.000 Area(ac): 2.230 Curve Number: 83.00 DCIA(%): 0.00 D Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 14.80 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 827 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 17.30 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 828 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration(hrs) : Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): Node: STR 828B Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 16.20 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 16.60 Time Shift (hrsl : 0.00 Max Allowable Q(cfs): 999999.000 Node: STR 825 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 37.50 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE SHEL 1 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: LAKE SHEL 2 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 9.90 0.00 999999.000 Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 18.70 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Page 5 of 18 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. D u u u Name: LAKE STAN Group: STANFORD u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 2.690 Curve Number: 84.00 DCIA(%): 0.00 u Name: LAKE STAN 2 Group: STANFORD u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 1. 970 Curve Number: 81.00 DCIA(%): 0.00 u u Name: LAKE STAN 3 Group: STANFORD u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac): 7.700 Curve Number: 84.00 DCIA(%): 0.00 D Name: OFF 109 Group: STANFORD D Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.580 Curve Number: 78.00 DCIA(%): 0.00 D Name: OFF 123 Group: STANFORD u. Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 7.760 Curve Number: 78.00 DCIA(%): 0.00 D u Name: OFF 14 8 Group: STANFORD Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area(ac) : Curve Number: DCIA(%) : UH484 0.000 1. 680 73.00 0.00 D u Name: OFF 161 Group: STANFORD Unit Hydrograph: UH484 D Node: LAKE STAN 1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.70 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE STAN 2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 19.50 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE STAN 3 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs) : Node: LAKE STAN 3 Type: SCS Unit Hydrograph Status: Onsite 484.0 0.00 18.70 0.00 999999.000 Status: Offsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 57.90 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE STAN 3 Type: SCS Unit Hydrograph Status: Offsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 63.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: LAKE STAN 3 Type: SCS Unit Hydrograph Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): Node: STR 161 Type: SCS Unit Hydrograph Peaking Factor: 484.0 Status: Offsite 484.0 0.00 153.40 0.00 999999.000 Status: Offsite Page 6 of 18 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u u u Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 1.800 Curve Number: 65.00 DCIA(%): 0.00 Storm Duration(hrs) Time of Conc(min) Time Shift (hrs) Max Allowable Q(cfs) 0.00 111. 40 0.00 999999.000 u Name: OFF 181 Group: STANFORD Node: LAKE STAN 2 Type: SCS Unit Hydrograph Status: Onsite u Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve Number: DCIA(%) : UH484 0.000 1. 800 65.00 0.00 Peaking Factor: Storm Duration(hrs): Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): 484.0 0.00 123.60 0.00 999999.000 u Name: OFF 812 Group: SHELPARK Node: LAKE SHEL 2 Type: SCS Unit Hydrograph Status: Offsite u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 0.710 Curve Number: 78.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 42.10 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 D u Name: SEDGEWICK Group: SHELPARK Node: SEDGLAKE Type: SCS Unit Hydrograph Status: Onsite o Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 20.760 Curve Number: 75.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 40.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 [j Name: SEDGEWICK 2 Group: SHELPARK Node: LAKE SHEL 1 Type: SCS Unit Hydrograph Status: Onsite u Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area(ac): 7.380 Curve Number: 75.00 DCIA(%): 0.00 Peaking Factor: Storm Duration (hrs) : Time of Conc(min): Time Shift (hrs) : Max Allowable Q(cfs): 484.0 0.00 15.00 0.00 999999.000 [j ~~~~ Nodes =======~~~~~~~~~~~~~~~~~~=====~~~~~~~~=~~=========~~~=~~~~============~~===~~~~ u Name: LAKE SHEL 1 Group: SHELPARK Type: Stage/Area Base Flow(cfs): 0.000 Init Stage (ft) : 904.920 Warn Stage (ft) : 911.000 u Stage(ft) Area (ac) D 904.920 906.000 907.000 908.000 909.000 910.000 911.000 912.000 2.7000 2.9000 3.0900 3.2900 3.4900 3.6900 3.9000 4.1500 u Name: LAKE SHEL 2 Group: SHELPARK Type: Stage/Area Base Flow(cfs): 0.000 Init Stage (ft) : 904.930 Warn Stage (ft) : 910.000 u Interconnected Channel and Pond Routing Model (ICPR) <02002 Streamline Technologies, Inc. Page 7 of 18 u u u Stage(ft) Area (ac) u 904.930 906.000 907.000 908.000 909.000 910.000 _911.000 u u Name: LAKE STAN 1 Group: STANFORD Type: Stage/Area Stage (ft) u 907.600 908.000 909.000 910.000 911. 000 912.000 913.000 913.500 u u Name: LAKE STAN 2 Group: STANFORD Type: Stage/Area u Stage (ft) 907.600 908.000 909.000 910.000 911. 000 912.000 913.000 913.500 IW D Name: LAKE STAN 3 Group: STANFORD Type: Stage/Area o Stage (ft) u 908.800 909.000 910.000 911. 000 912.000 913.000 914.000 u Name: SEDGLAKE Group: SHELPARK Type: Stage/Area u Stage (ft) D 906.500 908.000 909.000 910.000 911. 000 u Name: STR 143 Group: STANFORD Type: Stage/Area u 0.4600 0.5400 0.6200 0.7000 0.7800 0.8600 0.9400 Area (ac) 1. 3400 1. 4000 1.5300 1.6700 1. 8100 1.9600 2.1100 2.1900 Area(ac) 0.3300 0.3600 0.4400 0.5200 0.6100 0.7000 o . 7900 0.8400 Area(ac) 2.1400 2.1600 2.3100 2.4600 2.6200 2.7700 2.9300 Area(ac) 0.8800 0.9640 1.0500 1.1330 1. 2200 Base F1ow(cfs): 0.000 Init Stage (ft) : 907.600 Warn Stage (ft) : 912.300 Base Flow(cfs): 0.000 Init Stage (ft) : 907.600 Warn Stage (ft) : 912.400 Base Flow(cfs): 0.000 Init Stage (ft) : 908.800 Warn Stage (ft) : 912.800 Base F1ow(cfs): 0.000 Init Stage (ft) : 906.500 Warn Stage (ft) : 910.000 Base Flow(cfs): 0.000 Init Stage(ft): 908.480 Warn Stage(ft): 921.300 Page 8 of 18 Interconnected Channel and Pond Routing Model (ICPR) <<::>2002 Streamline Technologies, Inc. u u u Stage (ft) u 908.480 912.300 D Name: STR 157 Group: STANFORD Type: Stage/Area Area (ac) 0.0006 0.0006 u 908.160 916.000 Stage(ft) Area(ac} 0.0006 0.0006 u Name: STR 161 Group: STANFORD Type: Stage/Area u Stage(ft} Area(ac} 908.000 0.0006 915.000 0.0006 u Name: STR 165 Group: STANFORD Type: Stage/Area u Stage(ft) Area(ac) 907.800 0.0006 914.000 0.0006 D Name: STR 820 Group: SHELPARK Type: Stage/Area o 905.220 911.270 Stage(ft) Area(ac) 0.0006 0.0006 u Name: STR 821 Group: SHELPARK Type: Stage/Area u Stage (ft) u 905.330 911.270 u Name: STR 822 Group: SHELPARK Type: Stage/Area Area(ac) 0.0006 0.0006 u 905.770 911.760 Stage(ft) Area(ac) 0.0006 0.0006 u Name: STR 824 Group: SHELPARK Type: Stage/Area Stage(ft} u Area (ac) Base Flow(cfs}: 0.000 Base Flow(cfs): 0.000 Base F1ow(cfs): 0.000 Base F1ow(cfs}: 0.000 Base F1ow(cfs}: 0.000 Base F1ow(cfs}: 0.000 Base F1ow(cfs): 0.000 Init Stage(ft): 908.160 Warn Stage (ft) : 916.000 Init Stage(ft): 908.000 Warn Stage (ft) : 915.000 Init Stage(ft): 907.800 Warn Stage(ft): 914.000 Init Stage(ft): 905.220 Warn Stage(ft): 911.270 Init Stage(ft}: 905.330 Warn Stage(ft): 911.270 Init Stage(ft): 905.770 Warn Stage(ft): 911.760 Init Stage (ft) : 905.890 Warn Stage(ft}: 911.790 Page 9 of 18 Interconnected Channel and Pond Routing Model (ICPR) <<)2002 Streamline Technologies, Inc. u o u 0.0006 0.0006 905.890 911. 790 u Name: STR 825 Group: SHELPARK Type: Stage/Area Base Flow(cfs): 0.000 u Stage(ft) Area(ac) u 906.270 911. 450 0.0006 0.0006 Name: STR 826 Group: SHELPARK Type: Stage/Area Base F10w(cfs): 0.000 o Stage(ft) Area(ac) u 906.870 912.250 0.0006 0.0006 u Name: STR 827 Group: SHELPARK Type: Stage/Area Base F10w(cfs): 0.000 Stage(ft) Area(ac) u 906.910 912.280 0.0006 0.0006 D Name: STR 828 Group: SHELPARK Type: Stage/Area Base Flow(cfs): 0.000 u Stage(ft) Area(ac) 907.280 0.0006 911.120 0.0006 u Name: STR 8288 Group: SHELPARK Type: Stage/Area Base Flow(cfs): 0.000 u Stage(ft) Area(ac) 907.450 0.0006 910.000 0.0006 D Init Stage(ft): 906.270 Warn Stage(ft): 911.450 Init Stage(ft): 906.870 Warn Stage(ft): 912.250 Init Stage (ft) : 906.910 Warn Stage(ft): 912.280 Init Stage(ft): 907.280 Warn Stage(ft): 911.120 Init Stage (ft) : 907.450 Warn Stage (ft) : 910.000 -~== Pipes ========~~-~~~~~~~~~~~~~---==========--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~=~~~~ u Name: 143-157 From Node: STR 143 Group: STANFORD To Node: STR 157 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in) : 24.00 24.00 Rise(in) : 24.00 24.00 Invert (ft) : 908.480 908.180 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip(in): 0.000 0.000 u u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: u Length (ft) : 288.00 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 Page 10 ofl8 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u u u u u u u u u u u u u u u u u u u Circular Concrete: Square edge wi headwall Name: 157-161 Group: STANFORD UPSTREAM Geometry: Circular Span (in): 24.00 Rise(in): 24.00 Invert (ft) : 908.180 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip{in): 0.000 From Node: STR 157 To Node: STR 161 Length (ft) : 178.00 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 DOWNSTREAM Circular 24.00 24.00 908.000 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 Name: 161-165 Group: STANFORD UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 908.000 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: STR 161 To Node: STR 165 Length(ft): 202.00 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 DOWNSTREAM Circular 24.00 24.00 907.800 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 Name: 165-LS2 Group: STANFORD UPSTREAM Geometry: Circular Span (in): 24.00 Rise(in): 24.00 Invert (ft) : 907.800 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: STR 165 To Node: LAKE STAN 2 Length (ft) : Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: 195.00 1 Average Conveyance Automatic Both 0.00 0.00 0.00 Use dc or tw Use dn None DOWNSTREAM Circular 24.00 24.00 907.600 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 Name: 820-L1 From Node: STR 820 Length (ft) : 88.00 Group: SHELPARK To Node: LAKE SHEL Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in) : 42.00 42.00 Entrance Loss Coef: 0.00 Rise(in) : 42.00 42.00 Exit Loss Coef: 0.00 Invert (ft) : 905.220 904.920 Bend Loss Coef: 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 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 11 of 18 u u u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 821-820 Group: SHELPARK u UPSTREAM Geometry: Circular Span(in): 42.00 Rise(in): 42.00 Invert (ft) : 905.330 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: STR 821 To Node: STR 820 DOWNSTREAM Circular 42.00 42.00 905.220 0.013000 0.000 0.000 u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 822-821 Group: SHELPARK u UPSTREAM Geometry: Circular Span(in): 42.00 Rise (in) : 42.00 Invert (ft) : 905.770 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u u From Node: STR 822 To Node: STR 821 DOWNSTREAM Circular 42.-00 42.00 905.330 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 u u Name: 824-822 Group: SHELPARK u UPSTREAM Geometry: Circular Span(in): 42.00 Rise (in): 42.00 Invert (ft) : 905.890 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: STR 824 To Node: STR 822 DOWNSTREAM Circular 42.00 42.00 905.770 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 825-824 Group: SHELPARK UPSTREAM Geometry: Circular Span(in): 42.00 u From Node: STR 825 To Node: STR 824 DOWNSTREAM Circular 42.00 Length(ft): 36.00 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 Length(ft): 164.00 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 Length(ft): 30.00 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 Length(ft): 128.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Page 12 of 18 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u u Rise(in): 42.00 Invert(ft): 906.270 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u 42.00 905.890 0.013000 0.000 0.000 u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: 826-825 Group: SHELPARK u UPSTREAM Geometry: Circular Span(in): 36.00 Rise (in): 36.00 Invert (ft) : 906.870 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: STR 826 To Node: STR 825 DOWNSTREAM Circular 36.00 36.00 906.270 0.013000 0.000 0.000 u Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall D Name: 827-826 Group: SHELPARK u UPSTREAM Geometry: Circular Span(in): 36.00 Rise(in): 36.00 Invert (ft) : 906.910 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 , U u From Node: STR 827 To Node: STR 826 DOWNSTREAM Circular 36.00 36.00 906.870 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall 10 Name: 828-827 Group: SHELPARK u UPSTREAM Geometry: Circular Span(in): 36.00 Rise(in): 36.00 Invert (ft) : 907.280 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: STR 828 To Node: STR 827 DOWNSTREAM Circular 36.00 36.00 906.910 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u 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 Length{ft): 166.00 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 Length(ft): 30.00 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 Length(ft): 139.00 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 Page 13 of 18 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. u u u Name: 828B-828 From Node: STR 828B Group: SHELPARK To Node: STR 828 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 27.00 27.00 Rise(in) : 27.00 27.00 Invert (ft) : 907.450 907.280 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip(in): 0.000 0.000 u u u Upstream rHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: CITY-828 Group: SHELPARK u UPSTREAM Geometry: Circular Span (in): 12.00 Rise(in): 12.00 Invert (ft) : 907.600 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 D u From Node: LAKE CITY To Node: STR 828 DOWNSTREAM Circular 12.00 12.00 907.280 0.013000 0.000 0.000 Upstream rHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u u Name: LSHl-LHR1 Group: SHELPARK u UPSTREAM Geometry: Circular Span{in): 33.00 Rise (in): 33.00 Invert (ft) : 904.920 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: LAKE SHEL 1 To Node: LAKEHRl DOWNSTREAM Circular 33.00 33.00 903.000 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: LSH2-LSH1 Group: SHELPARK u UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 904.930 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: LAKE SHEL 2 To Node: LAKE SHEL 1 DOWNSTREAM Circular 24.00 24.00 904.940 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Page 14 of 18 Length (ft) : 112.00 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 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: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Length (ft) : Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: Length (ft) : Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: 262.00 1 Average Conveyance Automatic Both 0.50 0.00 0.00 Use dc or tw Use dn None 150.00 1 Average Conveyance Automatic Both 0.50 0.00 0.00 Use dc or tw Use dn None Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. u u o Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: LSTl-828B Group: SHELPARK o UPSTREAM Geometry: Circular Span (in) : 27.00 Rise(in): 27.00 Invert(ft): 907.600 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: LAKE STAN 1 To Node: STR 828B Length 1ft) : Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: DOWNSTREAM Circular 27.00 27.00 907.450 0.013000 0.000 0.000 IU Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: LST2-LSTl Group: STANFORD D UPSTREAM Geometry: Circular Span(in): 30.00 Rise(in): 30.00 Invert (ft) : 907.600 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u D From Node: LAKE STAN 2 To Node: LAKE STAN 1 Length 1ft) : Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: DOWNSTREAM Circular 30.00 30.00 907.600 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Name: LST3-l43 Group: STANFORD u UPSTREAM Geometry: Circular Span(in): 24.00 Rise(in): 24.00 Invert (ft) : 908.800 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 u From Node: LAKE STAN 3 To Node: STR 143 Length (ft) : Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: DOWNSTREAM Circular 24.00 24.00 908.480 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall 97.00 1 Average Conveyance Automatic Both 0.00 0.00 0.00 Use dc or tw Use dn None 282.00 1 Average Conveyance Automatic Both 0.00 0.00 0.00 Use dc or tw Use dn None 300.00 1 Average Conveyance Automatic Both 0.00 0.00 0.00 Use dc or tw Use dn None Name: SEDGE-LSH1 From Node: SEDGLAKE Length (ft) : 623.00 Group: SHELPARK To Node: LAKE SHEL 1 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: 0.50 Rise(in) : 18.00 18.00 Exit Loss Coef: 0.00 Invert (ft) : 906.500 904.920 Bend Loss Coef: 0.00 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 Clip (in) : 0.000 0.000 Stabilizer Option: None D u u Page 15 of 18 Interconnected Channel and Pond Routing Model (ICPR) ({;)2002 Streamline Technologies, Inc. u D D [J D u u D D u D o o u D u D u D o Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall ~~~~ Hydrology Simulations =~~~~~~~~~-===~~~~~~~~~~~~====~~~~~~=~========~~~~-~~=========~ Name: I-INCH Filename: S:\48700\Drainage\ICPR\Test\Final\1-INCH.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: SCSII-24 Rainfall Arnount(in): 1.00 Time(hrs) Print Inc(min) 30.000 30.00 Name: 100YEAR Filename: S:\48700\Drainage\ICPR\Test\Final\100YEAR.R32 Override Defaults: Yes Storm Duration (hrs) : 24.00 Rainfall File: 8CS1I-24 Rainfall Arnount(in): 5.75 Time (hrs) Print Inc(min) 30.000 5.00 Name: 10YEAR Filename: 8:\48700\Drainage\ICPR\Test\Final\10YEAR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: SCSII-24 Rainfall Arnount(in): 4.15 Time (hrs) Print Inc(min) 30.000 5.00 Name: 2YEAR Filename: S:\48700\Drainage\ICPR\Test\Final\2YEAR.R32 Override Defaults: Yes Storm Duration (hrs) : 24.00 Rainfall File: SCSII-24 Rainfall Arnount(in): 2.93 Time (hrs) Print 1nc(min) 30.000 5.00 ==== Routing Simulations ================================================================= Name: 1- INCH Hydrology Sim: 1- INCH Filename: 8:\48700\Drainage\ICPR\Test\Final\1-INCH.I32 Execute: No Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.01000 End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: DEVELOPMENT IN JW BRENDLE WATERSHED I-inch storm event processed for Stanford Park to be released over a minimum of 12 hrs. Interconnected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc. Page 16 of 18 o u D D D D D D D D D !D D D D D o o D Time (hrs) Print Inc(minl 30.000 30.000 Group Run BASE Yes CITY Yes HAMPTONS Yes HAYDEN Yes LAKES Yes NORTH Yes PRE Yes RIDGE Yes SHELPARK Yes STANFORD Yes TOWNE Yes Name: 100YEAR Hydrology Sim: 100YEAR Filename: S:\48700\Drainage\ICPR\Test\Final\100YEAR.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs) : 0.000 Min Calc Time (sec) : 0.5000 Boundary Stages: Delta Z Factor: 0.01000 End Time(hrs) 30.00 Max Calc Time(sec) 100.0000 Boundary Flows DEVELOPMENT IN JW BRENDLE WATERSHED Time(hrs) Print Inc(min) 30.000 5.000 Group Run BASE CITY HAMPTONS HAYDEN LAKES NORTH PRE RIDGE SHELPARK STANFORD TOWNE Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Name: 10YEAR Hydrology Sim: 10YEAR Filename: S:\48700\Drainage\ICPR\Test\Final\10YEAR.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): Time Step Optimizer: Start Time(hrs): Min Calc Time(sec): Boundary Stages: 1.00 10.000 0.000 0.5000 Delta Z Factor: 0.01000 End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: DEVELOPMENT IN JW BRENDLE WATERSHED Time (hrs) Print Inc(min) 30.000 5.000 Group Run BASE Yes CITY Yes HAMPTONS Yes HAYDEN Yes LAKES Yes NORTH Yes PRE Yes RIDGE Yes Interconnected Channel and Pond Routing Model (ICPR) <92002 Streamline Technologies, Inc. Page 17 of 18 D D D D o o D D D D D D D D 10 D D D D SHELPARK STANFORD TOWNE Yes Yes Yes Name: 2YEAR Hydrology Sim: 2YEAR Filename: S:\48700\Drainage\ICPR\Test\Final\2YEAR.I32 Execute: Yes Alternative: No Patch: No Restart: No Max Delta Z(ft): Time Step Optimizer: Start Time (hrs) : Min Calc Time (sec) : Boundary Stages: Delta Z Factor: 0.01000 1. 00 10.000 0.000 0.5000 End Time (hrs) 30.00 Max Calc Time (sec) 100.0000 Boundary Flows DEVELOPMENT IN JW BRENDLE WATERSHED Time(hrs) Print Inc(ffiin) 30.000 5.000 Group Run BASE Yes CITY Yes HAMPTONS Yes HAYDEN Yes LAKES Yes NORTH Yes PRE Yes RIDGE Yes SHELPARK Yes STANFORD Yes TOWNE Yes ==== Boundary Conditions ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~=~~~~~========== Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 18 of 18 r=J -=:; CJ t=J t=J r::=J .:=1 CJ t=J t=J t=J t=J r::=J CJ 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 cfs hrs cfs LAKE STAN STANFORD 100YEAR 13.38 910.890 912.300 0.0015 78196 12.10 72.244 13.22 22.192 LAKE STAN STANFORD 10YEAR 13.38 909.646 912.300 0.0009 70901 12.08 45.670 13.38 16.179 LAKE STAN STANFORD 2 YEAR 14.15 908.929 912.300 0.0009 66702 12.24 25.355 14 .17 8.188 LAKE STAN 2 STANFORD 100YEAR 12.42 912.133 912.400 0.0017 31043 12.08 85.995 12.27 36.113 LAKE STAN 2 STANFORD 10YEAR 12.34 910.739 912.400 0.0024 25656 12.08 54.421 12.34 22.909 LAKE STAN 2 STANFORD 2 YEAR 12.38 909.644 912.400 0.0029 21736 12.08 32.381 12.38 12.811 LAKE STAN 3 STANFORD 100YEAR 15.27 912.673 912.800 0.0011 118537 12.08 132.832 24.99 8.604 LAKE STAN 3 STANFORD 10YEAR 14.38 910.988 912.800 0.0008 107096 12.08 80.730 17.27 7.370 LAKE STAN 3 STANFORD 2YEAR 14.15 909.869 912.800 0.0009 100065 12.08 43.614 14.34 3.891 STR 143 STANFORD 100YEAR 12.08 912.582 921. 300 0.0075 195 20.76 8.613 20.75 8.621 STR 143 STANFORD 10YEAR 12.09 911.031 921. 300 0.0045 213 17.27 7.463 17.28 7.474 STR 143 STANFORD 2YEAR 12.10 909.678 921. 300 0.0034 674 14.30 3.987 14.30 3.994 STR 157 STANFORD 100YEAR 12.09 913.732 916.000 0.0067 136 19.25 8.813 19.25 8.818 STR 157 STANFORD 10YEAR 12.09 911.289 916.000 -0.0094 136 17.30 7.672 17.30 7.678 STR 157 STANFORD 2YEAR 12.10 909.681 916.000 0.0034 520 14.08 4.222 14.08 4.230 STR 161 STANFORD 100YEAR 12.09 913.732 915.000 0.0065 132 12.00 10.568 12.01 9.868 STR 161 STANFORD 10YEAR 12.09 911.279 915.000 0.0073 132 12.01 8.590 12.01 8.181 STR 161 STANFORD 2YEAR 12.37 909.656 915.000 -0.0053 393 12.08 6.311 12.08 6.126 STR 165 STANFORD 100YEAR 12.09 913.311 914.000 0.0052 133 12.04 20.584 12.05 20.281 STR 165 STANFORD 10YEAR 12.10 911. 035 914.000 -0.0069 133 12.01 14.411 12.01 13.996 STR 165 STANFORD 2 YEAR 12.37 909.656 914.000 0.0042 307 12.08 9.830 12.09 9.627 STR 828 SHELPARK 100YEAR 12.32 910.526 911.120 -0.0116 131 13.22 27.819 13.22 27.819 STR 828 SHELPARK 10YEAR 12.42 908.979 911.120 -0.0060 428 13 .39 20.633 13.39 20.633 STR 828 SHELPARK 2 YEAR 14.10 908.542 911.120 0.0075 446 14 .13 11. 652 14.14 11 . 653 STR 828B SHELPARK 100YEAR 12.39 910.394 910.000 -0.0039 125 13.22 22.381 13.22 22.381 STR 828B SHELPARK 10YEAR 13.37 909.382 910.000 0.0017 279 13.36 16.292 13.37 16.292 STR 828B SHELPARK 2 YEAR 14.13 908.764 910.000 0.0021 345 14 .14 8.233 14 .15 8.233 r::=J E::J c:J CJ Interconnected Channel and Pond Routing Model (ICPR) <<::)2002 Streamline Technologies, Inc. Page 1 of 1 D u u Basin Name: OFF 161 Group Name: STANFORD Simulation: 100YEAR Node Name: STR161 Basin Type: SCS Unit Hydrograph D Unit Hydrograph: UH484 Peaking Fator: 484.0 Spec Time Ine (min): 14.85 Comp Time Ine (min): 14.85 Rainfall File: SCSII-24 Rainfall Amount (in): 5.750 Storm Duration (hrs): 24.00 Status: Offsite Time of Cone (min); 111.40 Time Shift (hrs): 0.00 Area (ae): 1.800 Vol of Unit Hyd (in): 1.000 Curve Number: 65.000 DCIA (%): 0.000 10 o Time Max (hrs): 13.12 Flow Max (efs): 1.237 Runoff Volume (in): 2.160 Runoff Volume (ft3): 14115.571 o Basin Name: OFF 181 Group Name: STANFORD Simulation: 100YEAR Node Name: LAKESTAN2 Basin Type: SCS Unit Hydrograph D D Unit Hydrograph: UH484 Peaking Fator: 484.0 Spec Time Ine (min): 16.48 Comp Time Ine (min): 15.00 Rainfall File: SCSII-24 Rainfall Amount (in): 5.750 Storm Duration (hrs): 24.00 Status: Onsite Time of Cone (min): 123.60 Time Shift (hrs): 0.00 Area (ae): 1.800 Vol of Unit Hyd (in): 1.000 Curve Number: 65.000 DCIA (%): 0.000 o o Time Max (hrs): 13.25 Flow Max (efs): 1.156 Runoff Volume (in): 2.173 Runoff Volume (ft3): 14196.260 D i D Basin Name: OFF109 Group Name: STANFORD Simulation: 100YEAR Node Name: LAKESTAN3 Basin Type: SCS Unit Hydrograph D Unit Hydrograph: UH484 Peaking Fator: 484.0 Spec Time Ine (min): 7.72 Comp Time Ine (min): 7.72 Rainfall File: SCSII-24 Rainfall Amount (in): 5.750 Storm Duration (hrs): 24.00 Status: Offsite Time of Cone (min): 57.90 Time Shift (hrs): 0.00 Area (ae): 1.580 Vol of Unit Hyd (in): 1.000 Curve Number: 78.000 DCIA (%): 0.000 D D D Time Max (hrs): 12.48 Flow Max (efs): 2.872 Runoff Volume (in): 3.352 Runoff Volume (ft3): 19223.123 D Interconnected Channel and Pond Routing Model (ICPR) <<;)2002 Streamline Technologies, Inc. Page 1 of2 D u D u Basin Name: OFF123 Group Name: STANFORD Simulation: 100YEAR Node Name: LAKE STAN 3 Basin Type: SCS Unit Hydrograph D Unit Hydrograph: UH484 Peaking Fator: 484.0 Spec Time Inc (min): 8.40 Comp Time Inc (min): 8.40 Rainfall File: SCSII-24 Rainfall Amount (in): 5.750 Storm Duration (hrs): 24.00 Status: Offsite Time of Cone (min): 63.00 Time Shift (hrs): 0.00 Area (ac): 7.760 Vol of Unit Hyd (in): 1.000 Curve Number: 78.000 DCIA (%): 0.000 D ID D Time Max (hrs): 12.60 Flow Max (cfs): 13.184 Runoff Volume (in): 3.352 Runoff Volume (ft3): 94421.744 u Basin Name: OFF148 Group Name: STANFORD Simulation: 100YEAR Node Name: LAKESTAN3 Basin Type: SCS Unit Hydrograph u Unit Hydrograph: UH484 Peaking Fator: 484.0 Spec Time Inc (min): 20.45 Comp Time Inc (min): 15.00 Rainfall File: SCSII-24 Rainfall Amount (in): 5.750 Storm Duration (hrs): 24.00 Status: Offsite Time of Cone (min): 153.40 Time Shift (hrs): 0.00 Area (ac): 1.680 Vol of Unit Hyd (in): 1.000 Curve Number: 73.000 DCIA (%): 0.000 D D Time Max (hrs): 13.50 Flow Max (cfs): 1.258 Runoff Volume (in): 2.881 Runoff Volume (ft3): 17571.144 D D u I U D u D Interconnected Channel and Pond Routing Model (ICPR) <<)2002 Streamline Technologies, Inc. Page 2 of2 D PIPE SIZING', ' . "'CALCU'LATIONS,' -==== r::== c= ~ E:: EJ c= -=::J -== --=:=J -==. -=== .::::= EJ Stamford Park Job # 46600 Post-Developed SttR Time of Concentrations StormCAD Basin Sheet Flow Manual (LN) Description n= L= P,= 5= T, - .OO7(nL)O.B/(P, . su.,) Description v= L= Tt=LN To (total) To (total) (It) (in/hr) (1U1t) (hrs) (IUs) (It) (hrs) (hrs) (min) 100 Grass 0.15 130 2.66 0.02 0.2209 Gutter I Swale 2 25 0.0035 0.2244 13.5 100A Grass 0.15 105 2.66 0.02 0.1862 Gutter I Swale 2 0 0.0000 0.1862 11.2 101 Grass 0.15 105 2.66 0.02 0.1862 Gutter I Swale 2 125 0.0174 0.2036 12.2 103 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 230 0.0319 0.1588 9.5 103A Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 185 0.0257 0.1447 8.7 104 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 220 0.0306 0.1496 9.0 105 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 185 0.0257 0.1447 8.7 106 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 235 0.0326 0.1517 9.1 107 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 280 0.0389 0.1658 9.9 110 Grass 0.15 75 2.66 0.02 0.1423 Gutter I Swale 2 290 0.0403 0.1826 11.0 111 Grass 0.15 35 2.66 0.02 0.0773 Gutter I Swale 2 230 0.0319 0.1093 6.6 112 Grass 0.15 35 2.66 0.02 0.0773 Gutter I Swate 2 10 0.0014 0.0787 5.0 113 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 80 0.0111 0.1301 7.8 114 Grass 0.15 75 2.66 0.02 0.1423 Gutter I Swale 2 70 0.0097 0.1520 9.1 115 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swale 2 90 0.0125 0.1623 9.7 116 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 240 0.0333 0.1362 8.2 117 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 185 0.0257 0.1526 9.2 118 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 170 0.0236 0.1505 9.0 119 Grass 0.15 120 2.66 0.02 0.2072 Gutter I Swale 2 110 0.0153 0.2225 13.4 120 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 120 0.0167 0.1513 9.1 121 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swate 2 285 0.0396 0.1665 10.0 122 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 290 0.0403 0.1672 10.0 124 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 115 0.0160 0.1429 8.6 125 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 115 0.0160 0.1350 8.1 126 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 115 0.0160 0.1350 8.1 127 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 115 0.0160 0.1506 9.0 128 Grass 0.15 75 2.66 0.02 0.1423 Gutter I Swale 2 280 0.0389 0.1812 10.9 129 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 345 0.0479 0.1826 11.0 130 Grass 0.15 35 2.66 0.02 0.0773 Gutter I Swale 2 155 0.0215 0.0989 5.9 132 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 270 0.0375 0.1721 10.3 133 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 230 0.0319 0.1510 9.1 134 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 180 0.0250 0.1440 8.6 136 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 85 0.0118 0.1308 7.8 137 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 95 0.0132 0.1322 7.9 138 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 85 0.0118 0.1147 6.9 140 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 30 0.0042 0.1232 7.4 141 Grass 0.15 90 2.66 0.02 0.1646 Gutter I Swale 2 105 0.0146 0.1792 10.8 142 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swate 2 30 0.0042 0.1540 9.2 143A Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 220 0.0306 0.1652 9.9 1438 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 245 0.0340 0.1687 10.1 144 Grass 0.15 75 2.66 0.02 0.1423 Gutter I Swale 2 80 0.0111 0.1534 9.2 145 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swale 2 70 0.0097 0.1595 9.6 146 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 170 0.0236 0.1426 8.6 147 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 95 0.0132 0.1401 8.4 a::=::: r=J -== -== t:::::::J -== t=: a=:::::::= -== LJ -== a:::::= ~ ~ CJ -== -== t.=:.:=' r== Stall1ford Park Job # 46600 Post-Developed Site Time of Concentrations StormCAD Basin Sheet Flow Manual (LN) Description n= L= P,= s= T, - .007(nL)O.8/(P~ s . ) Description v= L= Tt=LN Tc (total) T c (total) (ft) (in/hr) (ftIft) (hrs) (ft/s) (ft) (hrs) (hrs) (min) 149 Grass 0.15 110 2.66 0.02 0.1933 Gutter I Swale 2 320 0.0444 0.2377 14.3 150 Grass 0.15 75' 2.66 0.02 0.1423 Gutter I Swale 2 265 0.0368 0.1791 10.7 151 Grass 0,15 60 2.66 0.02 0.1190 Gutter I Swale 2 350 0.0486 0.1676 10.1 154 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 140 0.0194 0.1541 9.2 155 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swale 2 235 0.0326 0.1825 10.9 156 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 245 0.0340 0.1531 9.2 157 Grass 0.15 115 2.66 0.02 0.2003 Gutter I Swale 2 125 0.0174 0.2177 13.1 158 Grass 0,15 75 2.66 0.02 0.1423 Gutter I Swale 2 290 0.0403 0.1826 11.0 159 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 225 0.0313 0.1659 10.0 160 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 225 0.0313 0.1659 10.0 161 Grass 0.15 110 2.66 0.02 0.1933 Gutter I Swale 2 105 0.0146 0.2079 12.5 162 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 320 0.0444 0.1791 10.7 163 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 195 0.0271 0.1461 8.8 164 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 150 0.0208 0.1399 8.4 165 Grass 0.15 150 2.66 0.02 0.2477 Gutter I Swale 2 130 0.0181 0.2658 15.9 166 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 105 0.0146 0.1492 9.0 167 Grass 0.15 85 2.66 0.02 0.1573 Gutter I Swale 2 65 0.0090 0.1663 10.0 168 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 345 0.0479 0.1669 10.0 172 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 190 0.0264 0.1293 7.8 173 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 190 0.0264 0.1533 9.2 174 Grass 0.15 35 2.66 0.02 0.0773 Gutter I Swale 2 35 0.0049 0.0822 5.0 175 Grass 0.15 40 2.66 0.02 0.0861 Gutter I Swale 2 80 0.0111 0.0972 5.8 176 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 70 0.0097 0.1366 8.2 177 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 130 0.0181 0.1450 8.7 178 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 95 0.0132 0.1478 8.9 179 Grass 0.15 45 2.66 0.02 0.0946 Gutter I Swale 2 110 0.0153 0.1098 6.6 180 Grass 0.15 100 2.66 0.02 0.1791 Gutter I Swale 2 0 0.0000 0.1791 10.7 182 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 130 0.0181 0.1371 8.2 183 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 235 0.0326 0.1355 8.1 184 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swale 2 240 0.0333 0.1832 11.0 185 Grass 0.15 70 2,66 0.02 0.1346 Gutter I Swale 2 350 0.0486 0.1833 11.0 186 Grass 0.15 150 2.66 0.02 0.2477 Gutter I Swale 2 190 0.0264 0.2741 16.4 187 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 120 0.0167 0.1195 7.2 188 Grass 0.15 40 2.66 0.02 0.0861 Gutter I Swale 2 135 0.0188 0.1048 6.3 189 Grass 0.15 40 2.66 0.02 0.0861 Gutter I Swale 2 135 0.0188 0.1048 6.3 190 Grass 0.15 115 2.66 0.02 0.2003 Gutter I Swale 2 180 0.0250 0.2253 13.5 191 Grass 0.15 40 2.66 0.02 0.0861 Gutter I Swale 2 50 0.0069 0.0930 5.6 192 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 370 0.0514 0.1860 11.2 193 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 400 0.0556 0.1902 11.4 195 Grass 0.15 55 2.66 0.02 0.1110 Gutter I Swale 2 110 0.0153 0.1263 7.6 .C= CJ r== -== t::= -== CJ -== -== -== ~ CJ ~ t::= EJ t:=J r::= L:J -=== Stanford Parlk Job # 46600 Post-Developed Site Time of Concentrations StormCAD Basin Sheet Flow Manual (LN) Description n; L; P,; s; Tt ; .007(nL)0.8/(P~"sO.4) Description V; L; Tt;LN Tc (total) T c (total) (It) (in/hr) (ltlft) (hrs) (It/s) (It) (hrs) (hrs) (min) 197 Grass 0.15 105 2.66 0.02 0.1862 Gutter I Swale 2 450 0.0625 0.2487 14.9 198 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 295 0.0410 0.1438 8.6 200 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 140 0.0194 0.1223 7.3 202 Grass 0.15 55 2.66 0.02 0.1110 Gutter I Swale 2 270 0.0375 0.1485 8.9 203 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 325 0.0451 0.1480 8.9 204 Grass 0.15 150 2.66 0.02 0.2477 Gutter I Swale 2 200 0.0278 0.2755 16.5 205 Grass 0.15 100 2.66 0.02 0.1791 Gutter I Swale 2 295 0.0410 0.2201 13.2 206 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 135 0.0188 0.1216 7.3 207 Grass 0.15 140 2.66 0.02 0.2344 Gutter I Swale 2 120 0.0167 0.2511 15.1 208 Grass 0.15 35 2.66 0.02 0.0773 Gutter I Swale 2 150 0.0208 0.0982 5.9 210 Grass 0.15 15 2.66 0.02 0.0393 Gutter I Swale 2 260 0.0361 0.0754 5.0 211 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 180 0.0250 0.1279 7.7 212 Grass 0.15 40 2.66 0.02 0.0861 Gutter I Swale 2 110 0.0153 0.1013 6.1 213 Grass 0.15 50 2.66 0.02 0.1029 Gutter I Swale 2 225 0.0313 0.1341 8.0 Off 128 Agrl 0.17 300 2.66 0.004 0.9076 Gutter I Swale 2 470 0.0653 0.9729 58.4 Off 129 AQri 0.17 300 2.66 0.004 0.9076 Gutter I Swale 2 320 0.0444 0.9520 57.1 Off 124 Grass 0.15 300 2.66 0.007 0.6564 Gutter I Swale 2 180 0.0250 0.6814 40.9 Off 116 Grass 0.15 300 2.66 0.01 0.5692 Gutter I Swale 2 260 0.0361 0.6053 36.3 Off 100 Grass 0.15 300 2.66 0.005 0.7510 Gutter I Swale 2 300 0.0417 0.7927 47.6 Off 144 Woods 0.6 300 2.66 0.007 1.9899 Gutter I Swale 2 0 0.0000 1.9899 119.4 Off 149 Woods 0.6 150 2.66 0.01 0.9909 Gutter I Swale 2 310 0.0431 1.0340 62.0 Off 158 Woods 0.6 260 2.66 0.007 1.7747 Gutter I Swale 2 230 0.0319 1.8066 108.4 Off 183 Woods 0.6 300 2.66 0.015 1.4670 Gutter I Swale 2 0 0.0000 1.4670 88.0 a:= CJ ~ t=J r:= u D u u u u u u u u u u u u u u u u u Scenario: Design 8-26-04 Structure Input Report Stru ctu re Area Inlet Time Local Local ~dditional Label (acres) C of Rational Intensity Flow Concentration Flow (in/h r) (cfs) (min) (cfs) 100 2.47 0.30 47.60 1.86 2.46 0.00 100A 0.00 0.00 11.20 0.00 0.00 0.00 101 0.94 0.40 12.20 1.79 4.74 0.00 102 103 0.46 0.55 9.50 1.31 5.15 0.00 103A 0.56 0.57 8.70 1.73 5.39 0.00 104 0.54 0.51 9.00 1.47 5.30 0.00 105 0.39 0.49 8.70 1.04 5.39 0.00 106 0.61 0.62 9.10 2.01 5.27 0.00 107 0.83 0.59 9.90 2.48 5.03 0.00 108 109 110 0.65 0.57 11.00 1.82 4.88 0.00 111 0.41 0.44 6.60 1.09 6.02 0.00 112 0.03 0.47 5.00 0.09 6.50 0.00 113 0.14 0.56 7.80 0.45 5.66 0.00 114 0.22 0.45 9.10 0.53 5.27 0.00 115 0.55 0.44 9.70 1.24 5.09 0.00 116 5.84 0.31 36.30 5.23 2.84 0.00 117 0.87 0.58 9.20 2.67 5.24 0.00 118 0.77 0.57 9.00 2.34 5.30 0.00 119 0.91 0.40 13.40 1.68 4.59 0.00 120 0.49 0.47 9.10 1.22 5.27 0.00 121 0.86 0.59 10.00 2.56 5.00 0.00 122 0.89 0.60 10.00 2.69 5.00 0.00 123 124 1.70 0.33 40.90 1.52 2.69 0.00 125 0.43 0.65 8.10 1.57 5.57 0.00 126 0.31 0.63 8.10 1.10 5.57 O.OQ 127 0.53 0.44 9.00 1.25 5.30 0.00 128 1.63 0.35 58.40 1.21 2.10 0.00 129 1.26 0.50 57.10 1.38 2.15 0.00 130 0.21 0.62 5.90 0.82 6.23 0.00 131 132 1.15 0.39 10.30 2.24 4.96 0.00 133 0.76 0.62 9.10 2.50 5.27 0.00 134 0.74 0.59 8.60 2.39 5.42 0.00 135 136 0.23 0.62 7.80 0.81 5.66 0.00 137 0.29 0.54 7.90 0.89 5.63 0.00 138 0.34 0.40 6.90 0.81 5.93 0.00 139 140 0.10 0.46 7.40 0.27 5.78 0.00 141 0.25 0.58 10.80 0.72 4.90 0.00 142 0.47 0.49 9.20 1.22 5.24 0.00 143 143A 0.35 0.49 9.90 0.87 5.03 0.00 1438 0.42 0.54 10.10 1.14 4.99 0.00 144 1.45 0.25 119.40 0.45 1.26 0.00 145 0.66 0.66 9.60 2.25 5.12 0.00 146 0.34 0.55 8.60 1.02 5.42 0.00 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev.stm 06/29/05 12:48:0~ntley Systems, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 3 u u u u u D u u u o u u u u u u u u u Scenario: Design 8-26-04 Structure Input Report Structure Area Inlet Time Local Local Additional Label (acres) C of Rational Intensity Flow Concentration Flow (in/hr) (cfs) (min) (cfs) 147 0.26 0.58 8.40 0.83 5.48 0.00 148 149 1.54 0.31 62.00 0.99 2.02 0.00 150 1.19 0.55 10.70 3.24 4.92 0.00 151 0.84 0.58 10.10 2.45 4.99 0.00 152 153 154 0.41 0.36 9.20 0.78 5.24 0.00 155 0.77 0.54 10.90 2.05 4.89 0.00 156 0.72 0.54 9.20 2.05 5.24 0.00 157 158 2.36 0.25 108.40 0.83 1.40 0.00 159 0.43 0.53 10.00 1.15 5.00 0.00 160 0.46 0.53 10.00 1.23 5.00 0.00 161 162 1.06 0.38 10.70 2.00 4.92 0.00 163 0.35 0.53 8.80 1.00 5.36 0.00 164 0.31 0.53 8.40 0.91 5.48 0.00 165 166 0.18 0.39 9.00 0.38 5.30 0.00 167 0.61 0.58 10.00 1.78 5.00 0.00 168 0.66 0.55 10.00 1.83 5.00 0.00 169 172 0.76 0.70 7.80 3.04 5.66 0.00 173 0.83 0.50 9.20 2.19 5.24 0.00 174 0.18 0.50 5.00 0.59 6.50 0.00 174A 175 0.20 0.50 5.80 0.63 6.26 0.00 175A 176 0.49 0.23 8.20 0.63 5.54 0.00 177 0.55 0.35 8.70 1.05 5.39 0.00 178 0.52 0.33 8.90 0.92 5.33 0.00 179 0.33 0.60 6.60 1.20 6.02 0.00 180 0.57 0.47 10.70 1.33 4.92 0.00 181 181A 182 0.43 0.20 8.20 0.48 5.54 0.00 183 2.92 0.28 88.00 1.38 1.68 0.00 184 1.13 0.57 11.00 3.17 4.88 0.00 185 1.00 0.63 11.00 3.10 4.88 0.00 186 1.05 0.20 16.40 0.90 4.27 0.00 187 0.50 0.85 7.20 2.50 5.84 0.00 188 0.30 0.54 6.30 1.00 6.11 0.00 189 0.36 0.49 6.30 1.09 6.11 0.00 190 1.08 0.20 13.50 1.00 4.58 0.00 191 0.42 0.85 5.60 2.27 6.32 0.00 192 0.65 0.54 11.20 1.72 4.86 0.00 193 0.80 0.54 11 .40 2.10 4.83 0.00 194 195 0.21 0.85 7.60 1.03 5.72 0.00 196 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev.stm 06/29/05 12:48:04!;RMntley Systems, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 3 u u u D u D u u u D u o u u u u u o u Scenario: Design 8-26-04 Structure Input Report Structu re Area Inlet Time Local Local Additional Label (acres) C of Rational Intensity Flow Concentration Flow (in/hr) (cfs) (min) (cfs) 197 1.93 0.20 14.90 1.72 4.41 0.00 198 0.66 0.85 8.60 3.06 5.42 0.00 199 200 0.62 0.70 7.30 2.54 5.81 0.00 201A 202 0.96 0.50 8.90 2.58 5.33 0.00 203 0.89 0.70 8.90 3.35 5.33 0.00 204 1.13 0.20 16.50 0.97 4.27 0.00 205 2.36 0.20 13.20 2.20 4.62 0.00 206 0.48 0.50 7.30 1.41 5.81 0.00 207 0.77 0.20 15.10 0.68 4.39 0.00 208 0.60 0.70 5.90 2.64 6.23 0.00 209 211 0.56 0.70 7.70 2.25 5.69 0.00 213 0.46 0.70 8.00 1.82 5.60 0.00 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev.stm 06/29/05 12:48:04GRllAlntley Systems, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 3 of 3 D D u D u D u D u D u D u D u u u o u Scenario: Design 8-26-04 Pipe Input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (tuft) Elevation Elevation (ft) (ft) 100-100A 12 inch Circular 0.002979 94.00 100 911.46 100A 911.18 1 00A-1 01 12 inch Circular 0.002994 167.00 100A 911.18 101 910.68 101-102 15 inch Circular 0.003083 120.00 101 910.68 102 910.31 102-103 15 inch Circular 0.003942 104.00 102 910.31 103 909.90 103-104 18 inch Circular 0.003846 26.00 103 909.90 104 909.80 1 03A-1 03 12 inch Circular 0.010000 30.00 103A 910.20 103 909.90 104-105 18 inch Circular 0.002647 34.00 104 909.80 105 909.71 105-106 18 inch Circular 0.003026 116.00 105 909.71 106 909.36 106-107 21 inch Circular 0.003071 42.00 106 909.36 107 909.23 107-108 24 inch Circular 0.002000 130.00 107 909.23 108 908.97 108-109 24 inch Circular 0.002000 85.00 108 908.97 109 908.80 110-111 12 inch Circular 0.003317 30.00 110 911 .20 111 911.10 111-112 15 inch Circular 0.003448 58.00 111 911.10 112 910.90 112-113 15 inch Circular 0.003736 36.00 112 910.90 113 910.77 113-114 15 inch Circular 0.003613 115.00 113 910.77 114 910.35 114-115 15 inch Circular 0.003037 214.00 114 910.35 115 909.70 115-106 18 inch Circular 0.002991 114.00 115 909.70 106 909.36 116-117 18 inch Circular 0.003036 112.00 116 910.89 117 910.55 117-118 21 inch Circular 0.002903 31.00 117 910.55 118 910.46 118-119 21 inch Circular 0.003000 130.00 118 910.46 119 910.07 119-120 24 inch Circular 0.003023 129.00 119 910.07 120 909.68 120-121 24 inch Circular 0.003000 130.00 120 909.68 121 909.29 121-122 27 inch Circular 0.002903 31.00 121 909.29 122 909.20 122-123 30 inch Circular 0.001990 201.00 122 909.20 123 908.80 124-125 12 inch Circular 0.006000 110.00 124 912.14 125 911 .48 125-126 12 inch Circular 0.006000 30.00 125 911.48 126 911.30 126-127 15 inch Circular 0.006000 130.00 126 911.30 127 910.52 127-120 18 inch Circular 0.005060 166.00 127 910.52 120 909.68 128-129 12 inch Circular 0.005000 132.00 128 912.26 129 911.60 129-130 15 inch Circular 0.005000 30.00 129 911.60 130 911.45 130-131 15 inch Circular 0.005000 58.00 130 911.45 131 911.16 131-127 15 inch Circular 0.005000 128.00 131 911.16 127 910.52 132-133 12 inch Circular 0.007000 132.00 132 911.39 133 910.47 133-134 15 inch Circular 0.007000 31.00 133 910.47 134 910.25 134-135 18 inch Circular 0.007034 206.00 134 910.25 135 908.80 136-137 12 inch Circular 0.011667 30.00 136 912.59 137 912.24 137-138 15 inch Circular 0.001154 52.00 137 912.24 138 912.18 138-139 15 inch Circular 0.015943 212.00 138 91.2.18 139 908.80 140-138 12 inch Circular 0.035000 36.00 140 913.44 138 912.18 141-142 12 inch Circular 0.010000 30.00 141 913.40 142 913.10 142-143 12 inch Circular 0.010000 123.00 142 913.10 143 911.87 143A-143 12 inch Circular 0.009500 37.00 143A 915.00 143 914.65 1438-143A 12 inch Circular 0.010000 36.00 1438 915.36 143A 915.00 144-145 12 inch Circular 0.006000 237.00 144 912.47 145 911.05 145-146 12 inch Circular 0.006000 115.00 145 911.05 146 910.36 146-147 12 inch Circular 0.006000 62.00 146 910.36 147 909.99 147-148 12 inch Circular 0.006000 198.00 147 909.99 148 908.80 149-150 12 inch Circular 0.003036 112.00 149 909.92 150 909.58 150-151 18 inch Circular 0.003095 42.00 150 909.58 151 909.45 151-152 21 inch Circular 0.003000 130.00 151 909.45 152 909.06 152-153 21 inch Circular 0.003023 86.00 152 909.06 153 908.80 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev.stm 06/29/05 12:48:1~ntley Systems, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & AssocIates. Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 D D D o D D D D D D D D o o o o o o o Scenario: Design 8-26-04 Pipe Input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Size Shape Slope (ft) Node Invert Node Invert (ftlft) Elevation Elevation (ft) (ft) 154-155 12 inch Circular 0.004960 125.00 154 913.00 155 912.38 155-156 12 inch Circular 0.010000 39.00 155 912.38 156 911.99 156-157 15 inch Circular 0.010000 130.00 156 911.99 157 910.69 158-159 12 inch Circular 0.005000 120.00 158 912.10 159 911.50 159-160 12 inch Circular 0.010000 36.00 159 911.50 160 911.14 160-161 12 inch Circular 0.010000 180.00 160 911 .14 161 909.34 162-163 12 inch Circular 0.004960 125.00 162 910.50 163 909.88 163-164 12 inch Circular 0.010000 38.00 163 909.88 164 909.50 164-165 15 inch Circular 0.010000 130.00 164 909.50 165 908.20 166-167 12 inch Circular 0.011960 85.00 166 911.50 167 910.48 167-168 12 inch Circular 0.010000 30.00 167 910.48 168 910.18 168-169 12 inch Circular 0.030714 84.00 168 910.18 169 907.60 172-173 15 inch Circular 0.003000 111.00 172 911.51 173 911.18 173-174A 18 inch Circular 0.003000 193.00 173 911.18 174A 910.60' 174-175 18 inch Circular 0.003000 36.00 174 910.55 175 910.44 174A-174 18 inch Circular 0.003000 18.00 174A 910.60 174 910.55 175-175A 21 inch Circular 0.002700 36.00 175 910.44 175A 910.34 175A-176 21 inch Circular 0.002700 48.00 175A 910.34 176 910.21 176-177 21 inch Circular 0.003000 228.00 176 910.21 177 909.53 177-178 24 inch Circular 0.003000 190.00 177 909.53 178 908.96 178-179 24 inch Circular 0.003000 103.00 178 908.96 179 908.65 179-180 24 inch Circular 0.003900 36.00 179 908.65 180 908.51 180-181A 24 inch Circular 0.004100 95.00 180 908.51 181A 908.12 181A-181 24 inch Circular 0.004100 125.00 181A 908.12 181 907.61 182-176 12 inch Circular 0.007000 270.00 182 912.50 176 910.61 183-184 12 inch Circular 0.005057 105.00 183 910.36 184 909.83 184-185 18 inch Circular 0.005357 28.00 184 909.83 185 909.68 185-178 21 inch Circular 0.004924 132.00 185 909.68 178 909.03 186-187 12 inch Circular 0.005965 57.00 186 911.36 187 911.02 187-188 12 inch Circular 0.006000 93.00 187 911.02 188 910.46 188-189 15 inch Circular 0.006167 36.00 188 910.46 189 910.24 189-177 15 inch Circular 0.009600 74.00 189 910.24 177 909.53 190-191 12 inch Circular 0.005965 57.00 190 911.29 191 910.95 191-180 12 inch Circular 0.006033 121.00 191 910.95 180 910.22 192-193 12 inch Circular 0.010000 36.00 192 913.06 193 912.70 193-194 12 inch Circular 0.038346 133.00 193 912.70 194 907.60 195-196 12 inch Circular 0.044444 54.00 195 910.00 196 907.60 197-198 12 inch Circular 0.003038 53.00 197 907.98 198 907.82 198-199 18 inch Circular 0.003042 72.00 198 907.82 199 907.60 200-201A 12 inch Circular 0.016500 85.00 200 909.00 201A 907.60 202-203 15 inch Circular 0.003000 37.00 202 910.37 203 910.26 203-204 21 inch Circular 0.002525 99.00 203 910.26 204 910.01 204-205 21 inch Circular 0.002493 345.00 204 910.01 205 909.15 205-206 24 inch Circular 0.002500 356.00 205 909.15 206 908.26 206-207 24 inch Circular 0.002667 75.00 206 908.26 207 908.06 207-208 27 inch Circular 0.002381 105.00 207 908.06 208 907.81 208-209 27 inch Circular 0.002561 82.00 208 907.81 209 907.60 211-205 12 inch Circular 0.005053 95.00 211 909.63 205 909.15 213-206 12 inch Circular 0.008000 95.00 213 909.02 206 908.26 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev. stm 06/29/05 12:48:1~ntley Systems, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 l 10 o o o D o D o D o D o D D D D D D D Scenario: Design 8-26-04 Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (ftIft) Elevation Elevation (ftIs) (cfs) (ft) (ft) 100-100A 12 inch 94.00 0.013 0.002979 100 911.46 100A 911.18 2.82 1.94 1 00A-1 01 12 inch 167.00 0.013 0.002994 100A 911.18 101 910.68 2.82 1.95 101-102 15 inch 120.00 0.013 0.003083 101 910.68 102 910.31 3.22 3.59 102-103 15 inch 104.00 0.013 0.003942 102 910.31 103 909.90 3.54 4.06 103-104 18 inch 26.00 0.013 0.003846 103 909.90 104 909.80 3.89 6.51 103A-103 12 inch 30.00 0.013 0.010000 103A 910.20 103 909.90 4.51 3.56 104-105 18 inch 34.00 0.013 0.002647 104 909.80 105 909.71 3.45 5.40 105-106 18 inch 116.00 0.013 0.003026 105 909.71 106 909.36 3.70 5.78 106-107 21 inch 42.00 0.013 0.003071 106 909.36 107 909.23 4.15 8.78 107-108 24 inch 130.00 0.013 0.002000 107 909.23 108 908.97 3.66 10.12 108-109 24 inch 85.00 0.013 0.002000 108 908.97 109 908.80 3.66 10.12 110-111 12 inch 30.00 0.013 0.003317 110 911.20 111 911.10 2.95 2.05 111-112 15 inch 58.00 0.013 0.003448 111 911.10 112 910.90 3.36 3.79 112-113 15 inch 36.00 0.013 0.003736 112 910.90 113 910.77 3.48 3.95 113-114 15 inch 115.00 0.013 0.003613 113 910.77 114 910.35 3.52 3.88 114-115 15 inch 214.00 0.013 0.003037 114 910.35 115 909.70 2.89 3.56 115-106 18 inch 114.00 0.013 0.002991 115 909.70 106 909.36 3.61 5.74 116-117 18 inch 112.00 0.013 0.003036 116 910.89 117 910.55 3.71 5.79 117-118 21 inch 31.00 0.013 0.002903 117 910.55 118 910.46 3.92 8.54 118-119 21 inch 130.00 0.013 0.003000 118 910.46 119 910.07 4.09 8.68 119-120 24 inch 129.00 0.013 0.003023 119 910.07 120 909.68 4.30 12.44 120-121 24 inch 130.00 0.013 0.003000 120 909.68 121 909.29 4.50 12.39 121-122 27 inch 31.00 0.013 0.002903 121 909.29 122 909.20 4.66 16.69 122-123 30 inch 201.00 0.013 0.001990 122 909.20 123 908.80 4.13 18.30 124-125 12 inch 110.00 0.013 0.006000 124 912.14 125 911.48 3.60 2.76 125-126 12 inch 30.00 0.013 0.006000 125 911.48 126 911.30 3.92 2.76 126-127 15 inch 130.00 0.013 0.006000 126 911.30 127 910.52 4.19 5.00 127-120 18 inch 166.00 0.013 0.005060 127 910.52 120 909.68 4.60 7.47 128-129 12 inch 132.00 0.013 0.005000 128 912.26 129 911.60 3.18 2.52 129-130 15 inch 30.00 0.013 0.005000 129 911.60 130 911.45 3.82 4.57 130-131 15 inch 58.00 0.013 0.005000 130 911.45 131 911.16 3.91 4.57 131-127 15 inch 128.00 0.013 0.005000 131 911.16 127 910.52 3.91 4.57 132-133 12 inch 132.00 0.013 0.007000 132 911.39 133 910.47 4.17 2.98 133-134 15 inch 31.00 0.013 0.007000 133 910.47 134 910.25 4.93 5.40 134-135 18 inch 206.00 0.013 0.007034 134 910.25 135 908.80 5.48 8.81 136-137 12 inch 30.00 0.013 0.011667 136 912.59 137 912.24 3.89 3.85 137-138 15 inch 52.00 0.013 0.001154 137 912.24 138 912.18 1.97 2.19 138-139 15 inch 212.00 0.013 0.015943 138 912.18 139 908.80 5.94 8.16 140-138 12 inch 36.00 0.013 0.035000 140 913.44 138 912.18 4.14 6.67 141-142 12 inch 30.00 0.013 0.010000 141 913.40 142 913.10 3.55 3.56 142-143 12 inch 123.00 0.013 0.010000 142 913.10 143 911.87 4.58 3.56 143A-143 12 inch 37.00 0.013 0.009500 143A 915.00 143 914.65 4.57 3.47 1438-143 12 inch 36.00 0.013 0.010000 1438 915.36 143A 915.00 4.04 3.56 144-145 12 inch 237.00 0.013 0.006000 144 912.47 145 911.05 2.59 2.76 145-146 12 inch 115.00 0.013 0.006000 145 911.05 146 910.36 3.23 2.76 146-147 12 inch 62.00 0.013 0.006000 146 910.36 147 909.99 3.41 2.76 147-148 12 inch 198.00 0.013 0.006000 147 909.99 148 908.80 3.53 2.76 149-150 12 inch 112.00 0.013 0.003036 149 909.92 150 909.58 2.50 1.96 150-151 18 inch 42.00 0.013 0.003095 150 909.58 151 909.45 3.11 5.84 151-152 21 inch 130.00 0.013 0.003000 151 909.45 152 909.06 3.36 8.68 152-153 21 inch 86.00 0.013 0.003023 152 909.06 153 908.80 3.37 8.71 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev.stm 06/29/05 12:48:1~ntley Systems, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of2 o D D o o o o o o ,D D D D o o D o D D Scenario: Design 8-26-04 Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (flIft) Elevation Elevation (flIs) (cfs) (ft) (ft) 154-155 12 inch 125.00 0.013 0.004960 154 913.00 155 912.38 2.82 2.51 155-156 12 inch 39.00 0.013 0.010000 155 912.38 156 911.99 5.02 3.56 156-157 15 inch 130.00 0.013 0.010000 156 911.99 157 910.69 5.74 6.46 158-159 12 inch 120.00 0.013 0.005000 158 912.10 159 911.50 2.88 2.52 159-160 12 inch 36.00 0.013 0.010000 159 911.50 160 911.14 4.04 3.56 160-161 12 inch 180.00 0.013 0.010000 160 911.14 161 909.34 4.33 3.56 162-163 12 inch 125.00 0.013 0.004960 162 910.50 163 909.88 3.55 2.51 163-164 12 inch 38.00 0.013 0.010000 163 909.88 164 909.50 5.05 3.56 164-165 15 inch 130.00 0.013 0.010000 164 909.50 165 908.20 5.43 6.46 166-167 12 inch 85.00 0.013 0.011960 166 911.50 167 910.48 3.14 3.90 167-168 12 inch 30.00 0.013 0.010000 167 910.48 168 910.18 4.74 3.56 168-169 12 inch 84.00 0.013 0.030714 168 910.18 169 907.60 8.41 6.24 172-173 15 inch 111 .00 0.013 0.003000 172 911.51 173 911.18 3.24 3.54 173-174A 18 inch 193.00 0.013 0.003000 173 911.18 174A 910.60 3.67 5.75 174-175 18 inch 36.00 0.013 0.003000 174 910.55 175 910.44 3.69 5.75 174A-174 18 inch 18.00 0.013 0.003000 174A 910.60 174 910.55 3.64 5.75 175-175A 21 inch 36.00 0.013 0.002700 175 910.44 175A 910.34 3.69 8.23 175A-176 21 inch 48.00 0.013 0.002700 175A 910.34 176 910.21 3.69 8.23 176-177 21 inch 228.00 0.013 0.003000 176 910.21 177 909.53 3.97 8.68 177-178 24 inch 190.00 0.013 0.003000 177 909.53 178 908.96 4.43 12.39 178-179 24 inch 103.00 0.013 0.003000 178 908.96 179 908.65 4.19 12.39 179-180 24 inch 36.00 0.013 0.003900 179 908.65 180 908.51 4.67 14.13 180-181A 24 inch 95.00 0.013 0.004100 180 908.51 181A 908.12 4.94 14.48 181A-181 24 inch 125.00 0.013 0.004100 181A 908.12 181 907.61 4.94 14.48 182-176 12 inch 270.00 0.013 0.007000 182 912.50 176 910.61 2.79 2.98 183-184 12 inch 105.00 0.013 0.005057 183 910.36 184 909.83 3.30 2.53 184-185 18 inch 28.00 0.013 0.005357 184 909.83 185 909.68 3.87 7.69 185-178 21 inch 132.00 0.013 0.004924 185 909.68 178 909.03 4.10 11.12 186-187 12 inch 57.00 0.013 0.005965 186 911.36 187 911.02 3.14 2.75 187-188 12 inch 93.00 0.013 0.006000 187 911.02 188 910.46 4.01 2.76 188-189 15 inch 36.00 0.013 0.006167 188 910.46 189 910.24 4.43 5.07 189-177 15 inch 74.00 0.013 0.009600 189 910.24 177 909.53 5.49 6.33 190-191 12 inch 57.00 0.013 0.005965 190 911.29 191 910.95 3.22 2.75 191-180 12 inch 121.00 0.013 0.006033 191 910.95 180 910.22 4.01 2.77 192-193 12 inch 36.00 0.013 0.010000 192 913.06 193 912.70 4.49 3.56 193-194 12 inch 133.00 0.013 0.038346 193 912.70 194 907.60 9.08 6.98 195-196 12 inch 54.00 0.013 0.044444 195 910.00 196 907.60 6.70 7.51 197-198 12 inch 53.00 0.013 0.003038 197 907.98 198 907.82 2.82 1.96 198-199 18 inch 72.00 0.013 0.003042 198 907.82 199 907.60 3.57 5.79 200-201A 12 inch 85.00 0.013 0.016500 200 909.00 201A 907.60 5.98 4.58 202-203 15 inch 37.00 0.013 0.003000 202 910.37 203 910.26 3.15 3.54 203-204 21 inch 99.00 0.013 0.002525 203 910.26 204 910.01 3.62 7.96 204-205 21 inch 345.00 0.013 0.002493 204 910.01 205 909.15 3.58 7.91 205-206 24 inch 356.00 0.013 0.002500 205 909.15 206 908.26 4.00 11.31 206-207 24 inch 75.00 0.013 0.002667 206 908.26 207 908.06 4.23 11.68 207-208 27 inch 105.00 0.013 0.002381 207 908.06 208 907.81 4.19 15.11 208-209 27 inch 82.00 0.013 0.002561 208 907.81 209 907.60 4.42 15.67 211-205 12 inch 95.00 0.013 0.005053 211 909.63 205 909.15 2.86 2.53 213-206 12 inch 95.00 0.013 0.008000 213 909.02 206 908.26 2.31 3.19 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev.stm 06/29/05 12:48:1~ntley Systems, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates. Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 u u u u u :u D u D D u D D D u D u D D Scenario: Design 8-26-04 Pipe Output Report II Label Section Length Constructed Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (flIft) Line In Line Out Flow (in/hr) (ft) (ft) (cfs) 100-100A 12 inch 94.00 0.002979 100 912.25 100A 911.97 1.86 2.46 1 00A-1 01 12 inch 167.00 0.002994 100A 911.97 101 911.52 1.85 2.44 101-102 15 inch 120.00 0.003083 101 911.52 102 911.25 2.74 2.41 102-103 15 inch 104.00 0.003942 102 911.25 103 911.11 2.71 2.39 103-104 18 inch 26.00 0.003846 103 911.11 104 911.08 4.07 2.37 1 03A-1 03 12 inch 30.00 0.010000 103A 911.18 103 911.11 1.73 5.39 104-105 18 inch 34.00 0.002647 104 911.08 105 911.03 4.72 2.37 105-106 18 inch 116.00 0.003026 105 911.03 106 910.80 5.16 2.37 106-107 21 inch 42.00 0.003071 106 910.80 107 910.69 8.35 2.35 107-108 24 inch 130.00 0.002000 107 910.69 108 910.34 9.49 2.34 108-109 24 inch 85.00 0.002000 108 910.34 109 909.90 9.41 2.32 110-111 12 inch 30.00 0.003317 110 912.05 111 911.99 1.82 4.88 111-112 15 inch 58.00 0.003448 111 911.99 112 911.89 2.70 4.86 112-113 15 inch 36.00 0.003736 112 911.89 113 911.84 2.75 4.83 113-114 15 inch 115.00 0.003613 113 911.84 114 911.61 3.12 4.80 114-115 15 inch 214.00 0.003037 114 911.61 115 910.97 3.55 4.74 115-106 18 inch 114.00 0.002991 115 910.97 106 910.80 4.56 4.59 116-117 18 inch 112.00 0.003036 116 912.10 117 911.86 5.23 2.84 117-118 21 inch 31.00 0.002903 117 911.86 118 911.81 6.63 2.82 118-119 21 inch 130.00 0.003000 118 911.81 119 911.48 7.87 2.82 119-120 24 inch 129.00 0.003023 119 911.48 120 911.29 8.85 2.80 120-121 24 inch 130.00 0.003000 120 911.29 121 910.89 12.29 2.04 121-122 27 inch 31.00 0.002903 121 910.89 122 910.82 13.30 2.04 122-123 30 inch 201.00 0.001990 122 910.82 123 910.08 14.38 2.03 124-125 12 inch 110.00 0.006000 124 912.67 125 912.17 1.52 2.69 125-126 12 inch 30.00 0.006000 125 912.17 126 911.97 2.27 2.67 126-127 15 inch 130.00 0.006000 126 911.97 127 911.64 2.79 2.67 127-120 18 inch 166.00 0.005060 127 911.64 120 911.29 5.39 2.05 128-129 12 inch 132.00 0.005000 128 912.75 129 912.27 1.21 2.10 129-130 15 inch 30.00 0.005000 129 912.27 130 912.16 2.53 2.08 130-131 15 inch 58.00 0.005000 130 912.16 131 911.87 2.80 2.08 131-127 15 inch 128.00 0.005000 131 911.87 127 911.64 2.79 2.07 132-133 12 inch 132.00 0.007000 132 912.04 133 911.36 2.24 4.96 133-134 15 inch 31.00 0.007000 133 911.36 134 911.25 4.54 4.90 134-135 18 inch 206.00 0.007034 134 911.25 135 909.78 6.68 4.89 136-137 12 inch 30.00 0.011667 136 912.97 137 912.96 0.81 5.66 137-138 15 inch 52.00 0.001154 137 912.96 138 912.83 1.70 5.62 138-139 15 inch 212.00 0.015943 138 912.83 139 909.29 2.66 5.49 140-138 12 inch 36.00 0.035000 140 913.65 138 912.83 0.27 5.78 141-142 12 inch 30.00 0.010000 141 913.75 142 913.68 0.72 4.90 142-143 12 inch 123.00 0.010000 142 913.68 143 912.38 1.85 4.89 143A-143 12 inch 37.00 0.009500 143A 915.60 143 915.19 2.00 4.97 143B-143J 12 inch 36.00 0.010000 143B 915.81 143A 915.60 1.14 4.99 144-145 12 inch 237.00 0.006000 144 912.75 145 911.47 0.45 1.26 145-146 12 inch 115.00 0.006000 145 911.47 146 910.83 0.99 1.25 146-147 12 inch 62.00 0.006000 146 910.83 147 910.50 1.23 1.24 147-148 12 inch 198.00 0.006000 147 910.50 148 909.30 1.41 1.24 149-150 12 inch 112.00 0.003036 149 910.44 150 910.27 0.99 2.02 150-151 18 inch 42.00 0.003095 150 910.27 151 910.20 2.31 2.01 151-152 21 inch 130.00 0.003000 151 910.20 152 909.80 3.30 2.01 152-153 21 inch 86.00 0.003023 152 909.80 153 909.46 3.28 2.00 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev.stm 06/29/05 12:48:2~ntley Systems. Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 u u u u u D u u u u D u u u u D u u u Scenario: Design 8-26-04 Pipe Output Report II Label Section Length Constructed Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (ftIft) Line In Line Out Flow (in/hr) (ft) (ft) (cfs) 154-155 12 inch 125.00 0.004960 154 913.38 155 913.09 0.78 5.24 155-156 12 inch 39.00 0.010000 155 913.09 156 912.87 2.78 4.89 156-157 15 inch 130.00 0.010000 156 912.87 157 911.48 4.68 4.88 158-159 12 inch 120.00 0.005000 158 912.50 159 911.95 0.83 1.40 159-160 12 inch 36.00 0.010000 159 911.95 160 911.66 1.15 1.40 160-161 12 inch 180.00 0.010000 160 911.66 161 909.79 1.49 1.39 162-163 12 inch 125.00 0.004960 162 911.17 163 910.61 2.00 4.92 163-164 12 inch 38.00 0.010000 163 910.61 164 910.27 2.87 4.85 164-165 15 inch 130.00 0.010000 164 910.27 165 908.87 3.66 4.83 166-167 12 inch 85.00 0.011960 166 911.75 167 911.10 0.38 5.30 167-168 12 inch 30.00 0.010000 167 911.10 168 911.02 2.14 5.00 168-169 12 inch 84.00 0.030714 168 911.02 169 908.18 3.96 4.99 172-173 15 inch 111.00 0.003000 172 912.49 173 912.27 3.04 5.66 173-174A 18 inch 193.00 0.003000 173 912.27 174A 911.71 5.00 5.24 174-175 18 inch 36.00 0.003000 174 911.66 175 911.56 5.21 4.98 174A-174 18 inch 18.00 0.003000 174A 911.71 174 911.66 4.76 4.99 175-175A 21 inch 36.00 0.002700 175 911.56 175A 911.48 5.69 4.96 175A-176 21 inch 48.00 0.002700 175A 911.48 176 911.39 5.66 4.94 176-177 21 inch 228.00 0.003000 176 911.39 177 910.94 6.62 4.92 177-178 24 inch 190.00 0.003000 177 910.94 178 910.12 10.54 4.18 178-179 24 inch 103.00 0.003000 178 910.12 179 909.79 7.98 1.66 179-180 24 inch 36.00 0.003900 179 909.79 180 909.71 8.28 1.66 180-181A 24 inch 95.00 0.004100 180 909.71 181A 909.31 9.68 1.65 181A-181 24 inch 125.00 0.004100 181A 909.31 181 908.72 9.65 1.65 182-176 12 inch 270.00 0.007000 182 912.79 176 911.39 0.48 5.54 183-184 12 inch 105.00 0.005057 183 910.89 184 910.42 1.38 1.68 184-185 18 inch 28.00 0.005357 184 910.42 185 910.36 2.46 1.67 185-178 21 inch 132.00 0.004924 185 910.36 178 910.12 3.52 1.67 186-187 12 inch 57.00 0.005965 186 911.84 187 911.83 0.90 4.27 187-188 12 inch 93.00 0.006000 187 911.83 188 911.21 2.72 4.25 188-189 15 inch 36.00 0.006167 188 911.21 189 911.06 3.38 4.21 189-177 15 inch 74.00 0.009600 189 911.06 177 910.94 4.12 4.20 190-191 12 inch 57.00 0.005965 190 911.75 191 911 .73 1.00 4.58 191-180 12 inch 121.00 0.006033 191 911.73 180 910.91 2.62 4.54 192-193 12 inch 36.00 0.010000 192 913.62 193 913.53 1.72 4.86 193-194 12 inch 133.00 0.038346 193 913.53 194 908.13 3.81 4.83 195-196 12 inch 54.00 0.044444 195 910.43 196 907.85 1.03 5.72 197-198 12 inch 53.00 0.003038 197 908.85 198 908.75 1.72 4.41 198-199 18 inch 72.00 0.003042 198 908.75 199 908.38 4.18 4.38 200-201A 12 inch 85.00 0.016500 200 909.69 201A 908.13 2.54 5.81 202-203 15 inch 37.00 0.003000 202 911.42 203 911.38 2.58 5.33 203-204 21 inch 99.00 0.002525 203 911.38 204 911.13 5.86 5.27 204-205 21 inch 345.00 0.002493 204 911.13 205 910.52 5.71 4.27 205-206 24 inch 356.00 0.002500 205 910.52 206 909.77 9.11 4.12 206-207 24 inch 75.00 0.002667 206 909.77 207 909.55 11.07 3.99 207-208 27 inch 105.00 0.002381 207 909.55 208 909.31 11.61 3.96 208-209 27 inch 82.00 0.002561 208 909.31 209 908.86 13.16 3.92 211-205 12 inch 95.00 0.005053 211 910.90 205 910.52 2.25 5.69 213-206 12 inch 95.00 0.008000 213 910.02 206 909.77 1.82 5.60 Title: overall 46600 s:\46600\drainage\stormcad\overall-rev.stm 06/29/05 12:48:2~ntley Systems, Inc. Project Engineer: Dave Stoeppelwerth Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 u, '0 iU- D D ,U I , U' U 0, o o ,U We ", D ' " .,w U D U U. , , . . . . , r . " ., 'GUTTERSPImAD , CALCULATIONS D u u u u u u u u u u u u D J j J J J Scenario: Base Inlet- Local Rational Flow Label Inlet Local Inlet Local C Intensity Area Rational (in/hr) (acres) Flow (cfs) 100 0.30 2.46 2.47 1.86 100A 0.00 0.00 0.00 0.00 101 0.40 4.74 0.94 1.79 103 0.55 5.15 0.46 1.31 103A 0.57 5.39 0.56 1.73 104 0.51 5.30 0.54 1.47 105 0.49 5.39 0.39 1.04 106 0.62 5.27 0.61 2.01 107 0.59 5.03 0.83 2.48 110 0.57 4.88 0.65 1.82 111 0.44 6.02 0.41 1.09 112 0.47 6.50 0.03 0.09 113 0.56 5.66 0.14 0.45 114 0.45 5.27 0.22 0.53 115 0.44 5.09 0.55 1.24 116 0.31 2.84 5.84 5.23 117 0.58 5.24 0.87 2.67 118 0.57 5.30 0.77 2.34 119 0.40 4.59 0.91 1.68 120 0.47 5.27 0.49 1.22 121 0.59 5.00 0.86 2.56 122 0.60 5.00 0.89 2.69 124 0.33 2.69 1.70 1.52 125 0.65 5.57 0.43 1.57 126 0.63 5.57 0.31 1.10 127 0.44 5.30 0.53 1.25 128 0.35 2.10 1.63 1.21 129 0.50 2.15 1.26 1.38 130 0.62 6.23 0.21 0.82 132 0.39 4.96 1.15 2.24 133 0.62 5.27 0.76 2.50 134 0.59 5.42 0.74 2.39 1348 0.54 4.99 0.42 1.14 136 0.62 5.66 0.23 0.81 137 0.54 5.63 0.29 0.89 138 0.40 5.93 0.34 0.81 140 0.46 5.78 0.10 0.27 141 0.58 4.90 0.25 0.72 142 0.49 5.24 0.47 1.22 143A 0.49 5.03 0.35 0.87 144 0.25 1.26 1.45 0.45 145 0.66 5.12 0.66 2.25 146 0.55 5.42 0.34 1.02 147 0.58 5.48 0.26 0.83 149 0.31 2.02 1.54 0.99 150 0.55 4.92 1.19 3.24 151 0.58 4.99 0.84 2.45 154 0.36 5.24 0.41 0.78 155 0.54 4.89 0.77 2.05 156 0.54 5.24 0.72 2.05 158 0.25 1.40 2.36 0.83 Title: overall 46600 s:\46600\drainagelstormcad\overall. stm 05/04/04 04:32:10 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 2 1- u u u u u u u D u u u u u u u J J J J Scenario: Base Inlet- Local Rational Flow Label Inlet Local Inlet Local C Intensity Area Rational (in/hr) (acres) Flow (cfs) 159 0.53 5.00 0.43 1.15 160 0.53 5.00 0.46 1.23 162 0.38 4.92 1.06 2.00 163 0.53 5.36 0.35 1.00 164 0.53 5.48 0.31 0.91 166 0.39 5.30 0.18 0.38 167 0.58 5.00 0.61 1.78 168 0.55 5.00 0.66 1.83 172 0.70 5.66 0.76 3.04 173 0.50 5.24 0.83 2.19 174 0.50 6.50 0.18 0.59 175 0.50 6.26 0.20 0.63 176 0.23 5.54 0.49 0.63 177 0.35 5.39 0.55 1.05 178 0.33 5.33 0.52 0.92 179 0.60 6.02 0.33 1.20 180 0.47 4.92 0.57 1.33 182 0.20 5.54 0.43 0.48 183 0.28 1.68 2.92 1.38 184 0.57 4.88 1.13 3.17 185 0.63 4.88 1.00 3.10 186 0.20 4.27 1.05 0.90 187 0.85 5.84 0.50 2.50 188 0.54 6.11 0.30 1.00 189 0.49 6.11 0.36 1.09 190 0.20 4.58 1.08 1.00 191 0.85 6.32 0.42 2.27 192 0.54 4.86 0.65 1.72 193 0.54 4.83 0.80 2.10 195 0.85 5.72 0.21 1.03 197 0.20 4.41 1.93 1.72 198 0.85 5.42 0.66 3.06 200 0.70 5.81 0.62 2.54 202 0.50 5.33 0.96 2.58 203 0.70 5.33 0.89 3.35 204 0.20 4.27 1.13 0.97 205 0.20 4.62 2.36 2.20 206 0.50 5.81 0.48 1.41 207 0.20 4.39 0.77 0.68 208 0.70 6.23 0.60 2.64 210 0.20 6.50 0.28 0.37 211 0.70 5.69 0.56 2.25 212 0.20 6.17 0.27 0.34 213 0.70 5.60 0.46 1.82 Title: overall 46600 s:\46600\drainage\stormcad\overall.stm 05/04/04 04:32:10 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 2 of 2 -== -== a==. -== ~ CJ ~ -==:J CJ -==:J a::=J l::=J t::::::= CJ Stanford Park Job# 46600 G'r, '= C ...._..1 (2gH i }tt.s Inlet Capacity Calculations I Street Width 30 ft Cross Sectional Gutter Inlet Rational Flow Grate Perimeter Depth at Casting Slope Spread Inlet Type (c.f.s.) (ft) (ft) (%) (ft) . 103 1.31 4.58 0.21 2.54% 6.19 Sinqle 103A 1.73 4.58 0.25 2.54% 7.86 Single 104 1.47 4.58 0.22 2.54% 6.84 Sinqle 105 1.04 4.58 0.18 2.54% 5.02 Single 106 2.01 4.58 0.28 2.54% 8.90 Single 107 2.48 4.58 0.32 2.54% 10.54 Single 110 1.82 4.58 0.26 2.54% 8.20 Single 111 1.09 4.58 0.18 2.54% 5.24 Single 112 0.09 4.58 0.03 2.54% -0.61 Single 113 0.45 4.58 0.10 2.54% 2.02 Single 117 2.67 6.75 0.26 2.54% 8.17 Double 118 2.34 4.58 0.31 2.54% 10.06 Single 121 2.56 4.58 0.32 2.54% 10.81 Single 122 2.69 6.75 0.26 2.54% 8.22 Double 125 1.57 4.58 0.23 2.54% 7.24 Single 126 1.10 4.58 0.18 2.54% 5.29 Single 129 1.38 4.58 0.21 2.54% 6.48 Sinqle 130 0.82 4.58 0.15 2.54% 3.99 Sinqle 133 2.50 6.75 0.25 2.54% 7.73 Double 134 2.39 4.58 0.31 2.54% 10.23 Sinqle 136 0.81 4.58 0.15 2.54% 3.94 Single 137 0.89 4.58 0.16 2.54% 4.33 Sinqle 138 0.81 4.58 0.15 2.54% 3.94 Single 140 0.27 4.58 0.07 2.54% 0.86 Single 141 0.72 4.58 0.14 2.54% 3.49 Single 142 1.48 4.58 0.22 2.54% 6.88 Single 150 3.24 6.75 0.29 2.54% 9.57 Double 151 2.45 6.75 0.24 2.54% 7.60 Double 155 2.05 4.58 0.28 2.54% 9.04 Single 156 2.05 4.58 0.28 2.54% 9.04 Single 167 1.78 4.58 0.25 2.54% 8.05 Single 168 1.83 4.58 0.26 2.54% 8.24 Single 184 3.17 6.75 0.29 2.54% 9.40 Double 185 3.10 6.75 0.28 2.54% 9.23 Double -== CJ -== CJ a:= -== .:= ~ -== -== CJ -== L, CJ -== -==== r:=:> r:::=l -== Stanford Park ~ - d .. - Job# 46600 "'::-'1" G\, == C (A ..{ (2g1-l1 ) ::1.$ Inlet Capacity Calculations-Grates In-Line r :3 ~,' d "0; --;_:;:: Q,:; n :::':T = ..:.... t-, si/2- Manning's Depth at Gutter Inlet Rational Flow Longitudinal Slope Transverse Slope Coefficient Casting Spread Inlet Type (ds.) (%) (%) (ft) 146 1.32 1.16% 2.54% 0.013 0.16 6.21 Sinqle 147 0.83 1.16% 2.54% 0.013 0.13 5.22 Sinale 159 2.11 0.60% 2.54% 0.013 0.21 8.37 Sinale 160 1.89 0.60% 2.54% 0.013 0.20 8.03 Sinale 163 1.00 0.60% 2.54% 0.013 0.16 6.33 Sinale 164 0.91 0.60% 2.54% 0.013 0.16 6.11 Sinale 192 1.72 0.60% 2.54% 0.013 0.20 7.76 Double 193 2.10 0.60% 2.54% 0.013 0.21 8.36 Double c= CJ c=' -== -== L-L-L-L-t==CJt::=-=::Jr:= .- : r:= -== -== -=== t== CJ LJ Stanford Park Job # 46600 Inlet Capacity Calculations-Grates In Sag- Inlet type 3360-A Cross Sectional Gutter Inlet Rational Flow Grate Perimeter Depth at Casting Slope Spread Inlet Type (c.t.s.) (ft) (ft) ( tUft) (ft) 172 3.04 15.6 0.16 3.30% 3.34 Double 187 2.50 7.8 0.22 3.30% 5.26 Single 191 2.27 7.8 0.21 3.30% 4.83 Single 195 1.03 7.8 0.12 3.30% 2.22 Sinqle 198 3.06 15.6 0.16 3.30% 3.36 Double 200 2.54 15.6 0.14 3.30% 2.79 Double 203 3.04 15.6 0.16 3.30% 3.34 Double 208 2.64 15.6 0.15 3.30% 2.90 Double 211 2.25 15.6 0.13 3.30% 2.45 Double 213 1.82 7.8 0.18 3.30% 3.96 Single t=J r.=J ,. . J U \u u . .Q ~. . u . . , I. .Q Q . u U J , ,