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HomeMy WebLinkAboutDrainage Summary i 1 1 ' Drainage Summary For: Brinson Properties, LLC 3934 West 96`" Street Carmel, Indiana t 1 sy: ' Weihe Engineers, Inc. 10505 North College Avenue t Indianapolis, Indiana 46280 Date: Apri14, 2003 ' Project No. W02-0961 1 '~ -1- ~~ , ~ ~, . ~. `~ ~l RECEIVED ~~~ ~~ kPR 4 2063 - DOCS ~j y ;~ ~~=' 1 1 t Index 1.0 Drainage Summary 2.0 Appendix A -Project Information and Drainage Calculations 3.0 Appendix B -Storm Pipe Calculations 2- 1 1.0 DRAINAGE SUMMARY PROJECT: Brinson Properties, LLC 3934 West 96`h Street ' Carmel, Indiana ' PREPARED BY: James K. Shinneman, PE Weihe Engineers, Inc. 10505 N. College Ave. ' Indianapolis, Indiana Weihe Eng. Proj. No. W02-0961 Site Location ' The proposed project is located on an approximate 0.54-acre tract of land approximately 400 feet east of the northeast comer of West 96th Street and Michigan Road. It is Lot 13 in North Augusta Subdivision, Clay Township, Hamilton County, Indiana as recorded in Deed Record 132, Page 446. Proiect Descrintion t t L The proposed project is to develop a commercial office building. The project will consist of an approximate 4600 S.F. building, sidewalks, approximately 17 pazking spaces and landscaping on the 0.54-acre tract------ - The main drainage concern for this project is the addition of impervious area. The existing site has approximately 0.17 acres of impervious area. The proposed site has approximately 0.36 acres of impervious azea. This report will analyze and compaze the existing and proposed runoff from this site. Existing Site Conditions The existing site is bounded by commercial property to the west and south and ' residential property to the north and east. The existing site consists of a one- story frame house, a detached gazage and a metal shed. An existing gravel drive connects the house with the garage and shed. All existing stmctures along with ' their foundations or slabs aze to be removed according to the Existing Conditions and Preparation Plan. Additional items to be removed include the gravel drive, an existing septic system, two 48" trees and fencing per the Existing Conditions and Preparation Plan. All site utilities (water, satritary, gas, electric and communications) aze available at the site. ' The existing site also consists of storm water inlets, pipes, and curbing along the West 96th Street frontage, which picks up a majority of the site. The site generally drains to the south with approximately 2 feet of fall. The existing site drains overland with two hundred and twenty (220) feet of sheet flow before ' entering the existing storm drain inlet along the West 96t° Street frontage. The existing time of concentration is 27.57 minutes. .; , - 3 - ~~ 1 In the analysis, the total existing watershed was taken into consideration, that being the 0.54 acres. In the determination of the curve number, existing conditions treated the existing runoff as open space lawn in fair condition along with some gravel pavement and roof areas. The curve number for the existing conditions was 83. Based upon the 0.54 acres draining south, the existing release rates were tabulated as: Storm Frequency Q2 Q10 Q 100 Existing Discharge 0.56 cfs 1.16 cfs 2.00 cfs ' Proposed Site Development and Storm Water System The development of the site will consist of constructing the building, pavement, sidewalks, curbing and landscaping. The site will drain to the east and south and will be picked up by new inlets in the pazking lot. The new inlets will drain to the existing storm system along the West 96°i Street frontage. ' The proposed site conditions drain over the pazking lot with ninety (90) feet of sheet flow before it enters one hundred and twenty-five (125) feet of 12" pipe ' flow and then seventy (70) ffeet of 12" pipe flow arid`then forty=nu`ie (49)- eet of-- -------- 12" pipe flow before it fmally enters the existing storm pipe system. The proposed time of concentration is 2.68 minutes. The minimum time of ' concentration allowed is 5 minutes, therefore 5 mirtrites will be used for the proposed site conditions. In the analysis, the total proposed watershed was taken into consideration, that being the 0.54 acres. In the determination of the curve number, proposed conditions treated the proposed runoff as paved pazking lots, roof and open space lawn in good condition. The curve number for the proposed conditions was 92. ' Based upon the 0.54 acres draining north, the proposed release rates were tabulated as: Storm Proposed ' Frequency Discharee Q2 1.61 cfs Q10 2.73 cfs Q100 4.20 cfs The capacity of the existing storm pipe system along the West 96'" Street ' frontage was checked based on the 10-yeaz runoff rate of the proposed site. The existing 15" RCP has a 0.51% slope and can carry 5.01 cfs. The proposed site conditions do not exceed this capacity of the existing storm pipe system along the West 96`" Street frontage. Therefore, the storm water infrastructure will perform as intended. -4- a , Summary & Conclusions lrr summary, the main drainage concern for this project is the addition of impervious azea. The proposed site has increased the impervious area from 0.17 acres to 0.36 acres. This generates a slightly higher runoff coefficient for the site, and thus a slightly higher runoff rate. After checking the capacity of the existing storm system along the West 96`" Street frontage, it was determined that the system could handle the additional flow. These values will not adversely affect drainage patterns and will therefore, not affect any downstream conditions. See Attached Appendix "A" and "B" for Project Site information and Design Calculations. -5- ' z.o 1 1 1 1 1 1 ' APPENDIX A --- - - ' "Project Information and Storm Water Runoff Calculations" -6- 0 NNN i ~ C~Q~ = ., ~ ~ ~IPJS' ci ~~ 0 D ~ ~ ~ ~ 046E ~. 4 `"~~ 948E ~~" I 4E6E _ 8E BO9E NNfI OE9E 0 EEBE i ,, , ___ ~a~~ o 4Nfl _ ~ __ __., "~.; 54L ~: LELE^ `~ r EZL£ VV L~ ~,..,NNfI O S~Q O ~~ o ~ a 1S H198 M _ 0~ 1 J 4 $ 4004 06 ~SLV ~<< ~ / i LOL6 V' L J,g ~ ~ il~ ~ NNfI ~ I ii ~ v ~~ E, / ` ` OSLE ~ \ 04LE ~ // Q 9£LE I O 44LE 4EL£, 8EL£ o ~ ~ i _-- ~... ~ ~ ,i ...y. ..,_ ~- v s ~ ~-~ Z x ~ REPLA 'LOTS. 187 i\ / nn Q .o$ 37 ~ 9797 ~"` ~ a:„ I 7 ~ xen "°°° Q~~i g e '. ne ...~ x.: 373 N „„ 31 0 I g<_. u r . u. + u"_._."~ x uio ~ i 374 ~~~ 3738 3744 ~ ~f nn ~NK ~~ P I .,,.~ ~ - Q ~ e, x p x~. ua -_ / ~ Nn xe~.. x e,. x ""` ~ 9701 ~ i yy^ UNK ,~: _. 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MIDI W.YI s ~~ ' Brinson Properties, LLC (W02-0961) 3934 West 96th Street ' Time of Concentration or Travel Time Worksheet (Source: 210-VI-TR-55, Second Ed., June 1986) ' Choose one: Present Developed Choose one: T~ T~ through subarea ' Notes: Space for as many as four segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. ' Sheet Flow (Applicable to T~ only) Segment ID 1. Surface Description ..................... GrassP~,„;a ' 2. Manning's roughness coeff., n ........... 0.15 3. Flow length, L (total L < 300 ft) .......... ft 220 4. Two-yr 24-hr rainfall, PZ ................. in 2.64 ' 5. Land slopes ........................... ft/ft 0.0093 6. T~ = 0.007 (nL)°'B Compute T~ ... hr 0.4594 P °.s s .n ' 2 Shallow Concentrated Flow__ _ Segment ID " " "r _. _.. _ .. ' 7. Surface Description (paved or unpaved) ... 8. Flow length, L .......................... ft ' 9. Watercourse slope, s .................... ft/ft - - 10. Average velocity, V ..................... ft/s 11. Tt = L Compute T~ ... hr ' 3600 V . . _ . - Channel Flow Segment lD ' 12. Cross sectional flow area, a ............. ftz 13. Wetted Perimeter, pw ................... ft ' 14. Hydraulic radius, r = a/pw Computer ... ft "' "° " 15. Channel slope, s ....................... ft!ft 16. Manning's roughness coeff., n ........... . ~ '"~ 17. V = (1.49 r s ) / n Compute V ... ft/s 18. Flow length, L .......................... ft ." , 19. Ti = L Compute T~ ... hr - _ 3600 V ' 20. Watershed or subarea T~ or T,(add Tin steps 6, 11, and 19) .......................... hr min TC.xls 1 4!1 /03 2:44 PM By: JKS = 0.4594. 1 1 1 Brinson Properties, LLC (W02-0961) 3934 West 96th Street COMPOSITE CURVE NUMBER COMPUTATION WORKSHEET (Source: 210-VI-TR-55, Second Ed., June 1986) CN.xls 1 4/1 /03 2:43 PM 1 1 1 1 1 l J L. I 1 1 t 1 Brinson Properties, LLC (VH02-0961) 3934 West 96th Street COMPOSITE CURVE NUMBER COMPUTATION WORKSHEET (Source: 210-VI-TR-55, Second Ed., June 1986) CN.xis 2 4/1/03 2:43 PM i 1 1 i 1 1 1 1 Brinson Properties, LLC (WO2-0961) 3934 West 96th Street COMPOSITE CURVE NUMBER COMPUTATION WORKSHEET (Source: 210-VI-TR-SS..Second Ed.,June 1986) CN (weighted) = total product area total area _ .. ..-._"44:64'-.:..: .. .- - _. -0.54 -. .. = 82.67 .. - _ CN.xls 3 4/1 /03 2:43 PM Totals = 0.54 44.64 Hydrograph Report Page 1 Hyd2flow Hydrographs by Intelisolve Hyd. No. 1 Existing Conditions Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 2 yrs = 0.54 ac = 0.0 = USER = 2.64 in = 24 hrs Peak discharge = 0.56 cfs u Time interval = 2 min Curve number = 83 Hydraulic length = 0 ft Time of conc. (Tc) = 27.6 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 2,279 cult C II Hydrograph Discharge Table Time -- Outflow Time --Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 10.57 0.01 16.23 0.03 21.90 0.01 10.73 0.01 16.40 0.02 22.07 0.01 10.90 0.01 16.57 0.02 22.23 0.01 11.07 0.01 16.73 0.02 22.40 0.01 11.23 0.02 - --16.90 - 0:02_--' _" 22:57- _ - 0: - 11.40 0.02 17.07 0.02 22.73 0.01 11.57 0.03 17.23 0.02 22.90 0.01 11.73 0.06 17.40 0.02 23.07 0.01 11.90 0.20 17.57 0.02 23.23 0.01 12.07 0.47 17.73 0.02 23.40 0.01 12.23 0.55 17.90 0.02 23.57 0.01 12.40 0.39 18.07 0.02 23.73 0.01 12.57 0.22 18.23 0.02 23.90 0.01 12.73 0.11 18.40 0.02 24.07 0.01 12.90 0.09 18.57 0.02 24.23 0.01 13.07 0.08 18.73 0.02 13.23 0.07 18.90 0.02 13.40 0.06 19.07 0.02 ...End 13.57 0.06 19.23 0.02 13.73 0.05 19.40 0.02 13.90 0.05 19.57 0.02 14.07 0.04 19.73 0.02 14.23 0.04 19.90 0.02 14.40 0.04 20.07 0.01 14.57 0.04 20.23 0.01 14.73 0.04 20.40 0.01 14.90 0.03 20.57 0.01 15.07 0.03 20.73 0.01 15.23 0.03 20.90 0.01 15.40 0.03 21.07 0.01 15.57 0.03 21.23 0.01 15.73 0.03 21.40 0.01 15.90 0.03 21.57 0.01 16.07 0.03 21.73 0.01 1 ' O.E O.F ' 0.4 ' v o.~ O.c t 0.1 Hyd. No. 1 - SCS Runoff - 2 Yr - Qp = 0.56 cfs -Existing Conditions 0.0 ~ 0.0 2.4 4.9 7.3 9.7 12.2 1 Time (hrs) / Hyd. 1 17.1 19.5 21.9 24.4 Hydrograph Report Page t Hydraflow Hydrographs by Intelisolve ' Hyd. No. 1 Existing Conditions Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 1 C = SCS Runoff = 10 yrs = 0.54 ac = 0.0 = USER = 4.08 in = 24 hrs Peak discharge = 1.16 cfs Time interval = 2 min Curve number = 83 Hydraulic length = 0 ft Time of conc. (Tc) = 27.6 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 4,618 wft Hydrograph Discharge Table Time --Outflow Time -- Outflow Time -Outflow ' (hrs cfs) (hrs cfs) (hrs cfs) 9.40 0.01 15.07 0.06 20.73 0.02 9.57 0.01 15.23 0.06 20.90 0.02 9.73 0.01 15.40 0.06 21.07 0.02 9.90 0.02 15.57 0.05 21.23 0.02 10.07 0.02 15.73 0:05--- - -- 21.40 - ---- _--` 10.23 0.02 15.90 0.05 21.57 0.02 10.40 0.02 16.07 0.05 21.73 0.02 10.57 0.03 16.23 0.04 21.90 0.02 10.73 0.03 16.40 0.04 22.07 0.02 10.90 0.04 16.57 0.04 22.23 0.02 11.07 0.05 16.73 0.04 22.40 0.02 11.23 0.05 16.90 0.04 22.57 0.02 11.40 0.07 17.07 0.04 22.73 0.02 11.57 0.09 17.23 0.04 22.90 0.02 11.73 0.17 17.40 0.04 23.07 .0.02 11.90 0.46 17.57 0.04 23.23 0.02 12.07 0.99 17.73 0.04 23.40 0.02 12.23 1.11 17.90 0.04 23.57 0.02 12.40 0.77 18.07 0.04 23.73 0.02 12.57 0.42 18.23 0.03 23.90 0.02 12.73 0.21 18.40 0.03 24.07 0.02 12.90 0.17 18.57 0.03 24.23 0.02 13.07 0.14 18.73 0.03 13.23 0.12 18.90 0.03 13.40 0.11 19.07 0.03 ...End 13.57 0.10 19.23 0.03 13.73 0.09 19.40 0.03 13.90 0.09 19.57 0.03 14.07 0.08 19.73 0.03 14.23 0.07 19.90 0.03 14.40 0.07 20.07 0.03 14.57 0.07 20.23 0.03 14.73 0.06 20.40 0.03 14.90 0.06 20.57 0.02 ~~ 1 1 1 1 1 1 1 N w __ - V -.__ Hyd. No. 1 - SCS Runoff - 10 Yr - Qp = 1.16 cfs -Existing Conditions Time (hrs) / Hyd. 1 1 1 1 ~~ 1 LJ Hydrograph Report Pagel Hydraflow Hydrog2phs by Intelisolve Hyd. No. 1 Existing Conditions Hydrograph type = SCS Runoff Peak discharge = 2.00 cfs Storm frequency = 100 yrs Time interval = 2 min Drainage area = 0.54 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 27.6 min Total precip. = 6.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 8,020 cult Hydrograph Discharge Table Time --Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 8.50 0.02 14.17 0.12 19.83 0.04 8.67 0.02 14.33 0.11 20.00 0.04 8.83 0.03 14.50 0.11 20.17 0.04 9.00 0.03 14.67 0.10 20.33 0.04 9.17 0.03 T--14-83 0-1D-_-- - .._.20:50 -0:04 _ ._.-- .-- _-- 9.33 0.03 15.00 0.10 20.67 0.04 9.50 0.04 15.17 0.09 20.83 0.04 9.67 0.04 15.33 0.09 21.00 0.04 9.83 0.04 15.50 0.09 21.17 0.04 10.00 0.05 15.67 0.08 21.33 0.04 10.17 0.05 15.83 0.08 21.50 0.04 10.33 0.06 16.00 0.08 21.67 0.04 10.50 0.06 16.17 0.07 21.83 0.04 10.67 0.07 16.33 0.07 22.00 0.04 10.83 0.08 16.50 0.07 22.17 0.04 11.00 0.10 16.67 0.07 22.33 0.04 11.17 0.11 16.83 0.07 22.50 0.04 11.33 0.13 17.00 0.06 22.67 0.04 11.50 0.16 17.17 0.06 22.83 0.04 11.67 0.24 17.33 0.06 23.00 0.04 11.83 0.57 17.50 0.06 23.17 0.04 12.00 1.42 17.67 0.06 23.33 0.03 12.17 2.00 « 17.83 0.06 23.50 0.03 12.33 1.55 18.00 0.06 23.67 0.03 12.50 0.93 18.17 0.06 23.83 0.03 12.67 0.43 18.33 0.05 24.00 0.03 12.83 0.29 18.50 0.05 24.17 0.03 13.00 0.24 18.67 0.05 13.17 0.21 18.83 0.05 13.33 0.18 19.00 0.05 ...End 13.50 0.17 19.17 0.05 13.67 0.15 19.33 0.05 13.83 0.14 19.50 0.05 14.00 0.13 19.67 0.04 I I 1 y w _ A___ 1 1 1 Time (hrs) / Hyd. 1 Hyd. No. 1 - SCS Runoff - 100 Yr - Qp = 2.00 cfs -Existing Conditions 1 \ 1 ~>9 N 1 U t wml wrMtn Fm/Pmww LEFO RC.I N, PILE 5il ~ L ' Wi 1] a .rn scu men xo. rn.,c g$ , .. . _ _ . __ ._ . ostx. HI-nsu -_ _ _ p ~ Q _ ~ __ P IIN PCILfm ;? MDrDb4N1 X6!•A"JtIY) ~ A 1P _ -_ ~ Y ~... a ILiON C0. _ ~~ / IUAION CO. sln / WEST 96M STREET - -I - _\- urn m~s„w. C- --------- ~, ' s ___ s uPeo~ iuuml a ¢ .• vr~slc us ux[ la+~ rn¢cxs ~ _~_cc c-c-c ' W__W W ~W~W~ ~LOU.IMV F% 1]'Y1FA IlM :- 1 I~RRI NJCUSiA OEEO PEC.U2, PILES Ia6-u) un i~ JCXM 11fYG I161P. ~91i11] __~ '°" -c-ya~q-a ~~o- ' 4/1 /03 Roudebush Property (W03-0040) 2:55 PM ' S.R. 32 and Sanibel Circle By: JKs ' Time of Concentration or Travel Time Worksheet (Source: 210-VI-TR-55, Second Ed., June 1986) Choose one: Present Developed Choose one: T~ T~ through subarea Notes: Space for as many as four segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. ' Sheet Flow (Applicable to T~ only) 1. Surface Description ........... ' 2. Manning's roughness coeff., n .. ....... 3. Flow length, L (total L < 300 ft) .......... 4. Two-yr 24-hr rainfall, PZ ................. 5. Land slope, s ........................... 6. T~ = 0.007 (nL)°'8 Compute T, ... P o.s s°.a ' z Segment ID Shallow Concentrated Flow_____~_ Segment ' 7. Surface Description (paved or unpaved) ... 8. Flow length, L .......................... ' 9. Watercourse slope, s ................... 10. Average velocity, V ..................... 11. T~ = L Compute T~ .. . 3600 V = 0:0229 _ID ft ft/ft ft/s hr Channel Flow Segment ID 12. Cross sectional flow area, a ......... .... ftZ 13. Wetted Perimeter, p,„ ................ ... ft ' 14. Hydraulic radius, r = a/pw ............ ... ft 15 Channel slopes .................... ... ft/ft ' 16. Manning's roughness coeff., n ............ 17. V = (1.49 r'~ s'"~) / n Compute V ... ft/s ' 18. Flow length, L .......................... ft 19. Tl = L Compute Tl ... hr 3600 V 12" RCP 12" RCP 12" RCP 0.785 0.785 0.785 3.142 3.142 3.142 ' OS250: 0 250 , hz> 0 250_ , 0.004 0.004 0.004 0.012 0.012 0.012 3:12 3.12 ~ 3`.12 `' 125 70 49 0.0111 0.0062 0.0044 ' 20. Watershed or subarea T~ or T, (add T, in steps 6, 11, and 19) .......................... hr min TC.xls 1 1 1 Brinson Properties, LLC (WO2-0961) 3934 West 96th Street COMPOSITE CURVE NUMBER COMPUTATION WORKSHEET (Source: 210-VI-TR-55,Second Ed.,June 1986) CN.xls 1 4/1 /03 3:08 PM 1 1 1 1 C 1 L 1 1 1 Brinson Properties, LLC (W02-0961) 3934 West 96th Street COMPOSITE CURVE NUMBER COMPUTATION WORKSHEET (Source: 210-VI-TR-65, Second Ed.,June 1986) CN.xls z 4/1 /03 3:08 PM t 1 1 1 1 1 Brinson Properties, LLC (WO2-0961) 3934 West 96th Street COMPOSITE CURVE NUMBER COMPUTATION WORKSHEET (Source: 210-VI-TR-55. Second Ed., June 1986) CN.xls 3 4/1 /03 3:08 PM Totals = 0.54 49.42 1 1 1 Hydrograph Report Hydraflow Hydrographs by Intelisolve Page 1 Hyd. No. 2 Proposed Conditions Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration SCS Runoff 2 yrs 0.54 ac 0.0 USER 2.64 in 24 hrs Peak discharge = 1.61 cfs Time interval = 2 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 3,350 cult ' Hydrograph Discharge Table Time -- Outflow Time -- Outflow ' (hrs cfs) (hrs cfs) 9.27 0.02 14.93 0.04 9.43 0.02 15.10 0.04 9.60 0.02 15.27 0.04 9.77 0.02 15.43 0.03 93 9 0.07 15.60 0:03 ' . 10.10 0.03 15.77 0.03 10.27 0.03 15.93 0.03 10.43 0.03 16.10 0.03 10.60 0.04 16.27 0.03 10.77 0.04 16.43 0.03 10.93 0.05 16.60 0.03 11.10 0.05 16.77 0.03 11.27 0.07 16.93 0.03 11.43 0.09 17.10 0.03 11.60 0.20 17.27 0.02 11.77 0.59 17.43 0.02 ' 11.93 1.61 « 17.60 0.02 12.10 0.27 17.77 0.02 12.27 0.18 17.93 0.02 12.43 0.14 18.10 0.02 ' 12.60 0.10 18.27 0.02 12.77 0.09 18.43 0.02 12 93 0.08 18.60 0.02 ' . 13.10 0.07 18.77 0.02 13.27 0.07 18.93 0.02 13.43 0.06 19.10 0.02 13.60 0.06 19.27 0.02 ' 13.77 0.05 19.43 0.02 13.93 0.05 19.60 0.02 14.10 0.04 19.77 0.02 14.27 0.04 19.93 0.02 ' 14.43 0.04 20.10 0.02 14.60 0.04 20.27 0.02 14.77 0.04 ...End 1 1 1 1 1 1 1 1 1 Hyd. No. 2 - SCS Runoff - 2 Yr - Qp = 1.61 cfs -Proposed Conditions 2.0 1.5 f/I w V. _ ~ 1.0 0.5 0.0 0.00 2.03 4.06 6.09 8.12 10.15 12.18 14.21 16.24 18.27 20.30 Time (hrs) / Hyd. 2 1 1 t ~'~J L 1 Hydrograph Report Hyd. No. 2 Page 1 Hydraflow Hydrog2phs by Intelisolve Proposed Conditions Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.54 ac = 0.0 = USER = 4.08 in = 24 hrs Peak discharge = 2.73 cfs Time interval = 2 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type II Shape factor = 484 Hydrog2ph Volume = 5,871 tuft ' Hydrograph Discharge Table Time --Outflow Time -- Outflow ' (hrs cfs) (hrs -cfs) 1 L L 1 CI 1 1 8.50 0.03 14.17 0.07 8.67 0.03 14.33 0.07 8.83 0.03 14.50 0.07 9.00 0.04 14.67 0.07 9.17 0.04 14.83 0.06 9.33 0.04 15.00 0.06 9.50 0.04 15.17 0.06 9.67 0.04 15.33 0.06 9.83 0.05 15.50 0.05 10.00 0.05 15.67 0.05 10.17 0.06 15.83 0.05 10.33 0.06 16.00 0.05 10.50 0.07 16.17 0.05 10.67 0.08 16.33 0.04 10.83 0.09 16.50 0.04 11.00 0.10 16.67 0.04 11.17 0.13 16.83 0.04 11.33 0.15 17.00 0.04 11.50 0.18 17.17 0.04 11.67 0.62 17.33 0.04 11.83 1.59 17.50 0.04 12.00 2.06 17.67 0.04 12.17 0.35 17.83 0.04 12.33 0.27 18.00 0.04 12.50 0.20 18.17 0.04 12.67 0.16 18.33 0.03 12.83 0.14 18.50 0.03 13.00 0.13 18.67 0.03 13.17 0.11 18.83 0.03 13.33 0.11 19.00 0.03 13.50 0.10 19.17 0.03 13.67 0.09 19.33 0.03 13.83 0.08 19.50 0.03 14.00 0.08 19.67 0.03 Time -- Outflow (hrs cfs) ...End t i 1 i Hyd. No. 2 - SCS Runoff - 10 Yr - Qp = 2.73 cfs -Proposed Conditions 3.0 2.5 2.0 N w p ~ 1.5 1.0 0.5 0.0 0.0 2.0 4.0 6.0 7.9 9.9 11.9 13.9 15.9 17.9 19.8 Time (hrs) / Hyd. 2 CI Hydrograph Report Hydraflow Hydrographs by Intelisolve Page 1 Hyd. No. 2 Proposed Conditions Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 0.54 ac = 0.0 = USER = 6.00 in = 24 hrs Peak discharge = 4.20 cfs Time interval = 2 min Curve number = 92 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 9,316 tuft Hydrograph Discharge Table Time --Outflow Time -- Outflow (hrs cfs) (hrs cfs) L 1 II~ 8.07 0.04 13.73 0.13 8.23 0.05 13.90 0.12 8.40 0.05 14.07 0.11 8.57 0.05 14.23 0.11 8.73 0.06 T4.40 0.10 8.90 0.06 14.57 0.10 9.07 0.07 14.73 0.10 9.23 0.07 14.90 0.09 9.40 0.07 15.07 0.09 9.57 0.07 15.23 0.09 9.73 0.08 15.40 0.08 9.90 0.09 15.57 0.08 10.07 0.09 15.73 0.08 10.23 0.10 15.90 0.07 10.40 0.12 16.07 0.07 10.57 0.13 16.23 0.07 10.73 0.15 16.40 0.07 10.90 0.16 16.57 0.07 11.07 0.16 16.73 0.06 11.23 0.23 16.90 0.06 11.40 0.27 17.07 0.06 11.57 0.45 17.23 0.06 11.73 1.45 17.40 0.06 11.90 3.74 17.57 0.06 12.07 1.08 17.73 0.06 12.23 0.48 17.90 0.06 12.40 0.37 18.07 0.05 12.57 0.26 18.23 0.05 12.73 0.23 18.40 0.05 12.90 0.21 18.57 0.05 13.07 0.18 18.73 0.05 13.23 0.17 18.90 0.05 13.40 0.15 19.07 0.05 13.57 0.14 19.23 0.05 Time -- Outflow (hrs cfs) 19.40 0.04 19.57 0.04 ...End 1 L' 1 ~'' t C C LJ Hyd. N o. 2 - S CS Run off - 100 Yr - Qp = 4.20 cfs -Pr oposed Condit ions 5 4 N 3 w ~ _ C7 2 1 0 0.0 2.0 3.9 5.9 7.9 9.9 11.8 13.8 15.8 17.7 19.7 Time (hrs) / Hyd. 2 3.0 APPENDIX B "Storm Pipe Calculations" -7- ~ ~ ~I ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ F I ~~~: 6 ~~ y. ~~ 4 ~8 ~ F y~d~ it ~ ~~ ~ I~ 9 ~g N r~ n ~~ ~ x~ ~ 'i I~ II ~~ ~~ ~ I I g~ x~i ssv(o) f ~t ~ letls u ~ulxcs) ~; ~q I ae iiss'~ mtatnY{p nus'(rul) mat E ~ AA ~~ ~ y3 ~ f¢¢f$$Q~~~r3 o ~ IY If,IX IY g --~ P~•x~ £ nL ' i ~ ~ ~ ~~ ~ ~ o / ~ ~ PPPP~ ~ » F4 _a q ° - 1~ q~~i - y I p~ o IR' ~~ ~ ~ ~i~ ~ i~ / I ~ Q ~1n~ I s ~y I I~~ ~` t, ~ S IL ~ 4v ~a u. ar my i~'res eawv M ~ MT I M M El.lf Ln S C ~~n~ miw•sst(v) nemgvwl - 'I 1iw oM ~I~3~d ~~~ i er9 ~ g4 ® ~ ~Yt~ ~=~ ~° ~ i$ ~ P ~ ~ ~~~ e C a _ ~g T, =~ N~ R ~~ I~ ~ 6 l erp~ Y aa~F A A ~ ~ ~ ~ ~ ~~ \ 1 1 ~ 1 ~ 1 \ \ ) ( ( ( I -P- ( .( `I 1~)~g i - g I e )( `( ~~j~ ( ( 4 ) ~\ ~¢ ~ P ) q ~, ~ F [~ t ( \\ ~ 4 ~ ~ 1 )\ ) ) ~~ r 3 ) )\ Y> 9 () ~ 8 3 \ Zm, \ \ 1 ~)).\ `) 1 ~ ~.o..w.,M la '.\ ~ (~ ( `'~ ~ \ ~ a ) ) ) ) ) ` ) ) ~ ) ) ) ) ~ ) ~ 1 ~ 1 ) 1 ~ ( 1 ) \ ) y ( Hydraflow Plan View ~~ ~.TS. c7r~ s-rx ¢ S ~ 5 ~ 4 (L. ~ STM ST2 ~ Sr rn ST (` ~- 4 3 1 2 ~ S7M STR 1 EX IIJLET Z Eu It~r_Er I ~"~ ~ ~O i ~ ~~~ Project file: w020961.stm IDF file: indplsst2000.IDF No. Lines: 5 04-01-2003 ' Hydraflow Summary Report 1 L 1 t 1 1 1 LJ Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Mlnor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No. 1 2.18 15 c 131.0 877.69 878.36 0.511 878.27 878.95 0.34 End 2 2 0.32 15 c 80.0 878.36 878.96 0.750 879.29 879.30 0.02 1 3 3 2.09 12 c 49.0 878.36 878.56 0.408 879.29 879.40 0.17 1 4 4 1.60 12 c 70.0 878.56 878.84 0.400 879.57 879.67 0.10 3 5 5 1.08 12 c 125.0 878.84 879.34 0.400 879.78 879.90 0.09 4 Project File: w020961.stm IDF File: indplsst2000.IDF Total No. Lines: 5 Run Date: 04-01-2003 NOTES: c =circular; a =elliptical; b =box; Retum period = 10 Yrs.; 'Indicates surcharge condi8on. '. Hydraflow Storm Sewer Tabulation Page , Station Len Drng Area Rnoff Area x C Tc Raln Total Cap Vel Pipe Invert Elev HGL Elev Grnd / RIm Elev Llne ID coeff (I) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ac) (ac) (C) (min) (min) (Inlhr) (cis) (cfs) (fVs) (in) (%) (k) (ft) (k) (k) (ft) (N) 1 End 131.0 0.10 0.72 0.20 0.02 0.40 5.0 10.1 5.5 2.18 5.00 3.85 15 0.51 878.36 877.69 878.95 878.27 880.28 879.49 2 1 80.0 0.23 0.23 0.20 0.05 0.05 5.0 5.0 7.0. 0.32 6,06 0.75 15 0.75 878.96 878.36 879.30 879.29 880.76 880.26 2 3 1 49.0 0.10 0.39 0.86 0.09 0.33 5.0 7.1 6.3 2.09 2.46 2.86 12 0.41 878.56 !178.36 879.40 879.29 882.15 880,26 3 4 3 70.0 0.11 0.29 0.85 0.09 0.25 5.0 6.5 6.4 1.60 2.44 2.16 12 0.40 678.84 878.56 879.67 879.57 881.84 882.15 4 5 4 125.0 0.18 0.18 0.86 0.15 0.15 5.0 5.0 7.0 1.08 2.44 1.91 12 0.40 879.34 878.84 879.90 879.78 882.34 881.84 5 Project File: w020961.stm IDF File: indplsst2000.IDF Total number of lines: 5 Run Date: 04-01-2003 NOTES: Intensity = 57.92 / (Inlet lime + g.10) ^ 0.80; Return period = 10 Yrs. ; Initial tailwater elevation = 878.27 (ft) '. t 1 1 12" RCP @ 0.40% -FULL FLOW ANALYSIS - BRINSON PROPERTIES, LLC Worksheet for Circular Channel Project Description Worksheet 72" Flow Element Circular Chanm Me[hod Manning's Fom Solve For Full Flow Capar Input Data Mannings Coeffic 0.012 Slope 004000 H/ft Diameter 12 in Results Depth 1.00 ft Discharge 2.44 cfs Flow Area 0.8 tt' Wetted Perime 3.14 ft Top Width 0.00 ft Critical Depth 0.67 k Percent Full 100.0 °/ Critical Slope 006444 ft/ft Velocity 3.11 ft/s ~- Velocity Head 0.15 ft Specific Energ~, 1.15 ft Froude Numbe 0.00 Maximum Disc 2.63 cfs Discharge Full 2.44 cfs Slope Full 004000 fUft Flow Type N/A Project Engineer. Darrell Phillips h:\2002\w020961\d2inage\FlOwma-1\fullflow.fm2 Walhe Engineers, Inc. FlowMaster v6.0 [614b] 04!01/03 05:26:16 PM ©Haestad Methods,~lnc. 37 Brookside Roatl Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 1 15" RCP @ 0.75% -FULL FLOW ANALYSIS - BRINSON PROPERTIES, LLC Worksheet for Circular Channel Project Description Worksheet 15' Flow Element Circular Chanm Method Manning's Fom Solve For Full Flow Capa< Input Data Mannings CoefHc 0.012 Slope 007500 ff/ft Diameter 15 in Results Depth 1.25 ft Discharge 6.06 cfs Flow Area 1.2 ft' Wetted Perime 3.93 ft Top Width 0.00 ft Critical Depth 1.00 ft Percent Full 100.0 Critical Slope 007926 ff/ft Velocity 4.94 ft/s i-- Velocity Head 0.38 ft Specific Energ• 1.63 ft Froude Numbe 0.00 Maximum Disc 6.52 cfs Discharge Full 6.06 cfs Slope Full 007500 ft!ft Flow Type N/A Project Engineer: Darrell Phillips h:\2002\w020961\drainage\FlOwma-1\fullflow.fm2 Waihe Engineers, Inc. FlowMaster v6.0 [614b] 04/01/03 05:29:03 PM m Haestatl Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1