Loading...
HomeMy WebLinkAboutStormwater Report - 1003 OSGOOD STREET 12/17/2003 NERMW MW No= 103 Stiles Road-Suite One-Salem, New 1,4ampshire 03079 MHF Design CWISLAltants, Inc. 'TEL(603)893-0720- FAX(603)893-0733 December 17,2003 Ms.Heidi Griffin,Community Development Director North Andover Planning Department 27 Charles Street North Andover,Massachusetts 01845 Re: 1003 Osgood Street VHB Review Responses MHF# 130802 Dear Ms.Griffin: Pease find enclosed a revised set of plans and supporting documentation regarding the above referenced project located at 1003 Osgood Street. The plans have been revised to address the conunents in correspondence from VHB, Inc.dated November 7,2003 and Chris Huntress' letter dated December 2,2003. Based on those comments we offer the following: 1. The sewer line has been revised to show PVC,which is acceptable to the Town Department of Public Works. 2, The drainage report has been revised to eliminate any storage time in the bottom of the catch basins as requested by VHB,Inc, Please review the attached revised information and should you have any questions,please feel free to call me at your convenience. Sincere y url s MHF I 7 S,INC> P.E. rincip Cc: Mr.Brian Darcy,Northpoint Realty Mr. Chris Huntress,Huntress Associates Mr. William Cotter/Mr.Robert Nagri,VHB,Inc. --- \D—ocu—m—en1-s–end Setti ENGINEERS PLANNERS SURVEYORS STORM WATER AL4NAGEMENT, TA T A f�77 h.�f3L C V Lf l l V r�flL BEST MA NA GEIVIENT_I'ffACTICES Map 35, Lot 50 1003 Osgood Street North Andover, Massachusetts PREPARED FOR: Thomas Properties, LLC 342 Main Street Andover, MA 01810 August 15, 2003 Revised: October 27, 2003 Revised: December 15, 2003 f 73 t � t 3 r'. M 4 1 ¢ c NVIHF Project # 130802 Table of Contents: Revisions I Project Description: Existing C onditinns Proposed Work II Drainage System Design 111 Drainage Summary IV Storm water Management: DEP - Appendix C Recharge Calculations TSS Removal Calculations Operation&Maintenance Plan V Grate&Pipe Capacities VI Drainage Calculations -Hydt-ocad Printouts Predevelopment 1, 2, 10 & 100-year Storm Events Postdevelopment 1, 2, 10& 100-year Storm Events V 11 NMI) . USGS Locus Map SCS Soils Map F.I.R.M. Pre&Post-development Drainage Maps VTTI Soil Evaluator Test Pit Loo s Revisions (10/27/03) 1. Added Soil Evaluator Test Pit Logs 2. Added Roof Drain Infiltration Trenches to Hydrocad Model and Recharge Calculations 3. Updated DEP Stormwater Management Form 4. Updated Hydrocad printouts 5. Updated Postdevelopment Drainage Map 6. Updated Grate&Pipe Capacity carts 7. Updated Drainage Summary Revisions (12/15/03) 1. Deleted storage in catch basins below outlet. 2. Drainage Summary updated. DR.AFNI AGE-REPORT.dok: Pa- ? Storm water Quality Controls: 1. Street Sweenina- to rant»rP cpdimpnt prior to entering the drainage system_ Thie wMilri he, done on a scheduled basis. TSS Removal Rate= 10% (discretionary, per Con. Com,) 2. Catch Basins with Oil Hoods and Deep Sumps to capture, treat and redirect storm water toward the proposed underground detention systems. TSS Removal Rate=25% 3. Stormeeptor—which would treat storm water prior to discharge to drainage channel. TSS removal rate= 70% 4. Drainage Channel—which would treat storm water prior to entering the wetland. TSS removal rate=25%. 5. Roof nrain Tnfiltratinn TrPnrhPC-u7hinh urniilrl rPr.harae all rnnf;ynn ninnff TC.0 ramnval a- r rate= 80% Groundwater Recharge: Tn order to provide the maxim»m possible groundwater recharge; we have incorporated two roof drain infiltration systems (trenches). Calculations supporting their rates and capacities are included below. Storm water Quantity Controls: The TTndPrornnnrl rlPtPntinn system was designed qu that it would r_.nntrnl rligr_.harcr. thrnuch outlet pipes for the 1, 2, 10 & 100-year events at lower than predevelopment rates to the wetland. The overall system thereby achieves the following: • Control ofnjnn_ffrate,to shutting pro PrtiP,to below predevelopment rate,,. • Water quality maintenance—TSS removal from storm water of more than 80%. • Groundwater Recharge—through the drainage channel. • Storm damage prevention—by reduced runoff rates and controlled flow paths. The nnint of anahrcic is the wi-tlanrl hnnnrlary r.__ III: DRAINAGE SUMMARY (All values shown are peak rates in CFS) Point of Analysis Storm` Predevelopment Rate Poi#d�ve lopment Rite CFS - `FS3 Wetland I- ear' 3.32 = 2` Boundary 3.83 1=0- ear 7.79 - � 1:D0 : ear 13.66 AST: it iN(FT-Desi<2i) R.AT\,.A G IE-RF_t'QRT.doc Mwe 6) POST-DEVELOPMENT: 1-Year Storm 0 75 RC OF FLOWS O CB-1 FLOWS O CB-5 FLOWS O CB-3FLOW CB-4 R F S O IN SP; 3P<, 4P,;, 4R ROOF RAIN C _1 19. CB-3 CB-4 ROOF RAIN ROOF DRAIN 12"HDPE 6MH-1 TO 12"HDPE DMH-3 TO 12"HDPE DMH-2 TO ROOF DRAIN INFILTRATOR D H-4 DMH-1 DMH-3 INFILTRATOR FLOWS TO CB-2 CB-2 15"HDPE MH4 TO U.G.DE ENTION 6P , UG DE NTION SY EM �R 12"HDPE MH-5 TO -1 DRAINAG CHANNEL FLOWS TO WETLAND SUMMATION AT WETLAND SUbca Read-h on Link Drainage Diagram for 1308 11-YEAR POSTDEVELOPMENT Prepared by MHF Design Consuttants, Inc. 12/15/2003 HydroCAD®7.00 s/n 001710 ©1986-2003 Applied Microcomputer Systems 1308 1-YEAR POSTDEVELOPMENT T1 pe III 24-hr Rah?fall=290" Prepared by XHF Design Consultants,Inc. Page 2 HN7droCAD*'70) s/n 001710 40 1986-2003 Applied Microcomputer&?stems 12/15/2003 Time span7-5.00-20.00 hrs,dt=0.05 hrs.)01 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Stor-Ind+Trails method - Pond routing b),Stor-Ind method Subeatehment 1S:FLOWS TO CB-1 Runoff Area=4.050sf Runoff Depth=1.14" Flogs Length=70' Tc=04 min CN=81 Runoff=0.15 efs 386 of Subeatehment 2S:FLOWS TO CB-2 RunoffArea=21,900 sf Runoff Depth=2.32" Flow Length=175' Tc=0.9 min CN=96 Runoff=1.52 efs 4.232 of Subeatehment 3S:FLOWS TO CB-3 Runoff Area=9.6(x)sf Runoff Depth=2.13" Flow Length=125' Tc=0.7 min CN=94 Runoff--0.63 efs 1,706 cf Subeatehment 4S:FLOWS TO CB4 Runoff Area=1900 sf RunoffDepth=2.50" Flogs Length=115' Tc=0.6 min CN=98 Runoff=0.14 cfs 396 cf Subeatehment 5S:FLOWS TO CB-5 Runoff Area=3,200 sf Runoff Depth=2.04" Flogs Length=120' Tc=0.7 min CN=93 Runoff--0.20 efs 544 cf Subeatehment 6S:FLOWS TO WETLAND Runoff Area=93,679 sf Runoff Depth=0.77" Flow Length=375' Tc=5.0 min CN=74 Runoff--1.99 efs 5,994 of Subeatehment 7S:ROOF Runoff Area=2,(xx)sl RimoffDepth=2.50" Floe-Length=25' Tc=0.1 min CN=98 Runoff=0.15 efs 417 of Subeatehment 8S:ROOF Runoff Area=2,400 sf Runoff Depth=2.50" Floe-Length='-)5' Tc=0.1 min CN=98 Runoff--O.18 efs 500 cf Reach 1R: 12"HDPE DMH-1 TO DMH-4 Peak Depth=().'3' Max Vet=4.7 fps InfloNi=1.07 efs 3.029 of D=12.0" n-0.010 L=20.0' S=0.0100'P Capacits=4.63 efs Outtloiti=1.06 efs 3,029 cf Reach 2R: 12"HDPE DMH-2 TO DMH-3 Pe k Depth=0.23' Mal Vet=5.6 fps Inflo«=0.77 efs 2.101d D=12.0" n=0.010 L=650 S=0.020O'P Capacity'={.55 cfs Outtlo"=0.75 efs 2,100 cf Reach 3R: 12"HDPE DMH-3 TO DMII 1 Peak Depth=0.31' Max Vet=4.6 fps Intlot`=0.96 efs 2.644 of D=12.0" n=0.01() L=90.0' S=0.0100'P Capacity=4.63 efs Outfloii-0.92 efs 2,643 of Reach 4R:ROOF DRAIN Peak Depth--O.15' Max Vet=3.8 fps IntloNA=0.15 efs 417 of D=4.0" n=0.010 L=75.0' S=0.0200'P Capaciti7=0.35 cfs Outtlo`N=0.14 efs 416 of Reach 5R:ROOF DRAIN Peak Depth=0.17' Mal Vet=4.0 fps Intlo«=0.18 efs 500 cf D=4.0" n=0.010 L=40.0' S=0.0200'f Capacity=0.35 cfs Outflow--0.17 cfs 500 cf Reach 6R: 15"HDPE DMH4 TO U.G.DETENTION Peak Depth--0.48' Max Vet=6.0 fps Infloxj=2.57 cfs 7.259 cf D=15.0" n=0.010 L=5.0' S=0.0100'P Capacity=8.40 cfs Outflow--2.57 cfs 7,259 of Reach 7R:DRAINAGE CHANNEL Peak Depth=023' Max Vet=1.5 fps hitlmi=1.35 efs 7.093 of n=0.035 L=100.0' S=0.0100'P Capacity=14.48 cfs (hittloii-135 cfs 7,081 of 1308 1-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfall=2.90" Prepared by NW Design Consultants,Inc. Page 3 HvdroCAD* 7.(X) s/n OO1710 -:c,1986-200;Applied Microcomputer%?stems 12/15/2003 Reach 8R: SUMMATION AT WETLAND hiflm=3.22 cfs 13.075 of Outtlo«=3.22 cfs 13.075 of Reach 9R: 12"HDPE DMH 5 TO FES-1 Peak Depth=037' Max Vet=5.1 fps hif mi=1.37 cfs 7.096 of D=12.0" n=0.010 L=85.0' S=0.0100'/' Capacity,=4.63 cfs OutfloiN=1.35 cfs 7,093 of Pond 1P: CB-1 Peak EleN=129.19' Storage=-')of luflo`i=0.15 cfs 386 of 12.0"193.0'Culvert Outflov=0.15 cfs 386 of Pond 2P: CB-2 Peak Elet=124.53' Storage=10 cf hiflons=1.52 cfs 4.232 cf 12.0"x 5.0'Calvert Outflmi=1.51 cfs 4.231 of Pond 3P: CB-3 Peak EleN=129.45' Storage=5 of hiflow=4163 cfs 1,706 of 12.0"z 5 3.0'Culvert Outtko"=0.63 cfs 1.705 of Pond 4P: C114 Peak EleN=12758' Storage=2 of Tnf7ow--0.14 cfs 396 of 12.0"120.0'Culvert OuttIoNN=0.14 cfs 396 of Pond 5P: CB-5 Peak Elei=125.31' Storage--3 of hiflm=0.20 cfs 544 of 12.0"17.0'Culvert Out to«=0.20 cfs 544 cf Pond 6P:UG DETENTION SYSTEM Peak Ele-N=122.70' Storage--1,566 cf hifloiN=2.57 cfs 7,259 cf Otittlo«=1.37 cfs 7.096 cf Pond 7P: ROOF DRAIN INFILTRATOR Peak Elei=130.01' Storage=4 cf hif m=0.14 cfs 416 of Discarded=0.14 cfs 416 of Priman�0.00 cfs 0 of Outtlo«=0.14 cfs 416 of Pond 8P: ROOF DRAIN INFILTRATOR Peak Elei=130.03' Storage=8 of hiflmi=0.17 cfs 500 of Discarded=4) 15 cfs 5(9)cf Primat7=0.00 cfs 0 cf Outtlm=0.15 cfs 51:1()of Total Runoff Area=138,729 sf Runoff Volume=14,173 cf Average Runoff Depth=1.23" 1308 1-YEAR POSTDEVELOPNIENT Tipe III 24-hr Rainfal1=2.90" Prepared by NVIHF Design Consultants,Inc. Page 4 HvdroCADO 70) s/n 001710 -c,1986-2(:03 Applied Mcrocomputer S'ystems 12/15/2003 Subcatchment 1S: FLOWS TO CB-1 Runoff = 0.15 cfs ra; 12.01 hrs, Volume= 386 cf, Depth= 1.14" Runoff by SCS TR-20 method,UH==SCS.Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area(sf) CN Description 1,100 98 Paved parking&roofs 2,950 74 >75%Grass cover,Good,HSG C 4,050 81 Weighted Average Tc Length Slope Velocity Capacity Description (inin) (feet) (M (ft/sec) (efs) 03 25 0.0500 1.5 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.1 45 0.0700 5.4 Shallow Concentrated Flow, Paved hi=20.3 fps 0.4 70 Total Subcatchment 2S: FLOWS TO CB-2 Runoff = 1.52 cfs 0; 12.01 hrs, Volume= 4,232 cf, Depth= 2.32" Runoff by SCS TR-20 method.UH=SCS,Time Span=5.00-20.00 lus,dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area(sf) CN Description 19,800 98 Paved parking&roofs 2,100 74 >75%Grass corer,Good,HSG C 21,900 96 Weighted Average Tc Length Slope Velocity Capacity Description (mui) ("feet) (ft/ft) (ft/sec) (cfs) 03 25 0.0500 1.5 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.6 150 0.0500 4.5 Shallow Concentrated Flow, Paved KN=20.3 fps 0.9 175 Total Subcatchment 3S: FLOWS TO CB-3 Rwioff = 0.63 cfs 12.01 hrs, Volume= 1,706 c£ Depth= 2.13" Runoff by SCS TR-20 method,UH=SCS.Time Span=5.00-20.00 brs,dt=0.05 hrs TNpe III 24-hr Rainfall=2.90" 1308 1-YEAR POSTDEVELOPMENT TI.Pe III 24-hr Rah?fall=2.90" Prepared by N HF Design Consultants,hic. Page 5 HydroCADV,7.(N) s/n 001710 ,c,1986-2(H)3 Applied Microcomputer%,stems 12/15/2003 Area(sfl CN Description 7,950 98 Paved parking&roofs 1,650 74 >75%Grass cover,Good,HSG C 9,600 94 Weighted Average Tc Length Slope Velocit-- Capacity- Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.5 Sheet Flow, Smooth surfaces w--0.011 P2=31,10" 0.4 100 0.0500 4.5 Shallow Concentrated Flow, Paved K`=20.3 fps 0.7 125 Total Subcatchment 4S: FLOWS TO CB-4 Runoff = 0.14 cfs!ci; 12.01 hrs, Volume= 396 ef, Depth= 2.50" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area(sf) CN Description 1,900 98 Paved parking&roofs Tc Length Slope Velocity Capacih. Description (min) (feet) (ft/ft) (ft/sec) (efs) 0.3 25 0.0300 1.2 Sheet Flow, Smooth surfaces n7-0.011 P2=33.10" 03 90 0.0500 4.5 Shallow Concentrated Flow, Paved K-,=20.3 fps 0.6 115 Total Subcatchment 5S: FLOWS TO CB-5 Runoff = 0.20 cfs «! 12.01 hrs, Volume= 544 cf, Depth= 2.04" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 firs,dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area(sfl CN Description 2,500 98 Paved parking&roofs 700 74 >75%Grass cover,Good.HSG C 3,200 93 Weighted Average Tc Length Slope Velocity Capacity- Description (mill) (feet) (ft/ft) (ft/sec) (efs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n7--0.011 P2=33,10" 0.3 95 0.0500 4.5 Shallow Concentrated Flow, Paved Ki=20.3 fps 0.7 120 Total 1308 1-YEAR POSTDEVELOPMENT Tjpe III 24-hr Rainfall=2.90" Prepared by NHW Design Consultants,Inc. Page 6 1+7droCADk 7.00 s/n 001710 (,-1986-2003 Applied Microcomputer%,stems 12/15/2003 Subcatchment 6S: FLOWS TO WETLAND Runoff = 1.99 cfs(& 12.09 hrs, Volume= 5,994 cf: Depth= 0.77" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area(sf) CN Description 93,679 74 >75%Grass cover.Good,HSG C Tc Length Slope Velocity- Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 2.8 25 0.0300 0.1 Sheet Flow, Grass: Short n=0.150 P2=3.10" 2.2 350 0.0300 2.6 Shallow Concentrated Flow, Grassed Waterway K-\= 1-5.0 fps 5.0 375 Total Subcatchment 7S: ROOF Runoff = 0.15 cfs ci 12.001n-s, Volume= 417 cf, Depth= 2.50" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area(sfl CN Description 2,000 98 Paved parking&roofs Tc Length Slope Velocih- Capacity Description _ (min) (feet) (ft/ ) (ft/sec) (cfs) 0.1 25 0.3000 3.0 Sheet Flow, Smooth surfaces n7-0,011 P2=03.10" Subcatchment 8S: ROOF Runoff = 0.18 cfs(ii',, 12.00 hrs, Volume= 500 cf, Depth= 2.50" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 lnrs,dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area(sfl CN Description 2,400 98 Paved parking&roofs Tc Length Slope Velocity- Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 03000 3.0 Sheet Flow, Smooth surfaces n7-0.011 P2=31.10" 1308 1-YEAR POSTDEVELOPMENT Tjpe III 24-1v- Rah?1W1=2.90" Prepared by WE Design Consultants,Inc. Page 7 14vdroCAD*170) s/n 1X11710 '.1986-2003 Applied M erocompiiter%,step s 12/15/2003 Reach 1R: 12"HDPE DMH-1 TO DM11-4 hiflow Area= 23.150 sf, Infloji7 Depth= 1.57" inflow = 1.07 cfs!ti! 12.021irs, Volume= 3,029 cf Outflow = 1.06 cfs(d.; 12.03 hrs, Volume= 3,029 c£ Atten= 1°/", Lab 0,2 min Routing by Stor-hid+Trans method,Time Span-7 5.00-20.00 brs,dt--0.05 hrs Max- Velocih=4.7 fps, Min Travel Time=0.1 nun Avg. Velocity= 1.7 fps, Avg. Travel Time=0.2 min Peak Depth=0.3 !a"12.03 hrs Capacity at batik full=4.63 efs hilet Invert= 123.90', Outlet hnert= 123.70' 12.0"Diameter Pipe n7-0.010 Length=20.0' Slope=0.0100'/' Reach 2R: 12"HDPE DMH-2 TO DMH-3 Inflow Area= 13,500 sf, hiflow Depth= 1.87" Inflow = 0.77 cfs( 12.01 hrs, Volume= 2,101 cf Outflow = 0.75 c£s r?; 12.02 hrs, Volume= 2,100 cf, Atten=2%, Lab 0.3 mui Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max.Velocity=5.6 fps, Min. Travel Time=0.2 min Avg.Velocity=2.0 fps, Avg. Travel Tune=0.6 min Peak Depth=0.231'(01 12.01 hrs Capacity at bank full=6.55 cfs Inlet Invert= 126.30', Outlet Invert= 125.00' 12.0"Diameter Pipe n-70.010 Length=65.0' Slope=0.0200'/' Reach 3R: 12"HOPE DMH-3 TO DMH-1 Inflow Area= 16,700 sf, Inflow Depth= 1.90" Inflow = 0.96 cfs(6 12.02 hrs, Volume= 2,044 cf Outflow = 0.92 cfs w0; 12.03 hrs, Volume= 2,643 cf, Atten=4%, Lag=0.7 min Routing by Stor-hid+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max- Velocih=4.6 fps, Mm. Travel Time=0.3 min Avg. Velocity= 1.6 fps, Avg. Travel Tune=0.9 min Peak Depth=0.3P<<i12,02 hrs Capacity at bank full=4.63 cfs hilet Invert= 124.90', Outlet Invert= 124.00' 12.0"Diameter Pipe n7--0.010 Length-790.0' Slope=0.0100'r Reach 4R: ROOF DRAIN Inflow Area= 2,000 sf. Inflow Depth= 2.50" Inflow = 0.15 cfs(0; 12.001u-s, Volume= 417 cf Outflow = 0.14 cfs td; 12.01 hrs, Volume= 416 cf, Atten=3%, Lab Q5 mui 13081-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfal1=2.90" Prepared by MHF Design Consultants,Inc. Page 8 M7&oCADI)70) shi 001710 ,c-1986-21x)3 Applied Microcomputer Lstems 12/15/2003 Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 firs,dt=0.05 hrs Max. Velocity=3.8 fps, Min. Travel Time=0.3 min Avg. Velocity= 1.4 fps, Avg. Travel Time=0.9 min Peak Depth=0.15'rc., 12.01 firs Capacity at bank full=0.35 cfs Inlet Invert= 1332.50', Outlet Invert= 131.00' 4.0"Diameter Pipe n7-0.010 Length=75.0' Slope=0.0200'/' Reach 5R: ROOF DRAIN Inflow Area= 2,400 sf, Inflow Depth= 2.50" Mow = 0.18 cfs(q; 12.00 hrs, Volume= 500 of Outflow = 0.17 cfs td,, 12.01 hrs, Volume= 500 cf Atten=2%, Lam 0.2 mui Routing by-Stor-Ind+Trails method,Time Span=5.04_20.00 hrs,dt=0.05 hrs Mal Velocity-4.0 fps, Min. Travel Time=0.2 min Avg. Velocity= 1.5 fps, Avg. Travel Tune=0.4 mui Peak Depth=0.17+a,12.00 hrs Capacity at bank full=0.35 cfs hilet Invert= 126.9T, Outlet Invert= 126.17' 4.0" Diameter Pipe n7-0.010 Length=40,0' Slope=0.0200'/' Reach 6R: 15"HDPE DMH-4 TO U.G.DETENTION Inflow Area= 45,050 sf, Inflow Depth= 1.93" Inflow = 2.57 cfs+ii 12.02 lu-s. Volume= 7,259 cf Outflow = 2.57 cfs-,cr, 12.02 hrs, Volume= 7,259 cf, Atten=0%. Lam 0.0 min Routing by Stor-hid+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max Velocity=6.0 fps, Min. Travel Time=0.0 min Avg. Velocity•_2.2 fps, Avg. Travel Time=0.0 min Peak Depth=0.48'td 12.02 hrs Capacity-at bank-full=8.40 cfs Inlet Invert= 123.45', Outlet Invert-- 12-1.40- 15.0" Diameter Pipe n=0.010 Length=5.0' Slope=0.0100'/' Reach 7R: DRAINAGE CHANNEL Inflow Area= 45,050 sf, Inflow Depth= 1.89" Inflow = 1.35 cfs(ii; 1114 hrs, Volume= 7,09')cf Outflml, = 1.35 cfs rir. 12.17 hrs, Volume= 7.081 cf, Atten=0%. La-2.2 min Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 brs Maz Velocity= 1.5 fps, Min. Travel Time= 1.1 min Avg. Velocity=0.5 fps, Avg. Travel Tune=3.3 min 1308 1-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfal1=2.90" Prepared by MHF Design Consultants,Inc. Page 9 HvdroCAD*1 7.00 shy()01710 `0 1986-2(03 Applied Microcomputer%,stems 12/15/2003 Peak Depth=0.23'01 12,I5 hrs Capacity at bank full=14.48 cfs Inlet Invert= 120.65', Outlet Invert= 119.65' 4.00' t 1.00' deep channel, n=0.035 Length= 100.0' Slope=0.01007' Side Slope Z-value=0.3W Reach 8R: SUMMATION AT WETLAND Inflow Area= 138,729 sf, Inflow Depth= 1.13" Inflow = 3.22 cfs 12.10 hrs, Volume= 13,075 cf Outflow = 3.22 cfs ci 12.10 hrs, Volume= 1-1075 cf, Atten=0%. Lag=0.0 min Routing by Stor-Ind+Trails method,Time Span=5.00-20.00 bis,dt=0.05 lus Reach 9R: 12"HDPE DMH-5 TO FES-1 Inflow Area= 45.050 sL Inflow Depth= 1.89" Inflow = 1.37 cfs(t% 12.12lirs, Volume= 7,096 cf Outflow = 1.35 cfs tdi 12.14 hrs, Volume= 7,093 cf, Atten= 1%, Lag=0.7 mui Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 li s,dt=0.05 hrs Mal Velocity=5.1 fps, Min. Travel Time=0.3 min Avg.Velocity=2.2 fps, Avg. Travel Time=0.7 mui Peak Depth=0.3170'i 12.12 hrs Capacih-at bank full=4.63 cfs Inlet Invert= 121.50'. Outlet Invert= 120.65' 12.0"Diameter Pipe n7--0.010 Length=85.0' Slope=0.0100'r Pond 1P: CB-1 Inflow Area= 4,050 sf, Inflow Depth= 1.14" InfloNv = 0.15 cfs lc% 12.01 hrs, Volume= 386 cf Outflow = 0.15 cfs;q; 12.01 hrs, Volume= 386 cf.. Atten=0%, Lag=0.2 min Primary = 0.15 cfs(i 12.01 lus, Volume= 386 of Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elej= 129.19' id, 12.01 hrs Surf.Area= 13 sf Storage=2 cf Plug-Flow detention time=0.7 min calculated for 385 of(100°/"of inflow) Center-of-Mass det.time=0.5 min( 80133- 800.7 ) # Invert Avail.Storage Storage Description 1 129.00' 46 cf Custom Stage Data(Prismatic) Listed below Elevation Siu£Area hic.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 13 0 0 13 1.20 13 29 29 133.20 4 17 46 1308 1-YEAR POSTDEVELOPAUNT Tt pe III 24-hr Rainfall=2.90" Prepared by 1VIHF Design Consultants,Inc. Page 10 WdroCAD*170) sAi 001710 ,x,1986-2W3 Applied Microcomputer%?Stems 12/15/2003 # Routing Invert Outlet Devices 1 Priman.- 129.00' 12.0" z 93.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet hi-%-ert= 124.00' S=0.0538 'r n7-0.010 Cc=0900 Primary Outflow Mai--0.14 cfs W: 12.01 hrs HW=129.18' (Free Discharge) t1=Culvert (Inlet Controls 0.14 cfs flu; 1.5 fps) Pond 2P: CB-2 Inflow Area= 21.900 sL Infloii-Depth= 2.32" Inflow = 1.52 cfs Ri 12.01 firs, Volume= 4,232 cf Outflow = 1.51 cfs:fi! 12.01 firs, Volume= 4,231 cL Atten=0%, Lag=0.1 min Primaty = 1.51 cfs ra 12.01 his, Volume= 4,231 cf Routing by Stor-Ind method,Time Span=5.00-20.00 firs,dt=0.05 firs Peak Elei= 124.53' 0 12.01 hrs Surf.Area= 13 sf Storage= 10 cf Plug-Flow detention time=0.4 min calculated for 4,231 cf(100%of inflow) Center-of-Mass det. time=0.2 min(746.8-746.5 ) # Invert Avail.Storage Storage Description 1 123.75' 36 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.75 13 0 0 125.20 13 19 19 12720 4 17 36 # Routing Invert Outlet Deuces 1 Primary- 123.75' 12.0" z 5.0'long Culvert RCP.sq.cut end projecting, Ke=0.500 Outlet Invert= 12-31.70' S=0.0100 'r ir-0.010 Cc=0.900 tPrimary Outflow Mat 1.45 cfs('x;12.01 hrs HW=124.51' (Free Discharge) 11 ul tl (Barrel Controls 1.45 cfs «:3.1 fps) Pond 3P: CB-3 Inflow, Area= 9,600 sf, Infloii-Depth= 2.13" Inflow = 0.63 cfs iici> 12.01 firs, Volume= 1,706 cf Outflow = 0.63 cfs+ i,� 12.01 firs, Volume= 1,705 cf, Atten=0°/", Lag=0.1 nun Priman- = 0.63 cfs;x'; 12.01 hrs, Volume= 1.705 cf Routing by Stor-hid method,Time Span=5.00-20.00 firs,dt=0.05 firs Peal-Ele-,= 129.45' ,6; 12.01 hrs Siuf.Area= 13 sf Storage=5 cf Plug-Flow detention time=0.4 min calculated for 1,705 cf(100%of inflow) Center-of-Mass det. time=0.3 min( 756.6-756.3) # Invert Avail.Storage Storage Description 1 129.05' 94 cf Custom Stage Data(Prismatic) Listed below 13081-YEAR POSTDEVELOPMENT Ti pe III 24-hr- Rainfall=2.90" Prepared by NHV Design Consultants,hic. Page 11 HvdroCAD(tR,70) s/n 001710 �'0 1986-200;Applied Microcomputer Shtstems 12/15/2003 Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.05 13 0 0 135.00 13 77 77 137.00 4 17 94 # Routing Invert Outlet De-ices 1 Priman, 129.05' 12.0" x 53.0' long Culvert RCP,sq.cut end projecting, he=0.500 Outlet Invert= 126.40' S=0.0500 '/' n=0,010 Cc=0.900 Primary Outflow Ma-=0.61 cfs ii, 12.01 hrs HW=129.44' (Free Discharge) Ll=Culvert (Inlet Controls 0.61 cfs,ti 2.1 fps) Pond 4P: CB-4 hiflow Area= 1,900 sf, Inflow Depth= 2.50" Inflow = 0.14 cfs 12.01 hrs, Volume= 396 of Outflow = 0.14 cfs rn; 12.01 hrs, Volume= 396 c£ Atten=0%, Lam 0.2 min PrimanT = 0.14 cfs X41 12.01 hrs. Volume= 396 cf Routing by Stor-Ind method,Time Span=5.00-20.00 Ins,dt=0.05 hrs Peak Ele= 127.58' (bl, 12.01 hrs Surf.Area= 13 sf Storage=2 cf Plug-Flow detention time=0.7 min calculated for 396 of(100%of inflow) Center-of-Mass det. time=0.5 min(736.0- 735.5) # hn-ert Aiail.Storage Storage Description 1 127.40' 78 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.40 13 0 0 132.10 13 61 61 134.10 4 17 78 #_ Routing hivert Outlet De-6ces 1 Primary 127.40' 12.0" x 20.0'long Culvert RCP,sq.cut end projecting, he=0.500 Outlet ln-%-ert 126.40' S=0.0500 '/' n7-0.010 Cc=0.900 Primary Outflow Max- 0.13 cfs-O 12.01 hrs HW=127.57' (Free Discharge) Ll=Culvert (Inlet Controls 0.13 cfs<<i;1.4 fps) Pond 5P: CB-5 hiflow Area= 3.200 sf, hiflow Depth= 2.04" hiflow = 0.20 cfs cr, 12.01 hrs, Volume= 544 cf Outflow = 0.20 cfs+ci 12.01 hrs, Volume= 544 cf, Atten=0%, Lag=0.2 min Prunary = 0.20 cfs 12.01 hrs, Volume= 544 cf Routing b�-,-Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0,05 hrs Peak Elegy= 125.31' rii: 12.01 li s Surf.Area= 13 sf Storage=3 cf Plug-Flo« detention time=0.7 min calculated for 544 cf(100"/o of inflon-) Center-of-Mass det, time=0.5 min(761.6- 76 1.0) 13081-YEAR POSTDEVELOPMENT 7:pe III 24-hr Rain14W1=2.90" Prepared by NHW Design Consultants,Inc. Page 12 HydroCAM17.0) shi oL)1710 c_,�1986-2003 Applied Microcomputer S�,stems 12/15/2003 # Invert Avail.Storage Storage Description 1 125.07' 55 cf Custom Stage Data(Prismatic) Listed below Ele-%,ation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.07 13 0 0 128.00 13 38 38 130.00 4 17 5_5 # Routing Invert Outlet Devices 1 Primary 125.07' 12,0" a 7.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet hu-ert= 125.00' S=0.0100 'P n7--0.010 Cc=0.900 Primary Outflow Mai--0.19 cfs 0i, 12.01 lus HW=125.30' (Free Discharge) Ll=Culvert (Barrel Controls 0.19 cfs(a;2.1 fps) Pond 6P: UG DETENTION SYSTEM Inflow Area= 45,050 sL Inflow Depth= 1.93" Inflow = 2.57 cfs%m 12.02 firs, Volume= 7,259 cf Outflow = 1.37 cfs Ca; 12.12 hrs, Volume= 7,096 cL Atten=47%, Lam 6.3 mui Primary- = 1.37 cfs i 12.12 hrs, Volume= 7,096 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elegy= 122.70' «i; 12.12 hrs Surf.Area=0 sf Storage= 1.566 cf Plug-Flow detention time--34.4 min calculated for 7.072 cf(97%of inflow) Center-of-Mass det.time=25.2 min(778.3-753.1) # Iuvert Avail.Storage Storage Description 1 121.65' 4,460 cf Custom Stage Data Listed belong Elevation Cum.Store (feet) (cubic-feet) 121.65 Q 123.15 1230 124.65 4,460 # Routing Invert Outlet DeNices 1 Primary 121.65' 12.0" z 5.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet Invert= 121.60' S=0.0100 'P n=0.010 Cc=0.900 2 Device 1 121.65' 6.0"Vert.Orifice/Grate C=0.600 3 Device 1 122.15' 6.0"Vert.Orifice/Grate C=0.600 4 Device 1 123.50' 4.0'long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary Outflow Mal 1.35 cfs 0� 12.12 firs HW=122.69' (Free Discharge) Ll=Culvert (Passes 1.35 cfs of 2.35 cfs potential flo«-) 2=0rifice/Grate (Orifice Controls 0.84 cfs(6 4.3 fps) 3___Arifice/Grate (Orifice Controls 0.51 cfs iii;2.6 fps) harp-Crested Rectangular Weir ( Controls 0.00 cfs) 1308 1-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfal1=2.90" Prepared by N11IF Design Consultants,Inc. Page 13 HvdroCADtl,7.00 s/n 001710 O 1986-2003 Applied Microcomputer%%stems 12/15/2003 Pond 7P: ROOF DRAIN INFILTRATOR Inflow Area= 2,000 sf, Inflow Depth= 2.50" Inflow = 0.14 efs rti; 12.01 hrs, Volume= 416 cf Outflow = 0.14 cfs!a; 12.02 hrs, Volume= 416,cf, Atten=2%, Lag=0.6 min Discarded= 0.14 cfs ra; 12.021us, Volume= 416 cf Primanr = 0.00 cfs 5.00 lirs, Volume= 0 cf Routing by Stor-Ind method.Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elegy= 130.01' (&; 12.02 hrs Surf.Area=0 sf Storage=4 cf Plug-MoAi-detention time--0.4 min calculated for 416 cf(100"/o of inflo«-) Center-of-Mass det. time=0.4 min(736.5-736.1 ) # Invert Avail.Storage Storage Description 1 130.00' 750 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 130.00 0 130.50 135 131.50 750 # Routing Invert Outlet Devices 1 Priman- 131.00' 4.0" z 5.0'long Culvert RCP,scut end projecting, Ke=0.500 Outlet Invert= 130.90' S=0.0200 '/' n-70.010 Cc=0.900 2 Discarded 0.00' 0.15 cfs Exfiltrafion at all elevations Discarded Outflow Max-0.15 cfs rd 12.02 hrs HW=130.01' (Free Discharge) 1.2 Ex iltration (E-"iltration Controls 0,15 cfs) Primary Outflow Ma-v-400 cfs(d-.5.00 hrs HW=130.00' (Free Discharge) t-1=Culvert (Controls 0.00 cfs) Pond 8P: ROOF DRAIN INFILTRATOR Inflow Area= 2,400 sf, Inflow Depth= 2.50" Inflow = 0.17 cfs 4i,; 12.01 hrs, Volume= 500 cf Outflow = 0.15 cfs idi 12.03 hrs. Volume= 500 cf. Atten= 11%, Las 1.2 min Discarded= 0.15 cfs(C�; 12.03 hrs, Volume= 500 cf Prunan7 = 0.00 cfs w.i` 5.001us, Volume= 0 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 130.03' �a; 12.041us Surf.Area=0 sf Storage=8 of Plums Flow detention tune=0.5 min calculated for 500 cf(10(r of inflow} Center-of-Mass det. tnne=0.4 min(736.1 735.7 ) # hivert Avail.Storage Storage Description 1 130.00` 750 cf Custom Stage Data Listed below 1308 1-YEAR POSTDEVELOPMENT Tipe III 24-hr Rah?fW=2.90" Prepared by N R F Design Consultants,Lic. Page 14 HvdroCAD*`7.00 s/n 001710 rc,1986-2003 Applied Microcomputer%%stems 12/15/2003 Elevation Cum Store (feet) (cubic-feet) 130.00 0 130.50 135 131.50 750 # Routing Invert Outlet Devices 1 Priman, 131.00' 4.0" z 5.0'long Culvert RCP,sq.cut end proiecting, lie=0.500 Outlet tin ert= 130.90' S=0.0200 '/' n=0.010 Cc=0.900 2 Discarded 0.00' 0.15 cfs Ex iltration at all elevations Discarded Outflow Maz=O.15 cfs id: 12.03 li s HW=130.03' (Free Discharge) L2 Exfiltration (Ex iltration Controls 0.15 cfs) Primary Outflow Max--0.00 cfs!a;5.00 hrs HW=130.00' (Free Discharge) Ll=Culvert (Controls 0.00 cfs) POST-DEVIELOPMENT. 2-Year Storm =ss 1s f s 's R OF FLOWS O CB-1 FLOWS O CB-5 FLOWS O CB-3FLOWS O CB4 R F 1P 5P 3P;< 4P<, 4R ROOF RAIN C 1 C CB-3 CB-4 ROOF DRAIN-1 f77777-1 ROOF DRAIN 12"HDPE MHA TO 12"HDPE DMH-3 TO 12"HDPE DMH-2 TO ROOF DRAIN INFILTRATOR DT-4 DMH-1 DMH-3 INFILTRATOR FLOWS TO CB-2 CB-2 15"HDPE MH4 TO U.G.DE ENTION 6P UG DE NTION SY EM �R 12"HDPE MH-5 TO F -1 7R DRAINAG CHANNEL FLOWS TO WETLAND SUMMATION AT WETLAND 5ubca Reach on Link Drainage Diagram for 1308 2-YEAR POSTDEVELOPMENT Prepared by MHF Design Consultants,Inc. 12115/2003 HydroCAD®7.00 s/n 001710 ©1986-2003 Applied Microcomputer Systems 1308 2-YEAR POSTDEVELOPMENT Tipe III 2=1-hi- Rain1al1=3.10" Prepared by NW Design Consultants,Inc. Page 2 HydroCAD,t'70) s/n 001710 c--1986.2(X)3 Applied Microcomputer Systems 12/15/2003 Time span=5.00-20.00 hrs,dt=0.05 firs,301 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S:FLOWS TO CB-1 Runoff Area--4.050 A Runoff Depth=1.29" Flo-%,v Length=70' Tc=0.4 min CN=81 Runoff=t).17 of,,-, 435 cf Subcatchment 2S:FLOWS TO CB-2 Runoff Area--21,900 sf Runoff Depth=2.50" Flow Length=175' Tc=0.9 min CN=96 Runoff--1.63 cfs 4.569 of Subcatchment 3S:FLOWS TO CB-3 Runoff Area=9.600 sf Runoff Depth=232" Flory Length=125' Tc=0.7 min CN=94 Runoff=0.69 cfs 1,852 cf Subcatchment 4S:FLOWS TO CB4 Runoff Area=1.900 sf Runoff Depth=2.68" Flow Length=115' Tc=0.6 min CN=98 Runoff=0.15 cfs 425 cf Subcatchment 5S:FLOWS TO CB-5 Runoff Area=3,200 s-f RunoffDepth=2.22" Flory Length=120' Te=0.7 min CN=93 Runoff--0.22 cfs 593 of Subcatchment 6S:FLOWS TO WETLAND Runoff Area--931,679 sf Runoff Depth=0.89" Floe-Length=375' Tc=5.0 min CN=74 Runoff--2.32 cfs 6,915 cf Subcatchment 7S:ROOF Runoff Area--2.(X))sf RunoffDepth=2.68" Flory Length=25' Tc=0.1 min CN=98 Runoff--O.16 cfs 447 of Subcatchment 8S:ROOF Runoff Area--22.400 s'f Runoff Depth=2.68" Flow Length=25' Tc=0.1 min CN=98 Runoff=0.19 cfs 537 of Reach 1R: 12"HDPE DMH-1 TO DM 14 Peak Depth=0.34' Max Vet=4.9 fps Wlolt=1.17 cfs 3,302 cf D=12.0" n=0.010 L=20.0' S=0.0100 T Capacity=4.63 cfs Outdo«=1.16 cfs 3,301 of Reach 2R: 12"HDPE DMH-2 TO DMH 3 PeaL Depth=0.24' Max Vet=5.7 fps Intloix-0.83 cfs 2.277 of Ir12.0" n=0.010 L=65.0' S=0.0200'P Capacih-O.55 cfs Outtlo-ki=0.81 cfs 2,276 cf Reach 3R: 12"HDPE DMH-3 TO DMH-1 Peak Depth=0.32' Max Vet=4.7 fps Inflo«=1.03 cfs 2.868 of D=12.0" n=0.010 L=90.0' S=0.0100'/' Capacity=4.63 cfs Outtlo«=1.00 cfs 2,867 cf Reach 4R:ROOF DRAIN Peak Depth=0.16' Max Vet=3.9 fps bAlo«=0.16 cfs 447 of D=4.0" n=0.010 L=75.0' S=0.0200'P Capacity=0.35 cfs Outfloii=0.15 cfs 447 of Reach 5R:ROOF DRAIN Peak Depth=0.17' Max Vet=4.1 fps Intlow=0.19 cfs 537 of D=4.0" n---).010 L=40.0' S=0.0200'P Capacity=0.35 cfs O uttloNI-0.19 cfs 536 of Reach 6R: 15"HDPE DM 14 TO U.G DETENTION Peak Depth=0.50' Max Velma.l fps Mo-,N=2.78 cfs 7,869 of D=15.0" n=0.010 L=5.0' S=0.0100'P Capacity=8.40 cfs Outflo«=2.77 cfs 7,869 cf Reach 7R:DRAINAGE CHANNEL Peak Depth=0.24' Max Vet=1.5 fps Mo-a=1.45 cfs 7.697 of n=0.035 L=100.0' S=0.0100'P Capacity=14.48 cfs 0utflo'\z=l.45 cfs 7.684 of 1308 2-YEAR POSTDEVELOPMENT Tipe III 24-hr Raigl,a11=3.10" Prepared by NHW Design Consultants,Inc. Page 33 HydroCADR�7.00 s/n 001710 1�,; 1986-2(:H)3 Applied Microcomputer%,stems 12/15/2003 Reach 8R:SUMMATION AT WETLAND hitIm-=3.65 cfs 14.599 of Outtlm 3.65 cfs 14.599 cf Reach 9R: 12"HDPE DMH 5 TO FES-1 Peak Depth=0.39' Max Vet=5.2 fps Inflow=147 cfs 7.699 of D=12.0" n=0.010 L=85.0' S==0.0100'P Capacih-4.63 cfs Outflo«=1.45 cfs 7,697 of Pond 1P: CB-1 Peak EleN=129 20' Storage--3 of Inf10-%N-0.17 cfs 435 cf 12.0"s 93.0'Culvert Outdo«=0.17 cfs 435 of Pond 2P: CB-2 Peak EleN=124.57' Storage=l l cf Intlo«=1.63 cfs 4,569 of 12.0"x 5.0'Culvert Out loxN=1.63 cfs 4.568 of Pond 3P: CB-3 Peak EleN=129.47' Storage=5 of InfloR=0.69 cfs 1,852 of 12.0"153.0'Culvert 0trtllo-%z=0.68 cfs 1.852 of Pond 4P: CB4 Peak Ele�=127.58' Storage=2 of Iuflom=0.15 cfs 425 of 12.0"120.0'Culvert Outfloxi=0.15 cfs 425 of Pond 5P: CB-5 Peak EleN=125.32' Storage=3 of Mow--0.22 cfs 593 of 12.0"z 7.0'Culvert Outdo«=0.22 cfs 592 of Pond 6P:UG DETENTION SYSTEM Peak Elet-1 22.78' Storage--1.676 of InfloNA-2.77 cfs 7,869 of OuttImi=1.47 cfs 7.699 of Pond 7P:ROOF DRAIN INFILTRATOR Peak EleN=130.01' Storage=4 cf Inflows-0.15 cfs 447 cf Discarded=).15 cfs 447 cf Primarv=0.00 cfs 0 of Outfloxt=0.15 cfs 447 e Pond 8P:ROOF DRAIN INFILTRATOR Peak Elegy=130.04' Storage=l l cf Inflmz=0.19 cfs 536 of Discarded=115 cfs 536 of Pijnare=().0()cfs 0 cf (A tflow=().15 cfs 536 of Total Runoff Area=138,729 sf Runoff Volume=15,772 cf Average Runoff Depth=1.36" 1308 2-YEAR POSTDEVELOPMENT T7pe III 24-hr Rainfal1=3.10" Prepared by MHF Design Consultants,Inc. Page 4 HvdroCADV 7.170 s/n 001710 0 1986-2003 Applied Microcomputer,%rstems 12/15/2003 Subcatchment 1S: FLOWS TO CB-1 Runoff = 0.17 cfs!&,, 12.01 hrs, Volume= 435 cf. Depth= 1.29" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=O.05 his Type 11121-hr Rainfall=3.10" Area(sf) CN Description 1,100 98 Pa-ved parking&roofs 2950 74 >75%Grass corer.Good,HSG C 4,050 81 Weighted Average Tc Length Slope Velociby Capacih Description (min) (feet) (ft/ft) (ft/sec) (efs) 0.3 25 0.0500 1.5 Sheet Flow, Smooth surfaces n7-0.011 P2=3.10" 0.1 45 0.0700 5.4 Shallow Concentrated Flow, Paved KN=20.3 fps 0.4 70 Total Subcatchment 2S: FLOWS TO CB-2 Runoff = 1.63 efs<<r; 12.01 hrs, Volume= 4,569 ef, Depth= 2.50" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 lirs,dt=0.05 hrs Type 11124-In Rainfall=3.10" Area(sf) CN Description 19,800 98 Pawed parking&roofs 2,100 74 >75%Grass corer,Good,HSG C 21,900 96 Weighted Average Te Length Slope Velocity Capacity- Description (min) (feet) (ft/ft) (ft/sec) (efs) 0.3 25 0.0500 L5 Sheet Flow, Smooth surfaces n7--0.011 P2=':).10" 0.6 150 0.0500 4.5 Shallow Concentrated Flow, Pawed K`=20.3 fps 0.9 175 Total Subcatchment 3S: FLOWS TO CB-3 Runoff = 0.69 efs;iii 12.01 hrs, Volume= 1,852 c£ Depth= 2.32" Runoff by SCS TR-20 method UH=SCS.Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 244Y Rainfall=3.10" 1308 2-YEAR POSTDEVELOPMENT Ti pe III 24-hr Raiirfal1=3.10" Prepared by CIF Design Consultants,Inc. Page 5 HydioCAD C. 7.01) s/n 001710 1986-2003 Applied Microc2mputer%!Stec s 12/15/2003 Area(sfl CN Description 7,950 98 Paved parking&roofs 1,650 74 >75%Grass cover,Good,HSG C 9,600 94 Weighted Average Tc Length Slope Velocity Capacity- Description (min) (feet) ("ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.5 Sheet Flow, Smooth surfaces n7-0.011 P2=31.10" 0.4 100 0.0500 4.5 Shallow Concentrated Flow, Paved Kt=20.3 fps 0.7 125 Total Subcatchment 4S: FLOWS TO CB-4 Runoff = 0.15 efs id,', 12.01 hrs, Volume= 425 cf.. Depth= 2.68" Runoff by SCS TR-20 method,UH=SCS.Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=3.10" Area(sfl CN Description L900 98 Payed parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (fl/ft) (ft/sec) (cfs) 0.3 25 0.0300 1.2 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.3 90 0.0500 4.5 Shallow Concentrated Flow, Payed Kv=20.3 fps 0.6 115 Total Subcatchment 5S: FLOWS TO CB-5 Runoff = 0.22 cfs fir; 12.01 hrs, Volume= 593 cf, Depth= 2.22" Runoff by-SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=3.10" Area(sf) CN Description 2.500 98 Paved parking&roofs 700 74 >75%Grass cover,Good,HSG C 3,200 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n7--0.011 P2=33.10" 0.3 95 0.0500 4.5 Shallow Concentrated Flow, Paved K-N=20.3 fps 0.7 120 Total 1308 2-YEAR POSTDEVELOPMENT Tine III2-1-hr Rainfal1=110" Prepared by NR F Design Consultants,Inc. Page 6 HvdroCA W,7.(Y) sin 001710 `(,-1986-2(x)3 Applied Microcomputer%,stems 12/15/2003 Subcatchment 6S: FLOWS TO WETLAND Runoff = 2.32 cfs t&,, 12.09 hrs. Volume= 6,915 cf, Depth= 0.89" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 firs Type III 24-hr Rainfall=3.10" Area(sfl CN Description - 93,679 74 >75%Grass corer,Good,HSG C Tc Length Slope Velocity Capacity- Description — (min) (feet) (ft/ft) (fusee) (cfs) 2.8 25 0.0300 0.1 Sheet Flow, Grass: Short n=0.150 P2=3.10" 2.2 350 0.0300 2.6 Shallow Concentrated Flow, Grassed Watenvav Kx= 15.0 fps 5.0 375 Total Subcatchment 7S: ROOF Runoff = 0.16 cfs�q! 12.00 hrs.. Volume= 447 cf, Depth= 2.68" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs.dt=0.05 his Type III 24-hr Rainfall=3.10" Area(sfl CN Description - 2,000 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 03000 3.0 Sheet Flow, Smooth surfaces n7-0.011 P2=131.10" Subcatchment 8S: ROOF Runoff = 0.19 cfs iii: 12.00 brs, Volume= 537 ef, Depth= 2.68" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 firs,dt=0.05 lns Type III 24-hr Rainfall=3.10" _ Area(sfl CN Description 2,400 98 Pared parking&roofs Tc Length Slope Velocity Capacih- Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 031000 3.0 Sheet Flow, Smooth surfaces n7-0.011 P2=3.10" 1308 2-YEAR POSTDEVELOPMENT Tike III 24-hr Rainfa11=3.10" Prepared by NIHF Design Consultants,Inc. Page 7 HvdroCAD WR 7.00 s/n(101710 ;x.1986-2(})3 Applied Microcomputer Sbstems 12/15/2003 Reach 1R: 12"RDPE DM1E1-1 TO DMH-4 Inflow Area= 23,150 sf, Inflow Depth= 1.71" Inflow = 1.17 cfs+iii, 12.02 hrs, Volume= 3,302 cf Outflow = 1.16 cfs rn; 12.03 his, Volume= 3.301 cf. Atten= 1°/", Lam 0.2 min Routing by Stor-hid+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max. Veloeit�=4.9 fps, Min. Travel Time=0.1 min Avg. Velocity-= 1.7 fps, Avg. Travel Time=0.2 min Peak Depth=0.34'(d, 12.03 his Capacity at basil:full=4.63 cfs Inlet Invert= 123.90', Outlet Invert­- 12-1.70' 12.0"Diameter Pipe n-70.010 Length=20.0' Slope=0.0100'/' Reach 2R: 12"HOPE DMH-2 TO DMH-3 Inflow Area= 13500 sf, Inflow Depth= 2.02„ Inflow = 0.83 cfs 1i 12.01 hrs, Volume= 2,277 cf Outflow = 0.81 efs;i% 12.02 hrs, Volume= 2.276 cf, Atten=2%, La-0.3 mils Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 his Mas.Velocity=5.7 fps, Min. Travel Time=0.2 min Avg.VelociUr=2.0 fps, Avg. Travel Tune=0.5 min Peak Depth=0.24';4, 12.011urs Capacity at bank full=6.55 efs Inlet Invert= 126.30', Outlet Invert= 125.00' 12.0" Diameter Pipe n=0.010 Length=65.0' Slope=0.02007' Reach 3R: 12"HDPE DMH-3 TO DMH-1 Inflow Area= 16,.700 sf, Inflow Depth= 2.06" Inlllov" = 1.03 cfs 12.01 hrs. Volume= 2,868 cf Outflow = 1.00 cfs t"m 12.03 hrs, Volume= 2,867 cf. Atten=4%, Lag=0.7 min Routing by Stor-hid+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Mwc Velocih=4.7 fps, Min. Travel Time=0.3 min Avg,Velocity= 1.7 fps, Avg. Travel Time=0.9 min Peak Depth=032' idt 1102 his Capacity at bank full=4.63 cfs Inlet Invert= 124.90', Outlet Invert= 124.00' 12.0"Diameter Pipe n=0.010 Length=90.0' Slope=0.01007' Reach 4R: ROOF DRAIN Inflow Area= 200 sf. Inflow Depth= 2.68" Inflow = 0.16 efs(d,, 12.00 hrs, Volume= 417 cf Outflow = 0.15 cfs ra: 12.01 hrs, Volume= 447 cf.. Atten=3%. La-0.5 mill 1308 2-YEAR POSTDEVELOPMENT Ti pe III 24-hr Rah?fal1=3.10" Prepared by MHF Design Consultants,Inc. Page 8 HvdroCAD-V 7.0) s/n 001710 ' 1986-2(H)3 Applied Microcomputer S�rstems 12/15/2003 Routing by Stor-hid+Trans method,Time Span=5.00-20.00 firs,dt=0.05 firs Max Velocity=3.9 fps, Min. Travel Time=03 min Avg. Velocity=1.5 fps, Avg. Travel Tune=0.9 min Peak Depth=0.16'!« 12.01 firs Capacih-at bank full=0.35 efs Inlet Invert-- 132.50'. Outlet Invert= 131.00' 4.0"Diameter Pipe n7-0.010 Length=75.0' Slope=0.0200'/` Reach 5R: ROOF DRAIN Inflow Area= 2.400 sf, Inflow Depth= 2.68" Inflow = 0.19 cfs(ii; 12.001us, Volume= 537 cf Outflow = 0.19 cfs ra, 12.00 firs, Vohune= 536 cf, Atten=2%. Lam 0.2 mui Routing by Stor-Ind+Trans method.Time Span=5.00-20.00 firs,dt=0.05 hrs Mat. Velocity-4.1 fps, Min. Travel Time=0.2 min Avg. Velocity-= 1.5 fps, Avg. Travel Tune=0.4 min Peak Depth=0.17';m 12.00 hrs Capacity-at bank full=0.35 cfs Inlet Invert= 126.97', Outlet Invert= 126.17' 4.0"Diameter Pipe 11-70.010 Length=40.0' Slope=0.0200'P Reach 6R: 15"HDPE DMH-4 TO U.G.DETENTION Inflow Area= 45,050 sL Inflow Depth= 2.10" Inflow = 2.78 cfs+d 12.021us, Volume= 7,869 cf Outflow = 2.77 cfs r! 12.02 hrs, Volume= 7,869 cf, Atten=0%. La-0.0 min Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 firs,dt=0.05 firs Mat. Velocity=6.1 fps, Min. Travel Time=0.0 min A-%,-g. Velocity=2.2 fps, Avg. Travel Time=0.0 min Peak Depth=0.50' (iii 12.02 firs Capacity at bank full=8.40 cfs Inlet Invert= 123.45', Outlet Invert--123.40' 15.0"Diameter Pipe n7-0.010 Length=5.0' Slope=0.0100'/' Reach 7R: DRAINAGE CHANNEL Inflow Area= 45.050 sf. Inflow Depth= 2.05„ Inflow = 1.45 efs ci 12.14 hrs, Volume= 7,697 of Outflow = 1.45 efs,i, 12.17 hrs, Volume= 7.684 c£ Atten=0%, Lag=2.0 mm Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max. Velocity=- fps, Min. Travel Time= 1.1 min AN-g. Velocity=0.5 fps, Avg. Travel Tune=3.2 min 1308 2-YEAR POSTDEVELOPMENT 7).pe III 24-hr Rah?kd1=3.10" Prepared by X1HF Design Consultants,Inc. Page 9 Hv droCAD R 7.0(1 shi 0017 10 40 19$6-200;Applied Mica e titer S�stems 12/15/2003 Peak Depth=024'la;12,15 hrs Capacity at bank full= 14.48 cfs Inlet Invert=- 120.65', Outlet Invert= 119.651 4.00' x 1.00' deep channel, n=0.035 Length= 100.0' Slope=0.0100'/' Side Slope Z-value=03'/' Reach 8R: SUMMATION AT WETLAND Inflow Area= 138,729 sf, hitlow.Depth= 1.26" Inflow = 3.65 cfs!ti 12.10 hrs, Volume= 14,599 cf Outflow = 3.65 cfs+a; 12.10 hrs, Volume= 14.599 cf, Atten=0%. Lag=0.0 min Routing b}-Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Reach 9R: 12"HDPE DMA-5 TO FES-1 Inflow Area= 45.050 sL Inflow Depth= 2.05" Inflow = 1.47 cfs 6 12.121us, Volume= 7,699 cf Outflow = 1.45 cfs tic, 12.14 hrs, Volume= 7.697 cf, Atten= 1%, Lam 0.9 mui Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max.Velocit}r 5.2 fps, Min. Travel Time=43 min Avg.Velocity=2.2 fps, Avg. Travel Tune=0.6 rum Peak Depth=039'ra;12.13 his Capacity at bank full=4.63 cfs Inlet Invert= 121.50', Outlet Invert=120.65' 12.0"Diameter Pipe n7-0,010 Length=85.0' Slope=0.0100'/' Pond 1P: CB-1 hiflow Area= 4,050 sL Inflo«-Depth= 1.29" Inflow = 0.17 cfs!4-. 12.01 hrs, Volume= 435 cf Outflow = 0.17 cfs!d; 12.01 hrs, Volume= 435 c£ Atten=0 1/6, La,0.2 min Primary = 0.17 cfs rr; 12.01 hrs, Volume= 435 cf Routing b�-Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Ele-,= 129.20' -ii 12.01 hrs Surf.Area= 13 sf Storage=3 cf Plug-Flow detention time=0.7 min calculated for 435 of(100%of inflow-) Center-of-Mass det.time=0.5 min( 798.6- 798.1 ) _# Invert Avail.Stora-ge Storage Description 1 129.00' 46 cf Custom Stage Data(Prismatic) Listed below Elevation Sirf.Area hic.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 13 0 (1 131.20 13 29 29 133.20 4 17 46 1308 2-YEAR POSTDEVELOPMENT Ti-pe III 24-hr Rainfal1=3.10" Prepared by NW Design Consultants,Inc. Page 10 I+AroCAD IR 7.0) shi 001710 -:c�1986-2(01 Applied Microcomputer%,Stems 12/15/2003 # Routing Invert Outlet Deg-ices 1 Primary- 129.00' 12.0" z 93.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet hivert=124.00' S=0.0538 T n7-0.010 Cc=0.900 Primary Outflow Ma1�.16 cfs id'! 12.01 lnrs HW=129.19' (Free Discharge) t-l=Culvert (Inlet Controls 0.16 cfs(6 1.5 fps) Pond 2P: CB-2 Inflow Area= 21,900 sf, hnflOR'Depth= 2.50" Inflow = 1.63 cfs ti 12.01 hrs, Volume= 4,569 cf Outflo«, = 1.63 cfs 'r 12.01 hrs, Volume= 4,568 cf, Atten=0%, Lam 0.1 min Primarz, = 1.63 cfs a; 12.01 hrs, Volume= 4,568 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elez= 124.57 .,'d; 12.01 hrs Surf Area=13 sf Storage= l l of Plug-Flow detention time=0.4 min calculated for 4,552 cf(100%of inflow) Center-of-Mass det,time=0?min( 745.5- 7452) # -Invert Avail.Storage Storage Description 1 123.75' 36 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area hic.Store Ciun.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.75 13 0 0 125.20 13 19 19 127.20 4 17 36 # Routing Invert Outlet De-ices 1 Primagy 123.75' 12.0" x 5.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet Invert--123.70' S=0.0100 '/' 117--0.010 Cc=0.900 Primary Outflow Ma-.,c--l.56 cfs t'i;12.01 hrs HW=124.55' (Free Discharge) Ll=-&lvert (Barrel Controls 1.56 cfs r6r.32 fps) Pond 3P: CB-3 Inflon-,,Area= 9.600 sf, hifioiv Depth= 232" Inflow = 0.69 cfs ra 12.01 hrs, Volume= 1.852 of Outflow = 0.68 cfs.'-(-J, 12.01 lnrs, Volume= 1,852 cf, Atten=0 1/o, Lag=0.1 min Primary = 0.68 cfs ip'; 12.01 hrs, Volume= 1,852 cf Routing by Stor-hid method.Time Span=5.00-20.00 hrs,dt=0.05 lnrs Peak Elei° 129.47 (6? 12.01 hrs Surf Area= 13 sf Storage=5 cf Plug-Flow detention time=0.4 min calculated for 1.852 cf(100%of inflo«-) Center-of-Mass det, time=0.3 min( 754.9-754.6) - 4 Inert Avail.Storage Storage Description 1 129.05' 94 cf Custom Stage Data(Prismatic) Listed below 1308 2-YEAR POSTDEVELOPMENT Tipe III 24-hr Rah?kd1=3.10" Prepared by NW Design Consultants,laic. Page 11 HvdroCAM1 70) s/n 001710 ,c,1986-2003 Applied Microcomputer S�,stems 12/15/2003 Elevation Surf Area Inc.Store Cum Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.05 13 0 0 135.00 13 77 77 137.00 4 17 94 # Routing Invert Outlet Devices 1 Primary 129.05' 12.0" z 53.0'long Culvert RCP,sq.cut end projecting, he=0.500 Outlet Invert-- 126AY S=0.0500 'r n7--0.010 Cc=0.900 Primary Outflow Max-0.66 cfs a! 12.01 li s HW=129.46' (Free Discharge) t-1=Culvert (Inlet Controls 0.66 cfs f(C 2.2 fps) Pond 4P: CB-4 Inflow-Area= 1,900 sf, Inflow-Depth= 2.68" Inflow = 0.15 cfs rm 12.01 lus, Volume= 425 of Outflow = 0.15 cfs tai; 12.01 firs, Volume= 425 cL. Atten=0%. Lam 0.2 min Priman7 = 0.15 cfs+d; 12.01 firs, Volume= 425 cf Routing by Stor-Ind method,Time Span=5.00-20.00 firs,dt=0.05 firs Peak Elev= 127.58' (u 12.01 hrs Surf.Area-- 13 sf Storage=2 cf Plug-Floxv detention time=0.7 min calculated for 423 cf(100%of inflow) Center-of-Mass det. time=0.5 min(7353-734.8) # Invert Avail.Storage Storage Description 1 127.40' 78 of Custom Stage Data(Prismatic) Listed below- Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-$) (cubic-feet) (cubic-feet) 127.40 13 0 0 132.10 13 61 61 134.10 4 17 78 # Routing Invert Outlet Devices 1 Prunanr 127.40' 12.0" a 20.0'long Culvert RCP,sq.cut end projecting, he=0.500 Outlet Invert-- 126.40' S=0.0500 'P n7-0.010 Cc=0.900 Primary Outflow Mai--0.14 cfs a 12.01 firs HW=127.58' (Free Discharge) t-l=Culvert (Inlet Controls 0.14 cfs(ti 1.4 fps) Pond 5P: CB-5 Inflow Area= 3,200 sf, Inflow-Depth= 2.22„ Inflow- = 0.22 cfs!;d; 12.01 hrs. Volume= 593 cf Outflow- = 0.22 cfs a; 12.01 Ins, Volume= 592 cf, Atten=01/6, Lag=0.2 min Primary = 0.22 cfs(ii.- 12.01 hrs. Volume= 592 of Routing by Star-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 firs Peak Elev= 125.32' !ii 12.01 firs Surf Area= 13 sf Storage=3 cf Plug-Flows detention time=0.7 min calculated for 590 cf(100%of inflow) Center-of-Mass det. tune=05 min(759.6-759.1 ) 1308 2-YEAR POSTDEVELOPMENT TipeIII 24-hr RGmfalI=3.10" Prepared by NW Design Consultants,Inc. Page 12 HvdroCAD°*'7.0) s/n(X 1710 x,1986-2(x)3 pli Aped Microcomputer%'Stems 12/15/2003 # Invert Avail.Storage Storage Description 1 125.07' 55 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Crun.Store (feet) (sq-$) (cubic-feet) (cubic-feet) 125.07 13 0 0 128.00 13 38 38 130,00 4 17 55 # Routing Invert Outlet Devices 1 Primarr7 125.07' 12.0" z 7.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet Invert= 125.00' S=0.0100 '/ n7--0.010 Cc=0.900 Primary Outflow Max--0.21 cfs 0i 12.01 hrs HW=125.32' (Free Discharge) Ll=Culvert (Barrel Controls 021 cfs,'a,--,,2.1 fps) Pond 6P: UG DETENTION SYSTEM Inflow Area= 45,050 sf, Inflow Depth= 2.10" Inflow = 2.77 cfs ra 12.02 hrs, Volume= 7,869 cf Outflow = 1.47 cfs 12.12 hrs, Volume= 7,699d, Atten=47%, Lag=6.4 min Prima[Y = 1.47 cfs:d! 12.12 lnrs, Volume= 7,699 of Routing b� Stor-Ind method,Time Span=5.00-20.00 lrrs,dt=0.05 hrs Peak Elev= 122.78' ('_; 12.12 hrs Surf.Area=0 sf Storage= 1,676 of Plug-Flow detention time=33.6 min calculated for 7,699 cf(98%of inflow) Center-of-Mass det.time=24,6 min(776.3-751.7) # Invert Avail.Storage Storage Description 1 121.65' 4,460 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 121.65 0 123.15 2,230 124.65 4,460 # Routing Invert Outlet Devices 1 Primary 121.65' 12.0" x 5.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet Invert= 121.6U S=0.0100 'r n7-0.010 Cc--0.900 2 Device 1 121.65' 6.0"Vert.Orifice/Grate C=0.600 3 Device 1 122.15' 6.0"Vert.Orifice/Grate C=0.600 4 Device 1 123.50' 4.0'long x 1.0'high Sharp-Crested Rectangular Weir 2 End Contractions) Primary Outflow Max=1.45 cfs 1& 12.12 firs HW=122.77' (Free Discharge) Ll=Culvert (Passes 1.45 cfs of 2.58 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.88 cfs`iij 4.5 fps) 3=Orifice/Grate (Orifice Controls 0.57 cfs(&r 2.9 fps) harp-Crested Rectangular Weir (Controls 0.00 cfs) 1308 2-YEAR POSTDEVELOPMENT Tipe III 24-hr Rah?,011=3.10" Prepared by IVII-IF Design Consultants,Inc. Page U HvdioCADAI 7.00 shi 001710 .1986-2003 Applied Microcomputer S%,stems 12/15/2003 Pond 7P: ROOF DRAIN INFILTRATOR Inflow Area= 2,000 sf, Inflow Depth= 2.68" Inflow = 0.15 cfs 0 12.01 hrs, Volume= 447 cf Outflow = 0.15 cfs!a; 12.02 hrs, Volume= 447 cf, Atten=2%, Lam 0.6 min Discarded= 0.15 cfs ra; 12.02 hrs, Volume= 447 cf Primary = 0.00 cfs rti; 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elei= 130.01'(&: 12.02 lrs Surf.Area=0 sf Storage=4 cf Plug-Flow detention tune=0.4 min calculated for 445 cf(100%of inflow) Center-of-Mass det. time=04 Min(735.8-735.4) 4 Invert Avail.Storage Storage Description 1 130.00' 750 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 130.00 0 130.50 13> 131,50 750 4 Routing Invert Outlet Devices 1 Priman• 131.00' 4.0" x 5.0'long Culvert RCP,sq.cut end proiecting, he=0.500 Outlet Invert= 13090' S=0.0200 'P n7-0.010 Cc--0.900 2 Discarded 0.00' 0.15 cfs Exfiiltrafion at all elevations iscarded Outflow Ma1 .15 cfs,0;12.02 hrs HW=130,01' (Free Discharge) 2 Exfiltr afion (Ex filtration Controls 0.15 cfs) Primary Outflow Maz=0.00 cfs ric 5.00 hrs HW=130.00' (Free Discharge) Ll=Culvert (Controls 0.00 cfs) Pond 8P: ROOF DRAIN INFILTRATOR Inflow Area= 2,400 sf, Inflow Depth= 2.68" Inflow = 0,19 cfs 0; 12.00 hrs, Volume= 536 cf Outflow = 0.15 cfs+a; 12.00 hrs, Volume= 536 cf, Atten=20%, Lag=0.0 mui Discarded= 0.15 cfs rtr, 12.00 hrs, Volume= 536 cf Primary = 0.00 cfs 0; 5.00lrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elei=130.04' (ii, 12.04 his Surf.Area=0 sf Storage=l l cf Plug-Flow detention tune=0.5 min calculated for 535 cf(100°/o of infloAv) Center-of-Mass det. time=0.5 min(735.4-735.0) 4 Invert Avail.Storage Storage Description 1 130.00' 750 cf Custom Stage Data Listed below 1308 2-YEAR POSTDEVELOPMENT Tine III 24-hr Rah!fWI=3.10" Prepared by NH F Design Consultants,Inc. Page 14 HvdroCAD k,70) s/n 001710 1986-2003 Applied Microcomputer S�!stems 12/15/2003 Elevation CUtn.Store (feet) (cubic-feet) 130.00 0 130.50 135 131.50 750 # Routing Invert Outlet De-ices 1 Primary 131.00' 4.0" z 5.0'long Culvert RCP,sq.cut end projecting, he=0.500 Outlet Invert 130.90' S=0.0200 '/' n7--0,010 Cc=0.900 2 Discarded 0.00' 0.15 efs EAltration at all elevations Discarded Outflow Max=0.15 cfs li�, 12.00Ins HW=130.03' (Free Discharge) t--2=Eztilhadon (Efiltration Controls 0.15 cfs) Primary Outflow Max=0.00 cfs(d;5.00 hrs HW=130.00' (Free Discharge) t-1=Culvert ( Controls 0.00 efs) POST-DEVELOPMENT: 10-Year Storm rJ, 8S 1 S �S 3S 45 -` 75 R OF FLOWS O CB-1 FLOWS O CB-5 FLOWS O CB-3FLOWS O CB-4 R F R 1P; SP;, 3P;; 4P. 4R ROOF RAIN C -, C CB-3 CB-4 ROOF DRAIN o 1 R a o ROOF DRAIN 12"HDPE MH-1 TO 12"HDPE DMH-3 TO 12"HDPE DMH-2 TO ROOF DRAIN INFILTRATOR H4 DMH-1 DMH-3 INFILTRATOR FLOWS TO CB-2 CB-2 15"HDPE WH4 TO U.G.DE ENTION UG DIET ENTION SY EM 12"HDPE MH-5 TO F -1 DRAINAG CHANNEL fi5 � 8P FLOWS TO WETLAND SUMMATION AT WETLAND Subda Drainage Diagram for 130810 YEAR POSTDEVELOPMENT Prepared by MHF Design Consultants,Inc. 1 211 5120 03 HydroCAM 7.00 stn 001710 ©1986-2003 Applied Microcomputer Systems 1308 10-YEAR POSTDEVELOPMENT Tfpe III 24-hr Rainfall=4.50" Prepared by N H F Design Consultants,Inc. Page 2 HydroCADt 7.(�) s/n 001710 ,:c, 198(-2())3 Appli ed Microcomputer Systems 12/15/2003 Time span=5.00-20.00 hrs,dt--OAS brs,301 points Runoff by SCS TR-20 method,UH=SCS Reach routing b,Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatehment 1S:FLOWS TO CB-1 Runoff Area=4,050 sf RunoffDepth=2.38" Flow Length=70' Tc=0.4 min CN=81 Runoff--0.32 efs 804 cf Subcatehment 2S:FLOWS TO CB-2 Runoff Area=21,900 sf Runoff Depth=3.80" Flow Length=175' Tc=0.9 min CN=96 Runoff--2,43 efs 6,927 cf Subcatehment 3S:FLOWS TO CB-3 Runoff Area=9,600 sf RumoffDepth=3.61" Flow Length=125' Tc=0.7 min CN=94 Runoff--1.04 efs 2,884 cf Subcatehment 4S:FLOWS TO CB4 Runoff Area--1.900 sf RunoffDepth=3.96" Flow-Length 7-115' Tc=0.6 min CN=98 Runoff--0.22 efs 628 cf Subcatehment 5S:FLOWS TO CB-5 Runoff Area=3200 sf RunoffDepth=3.51" Flow Length---120' Tc=0.7 min CN=93 Runoff=0.34 cfs 935 cf Subcatehment 6S:FLOWS TO WETLAND Runoff Area=93,679 sf Runoff Depth=1.82" Flow Length=375' Tc=5.0 min CN=74 Runoff=4.94 efs 14,227 cf Subcatehment 7S:ROOF Runoff Area--2.000 sf RunoffDepth=3.96" Flow Length=25' Tc=0.1 min CN=98 Runoff--0.23 efs 661 cf Subcatehment 8S:ROOF Runoff Area--2,400 sf Runoff Depth=3.96," Flow Length=25' Tc=0.1 min CN=98 Runoff--0.28 efs 793 cf Reach 1R: 12"1HDPE DMH 1 TO DMH-4 Peal:Depth=0.44-' Max Vet=5.5 fps Inflow=1.83 efs 5,247 cf D=12.0" n=0.010 L=20,0' S=0.0100'/' Capacity=4.63 cfs ()urtflow=1.82 cfs 5,247 of Reach 2R: 12"HDPE DMH-2 TO DMH 3 Peak Depth=030' Mat Vet=6.4 fps Inflow=1.26 cfs 3.511 cf D=12.0" n=0.010 L=65.0' S==0.0200? Capacity=6.55 cfs Outflow=1.23 cfs 3.510 cf Reach 3R: 12"HDPE DMH-3 TO DMH 1 Peak Depth=0.40' Max Vet=5.3 fps Inflow=1.57 efs 4445 cf D=12.0" n=0.010 L=90.0' S=0.0100 T Capacity=4.63 cfs Outflow=1.52 cfs 4,444 of Reach 4R:ROOF DRAIN Peak Depth=0 20' Max Vet=4.3 fps Inflow=0.23 cfs 661 cf D=4.0" n=0.010 L=75.0' S=0.0200'/' Capacity=035 cfs 0utflow-1).22 cfs 660d Reach 5R:ROOF DRAIN Peak Depth=0 22' Max Vet=4.4 fps Inflow=0.28 efs 791 cf D=4.0" n=0.010 L=40.0' S=0.0200 T Capacity=0.35 cfs Outtlow=0.27 cfs 792 cf Reach 6R: 15"HDPE DM 114 TO U.G.DETENTION Peak Depth=0.63' Max Vet=6.8 fps Inflow-4.24 cfs 12.173 of D=15.0" n=0.010 L=5.0' S=0.0100'r Capacih-8.40 cfs Outtlow=4.23 efs 12,172 of Reach 7R:DRAINAGE CHANNEL Peak Depth=0.29' Max Vet=1.7 fps Intlo-kt=2.03 cfs 11,961 cf n=0.035 L=100.0' ").0100'/' Capadty=14.48 cf.,; Outflow=2.02 cfs 11,945 cf 130810-YEAR POSTDEVELOPMENT Type III 24-hr Rainfal1=4.50" Prepared by X4HF Design Consultants,Inc. Page 3 Hv,droCADct3,7.(}0 s/n 001710 ;(�,1986-200^i Applied Microcomputer%sterns 12/15/2003 Reach 8R:SUMMATION AT WETLAND Ittflov,=6,.79 cfs 26.172 cf Outfloii-6.79 cfs 26,172 of Reach 9R: 12"HDPE DMH-5 TO FES-1 Peak Depth=0.46' Max Vet=5.7 fps Intlo`N=2.03 cfs 11,965 of D=12.0" n=0.010 L=85.0' S--=0.01(7)'P Capacity=4.63 cfs Outflom,=2.03 cfs 11,961 of Pond 1P: C10-1 PeakEleN=129.28' Storage=4 cf Inflo-,i=0.32 cfs 804d 12.0"x 93.0'Cubvert Outtlo«-0.32 cfs 804 cf Pond 2P:CB-2 Peak Elei=124.81' Storage=14 cf Inflom=2.43 cfs 6,927 of 12.0"x 5.0'Culvert 0utt10-%A=2.42 cfs 6.926 cf Pond 3P: CB-3 Peak Ele`=129.58' Storage=7 of Inflm`s=1.04 cfs 2,884 cf 12.0"x 53.0'Culvert Outtlo`i=1.04 cfs 2.884 of Pond 4P: CB4 Peak Elei=127.63' Storage=3 cf Intlow--022 cfs 628 of 12.0"x 20.0'Cuhrert Outtlo«=0.22 cfs 627 cf Pond 5P: CB-5 Peak Elet=125.39' Storage=4 cf lnflo«=0.34 cfs 935 of 12.0"x 7.0'Culvert Outdo«=0.34 cfs 935 of Pond 6P:UG DETENTION SYSTEM Peak Elet=123.32' Storage=2.480 cf Inflom-4.23 cfs 12,172 cf Outticm=2.03 cfs 11,965 of Pond 7P:ROOF DRAIN INFILTRATOR Peak Elez=130.09' Storage=23 cf Most=0.22 cfs 660 of Discarded=0.15 cfs 660 cf Priman-=0.00 cfs 0 cf Outfloxt=0.15 cfs 660 of Pond 8P:ROOF DRAIN INFILTRATOR Peak Ele-,=130.17' Storage=45 of Inflo-\z=0.27 cfs 792 cf Discarded=4115 cfs 792 cf Piiman-=0.00 cfs 0 cf Outfloxi-0.15 cfs 792 of Total Runoff Area=138,729 sf Runoff Volume=27,858 of Average Runoff Depth=2.41" 1308 10-YEAR POSTDEVELOPMENT Ti-Re III 4-hr RaiglW1=4.50" Prepared by N1HF Design Consultants,hic. Page 4 Hwh-oCADW,7.0) shi 001710 '0 1986-2(N)3 Applied Microcomputer S�=stems 12/15/2003 Subcatchment 1S: FLOWS TO CB-1 Rmioff = 0.32 cfs rug 12.01 hrs, Volume= 804 cf; Depth= 238" Runoff by SCS TR-20 method,UH=SCS.Time Span=5.00-20.00 hrs,dt=0.051us Type III 24-hr Rainfall=4.50" Area(sf) CN Description 1,100 98 Pared parking&roofs 2,950 74 >75%Grass corer,Good,HSG C 4,050 81 Weighted Average Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (efs) 03 25 0.0500 1.5 Sheet Flow, Smooth surfaces n7--0.011 P2=3.10" 0.1 45 0.0700 5.4 Shallow Concentrated Flow, Pared h-,=203 fps 0.4 70 Total Subcatchment 2S: FLOWS TO CB-2 Runoff = 2.43 efs(it; 12.01 hrs, Volume= 6,927 cf, Depth= 3.80" Runoff K SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 firs,dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area(sf) CN Description 19,800 98 Pared parking&roofs 1100 74 >75%Grass corer,Good,HSG C 21,900 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) ("feet) ("ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.5 Sheet Flow, Smooth surfaces n7-0.011 P2=3.10" 0.6 150 0.0500 4.5 Shallow Concentrated Flow, Pared K-,=20.3 fps 0.9 175 Total Subcatchment 3S: FLOWS TO CB-3 Runoff = 1.04 cfs;i; 12.01 hrs, Volume= 2,884 c£ Depth= 3.61" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 lirs Type III 24-hr Rainfall=4.50" 130810-YEAR POSTDEVELOPMWNT Type III 24-hr Rainfall=4.50" Prepared by NIHF Design Consultants,Inc. Page 5 Hy.ciroCAD�k,7.(�) s/n 001710 c,1986-2003 Applied Microcomputer 8�!stems 12/15/2003 Area(sfl CN Description 7,950 98 Pared parking&roofs 1,650 74 >75%Grass corer,Good.HSG C 9,600 94 Weighted Average Tc Length Slope Velocity- Capacity- Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 L5 Sheet Flow, Smooth surfaces n7-0.011 P2=3.10" 0.4 100 0.0500 4.5 Shallow Concentrated Flow, Paved Ki=20.3 fps 0.7 125 Total Subcatchment 4S: FLOWS TO CB-4 Runoff = 0.22 cfs!a; 12.01 hrs, Volume= 628 cf, Depth= 3.96" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 Ins Type III 24-lu Rainfall=4.50" Area(sfl CN Description 1,900 98 Payed parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0300 1.2 Sheet Flow, Smooth surfaces w--0.011 P2=31.10" 0.3 90 0.0500 4.5 Shallow Concentrated Flow, _ Paved Kv=20.3 fps 0.6 k 15 Total Subcatchment 5S: FLOWS TO CB-5 Runoff = 0.34 cfs(r% 12.01 lus. Volume= 935 cf, Depth= 3.51" Runoff ln-SCS TR-20 method.UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 h s TN>pe III 24-hr Rainfall=4.50" Area(sf) CN Description 2,500 98 Pared parking&roofs 700 74 >75%Grass corer,Good,HSG C 3,200 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) ("feet) (ft/ft) (fl/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n7--0.011 P2=31.10" 0.3 95 0.0500 4.5 Shallow Concentrated Flow, Paved K-,=20.3 fps 0.7 120 Total 1308 10-YEAR POSTDEVELOPMENT 7jpe III 24-tar Rainf711=4.50" Prepared by N*W Design Consultants,Inc. Page 6 HvdroCAM,7.(-)0 s/n 001710 �•1986-2003 Applied Microcomputer S�,stems 12/15/2003 Subcatchment 6S: FLOWS TO WETLAND Runoff = 4.94 cfs W,- 12.08 hrs, Volume= 14,227 cf, Depth= 1.82" Runoff by SCS TR 20 method,UH=SCS.Time Span=5.00-20.00 hrs,dt=0.05 lu-s Type III 24-hr Rainfall=4.50" Area(sf) CN Description 93,679 74 >75%Grass cover,Good,HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 25 0.0300 0.1 Sheet Flow, Grass: Short n=0.150 P2=3.10" 2.2 350 0.0300 2.6 Shallow Concentrated Flow, Grassed Wateni m- KA= 15.0 fps 5.0 375 Total Subcatchment 7S: ROOF Runoff = 0.23 cfs+& 12.001us, Volume= 661 cf, Depth= 3.96" Runoff by SCS TR 20 method,UH=SCS,Time Span=5.00-20.00 brs,dt=0.051nrs Type III 24-hr Rainfall=4.50" Area(sfl CN Description 2,000 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.3000 3.0 Sheet Flow, Smooth surfaces n7-0,011 P2=3.10" Subcatchment 8S: ROOF Runoff = 028 cfs ri; 12.00 hrs, Volume= 793 cf, Depth= 3.96" Runoff LA-SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area(sfl CN Description 2,400 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.3000 3.0 Sheet Flow, Smooth surfaces n7--0.011 P2=3.10" 130810-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfall=d.SO" Prepared by MHF Design Consultants,Inc. Page 7 HvdroCAM-7.(..f) s/n 001710 �c 1986-2003 Applied Microcomputer%!stems 12/15/2003 Reach 1R: 12"ADPE DMH-1 TO DMA-4 hillo`v Area= 23,150 sf, Inflow Depth= 2.72" Inflow = 1.83 cfs 4i 12.02 hrs, Volume= 5,247 cf Outflow = 1.82 cfs!d; 12.02 hrs, Volume= 5,247 cf, Atten= 1%. La-0.1 min Routing by Stor-hid+Trans method.Time Span=5.00-20.00 lus,dt=0.05 hrs Max.Velocih 5.5 fps, Min. Travel Time=0.1 min Avg.Velocity=2.0 fps, Avg. Travel Tune=0.2 min Peak Depth=OAT(ii; 12.02 brs Capacih, at bank full=4.63 cfs hilet Invert= 123.90', Outlet Divert=123.70' 12.0"Diameter Pipe n7--0.010 Length=20.0' Slope=0.0100'/' Reach 2R: 12"HDPE DMH-2 TO DMH-3 Inflow Area= 13500 sf, Inflow Depth= 3.12" Inflow = 1.26 cfs 1 12.01 hrs, Volume= 3,511 of Outfloly = 1.23 cfs(i 12.01 hrs, Volume= 3.510 cf, Atten=2%. Lam 0.3 miu Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Mal.Velocity=6.4 fps, Min. Travel Time=0.2 min Avg.Velocity=2.3 fps. Avg. Travel Tune=0.5 mui Peak Depth=030'-,'d? 12.01 hrs Capacity at bank full=6.55 cfs Inlet Invert= 126.30', Outlet Invert= 125.00' 12.0"Diameter Pipe n7-0.010 Length=65.0' Slope=0.0200'/' Reach 3R: 12"HDPE DMH-3 TO DMA-1 hiflow Area= 16,700 sf, Inflow Depth= 3.19" Inflow = 1.57 cfs!ii; 12.01 hrs. Volume= 4,445 cf Outflow = 1.52 cfs(ci; 12.02 hrs, Volume= 4.444 cL Atten=3 1/4, Lam 0.6 min Routing by Stor-Lid+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max Velocit-,=5.3 fps, Mui. Travel Time=0.3 nun Avg. Velocity= 1.9 fps, Avg. Travel Time=0.8 mlil Peak Depth=0.40'(& 12,02 hrs CapaciiN at bank full=4.63 cfs hilet Invert= 124.90'. Outlet Invert=124.00' 12.0"Diameter Pipe n7-0.010 Length=90.0' Slope=0.0100'/' Reach 4R: ROOF DRAIN Inflow Area= 2,000 sf, Inflov Depth= 3.96" Inflow = 0.23 cfs ci 12.00 hrs, Volume= 661 of Outflow = 0.22 cfs!ii! 12.01 hrs, Volume= 660 cf: Atten=31%, Lam 0.4 mui 1308 10-YEAR POSTDEVELOPMENT Tipe M 24-hr Rain1al1=4.50" Prepared by MHF Design Consultants,Inc. Page 8 HvdroCAD*TO) shi 1X11710 c 1986-2003 Applied Microcomputer%,stems 12/15/2003 Routing by Stor-laid+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Ma-, Velocity=43 fps, Min. Travel Time=0.3 min Avg. Velocity=1.6 fps, Avg. Travel Tune=0.8 min Peak Depth=0.20'ru; 12.01 hrs Capacity at bank full=0.35 cfs Wet Invert= 132.501, Outlet hwert= 131.00' 4.0"Diameter Pipe n7-0.010 Length=75.0' Slope=0.0200'/' Reach 5R: ROOF DRAIN Inflow Area= 2,400 sL Inflow Depth= 3.96" Inflow = 0.28 cfs<<i; 12.00 hrs, Volume= 793 of Outflow = 0.27 cfs(�v. 12.00 hrs, Volume= 792 cf, Atten=2%, Lam 0.2 min Routing by Star-Ind+Trans method,Time Span=5.00-20.00 lirs,dt=0.05 hrs Ma-.%L Velocity=4.4 fps, Min. Travel Time=0.2 min Avg. Velocity= 1.7 fps, Avg. Travel Time=0.4 min Peak Depth=0.22'ra; 12.00 hrs Capacity-at bank full=0.35 cfs Inlet Invert-- 126.97', Outlet Invert=126.17' 4.0"Diameter Pipe n7-0.010 Length=40.0' Slope=0.0200'/' Reach 6R: 15"HDPE DAM-4 TO U.G.DETENTION Inflow Area= 45,050 sL Mow Depth= 3.24" Inflow = 4.24 cfs a 12.02 hrs, Volume= 12,173 cf Outflow = 423 cfs i a! 12.02 hrs. Volume= 12,172 c f Atten=00/o, Lam 0.0 min Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Mal. Velocity=6.8 fps, Min.Travel Time=0.0 min Avg. Velocity=2.6 fps, Avg.Travel Time=0.0 nun Peak Depth=0.63'(it 12.02 hrs Capacity at basil:full=8.40 cfs Inlet Invert= 123.45', Outlet Invert= 123.40' 15.0"Diameter Pipe n7--0.010 Length=5.0' Slope=0.0100'/' Reach 7R: DRAINAGE CHANNEL hifloiv Area= 45,050 sf. Inflow Depth= 3.19" Inflow = 2.03 cfs(6; 12.15 li s, Volume= 11,961 cf Outflow = 2.02 cfs 0 12.18 hrs, Volume= 11,945 cf Atten=0%, Lam 1.7 min Routing by Stor-Ind+Trans method.Time Span=5.00-20.00 hrs,dt=0.05 hrs Max- Velocity= l.7 fps, Min. Travel Time= 1.0 min Avg. Velocih-=0.6 fps. Avg. Travel Tune=2.7 min 130810-YEAR POSTDEVELOPMENT Ti-pe III 24-hr Rainfall=4.50" Prepared by MHF Design Consultants,hic. Page 9 HydroCADOt,7.00 s/n 001710 601986-2(0:1 Applied Microcomputer%%stems 12/15/2003 Peak Depth=0.29'tii 12.16 hrs Capacity at bank full=14.48 cfs Inlet Invert=120.65', Outlet hivert= 119.65' 4.00' x 1.00' deep channel, n=0.035 Length= 100.0' Slope=0.01007' Side Slope Z-value=0.3 Reach 8R: SUMMATION AT WETLAND Inflow Area= 138,729 sf, Inflow Depth= 2.26" Inflow = 6.79 cfs iii; 12.09 hrs, Volume= 26,172 cf Outflow = 6.79 cfs ci1 12.09 hrs, Volume= 26,172 cf, Atten=0%. Lag=0.0 min Routing b� Stor-Ind+Trans method,Time Span=5.00-20.00 brs,dt=0.05 lus Reach 9R: 12"HDPE DMH-5 TO FES-1 Inflow Area= 45.050 sf. Inflow Depth= -119" Inflow = 2.03 cfs 12.14lus, Volume= 11,965 cf Outflow = 2.03 cfs iii! 12.15 hrs, Volume= 11,961 cf, Atten=0°/", La-0.7 mui Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Mal Velocity=5.7 fps, Min. Travel Time=0.2 min Avg. Velocity-=2.6 fps. Avg. Travel Tune=0.6 mug Peak Depth=0.46'ra 12.14 hrs Capacity-at bank full=4.63 cfs Inlet Invert= 121.50', Outlet Invert= 120.65' 12.0"Diameter Pipe n---0,010 Length=85.0' Slope=0.0100'/' Pond 1P: CS-1 hiflow Area= 4,050 sf. Inflow Depth= 2.38" Inflow = 0.32 cfs'ii: 12.01 lies, Volume= 804 cf Outflow = 0.32 cfs ia' 12.01 hrs, Volume= 804 cf: Atten=0%, Lag=0.1 min Prinmr = 0.32 cfs to 12.01 Ins, Volume= 804 of Routing by,Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elei 129.28' rii 12.01 hrs Surf.Area= 13 sf Storage=4 cf Plug-Flow detention time=0.6 min calculated for 801 cf(100%of infloA ) Center-of-Mass det.tune=0.4 min( 784.5-784.1 ) # Invert Avail.Storage Storage Description 1 129.00' 46 cf Custom Stage Data(Prismatic) Listed below Elevation Siuf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 13 0 0 13 1.20 13 29 29 133.20 4 17 46 130810-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfal1=4.50" Prepared by NW Design Consultants,Lic. Page 10 WdroCADV 70) s/n 001710 ,:c,1986.200;Applied Microcomputer%!stems 12/15/2003 # Routing Invert Outlet Devices 1 Primary 129.00' 12.0" x 93.0' long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet Invert= 124.00' S=0.0538 'P n=0.010 Cc=0.900 Primary Outflow Mat 0,30 cfs(n 12.01 hrs HW=129.27' (Free Discharge) t-l=Culvert (Inlet Controls 0.30 cfs id, 1.8 fps) Pond 2P: CB-2 Inflow Area= 21,900 sf, Inflow Depth= 3.80" Inflow = 2.43 cfs tcc 12.01 hrs, Volume= 6,927 cf Outflow = 2.42 cfs a; 12.01 firs, Volume= 6,926 cL Atten=0%, Lam 0.1 min Priman- = 2.42 cfs<rr; 12.01 lirs, Volume= 6,926 cf Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 firs Peak Elev= 124.81' 12.01 firs Surf.Area= 13 sf Storage= 14 cf Plug-FloiN detention time=0.4 min calculated for 6,925 of(100%of inflow) Center-of-Mass det, time=0.2 min(739.3-739.1 ) # hivert Avail.Storaae Storage Description 1 123.75' 36 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.75 13 0 0 125.20 13 19 19 127.20 4 17 36 # Routing Invert Outlet Devices 1 Primary 123.75' 12.0" z 5.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet Invert= 123.70' S=0.0100 'P r 0.010 Cc=0.900 Primary Outflow Maz=?33 cfs 4i;12.01 firs HW=124.78' (Free Discharge) t-l�ulvert (Barrel Controls 2.33 cfs-,lr;3.6 fps) Pond 3P: CB-3 Inflon,Area= 9,600 sf, Inflow Depth= 3.61" Inflow = 1.04 cfs(i4l 12.01 firs, Volume= 2,884 cf Outflo«- = 1.04 cfs+�!i 12.01 hrs, Volume= 2,884 cf, Atten=0%, Lag=0.1 min PrimanT = 1.04 cfs 01 12.01 hrs, Vohune= 2,884 cf Routing by Stor-hid method,Time Span=5.00-20.00 his,dt=0.05 firs Peak Elei= 129.58' ,,& 12.01 hrs Surf.Area=13 sf Storage=7 cf Plug-Flow detention time=0.4 min calculated for 2.874 cf(100%of inflo-w) Center-of-Mass det.tune=0.3 min(746.4-746.1 ) # Invert Avail.Storage Storage Description 1 129.05' 94 cf Custom Stage Data(Prismatic) Listed below 1308 10-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfa11=4.50" Prepared by NHW Design Consultants,Inc. Page 11 HydroCAD*70) s/n 001710 '0 1986-200;Applied Microcomputer,%rstenLS 12/15/2003 Elevation Surf.Area Inc.Store Ctun.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.05 13 0 0 135.00 13 77 77 137.00 4 17 94 # Routing Invert Outlet De-ices 1 Primary 129.05' 12.0" z 53.0' long Culvert RCP,sq.cut end projecting, he=0.500 Outlet Invert=126.40' S=0.0500 'r w--0,010 Cc=0.900 Primary Outflow Mal 1.00 cfs 12.01 lus HW=129.57' (Free Discharge) Ll=Culvert (Inlet Controls 1.00 cfs r' 2.4 fps) Pond 4P: CB-4 Inflow Area= 1,900 sf, Inflow Depth= 3.96" Inflow = 0.22 cfs r�r, 12.01 hrs, Volume= 628 cf Outflow = 0.22 cfs t& 12.01 hrs, Volume= 627 cf, Atten=0%, La;0.1 mui Priman- = 0.22 cfs r�i 12.01 hrs. Volume= 627 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Be-,= 127.63' (ii, 12.01 hrs Surf.Area= 13 sf Storage=')cf Plug-Flory detention time=0.6 min calculated for 627 cf(1001/o of inflow) Center-of-Mass det. time=0.5 min(732.3- 73 1.8) # hiyert Avail.Storage Storage Description 1 127.40' 78 cf Custom Stage Data(Prismatic) Listed below Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.40 L3 0 0 132.10 13 61 61 134.10 4 17 78 # Routing Invert Outlet De-ices 1 Prunan> 127.40' 12.0" a 20.0'long Culvert RCP,sq.cut end projecting. Ise=0.500 Outlet Invert--126.40' S=0.0500 '1' n=0.010 Cc=0.900 Primary Outflow Max=0.21 cfs•a! 12.01 hrs HW=127.62' (Free Discharge) L1=Cu1vert (Inlet Controls 0.21 cfs(ti 1.6 fps) Pond 5P: CB-5 Inflow Area= 3,200 sf, Inflow Depth= 3.51" Inflow = 0.34 cfs it 12.01 hrs, Volume= 935 cf Outflow = 0.34 cfs=u; 12.01 hrs, Volume= 935 cf, Atten=0%, Lag=0.1 min Primary = 0.34 cfs;ii., 12.01 hrs, Volume= 935 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 125.39' <<r; 12.01 hrs Surf.Area= 13 sf Storage=4 cf Plug-Flow detention tone=0.6 min calculated for 935 cf(100%of inflow) Center-of-Mass det. time=0.5 min(750.0-749.6) 130810-YEAR POSTDEVELOPMENT Tjpe III 24-hr Rah?fall=4.50" Prepared by MHF Design Consultants,Inc. Page 12 HAroCAD1'7.00 s/n 001710 1986-2001 Applied Microcomputer%!steins 12/15/2003 # Invert Avail.Storage Storage Description 1 125.07' 55 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Curn.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.07 13 0 0 128.00 13 38 38 130,00 4 17 55 # Routing Invert Outlet Devices 1 Primary 125.07' 12.0" x 7.0'long Culvert RCP,sq.eut end projecting, Ke=0.500 Outlet Invert= 125.00' S=0.0100 '/' n=0.010 Cc=0.900 Primary Outflow Max=0.33 cfs(iii 12.01 hrs HW=125.38' (Free Discharge) Ll=Culvert (Barrel Controls 0.33 cfs(6,2.3 fps) Pond 6P: UG DETENTION SYSTEM Mow Area= 45,050 sf, Inflow Depth= 3.24" hnflo`v = 4.23 cfs!' 12.021ns, Volume= 12,172 cf Outflo-w = 2.03 cfs(a 12.14 hrs, Volume= 11,965 cf, Atten=52%. Lam 7.4 mui Primary = 2.03 cfs,n; 12.141nrs, Volume= 11,965 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Ele`z 123.32' iu 12.14 hrs Surf.Area=0 sf Storage=2,480 of Plug-Flow detention time=29.6 min calculated for 11,965 cf(98%of inflon') Center-of-Mass det. time--223 min(767.2-744.9) # Invert Avail.Storage Storage Description 1 121.65' 4,460 cf Custom Stage Data Listed below Elevation Cum Store (feet) (cubic-feet) 121.65 0 123.15 2,230 124.65 4,460 # Routing hivert Outlet Devices 1 Prirnan7 121.65' 12.0" x 5.0'long Culvert RCP,sq.cut end projecting. Ke=0.500 Outlet Invert= 121.60' S=0.0100 'r n7-0.010 Cc=0.900 2 Device 1 121.65' 6.0"Vert.Orifice/Grate C=0.600 3 Device 1 122.15' 6.0"Vert. Orifice/Grate C=0.600 4 Device 1 123.50' 4.0'long x 1.0'high Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary Outflow Max--2.03 cfs(Zr.; 12.14 firs HW=123.31' (Free Discharge) L culvert (Passes 2.03 cfs of 4.08 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.12 cfs 5.7 fps) 3=Orifice/Grate (Orifice Controls 0.90 cfs%d;4.6 fps) harp-Crested Rectangular Weir (Controls 0.00 efs) 130810-YEAR POSTDEVELOPMENT Tipe III 24-hr Rah?? ll=-1.50" Prepared by NHW Design Consultants,Inc. Page 13 HvdroCAD,9170) s/n 001710 c_,,-1986-2tb3 Applied Microcomputer S\,stems 12/15/2003 Pond 7P: ROOF DRAIN INFILTRATOR Inflow Area= 2,000 sf. Inflow Depth= 3.96" Inflow = 0.22 cfs 4 12.01 hrs, Volume= 660 cf Outflo«- = 0.15 cfs(ai 12.00 hrs, Vohune= 660 cf, Atten=33%. Lam 0.0 min Discarded= 0.15 cfs,a; 12.00 hrs, Volume= 660 cf Priman- = 0.00 cfs;�i, 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method.Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elegy= 130.09' 4i-, 12.08hrs Surf.Area=0 sf Storage=23 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. tone=(not calculated) # Invert Avail.Storage Storage Description 1 130.00' 750 of Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 130.00 0 130.50 13> 131.50 750 # Routing Invert Outlet De-ices 1 Pri n - 131.00' 4.0" z 5.0'long Culvert RCP,sq.cut end projecting, Ke=0,500 Outlet Invert= 130.90' S=0.0200 '/' n7--0.010 Cc=0.900 2 Discarded 0.00' 0.15 cfs Exfiiltration at all elevations Discarded Outflow Maz�0.15 cfs-,& 12.00 hrs HW=130.04' (Free Discharge) 1.2 Ezfiltration (Exiltration Controls 0.15 cfs) rrimary Outflow Maz=0.00 cfs (ei;5.00 hrs HW=130.00' (Free Discharge) l=Culvert (Controls 0.00 cfs) Pond 8P: ROOF DRAIN INFILTRATOR Inflow Area= 2,400 sf, Inflow Depth= 3.96" Inflow = 0.27 cfs+ii 12.00 hrs, Volume= 792 of Outflo-w = 0.15 cfs 0,; 11.95 hrs, Volume= 792 cf Atten=45%, Lam 0.0 mui Discarded= 0.15 cfs(i 11.95 hrs, Volume= 792 cf Primary = 0.00 cfs 5.00 li s, Volume= 0 cf Routing by Stor-Ind method.Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elei= 130.17' i 12.10 lus Surf.Area=0 sf Storage=45 cf Phig FloN-v detention tune=l.1 min calculated for 790 cf(100%of inflo«-) Center-of-Mass det.time=l.1 min(733.0-731.9) # Invert Avail.Storage Storage Description 1 130.00' 750 cf Custom Stage Data Listed belox 1308 10-YEAR POSTDEVELOPMENT TipeIII 24-hr Rah?fall=4.50" Prepared by MHF Design Consultants,Inc. Page 14 HvdroCAD,�7.W A W1710 ,(.;1986-2003 Applied Microwmputer S`!stems 12/15/2003 Elevation Cum.Store _(feet) (cubic-feet) 130.00 0 130.50 135 131.50 750 # Routing Invert Outlet Devices 1 Primarti- 131.00' 4.0" z 5.0'long Culvert RCP,sq.cut end projecting, he=0.500 Outlet Invert= 130.90' S=0.0200 V n7-0.010 Cc=0.900 2 Discarded 0.00' 0.15 efs Ezfiltration at all elevations discarded Outflow Max-0. cfs iii; 11.95 hrs HW=130.03' (Free Discharge) �t--2=Exfiltration (E�iltration Controls 0.15 cfs) Primary Outflow Max=0.00 cfs!t_r;5.00 hrs HW=130.00' (Free Discharge) Ll=Culvert (Controls 0.00 cfs) POST-DEVELOPMENT: 100 -Year Storm gS 1S `5S 38 R F FLOWS TO C11-1 FLOWS 10 CB-5 FLOWS TO CB-3FLOWS O C84 RC40F 5R 1P 5P AP� 4P; 4R ROOF RAIN C _1 C CB-3 CB-4 ROOF RAIN ROOF DRAIN 12"HDPE 6MH_1 TO 12"HDPE DMH-3 TO 12"HDPE DMH-2 TO ROOF DRAIN INFILTRATOR 7 DMH-1 DMH-3 INFILTRATOR a FLOWS TO CB-2 CB-2 15"HDPE MH-4 TO U.G.DE ENTION A UG DETENTION SY EM IN 12"HDPE MH-5 TO F -1 7R' DRAINAG CHANNEL / FLOWS TO WETLAND SUMMATION AT WETLAND SUbca Reach on LiClk Drainage Diagram for 1308 100 YEAR POSTDEVELOPMENT Prepared by MHF Design Consultants,Inc. 12115/2003 HydroCAD®7.00 s/n 001710 ©1986-2003 Applied Microcomputer Systems 1308 100-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfall=640" Prepared by MBF Design Consultants,Inc. Page 2 Hv-droCAD*1 7.00 sln 001710 c;1986-2(H)3 Applied Microcomputer S�?stems 1211512003 Time span=5.00-20.00 firs,dt=0.05 hrs.301 points Runoff by SCS TR-20 method,UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatehment 1S:FLOWS TO CB-1 Runoff Area=4.050 sf Runoff Depth=4.00" Flo«v Length=70' Tc=0.4 nun CN=81 Runoff=0.52 cfs 1,X50 of Subcatehment 2S:FLOWS TO CB-2 Runoff Area=21,900sf RunoffDepth=5.54" Flow Length=175' Tc=0.9 min CN=96 Runoff=3.50 cfs 10,115 cf Subcatehment 3S:FLOWS TO CB-3 Runoff Area=9.600 sf RuuoffDepth=5.36" Flow Length=125' Tc=0.7 min CN=94 Runoff=1.52 cfs 4,288 cf Subcatehment 4S:FLOWS TO CB4 Runoff Area=1.900 sf Runoff Depth=5.69" Floe-Length=l lS Tc=0.6 min CN=98 Runoff--O. cfs 901 of Subcatehment 5S:FLOWS TO CB-5 Runoff Area=3?00 sf Runoff Depth=5.26" Flow Length=120' Tc=0.7 min CN=93 Runoff=0.50 cfs 1.40;cf Subcatehment 6S:FLOWS TO WETLAND Runoff Area=93,679 sf RunoffDepth=3.29" Flo-w Length=375' Tc=5.0 min CN=74 Runoff--8.89 cfs 25.656 of Subcatehment 7S:ROOF Runoff Area=2.000 sf RunoffDepth=5.69" Flow Length=25' Tc=O.l min CN=98 Ru noff=0.33 cfs 949 of Subcatchment 8S:ROOF Runoff Area='1400 sf Runoff Depth=5.69" Flow Length=25' Tc=0.1 min CN=98 Runoff--0.40 cfs 1,139 of Reach 1R: 12"HDPE DMH 1 TO DMH4 Peak Depth=4155' Max Vet=6.1 fps Inflo«=2.74 cfs 7,936 cf D=12.0" n=0.010 L=20.0' S=0.0100 T Capacih=4.63 cfs Outflo-w=2.73 cfs 7,936.,of Reach 2R: 12"HDPE DMH-2 TO DMH-3 PeakDepth==0.36' Max Vet=7.1 fps InfloR=1.83 cfs 5,188 of D=12.0" n=0.010 L=65.0' ',;==0.0200T Capacit)�).55 cfs Outflo«=1.80 cfs 5,186 of Reach 3R: 12"HDPE DMH-3 TO DMH-1 Peak-Depth=0.50' Max Vet=5.8 fps Intlo-t%=2.30 cfs 6,589 cf D=12.0" n=0.01(:) L=90.0' S=0.0100'/' Capacih-=4.6,3 cfs Outtlo��=2.23 cfs 6,587 of Reach 4R:ROOF DRAIN Peak Depth=0 26' Max Vet=4.6 fps Intlo«=033 cfs 949 of D=4.0" n=:0.010 L=75.0' S=0.0200'P Capacitv=0.35 c fs 0 tflo«=0.;2 cfs 948 of Reach 5R:ROOF DRAIN Peak Depth=0.33' Mal Vet=4.6 fps Intlo«=0.40 cfs 1.139 of D=4.0" n=0.010 L=40.0' S=0.0200'P Capacih=0.35 cfs 0utflo�i=0.37 cfs 1,138 cf Reach 6R: 15"HDPE DM F14 TO U.G.DETENTION Peek-Depth=180' Max Vet=7.5 fps Inflow=6.20 cfs 18.049 cf D=15.0" n=0.010 L=5.0' S=410100'P Capacity=8.40 cfs Outflow=6.20 cfs 18,047 of Reach 7R:DRAINAGE CHANNEL Peak-Depth=0.48' Max Vet=23 fps Intloii=4.52 cfs 17.793 cf n=0.035 L=100.0' S=0.0100'P Capacitv=14.48 cfs Outtlo-\j-4.31 cfs 17,773 of 1308 100-YEAR POSTDEVELOPMENT Type III 24-hr Rah?fa11=6 40" Prepared by NH-1F Design Consultants,Inc. Page 3 HN'droCAD41 7.00 shi 01710 c'.1986-2(H)3 Applied Mcro2outer%,stems 12/15/2003 Reach 8R: SUMMATION AT WETLAND 1i>tlo«=12.93 cfs 43.429 of Outdo«=1293 cfs 43.429 cf Reach 9R: 12"HDPE DMH 5 TO FES-1 Peal:Depth--0.81' Mal Vet=6.7 fps Mo-,;=4.51 cfs 17.797 of D=12.0" n=0.010 L=85.0' S=0.0100 V Capacity=4.63 cfs 0utfloiz=4.52 cfs 17,793 of Pond 1P: CB-1 Peak EleN=129.36' Storage=5 cf hrflo`v=0.52 cfs 1,350 of 12.0"193.0'Culvert Outflm--0.52 cfs 1.319 of Pond 2P: CB-2 Peak Elev=125.19' Storage=l 9 of Intlo�-N=3.50 cfs 10,115 of 12.0"15.0'Culvert OutfloNA=148 cfs 10.114 of Pond 3P: CB-3 PeakEleN=129.71' Storage=9 cf hrf mi=1.52 cfs 4,288 of 12.0"153.0'Cuhert Outfloit=1.52 cfs 4.287 of Pond 4P: CB4 Peak EleN=127.67' Storage=4 cf Mo«=0.31 cfs 901 of 12.0"120.0'Culvert Outtlov- 0.31 cfs 901 of Pond 5P: CB-5 Peak Elegy-125.47' Storage=5 cf hiflom=0.50 cfs 1,403 cf 12.0"17.0'Cuhert Outtlom-=0,50 cfs 1.403 cf Pond 6P: UG DETENTION SYSTEM Peak Elei=123.79' Storage=3.184 cf I mA=620 cfs 18,047 cf Outfloti=4.51 cfs 17,797 of Pond 7P:ROOF DRAIN INFILTRATOR PeakElei=130.27' Storage=72 of Inflo«=032 efs 948 cf Discarded=0.15 cfs 948 of Priman-0.00 cfs 0 cf Outflo«=0.15 cfs 948 of Pond 8P:ROOF DRAIN INFILTRATOR Peak Eler=130.42' Storage=113 cf Iuf1o«=0.37 cfs 1,138 of Disearded==0.15 cfs 1,138 of Prim:uy=0.00 cfs 0 cf OrrttIm-0.15 cfs 1,138 cf Total Runoff Area=138,729 sf Runoff Volume=45,800 of Average Runoff Depth=3.96" 1308100-YEAR POSTDEVELOPMWNT Type III 24-hr Rainfal1=6 10" Prepared by N%W Design Consultants,Inc. Page 4 HvdroCAD0 7.00 s/n 001710 40 1986-2003 Applied Microcomputer S'?stems 12/15/2003 Subcatchment 1S: FLOWS TO CB-1 Rwioff = 0.52 cfs(ei,, 12.01 hrs, Volume= 1350 cf. Depth= 4.00" Runoff by-SCS TR-20 method.UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-1u• Rainfall=6.40" Area(sfl CN Description 1,100 98 Paved parking&roofs 2,950 74 >75%Grass cover,Good,HSG C 4,050 81 Weighted Average Tc Length Slope Velocity- Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 03 25 0.0500 1.5 Sheet Flow, Smooth surfaces n7-0.011 P2=31.10" 0.1 45 0.0700 5.4 Shallow Concentrated Flow, Paved K-,,--20.3 fps 0.4 70 Total Subcatchment 2S: FLOWS TO 03-2 Runoff = 3.50 cfs,ii; 12.01 furs, Volume= 10,115 ef, Depth= 5.54" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 li s,dt=0.05 hrs Type II124-hr Rainfall=6.40" Area(sfl CN Description 19,800 98 Paved parking&roofs 2100 74 >75%Grass cover,Good.HSG C 21900 96 Weighted Average Te Length Slope Velocity Capacity- Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.5 Sheet Flow, Smooth surfaces n7-0.011 P2=3.1011 0.6 150 0.0500 4.5 Shallow Concentrated Flow, Paved K`=20.3 fps - 0.9 175 Total Subcatchment 3S: FLOWS TO CB-3 Rwioff = 1.52 cfs rn, 12.01 hrs, Volume= 4.288 c£ Depth= 5.36" Runoff by SCS TR-20 method,UH=SCS.Time Span=5.00-20.00 hrs,dt=0.05 hrs TSpe III 24-hr Rainfall=6.40" 1308 100-YEAR POSTDEVELOPMENT T)pe III 24-hr Rainfall=6 d0" Prepared by MHF Design Consultants,Inc. Page 5 WdroCADO�,70) s/n 001710 l' 1986-2003 Applied Microcomputer Strstems 12/15/2003 Area(sf) CN Description 7,950 98 Pared parking&roofs 1,650 74 >75%Grass cover,Good,HSG C 9,600 94 Weighted Average Tc Length Slope Velocih� Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.5 Sheet Flow, Smooth surfaces n7--0.011 P2=3.10" 0.4 100 0.0500 4.5 Shallow Concentrated Flow, Paved K`=20.3 fps 0.7 125 Total Subcatchment 4S: FLOWS TO CB-4 Runoff = 031 cfs r ; 12.01 hrs. Volume= 901 cf Depth= 5.69" Runoff In7 SCS TR-20 method,UH=SCS.Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hi Rainfall=6.40" Area(sf) CN Description 1,900 98 Paved parking&roofs Tc Length Slope Velocity Capacity- Description (min) (feet) (ft/ft) (ft/sec) (cfs) 03 25 0.0300 1.2 Sheet Flow, Smooth surfaces n7-0.011 P2=33.10" 03 90 0.0500 4.5 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.6 115 Total Subcatchment 5S: FLOWS TO CB-5 Runoff = 0.50 cfs ri 12.01 hrs, Volume= 1,403 cf, Depth= 5.26" Runoff biv SCS TR 20 method,UH=SCS,Time Span=5.00-20.00 firs,dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area(sf) CN Description 2,500 98 Paved parking&roofs 700 74 >75%Grass cover, Good,HSG C 3,200 93 Weighted Average Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n7-0.011 P2=31.101' 0.3 95 0.0500 4.5 Shallow Concentrated Flow, Paved K-,=20.3 fps 0.7 120 Total 1308 100-YEAR POSTDEVELOPMENT 7:Tpe 1112--hr Rainfall=6 10" Prepared by NHW Design Consultants,Inc. Page 6 HvdroCADO 7.00 sin 001710 40 1986-2003 Applied Microcomputer%!stems 12/15/2003 Subcatchment 6S: FLOWS TO WETLAND Runoff = 8.89 cfs r&,, 12.08 hrs, Volume= 25,656 cf, Depth= 3.29" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 brs,dt=0.05 his Il pe III 24-hr Rainfall=6. 10" Area(sfl CN Description 93,679 74 >75%Grass corer,Good,HSG C Tc Length Slope Velocity Capacity Description —(min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 25 0.0300 0.1 Sheet Flow, Grass: Short n=0.150 P2=3.10" 2.2 350 0.0300 2.6 Shallow Concentrated Flow, Grassed Waterwav K`=15.0 fps 5.0 375 Total Subcatchment 7S: ROOF Runoff = 0.33 cfs,a 12.00lirs, Volume= 949 cf, Depth= 5.69" Runoff by SCS TR 20 method,UH=SCS,Time Span=5.00-20.00 brs,dt=0.05 hrs T3,pe III 24-hr Rainfall=6.40" Area(sfl CN Description 2,000 98 Paved parking&roofs Tc Length Slope Velocity- Capacity- Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.3000 3.0 Sheet Flow, Smooth surfaces n7-0.011 P2=31,10" Subcatchment 8S: ROOF Rimoff = 0.40 cfs `ti; 12.00lirs, Volume= 1,139 cf, Depth 5.69" Runoff ln-SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Tvpe III 24-hr Rainfall=6.40" Area(sfl CN Description 2,400 98 Paved parking&roofs Tc Length Slope Velocity Capacity Description -_(min) ("feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.3000 3.0 Sheet Flow, Smooth surfaces n7-0.011 P2=3.10" 1308 100-YEAR POSTIDEVELOPMENT Ti pe III 24-hr Ruigfull=6 40" Prepared by MBF Design Consultants,Inc. Page 7 HydroCADt•7.(>) s/tt 001710 c,1986-2(R)3 Applied Microcomputer Systems 12/15/2003 Reach 1R: 12"HOPE DMH-1 TO DMH-4 Inflow Area= 23,150 sf, Inflow Depth= 4.11" Infloxv = 2.74 cfs!k 12.02 firs, Volume= 7,936 cf Outflow = 2.73 cfs gin' 12.02 hrs, Volume= 7,936 cL Atten= 1%, Lam 0.1 min Routing by Stor-Ind+Trans method,Time Spate=5.00-20.00 hrs,dt=0.05 hrs Mai. Velocity=6.1 fps, Mitt Travel Time=0.1 min Avg. Velocity-=23 fps, Avg. Travel Tune=0.1 min Peak Depth=0.55'(i4-12.02 firs Capacity at bank-full=4.63 cfs Inlet Invert= 123.90', Outlet Invert= 123.70' 12.0"Diameter Pipe n7--0.010 Length=20.0' Slope=0.0100'/' Reach 2R: 12"HOPE DM11-2 TO DMH-3 Inflow Area= 13.500 sf, Inflow Depth= 4.61" Inflow = 1.83 cfs i 12.01 firs, Volume= 5,188 cf Outflow = 1.80 cfs!& 12.01 hrs, Volume= 5,186 cf, Atten=2%, Lam 0.2 min Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max Velocity=7.1 fps, Min. Travel Time=0.2 min Avg.Velocity-=2.6 fps, Avg. Travel Tune=0.4 min Peak Depth=0.36' a? 12.01 hrs Capacity-at bank full=6.55 cfs Inlet Invert= 12630', Outlet lmett= 125.00' 12.0"Diameter Pipe n-70.010 Length=65.0' Slope=0.0200'/' Reach 3R: 12"HDPE DMH-3 TO DMH-1 Infloyv Area= 16,700 sf, Inflow Depth= 4.73" Infloyv = 230 cfs!a 12.01 ltrs, Volume= 6,589 cf Outflow = 2.23 cfs-44, 12.02 hrs, Volume= 6,587 cL Atten=-'I%, Lam 0.5 min Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Max. Velocity=5.8 fps, Min. Travel Time=0.3 thin Avg. Velocity-=12 fps, Avg. Travel Tune=0.7 min Peak Depth=0.50'iii; 12.02 hrs Capacity at bank full=4.63 cfs Inlet Invert--124.90', Outlet Invert= 124.00' 12.0"Diameter Pipe n7--0.010 Length=90,0' Slope=0.0100'/' Reach 4R: ROOF DRAIN Inflow Area= 2,000 sf. Inflow Depth= 5.69" Inflo« = 0.33 cfs 0 12.00 firs, Volume= 949 of Outflo%l- = 0.32 cfs lei! 12.01 hrs, Volume= 948 cf, Atten=31% La-0.4 min 1308 1WYEAR POSTDEVELOPMENT 7)pe III 24-hr Raigfall=640" Prepared by MHF Design Consultants,Inc. Page 8 Ht�droCADa�7.00 s/n 001710 ;�.1986-2(.X)3 Applied Microcomputer%v stems 12/15/2003 Routing by Stor-hid+Trans method.Time Span=5.00-20.00 hrs,dt=0.05 hrs Max.Velocity=4.6 fps, Min. Travel Time=03 min Avg. Velocity-= 1.8 fps, Avg.Travel Time=0.7 min Peak Depth=0.26'rZi,12.00 hrs Capacity at bank full=0.35 cfs Inlet Invert= 132.50', Outlet Invert= 131.00' 4.0"Diameter Pipe u-70.010 Length=75.0' Slope=0.0200'r Reach 5R: ROOF DRAIN Inflows Area= 2.400 sf, Inflow-Depth= 5.69" Inflo1v = 0.40 cfs 12.00 hrs, Volume= 1,139 cf Outflow = 0.37 cfs ra; 12.03 hrs, Volume= 1,138 cf, Atten=7%, Las 1.5 min Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 lrs,dt=0.05 hrs Max. Velocity-4.6 fps, Min. Travel Time=0.1 min Avg.Velocity=1.9 fps. Avg.Travel Tune=0.3 min Peak Depth=03Y 10 12.01 hrs Capacity at bank full=0.35 cfs Inlet Invert- 126.971, Outlet Invert-- 126.171 4.0"Diameter Pipe n=0.010 Length=40.0' Slope=0.0200'/' Reach 6R: 15"HDPE DMH-4 TO U.G.DETENTION Inflow Area= 45,050 sf, Inflow Depth= 4.81" Inflow = 6.20 cis ia; 12.02 hrs, Volume= 18,049 cf Outflow- = 6.20 cfs ra! 12.02 hrs, Volume= 18,047 cf, Atten=0%, Las 0.0 min Routing by-Stor-hid+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Mat Velocity=7.5 fps, Min. Travel Time=0.0 min Avg. Velocity=2.9 fps, Avg. Travel Tune=0.0 min Peak Depth=0.80'0112.02 hrs Capacity at bank-full=8.40 cfs Inlet Invert= 123.45', Outlet Invert= 123.40' 15.0"Diameter Pipe n7--0.010 Length=5.0' Slope=0.0100'1' Reach 7R: DRAINAGE CHANNEL Inflow Area= 45.050 sf, Inflow-Depth= 4.74" Inflow = 4.52 cfs qtr; 12.10 hrs, Volume= 17,793 cf Outflow = 431 cfs!qi! 12.12 his, Volume= 17,773 cf, Atten=5%, Las 1.1 mui Routing by Stor-Ind+Trans method,Tune Span=5.00-20.00 hrs,dt=0.05 hrs Max. Velocity=231 fps, Min. Travel Time=0.7 min Avg. Velocity=0.7 fps, Avg. Travel Tune=2.3 mui 1308 100-YEAR POSTDEVELOPMENT Tipe III 24-hr Ruigfall=6 40" Prepared by NW Design Consultants,Inc. Page 9 HydroCADV 7.t>f) s/n 001710 :c,1986-2003 Applied MicroE! uter S�,stems 1x/15/2003 Peak Depth=0.48'i(i>,12,11 hrs Capacity at bank full=14.48 cfs Inlet Invert-- 120.651, Chalet Invert=-119.65' 4.00' z 1.00' deep channel, n=0.035 Length=1000 Slope=0.01007' Side Slope Z-value=0.3'/' Reach 8R: SUMMATION AT WETLAND Inflow Area= 138,729 sf, Inflow Depth= 3.76" Inflow = 12.93 cfs Ot 12.09 hrs, Volume-- 43,429 cf Outflow = 12.93 cfs rci 12.09 firs, Volume= 43.429 cf, Atten=01/o, Lag=0.0 min Routing by Stor-Ind+Trans method,Tune Span=5.00-20.00 hrs,dt=0.05 firs Reach 9R: 12"HDPE DMH-S TO FES-1 Inflow Area= 45.050 sf, Inflow Depth= 4.74" Inflow = 4.51 efs(t(; 12.091rs, Volume= 17,797 of Outflo« = 4.52 cfs(& 12.10 hrs, Volume= 17,793 cf, Atten=0°/a, La,0.4 min Routing by Stor-Ind+Trans method,Time Span=5.00-20.001us.dt=0.05 hrs Ma-,Velocity=6.7 fps, Min. Travel Time=02 min Avg.Velocity-=2.9 fps, Avg. Travel Tune=0.5 min Peak Depth=0.81'(d', 12.10 firs Capacity-at bank full=4.63 cfs Inlet Invert= 121.50'. Outlet Invert-- 120,65' 12.0"Diameter Pipe n7--0.010 Length=85.0' Slope=0.0100'/' Pond 1P: CB-1 hiflow Area= 4.050 sf. Inflow Depth= 4.00" Inflow = 0.52 cfs,a, 12.01 hrs, Volume= 1350 cf Outflow = 0.52 cfs 4; 12.01 hrs, Volume= 1.349 cf, Atten=0"/", Lag=0.1 min Primary = 0.52 cfs(i; 12.01 hrs, Volume= 1,349 of Routing by Stor-Ind method,Time Span=5.00-20.00 firs,dt=0.05 hrs Peak Elev=129.36' 'ti 12.01 hrs Surf.Area=13 sf Storage=5 cf Plug-Flow detention time=0.5 min calculated for 1,349 cf(1001/o of inflow) Center-of-Mass det.tune=0.3 min(772.2- 771.9) # Invert Avail.StoraQe Storage Description 1 129.00' 46 of Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 13 0 U 131.20 13 29 29 133.20 4 17 46 1308 100-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfal1=6 40" Prepared by MHF Design Consultants,Inc. Page 10 HydroCAD417.(:N) s/n 001710 � 1986-2003 Applied Microcomputer%,stems 12/15/2003 # Routing Invert Outlet De-ices 1 Priman- 129.00' 12.0" z 93.0' long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet hvert= 124.00' S=0.0538 T n7--0.010 Cc=0.900 Primary Outflow Max--0.50 cfs ray 12.01 ltrs HW=129.35' (Free Discharge) Ll=Culvert (Inlet Controls 0.50 cfs(ir!2.0 fps) Pond 2P: CB-2 Inflow Area= 21.900 sf. Inflow Depth= 5.54„ Inflo1 = 3.50 cfs a 12.01 lus, Volume= 10,115 cf Outflow = 3.48 cfs twr 12.01 hrs, Volume= 10,114 cf. Atten=0%, Lam 0.1 min Priman- = 3.48 efs iai 12.01 firs, Volume= 10,114 cf Routinng by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs PeakElei= 125.19' (ii,, 12.01 hrs Surf.Area= 13 sf Storage= 19 cf Plug-Floxv detention time=03 min calculated for 10,113 cf(100%of inflo`v) Center-of-Mass det. time=0.2 min( 735.1- 735.0 ) # Invert Avail.Storage Storage Description 1 123.75' 36 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.75 13 0 0 125.20 13 19 19 127.20 4 17 3G # Routing Invert Outlet De-ices 1 Primary 123.75' 12.0" x 5.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet Invert=123.70' S=0.0100 'P n7-0.01.0 Cc=0.900 Primary Outflow Max=333 cfs a;12.01 hrs HXV 125.14' (Free Discharge) Ll=Culvert (Barrel Controls 333 cfs,,d'4.2 fps) Pond 3P: CB-3 Inflow Area= 9.600 sf, Infloii-Depth= 5.36" Inflow = 1.52 cfs 1d, 12.01 hrs, Volume= 4,288 cf Outflow = 1.52 cfs rti 12.01 hrs, Volutne= 4,287 cf, Atten=0%. Lag=0.1 min Primary = L52 cfs i i; 12.01 hrs, Volume= 4,287 cf Routing b�-Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.051nrs Peak Elegy= 129.71' (ii; 12.01 lnrs Surf.Area= 13 sf Storage=9 cf Plug-Flow detention time=0.3 min calculated for 4,272 cf(100%of inflow) Center-of-Mass det, tune=0.2 min(740.3- 740.0) # Inert Avail.Storage Storage Description 1 129.05' 94 cf Custom Stage Data(Prismatic) Listed below 1308 100-YEAR POSTDEVELOPMENT Tipe III 24-hr Rah?fall=640" Prepared by MHF Design Consultants,Inc. Page 11 HvdroCAM 7.00 s/n 001710 60 1986-2003 Applied Microcomputer%%Stems 12/15/2003 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.05 13 0 0 135.00 13 77 77 137.00 4 17 94 # Routing Invert Outlet Devices 1 Primar<r 129.05' 12.0" x 53.0'long Culvert RCP,sq.cut end projecting, he=0.500 Outlet Invert= 126.40' S=0.0500 Y n7--0.010 Cc=0.900 Primary Outflow Mat 1.46 cfs(x: 12.01 Ins HW=129.69' (Free Discharge) Ll=Culvert (Inlet Controls 1.46 cfs a;2.7 fps) Pond 4P: CB-4 Mow Area= 1,900 sf, Inflow Depth= 5.69" Inflow = 0.31 cfs(i; 12.01 lus, Volume= 901 of Outflow = 031 cfs Wi 12.01 hrs, Volume= 901 cf, Atten=0%, Lag=0.1 min Priman- = 031 cfs;n'; 12.01 hrs. Volume= 901 of Routing by Stor-Ind method Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elet= 127.67' (m 12.01 hrs Surf.Area=13 sf Storage=4 cf Plug-Flow detention time=0.6 min calculated for 898 cf(100%of inflow) Center-of-Mass det. time--0.4 min( 730.4-729.9) # hivert Avail.Storage Storage Description I 127.40' 78 cf Custom Stage Data(Prismatic) Listed belo« Elevation Sulk Area hic.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.40 13 0 0 132.10 13 61 61 134.10 4 17 78 # Routing Invert Outlet De-ices 1 Priman= 127.40' 12.0" z 20.0'long Culvert RCP,sq.cut end projecting, he=0.500 Outlet Invert= 126.40' S=0.0500 'P n7-0.010 Cc=0900 Primary Outflow Mal=-0.30 cfs,,&,12.01 hrs HW=127.67' (Free Discharge) Ll=Culvert (Inlet Controls 030 cfs 0 1.8 fps) Pond 5P: CB-5 Inflow Area= 3,200 sf, Inflow Depth= 5.26„ Inflow = 0.50 cfs f& 12.01 hrs, Volume= 1.403 of Outflow = 0.50 cfs,,' 12.01 lirs, Volume= 1,403 cf, Atten=01/o, Lag=0.1 min Primary = 0.50 cfs t&. 12.01 hrs, Volume= 1.403 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elegy= 125.47' 0! 12.01 hrs Surf Area=13 sf Storage=5 cf Plums Flo«-detention time--0.6 min calculated for 1.398 cf(100%of inflow) Center-of-Mass det. tune=0.4 min(743.1-742.7) 1308100-YEAR POSTDEVELOPMENT Tipe III 24-hr Rainfall=6.=10" Prepared by MHF Design Consultants,Inc. Page 12 1+!droCAD4K,7.00 shi 001710 t,,1986-2003 Applied M Brow! i ter%%stems 12/15/2003 _ # Inert Avail.Storage Storage Description 1 125.07' 55 of Custom Stage Data(Prismatic) Listed below Elevation Surf Area hic.Store Cum-Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.07 13 0 0 128.00 13 -1 38 130.00 4 17 55 # Routing Invert Outlet De-ices 1 Primary 125.07' 12.0" z 7.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet In`-ert= 12500' S=0.0100 'P 117-Q010 Cc=0.900 Primary Outflow Maw=0.48 cfs!ri; 12.01 hrs HW=125.46' (Free Discharge) t-l=Culvert (Barrel Controls 0.48 cfs(a 2.5 fps) Pond 6P: UG DETENTION SYSTEM Infloxs-Area= 45,050 sf, Inflo-w Depth= 4.81" hiflo`v = 6.20 cfs l"i, 12.02 hrs, Volume= 18,047 cf Outflow = 4.51 cfs Cct,, 12.09 hrs, Volume= 17,797 cL Atten=27%, Lam 4.5 min Primary = 4.51 cfs rn 12.09 hrs, Volume= 17,797 cf Routing b}-Stor-Ind method,Time Span=5.00-20.00 leis,dt=0.05 hrs Peak Elev= 123.79' 0, 12.09 hrs Surf.Area=0 sf Storage=3,184 cf Plug-Flow detention time=25.9 min calculated for 17,797 cf(99%of inflow) Center-of-Mass det. time=19.8 min(759.8-740.0) # lin ert Av ail.Storage Storage Description 1 121.65' 4,460 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 121.65 0 123.15 2,230 124.65 4,460 # Routing hip ert Outlet De-ices 1 Primary 121.65' 12.0" x 5.0'long Culvert RCP,sq.cut end projecting, Ke=0.500 Outlet Invert= 121.60' S=0.0100 'P n7-0.010 Cc=0.900 2 De-ice 1 121.65' 6.0" Vert.Orifice/Grate C=0.600 3 Device 1 122.15' 6.0"Vert.Orifice/Grate C=0.600 4 Device 1 12150' 4.0' long x 1.0'high Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary Outflow Mac=4.39 cfs (d, 12.09 his HW=123.78' (Free Discharge) t-l=Culvert (Passes 439 cfs of 4.83 cfs potential flow) 2=OOrifice/Grate (Orifice Controls 1.30 cfs(d'-,6.6 fps) 3rifice/Grate (Orifice Controls 1.11 cfs 5,7 fps) harp-Crested Rectangular Weir (Weir Controls 1.98 cfs(ii 1.8 fps) 1308100-YEAR POSTDEVELOPMENT Type HI 24-hr Rainfall=6 40" Prepared by MBF Design Consultants,Inc. Page 13 HvdroCADai`70) s/n 001710 c;1986-2003 Applied Microcomputer%,stems 12/15/2003 Pond 7P: ROOF DRAIN INFILTRATOR Inflow Area= 2,000 sf, Inflow Depth= 5.69° Inflow = 0.32 cfs!at 12.01 hrs, Volume= 948 cf Outflow = 0.15 cfs;n; 11.95 hrs, Volume= 948 c£ Atten=53%, Las 0.0 min Discarded= 0.15 cfs ru; 11.95 hrs, Volume= 948 cf Primary = 0.00 cfs 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Ele-,=130.27' 64i 12.12 firs Surf.Area=0 sf Storage=72 cf Plug-Flow detention tnne=(not calculated: outflow precedes umfloty) Center-of-Mass det. time=(not calculated) # Invert Avail.Storage Storage Description 1 130.00' 750 cf Custom Stage Data Listed below Elevation Crum.Store (feet) (cubic-feet) 130.00 0 130.50 135 131.50 750 # Routing Invert Outlet Devices 1 Priman7 131.00' 4.0" x 5.0'long Culvert RCP,sq.cut end projecting, Ise=0.500 Outlet Invert-- 130.9Y S=0.0200 '/' n7--0.010 Cc=0.900 2 Discarded 0.00' 0.15 cfs Exfiltration at all elevations Discarded Outflow Maz�0.15 cfs is 11.95lirs HW=130.04' (Free Discharge) t-2 Exfiltration (E-&ltration Controls 0.15 cfs) Jrimary Outflow Max�0.00 cfs,ii;5.00 hrs HW=130.00' (Free Discharge) l=Culvert (Controls 0.00 cfs) Pond 8P: ROOF DRAIN INFILTRATOR Inflow Area= 2,400 sL Inflow Depth= 5.69" Inflow = 0.37 cfs rii; 12.03 hrs, Volume= 1,138 cf Outflow = 0.15 cfs!ei', 11.90 hrs, Volume= 1,138 c£ Atten=59%, Lag--0.0 min Discarded= 0.15 cfs riir 11.90 hrs, Volume= 1,138 cf Priman- = 0.00 cfs r�i; 5.00 hrs, Volume= 0 of Routing b�•Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak EleN= 130.42' i i; 12.17 lrs Surf.Area=0 sf Storage= 113 cf Plug-Flow detention tune=3.0 min calculated for 1,134 of(100%of inflow) Center-of-Mass det.tune=3.0 mum(733.0-730.1) # Invert Avail.Storage Storage Description 1 130.00' 750 cf Custom Stage Data Listed below 1308100-YEAR POSTDEVELOPMENT T1 pe III 24-hr Rah ffiall=6 40" Prepared by MHF Design Consultants, Inc. Page 14 HvdroCAM)7.00 s/n(})1710 -:c;1986-2(x)3 Applied Microcomputer%bstems 12/15/2003 Elevation Cum.Store (feet) (cubic-feet) 130.00 0 130.50 135 131.50 750 # Routing Invert Outlet De-ices 1 Primam 131.00' 4.0" z 5.0'long Culvert RCP,sq.cut end projecting, he=0.500 Outlet hivert= 130.90' S=0.0200 '/' n=0.010 Cc=0.900 2 Discarded 0.00' 0.15 cfs EAlh ation at all elevations iscarded Outflow Max- 0.15 cfs W;. 11.901ns HW=130.02' (Free Discharge) 2 Ezfiltration (Efiltration Controls 0.15 cfs) Primary Outflow Max-0.00 cfs ia;5.00 hrs HW=130.00' (Free Discharge) t-1-Culvert (Controls O.00 cfs)-