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BTI Proposed 2year
Earl St Kollmorgen Facility PDA-1A PDA-1B PDA-1C PDA-2A PDA-2B PDA-2C PDA-3A PDA-3B PDA-4A PDA-4B PDA-4C PDA-5 Prince Street 2R 20 Bas1 Bas2 Bas3A Bas3B Bas4 Bas5 Bas6 Inf-01 Inf02 2L DP-1 DP-2 DP-3 DP-4 DP-5 Drainage Diagram for BTI Proposed New StormsPrepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Subcat Reach Pond Link BTI Proposed New Storms Page 2Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres)CN Description (subcats) 1.700 30 Woods, Good, HSG A (PDA-1A) 4.010 39 >75% Grass cover, Good, HSG A (PDA-1A,PDA-1B,PDA-1C,PDA-4A) 1.400 51 1 acre lots, 20% imp, HSG A (PDA-1A) 0.500 55 Woods, Good, HSG B (PDA-1A) 3.100 61 1/4 acre lots, 38% imp, HSG A (PDA-1C) 2.800 61 >75% Grass cover, Good, HSG B (PDA-2B,PDA-3A,PDA-4A,PDA-4B) 0.500 68 1 acre lots, 20% imp, HSG B (PDA-2B) 4.500 70 Woods, Good, HSG C (PDA-2A) 17.468 74 >75% Grass cover, Good, HSG C (Kollmorgen,PDA-1B,PDA-2A,PDA-2C,PDA-3A,PDA-4A,PD 1.700 75 1/4 acre lots, 38% imp, HSG B (PDA-2C) 0.300 77 1/8 acre lots, 65% imp, HSG A (PDA-2C) 7.600 79 1 acre lots, 20% imp, HSG C (PDA-1A,PDA-1B,PDA-2B) 4.600 83 1/4 acre lots, 38% imp, HSG C (PDA-1C,PDA-2C,PDA-4A) 1.800 85 1/8 acre lots, 65% imp, HSG B (PDA-2C,PDA-3A) 2.240 89 Urban commercial, 85% imp, HSG A (PDA-3B,PDA-4C) 2.030 90 1/8 acre lots, 65% imp, HSG C (PDA-2C,PDA-3A) 8.210 92 Urban commercial, 85% imp, HSG B (PDA-2C,PDA-3B,PDA-4B,PDA-4C,PDA-5) 6.420 94 Urban commercial, 85% imp, HSG C (PDA-1B,PDA-1C,PDA-2C,PDA-4C,PDA-5) 5.653 98 Paved parking & roofs (Earl St,Kollmorgen,PDA-4B,PDA-5,Prince) 10.320 98 Paved roads w/curbs & sewers (PDA-1B,PDA-1C,PDA-1C,PDA-2B,PDA-2B,PDA-2C,PDA-2C 86.851 Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 3Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 pointsRunoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.600 ac Runoff Depth>2.67"Subcatchment Earl St: Tc=6.0 min CN=98 Runoff=1.68 cfs 0.133 af Runoff Area=2.310 ac Runoff Depth>1.50"Subcatchment Kollmorgen: Facility Tc=6.0 min CN=85 Runoff=4.07 cfs 0.289 af Runoff Area=7.700 ac Runoff Depth>0.13"Subcatchment PDA-1A: Tc=6.0 min CN=53 Runoff=0.22 cfs 0.081 af Runoff Area=6.600 ac Runoff Depth>1.00"Subcatchment PDA-1B: Tc=6.0 min CN=77 Runoff=7.44 cfs 0.550 af Runoff Area=8.000 ac Runoff Depth>0.95"Subcatchment PDA-1C: Tc=6.0 min CN=76 Runoff=8.44 cfs 0.631 af Runoff Area=9.900 ac Runoff Depth>0.75"Subcatchment PDA-2A: Tc=6.0 min CN=72 Runoff=7.78 cfs 0.617 af Runoff Area=4.800 ac Runoff Depth>1.11"Subcatchment PDA-2B: Tc=6.0 min CN=79 Runoff=6.13 cfs 0.446 af Runoff Area=15.501 ac Runoff Depth>1.81"Subcatchment PDA-2C: Tc=6.0 min CN=89 Runoff=32.78 cfs 2.335 af Runoff Area=7.270 ac Runoff Depth>1.30"Subcatchment PDA-3A: Flow Length=450' Tc=13.6 min CN=82 Runoff=8.61 cfs 0.786 af Runoff Area=1.400 ac Runoff Depth>1.89"Subcatchment PDA-3B: Tc=6.0 min CN=90 Runoff=3.09 cfs 0.221 af Runoff Area=4.330 ac Runoff Depth>0.70"Subcatchment PDA-4A: Flow Length=290' Tc=6.1 min CN=71 Runoff=3.12 cfs 0.253 af Runoff Area=4.320 ac Runoff Depth>1.50"Subcatchment PDA-4B: Tc=6.0 min CN=85 Runoff=7.62 cfs 0.541 af Runoff Area=5.700 ac Runoff Depth>1.98"Subcatchment PDA-4C: Tc=6.0 min CN=91 Runoff=13.07 cfs 0.939 af Runoff Area=6.920 ac Runoff Depth>1.65"Subcatchment PDA-5: Tc=6.0 min CN=87 Runoff=13.41 cfs 0.952 af Runoff Area=1.500 ac Runoff Depth>2.35"Subcatchment Prince: Street Tc=6.0 min CN=95 Runoff=3.94 cfs 0.294 af Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 4Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Inflow=11.16 cfs 1.079 afReach 2R: Outflow=11.16 cfs 1.079 af Inflow=24.24 cfs 2.003 afReach 20: Outflow=24.24 cfs 2.003 af Peak Elev=190.93' Storage=0.266 af Inflow=7.44 cfs 0.550 afPond Bas1: Outflow=0.62 cfs 0.408 af Peak Elev=190.15' Storage=0.606 af Inflow=29.25 cfs 2.449 afPond Bas2: Outflow=17.75 cfs 2.357 af Peak Elev=208.42' Storage=0.019 af Inflow=8.44 cfs 0.631 afPond Bas3A: Discarded=5.95 cfs 0.632 af Primary=0.00 cfs 0.000 af Outflow=5.95 cfs 0.632 af Peak Elev=208.00' Storage=0.000 af Inflow=0.00 cfs 0.000 afPond Bas3B: Outflow=0.00 cfs 0.000 af Peak Elev=201.77' Storage=0.605 af Inflow=32.78 cfs 2.335 afPond Bas4: Outflow=24.24 cfs 2.003 af Peak Elev=138.83' Storage=0.452 af Inflow=13.41 cfs 0.952 afPond Bas5: Outflow=2.08 cfs 0.783 af Peak Elev=177.79' Storage=0.183 af Inflow=7.62 cfs 0.541 afPond Bas6: Outflow=1.75 cfs 0.527 af Peak Elev=0.52' Storage=0.027 af Inflow=3.09 cfs 0.221 afPond Inf-01: Discarded=1.17 cfs 0.221 af Primary=0.00 cfs 0.000 af Outflow=1.17 cfs 0.221 af Peak Elev=189.88' Storage=0.055 af Inflow=13.07 cfs 0.939 afPond Inf02: Discarded=7.40 cfs 0.940 af Primary=0.00 cfs 0.000 af Outflow=7.40 cfs 0.940 af Inflow=37.14 cfs 6.528 afLink 2L: Primary=37.14 cfs 6.528 af Inflow=0.76 cfs 0.489 afLink DP-1: Primary=0.76 cfs 0.489 af Inflow=21.31 cfs 2.974 afLink DP-2: Primary=21.31 cfs 2.974 af Inflow=11.16 cfs 1.079 afLink DP-3: Primary=11.16 cfs 1.079 af Inflow=4.49 cfs 0.781 afLink DP-4: Primary=4.49 cfs 0.781 af Inflow=2.92 cfs 0.916 afLink DP-5: Primary=2.92 cfs 0.916 af Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 5Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Total Runoff Area = 86.851 ac Runoff Volume = 9.068 af Average Runoff Depth = 1.25" 55.71% Pervious Area = 48.382 ac 44.29% Impervious Area = 38.469 ac Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 6Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Subcatchment Earl St: Runoff = 1.68 cfs @ 12.08 hrs, Volume= 0.133 af, Depth> 2.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description0.600 98 Paved parking & roofs 0.600 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment Kollmorgen: Facility Runoff = 4.07 cfs @ 12.09 hrs, Volume= 0.289 af, Depth> 1.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 1.043 98 Paved parking & roofs1.267 74 >75% Grass cover, Good, HSG C 2.310 85 Weighted Average1.267 Pervious Area1.043 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PDA-1A: Runoff = 0.22 cfs @ 12.46 hrs, Volume= 0.081 af, Depth> 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 1.700 30 Woods, Good, HSG A1.400 51 1 acre lots, 20% imp, HSG A1.700 39 >75% Grass cover, Good, HSG A0.500 55 Woods, Good, HSG B2.400 79 1 acre lots, 20% imp, HSG C 7.700 53 Weighted Average6.940 Pervious Area0.760 Impervious Area Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 7Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Subcatchment PDA-1B: Runoff = 7.44 cfs @ 12.09 hrs, Volume= 0.550 af, Depth> 1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 1.400 39 >75% Grass cover, Good, HSG A0.100 74 >75% Grass cover, Good, HSG C2.500 79 1 acre lots, 20% imp, HSG C1.600 98 Paved roads w/curbs & sewers1.000 94 Urban commercial, 85% imp, HSG C 6.600 77 Weighted Average3.650 Pervious Area2.950 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PDA-1C: Runoff = 8.44 cfs @ 12.10 hrs, Volume= 0.631 af, Depth> 0.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 0.800 39 >75% Grass cover, Good, HSG A3.100 61 1/4 acre lots, 38% imp, HSG A 1.800 98 Paved roads w/curbs & sewers0.900 83 1/4 acre lots, 38% imp, HSG C0.700 94 Urban commercial, 85% imp, HSG C0.700 98 Paved roads w/curbs & sewers 8.000 76 Weighted Average3.385 Pervious Area4.615 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 8Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Subcatchment PDA-2A: Runoff = 7.78 cfs @ 12.10 hrs, Volume= 0.617 af, Depth> 0.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 4.500 70 Woods, Good, HSG C5.400 74 >75% Grass cover, Good, HSG C 9.900 72 Weighted Average9.900 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PDA-2B: Runoff = 6.13 cfs @ 12.09 hrs, Volume= 0.446 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 0.500 68 1 acre lots, 20% imp, HSG B0.300 98 Paved roads w/curbs & sewers0.700 61 >75% Grass cover, Good, HSG B2.700 79 1 acre lots, 20% imp, HSG C0.600 98 Paved roads w/curbs & sewers 4.800 79 Weighted Average3.260 Pervious Area1.540 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PDA-2C: Runoff = 32.78 cfs @ 12.09 hrs, Volume= 2.335 af, Depth> 1.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 9Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Area (ac) CN Description 1.700 75 1/4 acre lots, 38% imp, HSG B1.400 98 Paved roads w/curbs & sewers0.600 92 Urban commercial, 85% imp, HSG B 0.701 74 >75% Grass cover, Good, HSG C3.300 83 1/4 acre lots, 38% imp, HSG C0.300 77 1/8 acre lots, 65% imp, HSG A0.200 85 1/8 acre lots, 65% imp, HSG B3.500 94 Urban commercial, 85% imp, HSG C1.600 90 1/8 acre lots, 65% imp, HSG C2.200 98 Paved roads w/curbs & sewers 15.501 89 Weighted Average5.151 Pervious Area10.350 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PDA-3A: Runoff = 8.61 cfs @ 12.19 hrs, Volume= 0.786 af, Depth> 1.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 1.720 98 Paved roads w/curbs & sewers 0.630 61 >75% Grass cover, Good, HSG B1.600 85 1/8 acre lots, 65% imp, HSG B2.890 74 >75% Grass cover, Good, HSG C0.430 90 1/8 acre lots, 65% imp, HSG C 7.270 82 Weighted Average4.230 Pervious Area3.040 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20"2.3 220 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps0.5 180 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.6 450 Total Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 10Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Subcatchment PDA-3B: Runoff = 3.09 cfs @ 12.09 hrs, Volume= 0.221 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description0.800 89 Urban commercial, 85% imp, HSG A0.600 92 Urban commercial, 85% imp, HSG B 1.400 90 Weighted Average0.210 Pervious Area1.190 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PDA-4A: Runoff = 3.12 cfs @ 12.10 hrs, Volume= 0.253 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 0.110 39 >75% Grass cover, Good, HSG A1.100 61 >75% Grass cover, Good, HSG B 0.400 83 1/4 acre lots, 38% imp, HSG C2.720 74 >75% Grass cover, Good, HSG C 4.330 71 Weighted Average4.178 Pervious Area0.152 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 50 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20"0.8 240 0.1080 5.29 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.1 290 Total Subcatchment PDA-4B: Runoff = 7.62 cfs @ 12.09 hrs, Volume= 0.541 af, Depth> 1.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 11Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Area (ac) CN Description 0.370 61 >75% Grass cover, Good, HSG B1.680 92 Urban commercial, 85% imp, HSG B0.880 98 Paved parking & roofs1.390 74 >75% Grass cover, Good, HSG C 4.320 85 Weighted Average2.012 Pervious Area2.308 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PDA-4C: Runoff = 13.07 cfs @ 12.09 hrs, Volume= 0.939 af, Depth> 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 1.440 89 Urban commercial, 85% imp, HSG A 3.990 92 Urban commercial, 85% imp, HSG B0.270 94 Urban commercial, 85% imp, HSG C 5.700 91 Weighted Average0.855 Pervious Area4.845 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PDA-5: Runoff = 13.41 cfs @ 12.09 hrs, Volume= 0.952 af, Depth> 1.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 0.400 74 >75% Grass cover, Good, HSG C1.830 98 Paved parking & roofs 1.340 92 Urban commercial, 85% imp, HSG B0.950 94 Urban commercial, 85% imp, HSG C2.400 74 >75% Grass cover, Good, HSG C 6.920 87 Weighted Average3.144 Pervious Area3.777 Impervious Area Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 12Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.0 Direct Entry, Subcatchment Prince: Street Runoff = 3.94 cfs @ 12.08 hrs, Volume= 0.294 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsType III 24-hr Dev 2 Rainfall=2.90" Area (ac) CN Description 0.200 74 >75% Grass cover, Good, HSG C1.300 98 Paved parking & roofs 1.500 95 Weighted Average0.200 Pervious Area1.300 Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Reach 2R: Inflow Area = 10.170 ac, Inflow Depth > 1.27" for Dev 2 eventInflow = 11.16 cfs @ 12.16 hrs, Volume= 1.079 afOutflow = 11.16 cfs @ 12.16 hrs, Volume= 1.079 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach 20: Inflow Area = 15.501 ac, Inflow Depth > 1.55" for Dev 2 eventInflow = 24.24 cfs @ 12.16 hrs, Volume= 2.003 afOutflow = 24.24 cfs @ 12.16 hrs, Volume= 2.003 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Pond Bas1: Inflow Area = 6.600 ac, Inflow Depth > 1.00" for Dev 2 eventInflow = 7.44 cfs @ 12.09 hrs, Volume= 0.550 afOutflow = 0.62 cfs @ 13.88 hrs, Volume= 0.408 af, Atten= 92%, Lag= 107.4 min Primary = 0.62 cfs @ 13.88 hrs, Volume= 0.408 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 190.93' @ 13.88 hrs Surf.Area= 0.289 ac Storage= 0.266 af Plug-Flow detention time= 249.9 min calculated for 0.408 af (74% of inflow)Center-of-Mass det. time= 155.2 min ( 1,012.4 - 857.3 ) Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 13Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 190.00' 1.229 af Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area(feet) (acres) (acre-feet) (acre-feet) (acres) 190.00 0.280 0.000 0.000 0.280192.00 0.300 0.580 0.580 0.307194.00 0.350 0.649 1.229 0.361 Device Routing Invert Outlet Devices #1 Primary 191.25'9.0" Vert. Orifice/Grate C= 0.600 #2 Primary 190.25'6.0" Vert. Orifice/Grate C= 0.600 #3 Primary 192.50'Custom Weir/Orifice, C= 3.30 Head (feet) 0.00 1.50 Width (feet) 3.00 3.00 Primary OutFlow Max=0.62 cfs @ 13.88 hrs HW=190.93' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate ( Controls 0.00 cfs) 2=Orifice/Grate (Orifice Controls 0.62 cfs @ 3.17 fps)3=Custom Weir/Orifice ( Controls 0.00 cfs) Pond Bas2: Inflow Area = 20.301 ac, Inflow Depth > 1.45" for Dev 2 eventInflow = 29.25 cfs @ 12.14 hrs, Volume= 2.449 afOutflow = 17.75 cfs @ 12.39 hrs, Volume= 2.357 af, Atten= 39%, Lag= 14.6 minPrimary = 17.75 cfs @ 12.39 hrs, Volume= 2.357 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 190.15' @ 12.39 hrs Surf.Area= 0.314 ac Storage= 0.606 af Plug-Flow detention time= 62.8 min calculated for 2.357 af (96% of inflow)Center-of-Mass det. time= 42.5 min ( 894.9 - 852.3 ) Volume Invert Avail.Storage Storage Description #1 188.00' 1.240 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet) 188.00 0.250 0.000 0.000190.00 0.310 0.560 0.560192.00 0.370 0.680 1.240 Device Routing Invert Outlet Devices #1 Primary 188.00'12.0" Vert. Orifice/Grate C= 0.600 #2 Primary 189.50'Custom Weir/Orifice, C= 3.30 Head (feet) 0.00 2.50 Width (feet) 6.00 6.00 Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 14Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Primary OutFlow Max=17.74 cfs @ 12.39 hrs HW=190.15' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate (Orifice Controls 4.85 cfs @ 6.18 fps)2=Custom Weir/Orifice (Weir Controls 12.89 cfs @ 3.32 fps) Pond Bas3A: Inflow Area = 8.000 ac, Inflow Depth > 0.95" for Dev 2 eventInflow = 8.44 cfs @ 12.10 hrs, Volume= 0.631 afOutflow = 5.95 cfs @ 12.07 hrs, Volume= 0.632 af, Atten= 30%, Lag= 0.0 minDiscarded = 5.95 cfs @ 12.07 hrs, Volume= 0.632 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 208.42' @ 12.18 hrs Surf.Area= 0.048 ac Storage= 0.019 af Plug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 0.3 min ( 861.0 - 860.7 ) Volume Invert Avail.Storage Storage Description #1 208.00' 0.522 af Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area(feet) (acres) (acre-feet) (acre-feet) (acres) 208.00 0.043 0.000 0.000 0.043210.00 0.071 0.113 0.113 0.072212.00 0.100 0.170 0.283 0.103214.00 0.140 0.239 0.522 0.144 Device Routing Invert Outlet Devices #1 Primary 210.00'18.0" x 280.0' long Culvert X 2.00 Ke= 0.050 Outlet Invert= 208.00' S= 0.0071 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets #2 Discarded 0.00'5.95 cfs Exfiltration at all elevations Discarded OutFlow Max=5.95 cfs @ 12.07 hrs HW=208.09' (Free Discharge) 2=Exfiltration (Exfiltration Controls 5.95 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=208.00' TW=208.00' (Dynamic Tailwater)1=Culvert ( Controls 0.00 cfs) Pond Bas3B: Inflow Area = 8.000 ac, Inflow Depth = 0.00" for Dev 2 eventInflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afOutflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 minPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 15Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Peak Elev= 208.00' @ 0.00 hrs Surf.Area= 0.032 ac Storage= 0.000 af Plug-Flow detention time= (not calculated: initial storage excedes outflow)Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 208.00' 0.466 af Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area(feet) (acres) (acre-feet) (acre-feet) (acres) 208.00 0.032 0.000 0.000 0.032210.00 0.060 0.091 0.091 0.061212.00 0.094 0.153 0.243 0.096 214.00 0.130 0.223 0.466 0.134 Device Routing Invert Outlet Devices #1 Primary 213.00'Custom Weir/Orifice, C= 3.30 Head (feet) 0.00 1.00 Width (feet) 30.00 30.00 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=208.00' TW=0.00' (Dynamic Tailwater)1=Custom Weir/Orifice ( Controls 0.00 cfs) Pond Bas4: Inflow Area = 15.501 ac, Inflow Depth > 1.81" for Dev 2 event Inflow = 32.78 cfs @ 12.09 hrs, Volume= 2.335 afOutflow = 24.24 cfs @ 12.16 hrs, Volume= 2.003 af, Atten= 26%, Lag= 4.3 minPrimary = 24.24 cfs @ 12.16 hrs, Volume= 2.003 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 201.77' @ 12.16 hrs Surf.Area= 0.404 ac Storage= 0.605 af Plug-Flow detention time= 100.2 min calculated for 2.003 af (86% of inflow)Center-of-Mass det. time= 38.3 min ( 852.7 - 814.4 ) Volume Invert Avail.Storage Storage Description #1 200.00' 2.900 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet) 200.00 0.280 0.000 0.000202.00 0.420 0.700 0.700204.00 0.550 0.970 1.670206.00 0.680 1.230 2.900 Device Routing Invert Outlet Devices #1 Primary 201.00'Custom Weir/Orifice, C= 3.30 Head (feet) 0.00 2.00 Width (feet) 8.00 8.00 #2 Primary 201.00'12.0" Vert. Orifice/Grate C= 0.600 Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 16Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Primary OutFlow Max=24.24 cfs @ 12.16 hrs HW=201.77' TW=0.00' (Dynamic Tailwater)1=Custom Weir/Orifice (Weir Controls 22.30 cfs @ 3.62 fps)2=Orifice/Grate (Orifice Controls 1.94 cfs @ 2.99 fps) Pond Bas5: Inflow Area = 6.920 ac, Inflow Depth > 1.65" for Dev 2 eventInflow = 13.41 cfs @ 12.09 hrs, Volume= 0.952 afOutflow = 2.08 cfs @ 12.60 hrs, Volume= 0.783 af, Atten= 84%, Lag= 30.5 minPrimary = 2.08 cfs @ 12.60 hrs, Volume= 0.783 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 138.83' @ 12.60 hrs Surf.Area= 0.271 ac Storage= 0.452 af Plug-Flow detention time= 176.3 min calculated for 0.783 af (82% of inflow)Center-of-Mass det. time= 104.8 min ( 927.2 - 822.4 ) Volume Invert Avail.Storage Storage Description #1 137.00' 1.447 af Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area(feet) (acres) (acre-feet) (acre-feet) (acres) 137.00 0.220 0.000 0.000 0.220138.00 0.250 0.235 0.235 0.251140.00 0.302 0.551 0.786 0.306142.00 0.360 0.661 1.447 0.367 Device Routing Invert Outlet Devices #1 Primary 139.00'9.0" Vert. Orifice/Grate C= 0.600 #2 Primary 140.50'Custom Weir/Orifice, C= 3.30 Head (feet) 0.00 1.50 Width (feet) 3.25 3.25 #3 Primary 137.50'9.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.08 cfs @ 12.60 hrs HW=138.83' TW=0.00' (Dynamic Tailwater)1=Orifice/Grate ( Controls 0.00 cfs)2=Custom Weir/Orifice ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 2.08 cfs @ 4.71 fps) Pond Bas6: Inflow Area = 10.020 ac, Inflow Depth > 0.65" for Dev 2 eventInflow = 7.62 cfs @ 12.09 hrs, Volume= 0.541 afOutflow = 1.75 cfs @ 12.51 hrs, Volume= 0.527 af, Atten= 77%, Lag= 25.4 minPrimary = 1.75 cfs @ 12.51 hrs, Volume= 0.527 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 177.79' @ 12.51 hrs Surf.Area= 0.120 ac Storage= 0.183 af Plug-Flow detention time= 63.1 min calculated for 0.527 af (97% of inflow) Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 17Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Center-of-Mass det. time= 48.6 min ( 878.4 - 829.8 ) Volume Invert Avail.Storage Storage Description #1 176.00' 0.495 af Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area(feet) (acres) (acre-feet) (acre-feet) (acres) 176.00 0.085 0.000 0.000 0.085178.00 0.125 0.209 0.209 0.126180.00 0.162 0.286 0.495 0.166 Device Routing Invert Outlet Devices #1 Primary 178.20'Custom Weir/Orifice, C= 3.30 Head (feet) 0.00 1.80 Width (feet) 5.00 5.00 #2 Primary 176.00'6.0" x 50.0' long Culvert X 2.00 Ke= 0.010 Outlet Invert= 175.75' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=1.75 cfs @ 12.51 hrs HW=177.79' TW=0.00' (Dynamic Tailwater)1=Custom Weir/Orifice ( Controls 0.00 cfs)2=Culvert (Barrel Controls 1.75 cfs @ 4.47 fps) Pond Inf-01: Inflow Area = 1.400 ac, Inflow Depth > 1.89" for Dev 2 eventInflow = 3.09 cfs @ 12.09 hrs, Volume= 0.221 afOutflow = 1.17 cfs @ 12.01 hrs, Volume= 0.221 af, Atten= 62%, Lag= 0.0 minDiscarded = 1.17 cfs @ 12.01 hrs, Volume= 0.221 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 0.52' @ 12.34 hrs Surf.Area= 0.000 ac Storage= 0.027 af Plug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 4.2 min ( 814.3 - 810.1 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.260 af Custom Stage Data Listed below Elevation Cum.Store(feet) (acre-feet) 0.00 0.0000.50 0.0251.00 0.0751.50 0.1252.00 0.1702.50 0.2003.00 0.2303.50 0.260 Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 18Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 3.00'12.0" x 100.0' long Culvert Ke= 0.010 Outlet Invert= 2.50' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections #2 Discarded 0.00'1.17 cfs Exfiltration at all elevations Discarded OutFlow Max=1.17 cfs @ 12.01 hrs HW=0.04' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' TW=0.00' (Dynamic Tailwater)1=Culvert ( Controls 0.00 cfs) Pond Inf02: Inflow Area = 5.700 ac, Inflow Depth > 1.98" for Dev 2 eventInflow = 13.07 cfs @ 12.09 hrs, Volume= 0.939 afOutflow = 7.40 cfs @ 12.04 hrs, Volume= 0.940 af, Atten= 43%, Lag= 0.0 minDiscarded = 7.40 cfs @ 12.04 hrs, Volume= 0.940 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 189.88' @ 12.20 hrs Surf.Area= 0.000 ac Storage= 0.055 af Plug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 1.1 min ( 806.6 - 805.6 ) Volume Invert Avail.Storage Storage Description #1 189.50' 0.770 af Custom Stage Data Listed below Elevation Cum.Store(feet) (acre-feet) 189.50 0.000 190.00 0.072190.50 0.220191.00 0.360191.50 0.500192.00 0.590192.50 0.680193.00 0.770 Device Routing Invert Outlet Devices #1 Primary 193.00'6.0" x 3.0' long Culvert Ke= 0.500 Outlet Invert= 180.00' S= 4.3333 '/' Cc= 0.900 n= 0.130 #2 Discarded 0.00'7.40 cfs Exfiltration at all elevations Discarded OutFlow Max=7.40 cfs @ 12.04 hrs HW=189.55' (Free Discharge)2=Exfiltration (Exfiltration Controls 7.40 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=189.50' TW=176.00' (Dynamic Tailwater)1=Culvert ( Controls 0.00 cfs) Type III 24-hr Dev 2 Rainfall=2.90"BTI Proposed New Storms Page 19Prepared by Tighe&Bond 12/3/2007HydroCAD® 8.00 s/n 003772 © 2006 HydroCAD Software Solutions LLC Link 2L: Inflow Area = 86.851 ac, Inflow Depth > 0.90" for Dev 2 eventInflow = 37.14 cfs @ 12.31 hrs, Volume= 6.528 afPrimary = 37.14 cfs @ 12.31 hrs, Volume= 6.528 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP-1: Inflow Area = 22.300 ac, Inflow Depth > 0.26" for Dev 2 eventInflow = 0.76 cfs @ 13.66 hrs, Volume= 0.489 afPrimary = 0.76 cfs @ 13.66 hrs, Volume= 0.489 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP-2: Inflow Area = 30.201 ac, Inflow Depth > 1.18" for Dev 2 eventInflow = 21.31 cfs @ 12.36 hrs, Volume= 2.974 afPrimary = 21.31 cfs @ 12.36 hrs, Volume= 2.974 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP-3: Inflow Area = 10.170 ac, Inflow Depth > 1.27" for Dev 2 event Inflow = 11.16 cfs @ 12.16 hrs, Volume= 1.079 afPrimary = 11.16 cfs @ 12.16 hrs, Volume= 1.079 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP-4: Inflow Area = 14.350 ac, Inflow Depth > 0.65" for Dev 2 eventInflow = 4.49 cfs @ 12.11 hrs, Volume= 0.781 afPrimary = 4.49 cfs @ 12.11 hrs, Volume= 0.781 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link DP-5: Inflow Area = 7.520 ac, Inflow Depth > 1.46" for Dev 2 eventInflow = 2.92 cfs @ 12.11 hrs, Volume= 0.916 afPrimary = 2.92 cfs @ 12.11 hrs, Volume= 0.916 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs