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Drainage Calculations 09-22-2011CITY OF CHANHASSEN RECEIVED SEP 2 6 2011 CHANHASSEN PLACNING DEPT E -1 Existing Direct to Lake Drive P -1 Proposed to UG #1 G1 Underground Storage Ph 1 E -3 E -4 Existing to Lake D e Existing Lake Drive Sewer 3 wer 4 [2L P -3 i Proposedlto UG #2 i I UG 3 Underground Storage Ph 2 P- Propose I UG #3 UG 4 Underground Storage 3 �cat Reach on Link Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 2 - Year Rainfall = 2.80" Prepared by {enter your company name here} Page 2 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Time span =0.00- 100.00 hrs, dt =0.01 hrs, 10001 points x 3 Runoff by SCS TR -20 method, UH =SCS Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method Subcatchment E -1: Existing Direct to Lake Drive Runoff Area =0.394 ac Runoff Depth = 0.32" Tc =8.0 min CN =62 Runoff =0.14 cfs 0.011 of Subcatchment E -3: Existing to Lake Drive Sewer 3 Subcatchment E -4: Existing to Lake Drive Sewer 4 Subcatchment P -1: Proposed to UG #1 Subcatchment P -3: Proposed to UG #2 Subcatchment P -4: Proposed to UG #3 Runoff Area =0.139 ac Runoff Depth = 0.38" Tc =8.0 min CN =64 Runoff =0.07 cfs 0.004 of Runoff Area =0.324 ac Runoff Depth = 0.32" Tc =8.0 min CN =62 Runoff =0.12 cfs 0.009 of Runoff Area =0.394 ac Runoff Depth= 2.36" Tc =8.0 min CN =96 Runoff =1.40 cfs 0.077 of Runoff Area =0.139 ac Runoff Depth= 1.89" Tc =8.0 min CN =91 Runoff =0.42 cfs 0.022 of Runoff Area =0.324 ac Runoff Depth= 2.06" Tc =8.0 min CN =93 Runoff =1.06 cfs 0.056 of Pond UG 1: Underground Storage Ph 1 Peak Elev= 898.31' Storage =0.058 of Inflow =1.40 cfs 0.077 of Discarded =0.01 cfs 0.057 of Primary=0.02 cfs 0.009 of Outflow =0.03 cfs 0.065 of Pond UG 3: Underground Storage Ph 2 Peak EIev= 903.05' Storage =0.016 of Inflow =0.42 cfs 0.022 of Discarded =0.00 cfs 0.017 of Primary=0.01 cfs 0.003 of Outflow =0.01 cfs 0.020 of Pond UG 4: Underground Storage 3 Peak EIev= 902.26' Storage =0.042 of Inflow =1.06 cfs 0.056 of Discarded =0.01 cfs 0.041 of Primary=0.02 cfs 0.007 of Outflow =0.02 cfs 0.047 of Link 2L: Inflow =0.18 cfs 0.013 of Primary=0.18 cfs 0.013 of Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 2 - Year Rainfall = 2.80" Prepared by {enter your company name here} Page 3 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Subcatchment E -1: Existing Direct to Lake Drive Runoff = 0.14 cfs @ 12.03 hrs, Volume= 0.011 af, Depth= 0.32" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 - Year Rainfall= 2.80" Area (ac) CN Description 0.015 98 Paved roads w /curbs & sewers 0.379 61 >75% Grass cover, Good, HSG B 0.394 62 Weighted Average 0.379 Pervious Area 0.015 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E -3: Existing to Lake Drive Sewer 3 Runoff = 0.07 cfs @ 12.02 hrs, Volume= 0.004 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 - Year Rainfall= 2.80" Area (ac) CN Description 0.128 61 >75% Grass cover, Good, HSG B 0.011 98 Paved roads w /curbs & sewers 0.139 64 Weighted Average 0.128 Pervious Area 0.011 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E -4: Existing to Lake Drive Sewer 4 Runoff = 0.12 cfs @ 12.03 hrs, Volume= 0.009 af, Depth= 0.32" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 - Year Rainfall= 2.80" Area (ac) CN Description 0.318 61 >75% Grass cover, Good, HSG B 0.006 98 Paved roads w /curbs & sewers 0.324 62 Weighted Average 0.318 Pervious Area 0.006 Impervious Area Lake Drive Business Center Lk Dry Business Center HCAD Type // 24 -hr 2 - Year Rainfall= 2.80" Prepared by {enter your company name here} Page 4 HydroCADO 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -1: Proposed to UG #1 Runoff = 1.40 cfs @ 11.99 hrs, Volume= 0.077 af, Depth= 2.36" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 - Year Rainfall= 2.80" Area (ac) CN Description 0.375 98 Paved roads w /curbs & sewers 0.019 61 >75% Grass cover, Good, HSG B 0.394 96 Weighted Average 0.019 Pervious Area 0.375 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -3: Proposed to UG #2 Runoff = 0.42 cfs @ 11.99 hrs, Volume= 0.022 af, Depth= 1.89" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 - Year Rainfall= 2.80" Area (ac) CN Description 0.026 61 >75% Grass cover, Good, HSG B 0.113 98 Paved roads w /curbs & sewers 0.139 91 Weighted Average 0.026 Pervious Area 0.113 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -4: Proposed to UG #3 Runoff = 1.06 cfs @ 11.99 hrs, Volume= 0.056 af, Depth= 2.06" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 - Year Rainfall= 2.80" Lake Drive Business Center Lk Dry Business Center HCAD Type // 24 -hr 2 - Year Rainfall = 2.80" Prepared by {enter your company name here} Page 5 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Area (ac) CN Description 0.042 61 >75% Grass cover, Good, HSG B 0.282 98 Paved roads w /curbs & sewers 0.324 93 Weighted Average 0.042 Pervious Area 0.282 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Pond UG 1: Underground Storage Ph 1 Inflow Area = 0.394 ac, Inflow Depth = 2.36" for 2 -Year event Inflow = 1.40 cfs @ 11.99 hrs, Volume= 0.077 of Outflow = 0.03 cfs @ 15.42 hrs, Volume= 0.065 af, Atten= 98 %, Lag= 206.0 min Discarded = 0.01 cfs @ 15.42 hrs, Volume= 0.057 of Primary = 0.02 cfs @ 15.42 hrs, Volume= 0.009 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 898.31' @ 15.42 hrs Surf.Area= 0.031 ac Storage= 0.058 of Plug -Flow detention time= 2,058.1 min calculated for 0.065 of (84% of inflow) Center -of -Mass det. time= 1,989.0 min ( 2,765.3 - 776.4 ) Volume Invert Avail.Storage Storage Description #1 896.00' 0.065 of 48.0 "D x 225.00'L Horizontal Cylinder #1 Inside #2 #2 895.00' 0.027 of 6.00'W x 225.00'L x 5.00'H Rock Envelope #1 0.155 of Overall - 0.065 of Embedded = 0.090 of x 30.0% Voids 0.092 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 896.00' 8.0" x 85.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 894.80' S= 0.0141 T Cc= 0.900 n= 0.011 PVC, smooth interior #2 Device 1 898.25' 0.50'W x 0.42' H Vert. Orifice /Grate C= 0.600 #3 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area #4 Device 1 899.87' 5.0' long x 1.20' rise Sharp- Crested Rectangular Weir 2 End Contraction(s) 3.8' Crest Height Qiscarded OutFlow Max =0.01 cfs @ 15.42 hrs HW= 898.31' (Free Discharge) 3= Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max =0.02 cfs @ 15.42 hrs HW= 898.31' (Free Discharge) L1= Culvert (Passes 0.02 cfs of 2.16 cfs potential flow) 1:4=Sharp-C 2= Orifice/Grate (Orifice Controls 0.02 cfs @ 0.76 fps) rested Rectangular Weir( Controls 0.00 cfs) Lake Drive Business Center Lk Dry Business Center HCAD Type // 24 -hr 2 - Year Rainfall= 2.80" Prepared by {enter your company name here} Page 6 HydroCADO 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Pond UG 3: Underground Storage Ph 2 Inflow Area = 0.139 ac, Inflow Depth= 1.89" for 2 -Year event Inflow = 0.42 cfs @ 11.99 hrs, Volume= 0.022 of Outflow = 0.01 cfs @ 15.63 hrs, Volume= 0.020 af, Atten= 98 %, Lag= 218.0 min Discarded = 0.00 cfs @ 15.63 hrs, Volume= 0.017 of Primary = 0.01 cfs @ 15.63 hrs, Volume= 0.003 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 903.05' @ 15.63 hrs Surf.Area= 0.010 ac Storage= 0.016 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,981.7 min ( 2,788.0 - 806.3 ) Volume Invert Avail.Storage Storage Description #1 901.00' 0.020 of 48.0 "D x 70.00'L Horizontal Cylinder #3 Inside #2 #2 900.00' 0.008 of 6.00'W x 70.00'L x 5.00'H Rock Envelope #3 Outflow = 0.02 cfs @ 0.048 of Overall - 0.020 of Embedded = 0.028 of x 30.0% Voids Volume= 0.047 af, Atten= 98 %, Lag= 217.8 min 0.029 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 903.00' 12.0" x 51.0' long Culvert RCP, square edge headwall, Ke= 0.500 15.62 hrs, Volume= Outlet Invert= 902.49' S=0.0100'/' Cc= 0.900 n=0.011 #2 Device 1 903.00' 4.0" Vert. Orifice /Grate C= 0.600 #3 Device 1 904.50' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area Discarded OutFlow Max =0.00 cfs @ 15.63 hrs HW= 903.05' (Free Discharge) L4= Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max =0.01 cfs @ 15.63 hrs HW= 903.05' (Free Discharge) L =Culvert (Passes 0.01 cfs of 0.01 cfs potential flow) 2= Orifice /Grate (Orifice Controls 0.01 cfs @ 0.78 fps) 3= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Pond UG 4: Underground Storage 3 Inflow Area = 0.324 ac, Inflow Depth = 2.06" for 2 -Year event Inflow = 1.06 cfs @ 11.99 hrs, Volume= 0.056 of Outflow = 0.02 cfs @ 15.62 hrs, Volume= 0.047 af, Atten= 98 %, Lag= 217.8 min Discarded = 0.01 cfs @ 15.62 hrs, Volume= 0.041 of Primary = 0.02 cfs @ 15.62 hrs, Volume= 0.007 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 902.26' @ 15.62 hrs Surf.Area= 0.023 ac Storage= 0.042 of Plug -Flow detention time= 2,055.8 min calculated for 0.047 of (85% of inflow) Center -of -Mass det. time= 1,988.2 min ( 2,784.3 - 796.1 ) Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 2 - Year Rainfall= 2.80" Prepared by {enter your company name here} Page 7 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Volume Invert Avail.Storage Storage Description #1 900.00' 0.048 of 48.0 "D x 165.00'L Horizontal Cylinder #4 Inside #2 #2 899.00' 0.020 of 6.00'W x 165.00'L x 5.00'H Rock Envelope #4 0.114 of Overall - 0.048 of Embedded = 0.066 of x 30.0% Voids 0.067 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 902.20' 12.0" x 55.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 901.65' S=0.01007' Cc= 0.900 n= 0.011 #2 Device 1 902.20' 0.42'W x 0.42' H Vert. Orifice /Grate C= 0.600 #3 Device 1 903.88' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area 4rded OutFlow Max =0.01 cfs @ 15.62 hrs HW= 902.26' (Free Discharge) tExfiltration ( Exfiltration Controls 0.01 cfs) Primary OutFlow Max =0.02 cfs @ 15.62 hrs HW= 902.26' (Free Discharge) 't--1 =Culvert (Barrel Controls 0.02 cfs @ 1.27 fps) 1 2= Orifice /Grate (Passes 0.02 cfs of 0.02 cfs potential flow) 3= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Link 2L: Inflow Area = 0.463 ac, Inflow Depth = 0.34" for 2 - Year event Inflow = 0.18 cfs @ 12.03 hrs, Volume= 0.013 of Primary = 0.18 cfs @ 12.03 hrs, Volume= 0.013 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Lake Drive Business Center Lk Dry Business Center HCAD Type// 24 -hr 10 -Year Rainfall = 4.20" Prepared by {enter your company name here} Page 8 HydroCADO 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Time span =0.00- 100.00 hrs, dt =0.01 hrs, 10001 points x 3 Runoff by SCS TR -20 method, UH =SCS Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method Subcatchment E -1: Existing Direct to Lake Drive Runoff Area =0.394 ac Runoff Depth = 0.97" Tc =8.0 min CN =62 Runoff =0.59 cfs 0.032 of Subcatchment E -3: Existing to Lake Drive Sewer 3 Subcatchment E -4: Existing to Lake Drive Sewer 4 Subcatchment P -1: Proposed to UG #1 Subcatchment P -3: Proposed to UG #2 Subcatchment P -4: Proposed to UG #3 Runoff Area =0.139 ac Runoff Depth= 1.09" Tc =8.0 min CN =64 Runoff =0.24 cfs 0.013 of Runoff Area =0.324 ac Runoff Depth = 0.97" Tc =8.0 min CN =62 Runoff =0.49 cfs 0.026 of Runoff Area =0.394 ac Runoff Depth= 3.74" Tc =8.0 min CN =96 Runoff =2.16 cfs 0.123 of Runoff Area =0.139 ac Runoff Depth= 3.21" Tc =8.0 min CN =91 Runoff =0.70 cfs 0.037 of Runoff Area =0.324 ac Runoff Depth= 3.41" Tc =8.0 min CN =93 Runoff =1.70 cfs 0.092 of Pond UG 1: Underground Storage Ph 1 Peak Elev= 898.75' Storage =0.068 of Inflow =2.16 cfs 0.123 of Discarded =0.01 cfs 0.058 of Primary=0.53 cfs 0.053 of Outflow =0.54 cfs 0.111 of Pond UG 3: Underground Storage Ph 2 Peak EIev= 903.42' Storage =0.019 of Inflow =0.70 cfs 0.037 of Discarded =0.00 cfs 0.017 of Primary=0.21 cfs 0.018 of Outflow =0.22 cfs 0.035 of Pond UG 4: Underground Storage 3 Peak EIev= 902.70' Storage =0.049 of Inflow =1.70 cfs 0.092 of Discarded =0.01 cfs 0.042 of Primary=0.44 cfs 0.042 of Outflow =0.45 cfs 0.084 of Link 2L: Inflow =0.73 cfs 0.039 of Primary=0.73 cfs 0.039 of Lake Drive Business Center Lk Dry Business Center HCAD Type 1124 -hr 10 -Year Rainfall = 4.20" Prepared by {enter your company name here} Page 9 HydroCADO 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Subcatchment E -1: Existing Direct to Lake Drive Runoff = 0.59 cfs @ 12.01 hrs, Volume= 0.032 af, Depth= 0.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (ac) CN Description 0.015 98 Paved roads w /curbs & sewers 0.379 61 >75% Grass cover, Good, HSG B 0.394 62 Weighted Average 0.379 Pervious Area 0.015 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ( ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E -3: Existing to Lake Drive Sewer 3 Runoff = 0.24 cfs @ 12.01 hrs, Volume= 0.013 af, Depth= 1.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (ac) CN Description 0.128 61 >75% Grass cover, Good, HSG B 0.011 98 Paved roads w /curbs & sewers 0.139 64 Weighted Average 0.128 Pervious Area 0.011 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E -4: Existing to Lake Drive Sewer 4 Runoff = 0.49 cfs @ 12.01 hrs, Volume= 0.026 af, Depth= 0.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (ac) CN Description 0.318 61 >75% Grass cover, Good, HSG B 0.006 98 Paved roads w /curbs & sewers 0.324 62 Weighted Average 0.318 Pervious Area 0.006 Impervious Area Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 10 - Year Rainfall = 4.20" Prepared by {enter your company name here} Page 10 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -1: Proposed to UG #1 Runoff = 2.16 cfs @ 11.99 hrs, Volume= 0.123 af, Depth= 3.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (ac) CN Description 0.375 98 Paved roads w /curbs & sewers 0.019 61 >75% Grass cover, Good, HSG B 0.394 96 Weighted Average 0.019 Pervious Area 0.375 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) ( ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -3: Proposed to UG #2 Runoff = 0.70 cfs @ 11.99 hrs, Volume= 0.037 af, Depth= 3.21" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (ac) CN Description 0.026 61 >75% Grass cover, Good, HSG B 0.113 98 Paved roads w /curbs & sewers 0.139 91 Weighted Average 0.026 Pervious Area 0.113 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -4: Proposed to UG #3 Runoff = 1.70 cfs @ 11.99 hrs, Volume= 0.092 af, Depth= 3.41" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall= 4.20" Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 10 - Year Rainfall = 4.20" Prepared by {enter your company name here} Page 11 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Area (ac) CN Description 0.042 61 >75% Grass cover, Good, HSG B 0.282 98 Paved roads w /curbs & sewers 0.324 93 Weighted Average 0.042 Pervious Area 0.282 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Pond UG 1: Underground Storage Ph 1 Inflow Area = 0.394 ac, Inflow Depth = 3.74" for 10 - Year event Inflow = 2.16 cfs @ 11.99 hrs, Volume= 0.123 of Outflow = 0.54 cfs @ 12.16 hrs, Volume= 0.111 af, Atten= 75 %, Lag= 10.1 min Discarded = 0.01 cfs @ 12.16 hrs, Volume= 0.058 of Primary = 0.53 cfs @ 12.16 hrs, Volume= 0.053 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 898.75' @ 12.16 hrs Surf.Area= 0.031 ac Storage= 0.068 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,207.5 min ( 1,972.4 - 764.9 ) Volume Invert Avail.Storage Storage Description #1 896.00' 0.065 of 48.0 "D x 225.00'L Horizontal Cylinder #1 Inside #2 #2 895.00' 0.027 of 6.00'W x 225.00'L x 5.00'H Rock Envelope #1 0.155 of Overall - 0.065 of Embedded = 0.090 of x 30.0% Voids 0.092 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 896.00' 8.0" x 85.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 894.80' S= 0.0141 T Cc= 0.900 n= 0.011 PVC, smooth interior #2 Device 1 898.25' 0.50'W x 0.42'H Vert. Orifice /Grate C= 0.600 #3 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area #4 Device 1 899.87' 5.0' long x 1.20' rise Sharp- Crested Rectangular Weir 2 End Contraction(s) 3.8' Crest Height Discarded OutFlow Max =0.01 cfs @ 12.16 hrs HW= 898.75' (Free Discharge) 3= Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max =0.53 cfs @ 12.16 hrs HW= 898.75' (Free Discharge) 't = Culvert (Passes 0.53 cfs of 2.32 cfs potential flow) 2 =Orifice /Grate (Orifice Controls 0.53 cfs @ 2.54 fps) 4= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 10 - Year Rainfall = 4.20" Prepared by {enter your company name here} Page 12 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 903.42' @ 12.14 hrs Surf.Area= 0.010 ac Storage= 0.019 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,136.5 min ( 1,927.8 - 791.4 ) Volume Invert Avail.Storage Storage Description #1 901.00' 0.020 of 48.0 "D x 70.00'L Horizontal Cylinder #3 Inside #2 #2 900.00' 0.008 of 6.00'W x 70.00'L x 5.00'H Rock Envelope #3 0.048 of Overall - 0.020 of Embedded = 0.028 of x 30.0% Voids 0.029 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 903.00' 12.0" x 51.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 902.49' S=0.0100'/' Cc= 0.900 n=0.011 #2 Device 1 903.00' 4.0" Vert. Orifice /Grate C= 0.600 #3 Device 1 904.50' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area Discarded OutFlow Max =0.00 cfs @ 12.14 hrs HW= 903.42' (Free Discharge) L4= Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max =0.21 cfs @ 12.14 hrs HW= 903.42' (Free Discharge) L = Culvert (Passes 0.21 cfs of 0.70 cfs potential flow) 2= Orifice /Grate (Orifice Controls 0.21 cfs @ 2.43 fps) 3= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Pond UG 4: Underground Storage 3 Inflow Area = 0.324 ac, Inflow Depth= 3.41" for 10 - Year event Inflow = 1.70 cfs @ 11.99 hrs, Volume= 0.092 of Outflow = 0.45 cfs @ 12.15 hrs, Volume= 0.084 af, Atten= 74 %, Lag= 9.8 min Discarded = 0.01 cfs @ 12.15 hrs, Volume= 0.042 of Primary = 0.44 cfs @ 12.15 hrs, Volume= 0.042 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 902.70' @ 12.15 hrs Surf.Area= 0.023 ac Storage= 0.049 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,154.0 min ( 1,936.1 - 782.2 ) Pond UG 3: Underground Storage Ph 2 Inflow Area = 0.139 ac, Inflow Depth = 3.21" for 10 - Year event Inflow = 0.70 cfs @ 11.99 hrs, Volume= 0.037 of Outflow = 0.22 cfs @ 12.14 hrs, Volume= 0.035 af, Atten= 69 %, Lag= 8.8 min Discarded = 0.00 cfs @ 12.14 hrs, Volume= 0.017 of Primary = 0.21 cfs @ 12.14 hrs, Volume= 0.018 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 903.42' @ 12.14 hrs Surf.Area= 0.010 ac Storage= 0.019 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,136.5 min ( 1,927.8 - 791.4 ) Volume Invert Avail.Storage Storage Description #1 901.00' 0.020 of 48.0 "D x 70.00'L Horizontal Cylinder #3 Inside #2 #2 900.00' 0.008 of 6.00'W x 70.00'L x 5.00'H Rock Envelope #3 0.048 of Overall - 0.020 of Embedded = 0.028 of x 30.0% Voids 0.029 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 903.00' 12.0" x 51.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 902.49' S=0.0100'/' Cc= 0.900 n=0.011 #2 Device 1 903.00' 4.0" Vert. Orifice /Grate C= 0.600 #3 Device 1 904.50' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area Discarded OutFlow Max =0.00 cfs @ 12.14 hrs HW= 903.42' (Free Discharge) L4= Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max =0.21 cfs @ 12.14 hrs HW= 903.42' (Free Discharge) L = Culvert (Passes 0.21 cfs of 0.70 cfs potential flow) 2= Orifice /Grate (Orifice Controls 0.21 cfs @ 2.43 fps) 3= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Pond UG 4: Underground Storage 3 Inflow Area = 0.324 ac, Inflow Depth= 3.41" for 10 - Year event Inflow = 1.70 cfs @ 11.99 hrs, Volume= 0.092 of Outflow = 0.45 cfs @ 12.15 hrs, Volume= 0.084 af, Atten= 74 %, Lag= 9.8 min Discarded = 0.01 cfs @ 12.15 hrs, Volume= 0.042 of Primary = 0.44 cfs @ 12.15 hrs, Volume= 0.042 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 902.70' @ 12.15 hrs Surf.Area= 0.023 ac Storage= 0.049 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,154.0 min ( 1,936.1 - 782.2 ) Lake Drive Business Center Lk Dry Business Center HCAD Type l/ 24 -hr 10 - Year Rainfall = 4.20" Prepared by {enter your company name here} Page 13 HydroCADO 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Volume Invert Avail.Storage Storage Description #1 900.00' 0.048 of 48.0 "D x 165.00'L Horizontal Cylinder #4 Inside #2 #2 899.00' 0.020 of 6.00'W x 165.00'L x 5.00'H Rock Envelope #4 0.114 of Overall - 0.048 of Embedded = 0.066 of x 30.0% Voids 0.067 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 902.20' 12.0" x 55.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 901.65' S= 0.0100 T Cc= 0.900 n= 0.011 #2 Device 1 902.20' 0.42'W x 0.42' H Vert. Orifice /Grate C= 0.600 #3 Device 1 903.88' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area [discarded OutFlow Max =0.01 cfs @ 12.15 hrs HW= 902.70' (Free Discharge) 4= Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max =0.44 cfs @ 12.15 hrs HW= 902.70' (Free Discharge) L1= Culvert (Passes 0.44 cfs of 0.93 cfs potential flow) 1 2= Orifice /Grate (Orifice Controls 0.44 cfs @ 2.51 fps) 3= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Link 2L: Inflow Area = 0.463 ac, Inflow Depth = 1.01" for 10 - Year event Inflow = 0.73 cfs @ 12.01 hrs, Volume= 0.039 of Primary = 0.73 cfs @ 12.01 hrs, Volume= 0.039 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Lake Drive Business Center Lk Dry Business Center HCAD Type 1124 -hr 100 - Year Rainfall = 6.00" Prepared by {enter your company name here) Page 14 HydroCADO 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Time span =0.00- 100.00 hrs, dt =0.01 hrs, 10001 points x 3 Runoff by SCS TR -20 method, UH =SCS Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method Subcatchment E -1: Existing Direct to Lake Drive Runoff Area =0.394 ac Runoff Depth= 2.09" Tc =8.0 min CN =62 Runoff =1.35 cfs 0.069 of Subcatchment E -3: Existing to Lake Drive Sewer 3 Subcatchment E -4: Existing to Lake Drive Sewer 4 Subcatchment P -1: Proposed to UG #1 Subcatchment P -3: Proposed to UG #2 Subcatchment P -4: Proposed to UG #3 Runoff Area =0.139 ac Runoff Depth= 2.26" Tc =8.0 min CN =64 Runoff =0.52 cfs 0.026 of Runoff Area =0.324 ac Runoff Depth= 2.09" Tc =8.0 min CN =62 Runoff =1.11 cfs 0.056 of Runoff Area =0.394 ac Runoff Depth = 5.53" Tc =8.0 min CN =96 Runoff =3.13 cfs 0.181 of Runoff Area =0.139 ac Runoff Depth= 4.96" Tc =8.0 min CN =91 Runoff =1.05 cfs 0.057 of Runoff Area =0.324 ac Runoff Depth= 5.18" Tc =8.0 min CN =93 Runoff =2.51 cfs 0.140 of Pond UG 1: Underground Storage Ph 1 Peak Elev= 899.91' Storage =0.091 of Inflow =3.13 cfs 0.181 of Discarded =0.01 cfs 0.058 of Primary=1.34 cfs 0.111 of Outflow =1.35 cfs 0.169 of Pond UG 3: Underground Storage Ph 2 Peak EIev= 904.44' Storage =0.026 of Inflow =1.05 cfs 0.057 of Discarded =0.00 cfs 0.017 of Primary=0.47 cfs 0.038 of Outflow =0.48 cfs 0.055 of Pond UG 4: Underground Storage 3 Peak EIev= 903.91' Storage =0.067 of Inflow =2.51 cfs 0.140 of Discarded =0.01 cfs 0.042 of Primary=1.11 cfs 0.089 of Outflow =1.12 cfs 0.132 of Link 2L: Inflow =1.63 cfs 0.083 of Primary=1.63 cfs 0.083 of Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 100 - Year Rainfall = 6.00" Prepared by {enter your company name here} Page 15 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Subcatchment E -1: Existing Direct to Lake Drive Runoff = 1.35 cfs @ 12.00 hrs, Volume= 0.069 af, Depth= 2.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type]] 24 -hr 100 -Year Rainfall= 6.00" Area (ac) CN Description 0.015 98 Paved roads w /curbs & sewers 0.379 61 >75% Grass cover, Good, HSG B 0.394 62 Weighted Average 0.379 Pervious Area 0.015 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E -3: Existing to Lake Drive Sewer 3 Runoff = 0.52 cfs @ 12.00 hrs, Volume= 0.026 af, Depth= 2.26" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall= 6.00" Area (ac) CN Description 0.128 61 >75% Grass cover, Good, HSG B 0.011 98 Paved roads w /curbs & sewers 0.139 64 Weighted Average 0.128 Pervious Area 0.011 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) Oft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E -4: Existing to Lake Drive Sewer 4 Runoff = 1.11 cfs @ 12.00 hrs, Volume= 0.056 af, Depth= 2.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall= 6.00" Area (ac) CN Description 0.318 61 >75% Grass cover, Good, HSG B 0.006 98 Paved roads w /curbs & sewers 0.324 62 Weighted Average 0.318 Pervious Area 0.006 Impervious Area Lake Drive Business Center Lk Dry Business Center HCAD Type// 24 -hr 100 -Year Rainfall= 6.00" Prepared by (enter your company name here} Page 16 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -1: Proposed to UG #1 Runoff = 3.13 cfs @ 11.99 hrs, Volume= 0.181 af, Depth= 5.53" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 - Year Rainfall= 6.00" Area (ac) CN Description 0.375 98 Paved roads w /curbs & sewers 0.019 61 >75% Grass cover, Good, HSG B 0.394 96 Weighted Average 0.019 Pervious Area 0.375 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -3: Proposed to UG #2 Runoff = 1.05 cfs @ 11.99 hrs, Volume= 0.057 af, Depth= 4.96" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall= 6.00" Area (ac) CN Description 0.026 61 >75% Grass cover, Good, HSG B 0.113 98 Paved roads w /curbs & sewers 0.139 91 Weighted Average 0.026 Pervious Area 0.113 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -4: Proposed to UG #3 Runoff = 2.51 cfs @ 11.99 hrs, Volume= 0.140 af, Depth= 5.18" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall= 6.00" Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 100 - Year Rainfall= 6.00" Prepared by {enter your company name here} Page 17 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Area (ac) CN Description 0.042 61 >75% Grass cover, Good, HSG B 0.282 98 Paved roads w /curbs & sewers 0.324 93 Weighted Average 0.042 Pervious Area 0.282 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Pond UG 1: Underground Storage Ph 1 Inflow Area = 0.394 ac, Inflow Depth = 5.53" for 100 - Year event Inflow = 3.13 cfs @ 11.99 hrs, Volume= 0.181 of Outflow = 1.35 cfs @ 12.10 hrs, Volume= 0.169 af, Atten= 57 %, Lag= 7.0 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.058 of Primary = 1.34 cfs @ 12.10 hrs, Volume= 0.111 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 899.91' @ 12.10 hrs Surf.Area= 0.031 ac Storage= 0.091 of Plug -Flow detention time= 851.9 min calculated for 0.169 of (93% of inflow) Center -of -Mass det. time= 813.2 min ( 1,569.4 - 756.2 ) Volume Invert Avail.Storage Storage Description #1 896.00' 0.065 of 48.0 "D x 225.00'L Horizontal Cylinder #1 Inside #2 #2 895.00' 0.027 of 6.00'W x 225.00'L x 5.00'H Rock Envelope #1 0.155 of Overall - 0.065 of Embedded = 0.090 of x 30.0% Voids 0.092 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 896.00' 8.0" x 85.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 894.80' S= 0.0141 T Cc= 0.900 n= 0.011 PVC, smooth interior #2 Device 1 898.25' 0.50'W x 0.42' H Vert. Orifice /Grate C= 0.600 #3 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area #4 Device 1 899.87' 5.0' long x 1.20' rise Sharp- Crested Rectangular Weir 2 End Contraction(s) 3.8' Crest Height Qiscarded OutFlow Max =0.01 cfs @ 12.10 hrs HW= 899.91' (Free Discharge) 3= Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max =1.33 cfs @ 12.10 hrs HW= 899.91' (Free Discharge) Z = Cuivert (Passes 1.33 cfs of 2.70 cfs potential flow) 2 =Orifice /Grate (Orifice Controls 1.22 cfs @ 5.79 fps) 4= Sharp- Crested Rectangular Weir(Weir Controls 0.12 cfs @ 0.63 fps) Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 100 - Year Rainfall= 6.00" Prepared by {enter your company name here} Page 18 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Pond UG 3: Underground Storage Ph 2 Inflow Area = 0.139 ac, Inflow Depth = 4.96" for 100 -Year event Inflow = 1.05 cfs @ 11.99 hrs, Volume= 0.057 of Outflow = 0.48 cfs @ 12.10 hrs, Volume= 0.055 af, Atten= 54 %, Lag= 6.7 min Discarded = 0.00 cfs @ 12.10 hrs, Volume= 0.017 of Primary = 0.47 cfs @ 12.10 hrs, Volume= 0.038 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 904.44' @ 12.10 hrs Surf.Area= 0.010 ac Storage= 0.026 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 736.5 min ( 1,516.0 - 779.5 ) Volume Invert Avail.Storage Storage Description #1 901.00' 0.020 of 48.0 "D x 70.00'L Horizontal Cylinder #3 Inside #2 #2 900.00' 0.008 of 6.00'W x 70.00'L x 5.00'H Rock Envelope #3 Outflow = 1.12 cfs @ 0.048 of Overall - 0.020 of Embedded = 0.028 of x 30.0% Voids Volume= 0.132 af, Atten= 55 %, Lag= 6.8 min 0.029 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 903.00' 12.0" x 51.0' long Culvert RCP, square edge headwall, Ke= 0.500 12.10 hrs, Volume= Outlet Invert= 902.49' S=0.0100'/' Cc= 0.900 n=0.011 #2 Device 1 903.00' 4.0" Vert. Orifice /Grate C= 0.600 #3 Device 1 904.50' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area Discarded OutFlow Max =0.00 cfs @ 12.10 hrs HW= 904.44' (Free Discharge) L4= Exfiltration ( Exfiltration Controls 0.00 cfs) Primary OutFlow Max =0.47 cfs @ 12.10 hrs HW= 904.44' (Free Discharge) t =Culvert (Passes 0.47 cfs of 3.67 cfs potential flow) 2= Orifice /Grate (Orifice Controls 0.47 cfs @ 5.44 fps) 3= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Pond UG 4: Underground Storage 3 Inflow Area = 0.324 ac, Inflow Depth = 5.18" for 100 - Year event Inflow = 2.51 cfs @ 11.99 hrs, Volume= 0.140 of Outflow = 1.12 cfs @ 12.10 hrs, Volume= 0.132 af, Atten= 55 %, Lag= 6.8 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.042 of Primary = 1.11 cfs @ 12.10 hrs, Volume= 0.089 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 903.91' @ 12.10 hrs Surf.Area= 0.023 ac Storage= 0.067 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 756.0 min ( 1,527.3 - 771.3 ) Lake Drive Business Center Lk Dry Business Center HCAD Type 11 24 -hr 100 - Year Rainfall = 6.00" Prepared by {enter your company name here} Page 19 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Volume Invert Avail.Storage Storage Description #1 900.00' 0.048 of 48.0 "D x 165.00'L Horizontal Cylinder #4 Inside #2 #2 899.00' 0.020 of 6.00'W x 165.00'L x 5.00'H Rock Envelope #4 0.114 of Overall - 0.048 of Embedded = 0.066 of x 30.0% Voids 0.067 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 902.20' 12.0" x 55.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 901.65' S=0.0100'/' Cc= 0.900 n=0.011 #2 Device 1 902.20' 0.42'W x 0.42'H Vert. Orifice /Grate C= 0.600 #3 Device 1 903.88' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area Discarded OutFlow Max =0.01 cfs @ 12.10 hrs HW= 903.91' (Free Discharge) 4=Exfiltration ( Exfiltration Controls 0.01 cfs) Primary OutFlow Max =1.11 cfs @ 12.10 hrs HW= 903.91' (Free Discharge) t- =Culvert (Passes 1.11 cfs of 4.15 cfs potential flow) 2 =Orifice /Grate (Orifice Controls 1.04 cfs @ 5.89 fps) 3= Sharp- Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.53 fps) Link 2L: Inflow Area = 0.463 ac, Inflow Depth = 2.14" for 100 - Year event Inflow = 1.63 cfs @ 12.00 hrs, Volume= 0.083 of Primary = 1.63 cfs @ 12.00 hrs, Volume= 0.083 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Lake Drive Business Center Lk Dry Business Center HCAD Type// 24 -hr NURP Rainfall = 2.50" Prepared by {enter your company name here} Page 20 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Time span =0.00- 100.00 hrs, dt =0.01 hrs, 10001 points x 3 Runoff by SCS TR -20 method, UH =SCS Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method Subcatchment E -1: Existing Direct to Lake Drive Runoff Area =0.394 ac Runoff Depth = 0.22" Tc =8.0 min CN =62 Runoff =0.07 cfs 0.007 of Subcatchment E -3: Existing to Lake Drive Sewer 3 Subcatchment E -4: Existing to Lake Drive Sewer 4 Subcatchment P -1: Proposed to UG #1 Subcatchment P -3: Proposed to UG #2 Subcatchment P -4: Proposed to UG #3 Runoff Area =0.139 ac Runoff Depth = 0.27" Tc =8.0 min CN =64 Runoff =0.04 cfs 0.003 of Runoff Area =0.324 ac Runoff Depth = 0.22" Tc =8.0 min CN =62 Runoff =0.06 cfs 0.006 of Runoff Area =0.394 ac Runoff Depth= 2.06" Tc =8.0 min CN =96 Runoff =1.24 cfs 0.068 of Runoff Area =0.139 ac Runoff Depth= 1.61" Tc =8.0 min CN =91 Runoff =0.36 cfs 0.019 of Runoff Area =0.324 ac Runoff Depth= 1.78" Tc =8.0 min CN =93 Runoff =0.92 cfs 0.048 of Pond UG 1: Underground Storage Ph 1 Peak Elev= 898.24' Storage =0.056 of Inflow =1.24 cfs 0.068 of Discarded =0.01 cfs 0.056 of Primary=0.00 cfs 0.000 of Outflow =0.01 cfs 0.056 of Pond UG 3: Underground Storage Ph 2 Peak EIev= 902.97' Storage =0.016 of Inflow =0.36 cfs 0.019 of Discarded =0.00 cfs 0.017 of Primary=0.00 cfs 0.000 of Outflow =0.00 cfs 0.017 of Pond UG 4: Underground Storage 3 Peak EIev= 902.19' Storage =0.040 of Inflow =0.92 cfs 0.048 of Discarded =0.01 cfs 0.040 of Primary=0.00 cfs 0.000 of Outflow =0.01 cfs 0.040 of Link 2L: Inflow =0.10 cfs 0.009 of Primary=0.10 cfs 0.009 of Lake Drive Business Center Lk Dry Business Center HCAD Type// 24 -hr NURP Rainfall = 2.50" Prepared by {enter your company name here} Page 21 HydroCADO 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Subcatchment E -1: Existing Direct to Lake Drive Runoff = 0.07 cfs @ 12.04 hrs, Volume= 0.007 af, Depth= 0.22" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr NURP Rainfall= 2.50" Area (ac) CN Description 0.015 98 Paved roads w /curbs & sewers 0.379 61 >75% Grass cover, Good, HSG B 0.394 62 Weighted Average 0.379 Pervious Area 0.015 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E -3: Existing to Lake Drive Sewer 3 Runoff = 0.04 cfs @ 12.03 hrs, Volume= 0.003 af, Depth= 0.27" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr NURP Rainfall= 2.50" Area (ac) CN Description 0.128 61 >75% Grass cover, Good, HSG B 0.011 98 Paved roads w /curbs & sewers 0.139 64 Weighted Average 0.128 Pervious Area 0.011 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E -4: Existing to Lake Drive Sewer 4 Runoff = 0.06 cfs @ 12.04 hrs, Volume= 0.006 af, Depth= 0.22" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr NURP Rainfall= 2.50" Area (ac) CN Description 0.318 61 >75% Grass cover, Good, HSG B 0.006 98 Paved roads w /curbs & sewers 0.324 62 Weighted Average 0.318 Pervious Area 0.006 Impervious Area Lake Drive Business Center Lk Dry Business Center HCAD Type// 24 -hr NURP Rainfall= 2.50" Prepared by {enter your company name here} Page 22 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Tc Length Slope Velocity Capacity Description (min) (feet) Oft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -1: Proposed to UG #1 Runoff = 1.24 cfs @ 11.99 hrs, Volume= 0.068 af, Depth= 2.06" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr NURP Rainfall= 2.50" Area (ac) CN Description 0.375 98 Paved roads w /curbs & sewers 0.019 61 >75% Grass cover, Good, HSG B 0.394 96 Weighted Average 0.019 Pervious Area 0.375 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 8.0 Direct Entry, Subcatchment P -3: Proposed to UG #2 Runoff = 0.36 cfs @ 11.99 hrs, Volume= 0.019 af, Depth= 1.61" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type II 24 -hr NURP Rainfall= 2.50" Area (ac) CN Description 0.026 61 >75% Grass cover, Good, HSG B 0.113 98 Paved roads w /curbs & sewers 0.139 91 Weighted Average 0.026 Pervious Area 0.113 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P -4: Proposed to UG #3 Runoff = 0.92 cfs @ 11.99 hrs, Volume= 0.048 af, Depth= 1.78" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs Type 11 24 -hr NURP Rainfall= 2.50" Lake Drive Business Center Lk Dry Business Center HCAD Type// 24 -hr NURP Rainfall = 2.50" Prepared by {enter your company name here} Page 23 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Area (ac) CN Description 0.042 61 >75% Grass cover, Good, HSG B 0.282 98 Paved roads w /curbs & sewers 0.324 93 Weighted Average 0.042 Pervious Area 0.282 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Pond UG 1: Underground Storage Ph 1 Inflow Area = 0.394 ac, Inflow Depth = 2.06" for NURP event Inflow = 1.24 cfs @ 11.99 hrs, Volume= 0.068 of Outflow = 0.01 cfs @ 24.08 hrs, Volume= 0.056 af, Atten= 99 %, Lag= 725.2 min Discarded = 0.01 cfs @ 24.08 hrs, Volume= 0.056 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 898.24' @ 24.08 hrs Surf.Area= 0.031 ac Storage= 0.056 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 2,262.7 min ( 3,042.6 - 779.9 ) Volume Invert Avail.Storage Storage Description #1 896.00' 0.065 of 48.0 "D x 225.00'L Horizontal Cylinder #1 Inside #2 #2 895.00' 0.027 of 6.00'W x 225.00'L x 5.00'H Rock Envelope #1 0.155 of Overall - 0.065 of Embedded = 0.090 of x 30.0% Voids 0.092 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 896.00' 8.0" x 85.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 894.80' S= 0.0141 T Cc= 0.900 n= 0.011 PVC, smooth interior #2 Device 1 898.25' 0.50'W x 0.42'H Vert. Orifice /Grate C= 0.600 #3 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area #4 Device 1 899.87' 5.0' long x 1.20' rise Sharp- Crested Rectangular Weir 2 End Contraction(s) 3.8' Crest Height Discarded OutFlow Max =0.01 cfs @ 24.08 hrs HW= 898.24' (Free Discharge) 3=Exfiltration ( Exfiltration Controls 0.01 cfs) Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 895.00' (Free Discharge) L1= Culvert ( Controls 0.00 cfs) � 2= Orifice /Grate ( Controls 0.00 cfs) 4= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Lake Drive Business Center Lk Dry Business Center HCAD Type l/ 24-hr NURP Rainfall = 2.50" Prepared by {enter your company name here} Page 24 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Pond UG 3: Underground Storage Ph 2 Inflow Area = 0.139 ac, Inflow Depth = 1.61" for NURP event Inflow = 0.36 cfs @ 11.99 hrs, Volume= 0.019 of Outflow = 0.00 cfs @ 24.08 hrs, Volume= 0.017 af, Atten= 99 %, Lag= 725.4 min Discarded = 0.00 cfs @ 24.08 hrs, Volume= 0.017 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 902.97' @ 24.08 hrs Surf.Area= 0.010 ac Storage= 0.016 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 2,264.3 min ( 3,075.1 - 810.8 ) Volume Invert Avail.Storage Storage Description #1 901.00' 0.020 of 48.0 "D x 70.00'L Horizontal Cylinder #3 Inside #2 #2 900.00' 0.008 of 6.00'W x 70.00'L x 5.00'H Rock Envelope #3 0.048 of Overall - 0.020 of Embedded = 0.028 of x 30.0% Voids 0.029 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 903.00' 12.0" x 51.0' long Culvert RCP, square edge headwall, Ke= 0.500 Volume= 0.048 of Outflow = Outlet Invert= 902.49' S=0.0100'/' Cc= 0.900 n=0.011 #2 Device 1 903.00' 4.0" Vert. Orifice /Grate C= 0.600 #3 Device 1 904.50' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area Discarded OutFlow Max =0.00 cfs @ 24.08 hrs HW= 902.97' (Free Discharge) L4= Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 900.00' (Free Discharge) L =Culvert ( Controls 0.00 cfs) 2 =Orifice /Grate ( Controls 0.00 cfs) L3= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Pond UG 4: Underground Storage 3 Inflow Area = 0.324 ac, Inflow Depth = 1.78" for NURP event Inflow = 0.92 cfs @ 11.99 hrs, Volume= 0.048 of Outflow = 0.01 cfs @ 24.08 hrs, Volume= 0.040 af, Atten= 99 %, Lag= 725.6 min Discarded = 0.01 cfs @ 24.08 hrs, Volume= 0.040 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 902.19' @ 24.08 hrs Surf.Area= 0.023 ac Storage= 0.040 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 2,275.9 min ( 3,076.1 - 800.2 ) Lake Drive Business Center Lk Dry Business Center HCAD Type 1124 -hr NURP Rainfall= 2.50" Prepared by {enter your company name here} Page 25 HydroCAD® 8.00 s/n 004060 © 2006 HydroCAD Software Solutions LLC 9/22/2011 Volume Invert Avail.Storage Storage Description #1 900.00' 0.048 of 48.0 "D x 165.00'L Horizontal Cylinder #4 Inside #2 #2 899.00' 0.020 of 6.00'W x 165.00'L x 5.00'H Rock Envelope #4 0.114 of Overall - 0.048 of Embedded = 0.066 of x 30.0% Voids 0.067 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 902.20' 12.0" x 55.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 901.65' S=0.0100'/' Cc= 0.900 n=0.011 #2 Device 1 902.20' 0.42'W x 0.42' H Vert. Orifice /Grate C= 0.600 #3 Device 1 903.88' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 0.00' 0.130 in /hr Exfiltration over Wetted area Discarded OutFlow Max =0.01 cfs @ 24.08 hrs HW= 902.19' (Free Discharge) 4= Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 899.00' (Free Discharge) L1= Culvert ( Controls 0.00 cfs) � 2= Orifice /Grate ( Controls 0.00 cfs) 3= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Link 2L: Inflow Area = 0.463 ac, Inflow Depth = 0.23" for NURP event Inflow = 0.10 cfs @ 12.03 hrs, Volume= 0.009 of Primary = 0.10 cfs @ 12.03 hrs, Volume= 0.009 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00- 100.00 hrs, dt= 0.01 hrs