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HomeMy WebLinkAbout20140309 Ver 1_Stormwater Calculations_20140320STORMWATER IMPACT ANALYSIS AND DESIGN CALCULATIONS New Garner High School Hebron Church Road Apex, North Carolina January, 2014 1�c� Noty r CLH design, p.a. 400 Regency Forest Drive, Suite 120 Cary, North Carolina 2791127918 Phone: (919) 319 -6716 Fax: (919) 319 -7916 Hydrograph Summary Report Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 0.827 2 770 20,011 - - - - -- - - - - -- - - - - -- Onsite Area A Pre 2 SCS Runoff 0.051 2 756 1,095 - - - - -- - - - - -- - - - - -- Offsite to Area A 3 Combine 0.875 2 768 21,106 1,2 - - - - -- - - - - -- Total Area A Pre 4 SCS Runoff 0.145 2 730 1,236 - - - - -- - - - - -- - - - - -- Area B Pre 5 SCS Runoff 0.035 2 752 759 - - - - -- - - - - -- - - - - -- Area C Pre 6 SCS Runoff 0.343 2 728 3,376 - - - - -- - - - - -- - - - - -- Area D Pre 7 SCS Runoff 0.097 2 726 841 - - - - -- - - - - -- - - - - -- Area E Pre 8 SCS Runoff 43.22 2 730 170,534 - - - - -- - - - - -- - - - - -- Onsite Area A Post 9 SCS Runoff 0.051 2 756 1,095 - - - - -- - - - - -- - - - - -- Offsite to Area A 10 Combine 43.24 2 730 171,629 8,9 - - - - -- - - - - -- Total Area A Post 11 SCS Runoff 0.194 2 722 678 - - - - -- - - - - -- - - - - -- Area B Post 12 SCS Runoff 0.030 2 742 498 - - - - -- - - - - -- - - - - -- Area C Post 13 SCS Runoff 5.649 2 724 16,435 - - - - -- - - - - -- - - - - -- Area D Post 14 SCS Runoff 0.019 2 718 50 - - - - -- - - - - -- - - - - -- Area E Post 16 SCS Runoff 35.01 2 730 135,600 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 1 17 SCS Runoff 0.051 2 756 1,095 - - - - -- - - - - -- - - - - -- Offsite to BMP 1 18 Combine 35.03 2 730 136,696 16,17 - - - - -- - - - - -- Total to BMP 1 19 Reservoir 0.454 2 1456 105,981 18 338.14 118,101 Route BMP 1 20 SCS Runoff 10.78 2 726 34,589 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 3 21 Reservoir 0.129 2 1450 29,007 20 344.58 29,235 Route BMP 3 22 SCS Runoff 0.478 2 732 3,911 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 4 23 Reservoir 0.148 2 798 3,908 22 336.49 692 Route BMP 4 24 SCS Runoff 0.378 2 730 2,398 - - - - -- - - - - -- - - - - -- Onsite Area A bypasses BMP 25 Combine 0.825 2 738 141,293 19, 21, 23, - - - - -- - - - - -- Total Area A Post 24 27 SCS Runoff 5.778 2 722 16,413 - - - - -- - - - - -- - - - - -- Onsite Area D to BMP 2 28 SCS Runoff 0.701 2 716 1,557 - - - - -- - - - - -- - - - - -- Offsite to BMP 2 29 Combine 6.106 2 722 17,970 27,28 - - - - -- - - - - -- Total to BMP 2 30 Reservoir 0.220 2 938 16,146 29 358.34 11,632 Route BMP 2 31 SCS Runoff 0.199 2 724 952 - - - - -- - - - - -- - - - - -- Onsite Area D bypasses BMP 32 Combine 0.240 2 916 17,099 30,31 - - - - -- - - - - -- Area D Post with SWM 12- 154 -H8 Pre Post- REV.gpw Return Period: 1 Year Wednesday, 01 / 29 / 2014 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 1 Onsite Area A Pre Hydrograph type = SCS Runoff Peak discharge = 0.827 cfs Storm frequency = 1 yrs Time to peak = 770 min Time interval = 2 min Hyd. volume = 20,011 cuft Drainage area = 48.420 ac Curve number = 51.2 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.33 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 M :M 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 Onsite Area A Pre Hyd. No. 1 -- 1 Year Q (cfs) 1.00 0.90 MM 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 3 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 1 Onsite Area A Pre Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 2000.00 0.00 0.00 Watercourse slope ( %) = 1.90 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.22 0.00 0.00 Travel Time (min) = 14.99 + 0.00 + 0.00 = 14.99 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 30.33 min 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 2 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge = 0.051 cfs Storm frequency = 1 yrs Time to peak = 756 min Time interval = 2 min Hyd. volume = 1,095 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Offsite to Area A Hyd. No. 2 -- 1 Year Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 2 Offsite to Area A Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 850.00 0.00 0.00 Watercourse slope ( %) = 1.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.10 0.00 0.00 Travel Time (min) = 6.73 + 0.00 + 0.00 = 6.73 Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter (ft) = 6.28 0.00 0.00 Channel slope ( %) = 1.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =6.24 0.00 0.00 Flow length (ft) ( {0 })1255.0 0.0 0.0 Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35 Total Travel Time, Tc ............................................... ............................... 25.40 min 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 3 Total Area A Pre Hydrograph type = Combine Peak discharge = 0.875 cfs Storm frequency = 1 yrs Time to peak = 768 min Time interval = 2 min Hyd. volume = 21,106 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 50.970 ac Q (cfs) 1.00 0.90 M :M 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 Total Area A Pre Hyd. No. 3 -- 1 Year Q (cfs) 1.00 0.90 MM 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hyd No. 1 Hyd No. 2 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 4 Area B Pre Hydrograph type = SCS Runoff Peak discharge = 0.145 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 1,236 cuft Drainage area = 1.480 ac Curve number = 56.4 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Area B Pre Hyd. No. 4 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 8 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 4 Area B Pre Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 705.00 0.00 0.00 Watercourse slope ( %) = 2.90 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.75 0.00 0.00 Travel Time (min) = 4.28 + 0.00 + 0.00 = 4.28 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 19.60 min 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 5 Area C Pre Hydrograph type = SCS Runoff Peak discharge = 0.035 cfs Storm frequency = 1 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 759 cuft Drainage area = 1.800 ac Curve number = 51.4 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.10 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Area C Pre Hyd. No. 5 -- 1 Year Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 10 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 5 Area C Pre Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 470.00 0.00 0.00 Watercourse slope ( %) = 1.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.10 0.00 0.00 Travel Time (min) = 3.72 + 0.00 + 0.00 = 3.72 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 19.10 min 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 6 Area D Pre Hydrograph type = SCS Runoff Peak discharge = 0.343 cfs Storm frequency = 1 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 3,376 cuft Drainage area = 4.910 ac Curve number = 55 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.40 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Area D Pre Hyd. No. 6 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 12 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 6 Area D Pre Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 2.00 0.00 0.00 Travel Time (min) = 11.63 + 0.00 + 0.00 = 11.63 Shallow Concentrated Flow Flow length (ft) = 400.00 0.00 0.00 Watercourse slope ( %) = 5.60 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =3.82 0.00 0.00 Travel Time (min) = 1.75 + 0.00 + 0.00 = 1.75 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 13.40 min 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 7 Area E Pre Hydrograph type = SCS Runoff Peak discharge = 0.097 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 841 cuft Drainage area = 1.130 ac Curve number = 55.2 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.40 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Area E Pre Hyd. No. 7 -- 1 Year Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time (min) 14 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 7 Area E Pre Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 4.00 0.00 0.00 Travel Time (min) = 8.81 + 0.00 + 0.00 = 8.81 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope ( %) = 3.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =3.10 0.00 0.00 Travel Time (min) = 1.61 + 0.00 + 0.00 = 1.61 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 10.40 min 15 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 8 Onsite Area A Post Hydrograph type = SCS Runoff Peak discharge = 43.22 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 170,534 cuft Drainage area = 51.660 ac Curve number = 74.3 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 25.40 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 50.00 40.00 20.00 10.00 Onsite Area A Post Hyd. No. 8 -- 1 Year Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 Time (min) 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 9 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge = 0.051 cfs Storm frequency = 1 yrs Time to peak = 756 min Time interval = 2 min Hyd. volume = 1,095 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Offsite to Area A Hyd. No. 9 -- 1 Year Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) 17 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 9 Offsite to Area A Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 850.00 0.00 0.00 Watercourse slope ( %) = 1.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.10 0.00 0.00 Travel Time (min) = 6.73 + 0.00 + 0.00 = 6.73 Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter (ft) = 6.28 0.00 0.00 Channel slope ( %) = 1.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =6.24 0.00 0.00 Flow length (ft) ( {0 })1255.0 0.0 0.0 Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35 Total Travel Time, Tc ............................................... ............................... 25.40 min Hydrograph Report 18 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 10 Total Area A Post Hydrograph type = Combine Peak discharge = 43.24 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 171,629 cuft Inflow hyds. = 8, 9 Contrib. drain. area = 54.210 ac Total Area A Post Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 10 Hyd No. 8 Hyd No. 9 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 11 Area B Post Hydrograph type = SCS Runoff Peak discharge = 0.194 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 678 cuft Drainage area = 0.540 ac Curve number = 60.4 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.60 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Area B Post Hyd. No. 11 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 20 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 11 Area B Post Description A B C Totals Sheet Flow Manning's n -value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 3.00 0.00 0.00 Travel Time (min) = 6.57 + 0.00 + 0.00 = 6.57 Shallow Concentrated Flow Flow length (ft) = 165.00 0.00 0.00 Watercourse slope ( %) = 3.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.79 0.00 0.00 Travel Time (min) = 0.98 + 0.00 + 0.00 = 0.98 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 7.60 min 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 12 Area C Post Hydrograph type = SCS Runoff Peak discharge = 0.030 cfs Storm frequency = 1 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 498 cuft Drainage area = 0.950 ac Curve number = 52.8 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.10 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Area C Post Hyd. No. 12 -- 1 Year Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 22 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 12 Area C Post Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 470.00 0.00 0.00 Watercourse slope ( %) = 1.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.10 0.00 0.00 Travel Time (min) = 3.72 + 0.00 + 0.00 = 3.72 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 19.10 min 23 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 13 Area D Post Hydrograph type = SCS Runoff Peak discharge = 5.649 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 16,435 cuft Drainage area = 4.550 ac Curve number = 76.1 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.70 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Area D Post Hyd. No. 13 -- 1 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 1 1 1 1 1 i 1 1 1 1 1 1 M. 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 13 Time (min) 24 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 14 Area E Post Hydrograph type = SCS Runoff Peak discharge = 0.019 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 50 cuft Drainage area = 0.040 ac Curve number = 61 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Area E Post Hyd. No. 14 -- 1 Year Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) Hydrograph Report 25 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 16 Onsite Area A to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 35.01 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 135,600 cuft Drainage area = 37.590 ac Curve number = 75.9 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.43 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area A to BMP 1 Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 16 Time (min) 26 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 16 Onsite Area A to BMP 1 Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 850.00 0.00 0.00 Watercourse slope ( %) = 1.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.10 0.00 0.00 Travel Time (min) = 6.73 + 0.00 + 0.00 = 6.73 Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter (ft) = 6.28 0.00 0.00 Channel slope ( %) = 1.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =6.24 0.00 0.00 Flow length (ft) ( {0 })1255.0 0.0 0.0 Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35 Total Travel Time, Tc ............................................... ............................... 25.43 min 27 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 17 Offsite to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 0.051 cfs Storm frequency = 1 yrs Time to peak = 756 min Time interval = 2 min Hyd. volume = 1,095 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Offsite to BMP 1 Hyd. No. 17 -- 1 Year Q (cfs) 0.10 0.09 M M 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 17 Time (min) 28 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 17 Offsite to BMP 1 Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.34 + 0.00 + 0.00 = 15.34 Shallow Concentrated Flow Flow length (ft) = 850.00 0.00 0.00 Watercourse slope ( %) = 1.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =2.10 0.00 0.00 Travel Time (min) = 6.73 + 0.00 + 0.00 = 6.73 Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter (ft) = 6.28 0.00 0.00 Channel slope ( %) = 1.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =6.24 0.00 0.00 Flow length (ft) ( {0 })1255.0 0.0 0.0 Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35 Total Travel Time, Tc ............................................... ............................... 25.40 min Hydrograph Report 29 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 18 Total to BMP 1 Hydrograph type = Combine Peak discharge = 35.03 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 136,696 cuft Inflow hyds. = 16, 17 Contrib. drain. area = 40.140 ac Total to BMP 1 Q (cfs) Hyd. No. 18 -- 1 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 18 Hyd No. 16 Hyd No. 17 Hydrograph Report 30 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 19 Route BMP 1 Hydrograph type = Reservoir Peak discharge = 0.454 cfs Storm frequency = 1 yrs Time to peak = 1456 min Time interval = 2 min Hyd. volume = 105,981 cuft Inflow hyd. No. = 18 - Total to BMP 1 Max. Elevation = 338.14 ft Reservoir name = BMP 1 Max. Storage = 118,101 cuft Storage Indication method used Q (cfs) 40.00 20.00 10.00 0.00 0 600 — Hyd No. 19 Route BMP 1 Hyd. No. 19 -- 1 Year 1200 1800 2400 3000 3600 4200 4800 5400 Hyd No. 18 Total storage used = 118,101 cuft Q (cfs) 40.00 30.00 20.00 10.00 1 0.00 6000 Time (min) Pond Report 31 Hydraflow Hydrographs Extension for AUtOCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Pond No. 1 - BMP 1 Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 336.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 336.00 45,730 0 0 0.50 336.50 53,050 24,670 24,670 1.00 337.00 55,370 27,100 51,770 2.00 338.00 59,880 57,605 109,375 3.00 339.00 64,460 62,150 171,524 4.00 340.00 69,100 66,760 238,284 5.00 341.00 73,800 71,430 309,714 6.00 342.00 78,580 76,170 385,884 Culvert / Orifice Structures Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table [A] [B] [C] [PrFRSr] Elevation [A] [B] [C] [D] Rise (in) = 36.00 3.50 Inactive 0.00 Crest Len (ft) = 15.50 4.50 14.00 0.00 Span (in) = 36.00 3.50 2.00 0.00 Crest El. (ft) = 340.00 338.30 340.20 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 2.60 3.33 Invert El. (ft) = 333.00 336.00 337.20 0.00 Weir Type = 1 Rect Broad - -- Length (ft) = 74.00 0.50 0.50 0.00 Multi -Stage = Yes Yes No No Slope ( %) = 1.00 0.00 0.00 n/a 339.00 34.23 oc 0.54 is 0.00 - -- 0.00 N -Value = .013 .013 .013 n/a 340.00 34.23 oc 0.63 is 0.00 - -- 0.00 Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area) 0.00 - -- 43.48s Multi -Stage = n/a Yes Yes No TW Elev. (ft) = 0.00 0.11 is 0.00 - -- 58.48s Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation CIv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 336.00 0.00 0.00 0.00 - -- 0.00 0.00 0.00 - -- - -- - -- 0.000 0.50 24,670 336.50 34.23 oc 0.19 is 0.00 - -- 0.00 0.00 0.00 - -- - -- - -- 0.191 1.00 51,770 337.00 34.23 oc 0.30 is 0.00 - -- 0.00 0.00 0.00 - -- - -- - -- 0.297 2.00 109,375 338.00 34.23 oc 0.44 is 0.00 - -- 0.00 0.00 0.00 - -- - -- - -- 0.438 3.00 171,524 339.00 34.23 oc 0.54 is 0.00 - -- 0.00 8.78 0.00 - -- - -- - -- 9.320 4.00 238,284 340.00 34.23 oc 0.63 is 0.00 - -- 0.00 33.22 0.00 - -- - -- - -- 33.85 5.00 309,714 341.00 83.40 is 0.23 is 0.00 - -- 43.48s 39.68s 26.05 - -- - -- - -- 109.44 6.00 385,884 342.00 92.41 is 0.11 is 0.00 - -- 58.48s 33.81 s 87.90 - -- - -- - -- 180.31 32 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 20 Onsite Area A to BMP 3 Hydrograph type = SCS Runoff Peak discharge = 10.78 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 34,589 cuft Drainage area = 8.100 ac Curve number = 78.8 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.50 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 12.00 10.00 M . �� 4.00 2.00 Onsite Area A to BMP 3 Hyd. No. 20 -- 1 Year Q (cfs) 12.00 10.00 M . �� 4.00 2.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 20 Time (min) 33 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 20 Onsite Area A to BMP 3 Description A B C Totals Sheet Flow Manning's n -value = 0.410 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.65 + 0.00 + 0.00 = 15.65 Shallow Concentrated Flow Flow length (ft) = 55.00 390.00 0.00 Watercourse slope ( %) = 7.20 1.50 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =4.33 2.49 0.00 Travel Time (min) = 0.21 + 2.61 + 0.00 = 2.82 Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter (ft) = 6.28 0.00 0.00 Channel slope ( %) = 1.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =6.24 0.00 0.00 Flow length (ft) ( {0 })375.0 0.0 0.0 Travel Time (min) = 1.00 + 0.00 + 0.00 = 1.00 Total Travel Time, Tc ............................................... ............................... 19.50 min 34 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 21 Route BMP 3 Hydrograph type = Reservoir Peak discharge = 0.129 cfs Storm frequency = 1 yrs Time to peak = 1450 min Time interval = 2 min Hyd. volume = 29,007 cuft Inflow hyd. No. = 20 - Onsite Area A to BMP 3 Max. Elevation = 344.58 ft Reservoir name = BMP 3 Max. Storage = 29,235 cuft Storage Indication method used. Q (cfs) 12.00 10.00 M . �� 4.00 2.00 Route BMP 3 Hyd. No. 21 -- 1 Year 600 Hyd No. 21 Q (cfs) 12.00 10.00 4.00 2.00 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 20 Total storage used = 29,235 cult Pond Report Hydraflow Hydrographs Extension for AUtOCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Pond No. 3 - BMP 3 Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 343.00 ft Stage / Storage Table Stage (ft) Elevation (ft) 0.00 343.00 1.00 344.00 2.00 345.00 3.00 346.00 4.00 347.00 5.00 348.00 Contour area (sgft) 15,640 18,910 22,230 25,620 29,060 33,100 Incr. Storage (cuft) 0 17,247 20,546 23,903 27,319 31,055 Total storage (cuft) 0 17,247 37,793 61,696 89,015 120,070 35 Wednesday, 01 / 29 / 2014 Culvert / Orifice Structures Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table [A] [B] [C] [PrFRSr] Storage [A] [B] [C] [D] Rise (in) = 18.00 2.00 Inactive 0.00 Crest Len (ft) = 15.17 0.83 12.00 Inactive Span (in) = 18.00 2.00 3.00 0.00 Crest El. (ft) = 346.30 344.75 346.80 345.50 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 340.00 343.00 344.75 0.00 Weir Type = 1 Rect Broad Rect Length (ft) = 72.00 0.50 0.50 0.00 Multi -Stage = Yes Yes No Yes Slope ( %) = 3.78 0.00 0.00 n/a - -- 0.00 3.86 0.00 0.00 - -- - -- 4.042 N -Value = .013 .013 .013 n/a 0.00 - -- 17.46s 3.56s 3.57 0.00 - -- - -- Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area) 2.32s 52.53 Multi -Stage = n/a Yes Yes No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation CIv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 343.00 0.00 0.00 0.00 - -- 0.00 0.00 0.00 0.00 - -- - -- 0.000 1.00 17,247 344.00 12.76 is 0.10 is 0.00 - -- 0.00 0.00 0.00 0.00 - -- - -- 0.101 2.00 37,793 345.00 12.76 is 0.15 is 0.00 - -- 0.00 0.35 0.00 0.00 - -- - -- 0.491 3.00 61,696 346.00 12.76 is 0.18 is 0.00 - -- 0.00 3.86 0.00 0.00 - -- - -- 4.042 4.00 89,015 347.00 21.06 is 0.04 is 0.00 - -- 17.46s 3.56s 3.57 0.00 - -- - -- 24.63 5.00 120,070 348.00 22.89 is 0.01 is 0.00 - -- 20.54s 2.32s 52.53 0.00 - -- - -- 75.40 36 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 22 Onsite Area A to BMP 4 Hydrograph type = SCS Runoff Peak discharge = 0.478 cfs Storm frequency = 1 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 3,911 cuft Drainage area = 4.040 ac Curve number = 57.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.40 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Onsite Area A to BMP 4 Hyd. No. 22 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 37 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 22 Onsite Area A to BMP 4 Description A B C Totals Sheet Flow Manning's n -value = 0.410 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 0.70 0.00 0.00 Travel Time (min) = 18.05 + 0.00 + 0.00 = 18.05 Shallow Concentrated Flow Flow length (ft) = 630.00 0.00 0.00 Watercourse slope ( %) = 1.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =1.98 0.00 0.00 Travel Time (min) = 5.31 + 0.00 + 0.00 = 5.31 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 23.40 min 38 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 23 Route BMP 4 Hydrograph type = Reservoir Peak discharge = 0.148 cfs Storm frequency = 1 yrs Time to peak = 798 min Time interval = 2 min Hyd. volume = 3,908 cuft Inflow hyd. No. = 22 - Onsite Area A to BMP 4 Max. Elevation = 336.49 ft Reservoir name = BMP 4 Max. Storage = 692 cuft Storage Indication method used. Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Route BMP 4 Hyd. No. 23 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 23 Hyd No. 22 Total storage used = 692 cult Pond Report 39 Hydraflow Hydrographs Extension for AUtOCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Pond No. 4 - BMP 4 Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 335.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 335.50 00 0 0 0.50 336.00 860 143 143 1.50 337.00 1,400 1,119 1,262 2.50 338.00 2,110 1,743 3,005 3.50 339.00 3,060 2,570 5,575 4.50 340.00 4,320 3,672 9,247 5.50 341.00 5,910 5,094 14,340 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrFRSr] [A] [B] [C] [D] Rise (in) = 15.00 2.50 8.00 0.00 Crest Len (ft) = 14.00 Inactive 8.00 0.00 Span (in) = 15.00 2.50 8.00 0.00 Crest El. (ft) = 339.50 339.00 340.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 2.60 3.33 Invert El. (ft) = 335.50 335.50 336.50 0.00 Weir Type = 1 Rect Broad - -- Length (ft) = 143.00 0.50 0.50 0.00 Multi -Stage = Yes Yes No No Slope ( %) = 1.05 0.00 0.00 n/a N -Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area) Multi -Stage = n/a Yes Yes No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation CIv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 335.50 0.00 0.00 0.00 - -- 0.00 0.00 0.00 - -- - -- - -- 0.000 0.50 143 336.00 0.10 is 0.10 is 0.00 - -- 0.00 0.00 0.00 - -- - -- - -- 0.099 1.50 1,262 337.00 0.87 is 0.17 is 0.68 is - -- 0.00 0.00 0.00 - -- - -- - -- 0.850 2.50 3,005 338.00 2.07 is 0.22 is 1.82 is - -- 0.00 0.00 0.00 - -- - -- - -- 2.035 3.50 5,575 339.00 2.75 is 0.27 is 2.47 is - -- 0.00 0.00 0.00 - -- - -- - -- 2.742 4.50 9,247 340.00 9.73 oc 0.05 is 0.47 is - -- 9.21 s 0.00 0.00 - -- - -- - -- 9.723 5.50 14,340 341.00 10.78 oc 0.01 is 0.11 is - -- 10.58s 0.00 20.80 - -- - -- - -- 31.51 40 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 24 Onsite Area A bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 0.378 cfs Storm frequency = 1 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 2,398 cuft Drainage area = 1.930 ac Curve number = 60.1 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 20.30 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Onsite Area A bypasses BMP Hyd. No. 24 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 24 Time (min) 41 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 24 Onsite Area A bypasses BMP Description A B C Totals Sheet Flow Manning's n -value = 0.410 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 1.00 0.00 0.00 Travel Time (min) = 15.65 + 0.00 + 0.00 = 15.65 Shallow Concentrated Flow Flow length (ft) = 450.00 0.00 0.00 Watercourse slope ( %) = 1.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =1.61 0.00 0.00 Travel Time (min) = 4.65 + 0.00 + 0.00 = 4.65 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 20.30 min 42 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 25 Total Area A Post Hydrograph type = Combine Peak discharge = 0.825 cfs Storm frequency = 1 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 141,293 cuft Inflow hyds. = 19, 21, 23, 24 Contrib. drain. area = 1.930 ac Q (cfs) 1.00 0.90 M :M 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 Total Area A Post Hyd. No. 25 -- 1 Year 600 1200 1800 2400 3000 3600 4200 4800 5400 Hyd No. 25 Hyd No. 19 Hyd No. 21 Hyd No. 23 Hyd No. 24 Q (cfs) 1.00 0.90 WE 0.70 0.60 0.50 0.40 0.30 �M fflzll1 0.00 6000 Time (min) 43 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 27 Onsite Area D to BMP 2 Hydrograph type = SCS Runoff Peak discharge = 5.778 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 16,413 cuft Drainage area = 3.710 ac Curve number = 80 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Onsite Area D to BMP 2 Hyd. No. 27 -- 1 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' ' ' 1 — ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 27 Time (min) 44 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 27 Onsite Area D to BMP 2 Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 4.00 0.00 0.00 Travel Time (min) = 8.81 + 0.00 + 0.00 = 8.81 Shallow Concentrated Flow Flow length (ft) = 545.00 0.00 0.00 Watercourse slope ( %) = 1.47 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =1.96 0.00 0.00 Travel Time (min) = 4.64 + 0.00 + 0.00 = 4.64 Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter (ft) = 6.28 0.00 0.00 Channel slope ( %) = 1.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =6.24 0.00 0.00 Flow length (ft) ( {0 })105.0 0.0 0.0 Travel Time (min) = 0.28 + 0.00 + 0.00 = 0.28 Total Travel Time, Tc ............................................... ............................... 13.70 min 45 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 28 Offsite to BMP 2 Hydrograph type = SCS Runoff Peak discharge = 0.701 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,557 cuft Drainage area = 0.180 ac Curve number = 95.9 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0 00 0 120 240 Hyd No. 28 Offsite to BMP 2 Hyd. No. 28 -- 1 Year C.1 �:1 .11 1 :�1 •.1 1:1 11 Q (cfs) 46 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 29 Total to BMP 2 Hydrograph type = Combine Peak discharge = 6.106 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 17,970 cuft Inflow hyds. = 27, 28 Contrib. drain. area = 3.890 ac Total to BMP 2 47 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 30 Route BMP 2 Hydrograph type = Reservoir Peak discharge = 0.220 cfs Storm frequency = 1 yrs Time to peak = 938 min Time interval = 2 min Hyd. volume = 16,146 cuft Inflow hyd. No. = 29 - Total to BMP 2 Max. Elevation = 358.34 ft Reservoir name = BMP 2 Max. Storage = 11,632 cuft Storage Indication method used. Q (cfs) 7.00 11 5.00 4.00 3.00 2.00 1.00 M Route BMP 2 Hyd. No. 30 -- 1 Year Q (cfs) 7.00 5.00 4.00 3.00 2.00 1.00 0.00 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 30 Hyd No. 29 Total storage used = 11,632 cult Pond Report Hydraflow Hydrographs Extension for AUtOCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Pond No. 2 - BMP 2 Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 357.00 ft Stage / Storage Table Stage (ft) Elevation (ft) 0.00 357.00 1.00 358.00 2.00 359.00 3.00 360.00 4.00 361.00 5.00 362.00 Contour area (sgft) 7,630 9,030 10,500 12,030 13,610 15,260 Incr. Storage (cuft) 0 8,319 9,755 11,255 12,811 14,426 Total storage (cuft) 0 8,319 18,074 29,329 42,140 56,566 48 Wednesday, 01 / 29 / 2014 Culvert / Orifice Structures Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table [A] [B] [C] [PrFRSr] Elevation [A] [B] [C] [D] Rise (in) = 15.00 1.25 4.00 0.00 Crest Len (ft) = 10.00 2.00 10.00 0.00 Span (in) = 15.00 1.25 4.00 0.00 Crest El. (ft) = 360.00 359.00 360.50 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 354.00 357.00 358.00 0.00 Weir Type = 1 Rect Broad - -- Length (ft) = 68.00 0.50 0.50 0.00 Multi -Stage = Yes Yes No No Slope ( %) = 0.50 0.00 0.00 n/a 361.00 13.85 oc 0.01 is 0.07 is - -- 9.60s N -Value = .013 .013 .013 n/a 362.00 14.97 oc 0.00 is 0.03 is - -- 11.28s Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Wet area) Multi -Stage = n/a Yes Yes No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation CIv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 357.00 0.00 0.00 0.00 - -- 0.00 0.00 0.00 - -- - -- - -- 0.000 1.00 8,319 358.00 8.13 oc 0.04 is 0.00 - -- 0.00 0.00 0.00 - -- - -- - -- 0.040 2.00 18,074 359.00 8.13 oc 0.06 is 0.38 is - -- 0.00 0.00 0.00 - -- - -- - -- 0.441 3.00 29,329 360.00 8.13 oc 0.07 is 0.57 is - -- 0.00 6.66 0.00 - -- - -- - -- 7.299 4.00 42,140 361.00 13.85 oc 0.01 is 0.07 is - -- 9.60s 4.16s 11.77 - -- - -- - -- 25.61 5.00 56,566 362.00 14.97 oc 0.00 is 0.03 is - -- 11.28s 3.55s 61.18 - -- - -- - -- 76.04 49 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 31 Onsite Area D bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 0.199 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 952 cuft Drainage area = 0.840 ac Curve number = 59 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.00 min Total precip. = 3.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Onsite Area D bypasses BMP Hyd. No. 31 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 31 Time (min) 50 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 31 Onsite Area D bypasses BMP Description A B C Totals Sheet Flow Manning's n -value = 0.400 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two -year 24 -hr precip. (in) = 3.60 0.00 0.00 Land slope ( %) = 2.00 0.00 0.00 Travel Time (min) = 11.63 + 0.00 + 0.00 = 11.63 Shallow Concentrated Flow Flow length (ft) = 250.00 0.00 0.00 Watercourse slope ( %) = 3.60 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft /s) =3.06 0.00 0.00 Travel Time (min) = 1.36 + 0.00 + 0.00 = 1.36 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ( {0 })0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................................... ............................... 13.00 min 51 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 32 Area D Post with SWM Hydrograph type = Combine Peak discharge = 0.240 cfs Storm frequency = 1 yrs Time to peak = 916 min Time interval = 2 min Hyd. volume = 17,099 cuft Inflow hyds. = 30, 31 Contrib. drain. area = 0.840 ac Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 00 Area D Post with SWM Hyd. No. 32 -- 1 Year 0 600 1200 1800 2400 Hyd No. 32 Hyd No. 30 3000 3600 4200 Hyd No. 31 4800 5400 6000v vv Time (min) 52 Hydrograph Summary Report Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 27.63 2 736 165,125 - - - - -- - - - - -- - - - - -- Onsite Area A Pre 2 SCS Runoff 1.767 2 732 8,683 - - - - -- - - - - -- - - - - -- Offsite to Area A 3 Combine 29.27 2 736 173,808 1,2 - - - - -- - - - - -- Total Area A Pre 4 SCS Runoff 1.916 2 726 6,829 - - - - -- - - - - -- - - - - -- Area B Pre 5 SCS Runoff 1.501 2 726 6,144 - - - - -- - - - - -- - - - - -- Area C Pre 6 SCS Runoff 6.360 2 724 20,422 - - - - -- - - - - -- - - - - -- Area D Pre 7 SCS Runoff 1.734 2 722 5,028 - - - - -- - - - - -- - - - - -- Area E Pre 8 SCS Runoff 135.01 2 728 498,000 - - - - -- - - - - -- - - - - -- Onsite Area A Post 9 SCS Runoff 1.767 2 732 8,683 - - - - -- - - - - -- - - - - -- Offsite to Area A 10 Combine 136.69 2 728 506,683 8,9 - - - - -- - - - - -- Total Area A Post 11 SCS Runoff 1.304 2 720 3,054 - - - - -- - - - - -- - - - - -- Area B Post 12 SCS Runoff 0.911 2 726 3,551 - - - - -- - - - - -- - - - - -- Area C Post 13 SCS Runoff 16.44 2 722 46,072 - - - - -- - - - - -- - - - - -- Area D Post 14 SCS Runoff 0.108 2 718 218 - - - - -- - - - - -- - - - - -- Area E Post 16 SCS Runoff 103.83 2 728 381,828 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 1 17 SCS Runoff 1.767 2 732 8,683 - - - - -- - - - - -- - - - - -- Offsite to BMP 1 18 Combine 105.51 2 728 390,511 16,17 - - - - -- - - - - -- Total to BMP 1 19 Reservoir 18.40 2 760 351,429 18 339.42 199,703 Route BMP 1 20 SCS Runoff 29.27 2 724 91,517 - - - - -- - - - - -- - - - - -- Onsite Area Ato BMP 3 21 Reservoir 2.411 2 786 83,186 20 345.62 52,604 Route BMP 3 22 SCS Runoff 5.175 2 728 20,228 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 4 23 Reservoir 2.448 2 744 20,225 22 338.55 4,415 Route BMP 4 24 SCS Runoff 2.908 2 728 10,952 - - - - -- - - - - -- - - - - -- Onsite Area A bypasses BMP 25 Combine 23.49 2 760 465,792 19, 21, 23, - - - - -- - - - - -- Total Area A Post 24 27 SCS Runoff 15.08 2 722 42,371 - - - - -- - - - - -- - - - - -- Onsite Area D to BMP 2 28 SCS Runoff 1.299 2 716 3,001 - - - - -- - - - - -- - - - - -- Offsite to BMP 2 29 Combine 15.68 2 722 45,372 27,28 - - - - -- - - - - -- Total to BMP 2 30 Reservoir 2.843 2 742 43,223 29 359.49 23,602 Route BMP 2 31 SCS Runoff 1.662 2 722 4,577 - - - - -- - - - - -- - - - - -- Onsite Area D bypasses BMP 32 Combine 3.166 2 740 47,800 30,31 - - - - -- - - - - -- Area D Post with SWM 12- 154 -H8 Pre Post- REV.gpw Return Period: 10 Year Wednesday, 01 / 29 / 2014 53 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 1 Onsite Area A Pre Hydrograph type = SCS Runoff Peak discharge = 27.63 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 165,125 cuft Drainage area = 48.420 ac Curve number = 51.2 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.33 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 28.00 24.00 20.00 16.00 12.00 Onsite Area A Pre Hyd. No. 1 -- 10 Year Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 2 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.550 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Offsite to Area A Hyd. No. 2 -- 10 Year 54 Wednesday, 01 / 29 / 2014 = 1.767 cfs = 732 min = 8,683 cuft = 51.6 = 0 ft = 25.40 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 2 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 55 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 3 Total Area A Pre Hydrograph type = Combine Peak discharge = 29.27 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 173,808 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 50.970 ac Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 Total Area A Pre Hyd. No. 3 -- 10 Year Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' 1 1 1 1 " ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 3 — Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 4 Area B Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.480 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Area B Pre Hyd. No. 4 -- 10 Year 56 Wednesday, 01 / 29 / 2014 = 1.916 cfs = 726 min = 6,829 cuft = 56.4 = 0 ft = 19.60 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 4 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 5 Area C Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.800 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Area C Pre Hyd. No. 5 -- 10 Year 57 Wednesday, 01 / 29 / 2014 = 1.501 cfs = 726 min = 6,144 tuft = 51.4 = 0 ft = 19.10 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 5 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 58 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 6 Area D Pre Hydrograph type = SCS Runoff Peak discharge = 6.360 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 20,422 cuft Drainage area = 4.910 ac Curve number = 55 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.40 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 7.00 11 5.00 4.00 3.00 2.00 1.00 Area D Pre Hyd. No. 6 -- 10 Year Q (cfs) 7.00 . I1 5.00 4.00 3.00 2.00 1.00 i i i . I I I I I I I` 1 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 7 Area E Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.130 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Area E Pre Hyd. No. 7 -- 10 Year 59 Wednesday, 01 / 29 / 2014 = 1.734 cfs = 722 min = 5,028 cuft = 55.2 = 0 ft = 10.40 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 7 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 60 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 8 Onsite Area A Post Hydrograph type = SCS Runoff Peak discharge = 135.01 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 498,000 cuft Drainage area = 51.660 ac Curve number = 74.3 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 25.40 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 140.00 120.00 100.00 1 1I 40.00 20.00 Onsite Area A Post Hyd. No. 8 -- 10 Year Q (cfs) 140.00 120.00 100.00 .I I11 40.00 20.00 i I I I I I I I_ 1 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 8 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 9 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.550 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Offsite to Area A Hyd. No. 9 -- 10 Year 61 Wednesday, 01 / 29 / 2014 = 1.767 cfs = 732 min = 8,683 cuft = 51.6 = 0 ft = 25.40 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 9 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 62 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 10 Total Area A Post Hydrograph type = Combine Peak discharge = 136.69 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 506,683 cuft Inflow hyds. = 8, 9 Contrib. drain. area = 54.210 ac Q (cfs) 140.00 120.00 100.00 1 1I 40.00 20.00 Total Area A Post Hyd. No. 10 -- 10 Year Q (cfs) 140.00 120.00 100.00 .I I11 40.00 20.00 I I r- I I I I 1_ 1 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 10 Hyd No. 8 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 11 Area B Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.540 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Area B Post Hyd. No. 11 -- 10 Year 63 Wednesday, 01 / 29 / 2014 = 1.304 cfs = 720 min = 3,054 cuft = 60.4 = 0 ft = 7.60 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 11 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 64 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 12 Area C Post Hydrograph type = SCS Runoff Peak discharge = 0.911 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 3,551 cuft Drainage area = 0.950 ac Curve number = 52.8 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.10 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 M :M 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 Area C Post Hyd. No. 12 -- 10 Year Q (cfs) 1.00 0.90 MM 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 65 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 13 Area D Post Hydrograph type = SCS Runoff Peak discharge = 16.44 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 46,072 cuft Drainage area = 4.550 ac Curve number = 76.1 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.70 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 M . �� 3.00 Area D Post Hyd. No. 13 -- 10 Year Q (cfs) 18.00 15.00 12.00 M . �� 3.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 Time (min) 66 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 14 Area E Post Hydrograph type = SCS Runoff Peak discharge = 0.108 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 218 cuft Drainage area = 0.040 ac Curve number = 61 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Area E Post Hyd. No. 14 -- 10 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) 67 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 16 Onsite Area A to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 103.83 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 381,828 cuft Drainage area = 37.590 ac Curve number = 75.9 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.43 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 120.00 100.00 - II 40.00 20.00 Onsite Area A to BMP 1 Hyd. No. 16 -- 10 Year Q (cfs) 120.00 100.00 40.00 20.00 0.00 ' 1 1 1 ' ' ' ' ' ' 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 16 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 17 Offsite to BMP 1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.550 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Offsite to BMP 1 Hyd. No. 17 -- 10 Year 68 Wednesday, 01 / 29 / 2014 = 1.767 cfs = 732 min = 8,683 cuft = 51.6 = 0 ft = 25.40 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 17 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 69 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 18 Total to BMP 1 Hydrograph type = Combine Peak discharge = 105.51 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 390,511 cuft Inflow hyds. = 16, 17 Contrib. drain. area = 40.140 ac Q (cfs) 120.00 100.00 - II 40.00 20.00 Total to BMP 1 Hyd. No. 18 -- 10 Year Q (cfs) 120.00 100.00 40.00 20.00 0.00 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 18 Hyd No. 16 Hyd No. 17 70 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 19 Route BMP 1 Hydrograph type = Reservoir Peak discharge = 18.40 cfs Storm frequency = 10 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 351,429 cuft Inflow hyd. No. = 18 - Total to BMP 1 Max. Elevation = 339.42 ft Reservoir name = BMP 1 Max. Storage = 199,703 cuft Storage Indication method used. Q (cfs) 120.00 100.00 . I TI 40.00 20.00 0.00 0 600 — Hyd No. 19 Route BMP 1 Hyd. No. 19 -- 10 Year Q (cfs) 120.00 100.00 40.00 20.00 ' 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 18 Total storage used = 199,703 cult 71 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 20 Onsite Area A to BMP 3 Hydrograph type = SCS Runoff Peak discharge = 29.27 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 91,517 cuft Drainage area = 8.100 ac Curve number = 78.8 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.50 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 20 Time (min) 72 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 21 Route BMP 3 Hydrograph type = Reservoir Peak discharge = 2.411 cfs Storm frequency = 10 yrs Time to peak = 786 min Time interval = 2 min Hyd. volume = 83,186 cuft Inflow hyd. No. = 20 - Onsite Area A to BMP 3 Max. Elevation = 345.62 ft Reservoir name = BMP 3 Max. Storage = 52,604 cuft Storage Indication method used. Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0 600 — Hyd No. 21 Route BMP 3 Hyd. No. 21 -- 10 Year Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 ' ' 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 20 Total storage used = 52,604 cult 73 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 22 Onsite Area A to BMP 4 Hydrograph type = SCS Runoff Peak discharge = 5.175 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 20,228 cuft Drainage area = 4.040 ac Curve number = 57.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.40 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Onsite Area A to BMP 4 Hyd. No. 22 -- 10 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 1 " ' ' ' ' ' ' %, ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 22 Time (min) 74 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 23 Route BMP 4 Hydrograph type = Reservoir Peak discharge = 2.448 cfs Storm frequency = 10 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 20,225 cuft Inflow hyd. No. = 22 - Onsite Area A to BMP 4 Max. Elevation = 338.55 ft Reservoir name = BMP 4 Max. Storage = 4,415 cuft Storage Indication method used. Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Route BMP 4 Hyd. No. 23 -- 10 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 1 AV ' ' ' ' ' ' ' %, 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 23 Hyd No. 22 Total storage used = 4,415 cult Hydrograph Report 75 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 24 Onsite Area A bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 2.908 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 10,952 cuft Drainage area = 1.930 ac Curve number = 60.1 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 20.30 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area A bypasses BMP Q (cfs) Hyd. No. 24 -- 10 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 24 Time (min) 76 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 25 Total Area A Post Hydrograph type = Combine Peak discharge = 23.49 cfs Storm frequency = 10 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 465,792 cuft Inflow hyds. = 19, 21, 23, 24 Contrib. drain. area = 1.930 ac Q (cfs) 24.00 20.00 16.00 12.00 : 10 4.00 0.00 0 600 — Hyd No. 25 1200 Total Area A Post Hyd. No. 25 -- 10 Year 1800 2400 Hyd No. 19 Hyd No. 24 3000 3600 Hyd No. 21 4200 4800 5400 Hyd No. 23 Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 1 0.00 6000 Time (min) 77 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 27 Onsite Area D to BMP 2 Hydrograph type = SCS Runoff Peak discharge = 15.08 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 42,371 cuft Drainage area = 3.710 ac Curve number = 80 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 M . �� 3.00 Onsite Area D to BMP 2 Hyd. No. 27 -- 10 Year Q (cfs) 18.00 15.00 12.00 M . �� 3.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 27 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 28 Offsite to BMP 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.180 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Offsite to BMP 2 Hyd. No. 28 -- 10 Year 78 Wednesday, 01 / 29 / 2014 = 1.299 cfs = 716 min = 3,001 cuft = 95.9 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 28 Time (min) 79 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 29 Total to BMP 2 Hydrograph type = Combine Peak discharge = 15.68 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 45,372 cuft Inflow hyds. = 27, 28 Contrib. drain. area = 3.890 ac Q (cfs) 18.00 15.00 12.00 M . �� 3.00 Total to BMP 2 Hyd. No. 29 -- 10 Year Q (cfs) 18.00 15.00 12.00 M . �� 3.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 29 Hyd No. 27 Hyd No. 28 80 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 30 Route BMP 2 Hydrograph type = Reservoir Peak discharge = 2.843 cfs Storm frequency = 10 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 43,223 cuft Inflow hyd. No. = 29 - Total to BMP 2 Max. Elevation = 359.49 ft Reservoir name = BMP 2 Max. Storage = 23,602 cuft Storage Indication method used. Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0 480 960 Hyd No. 30 Route BMP 2 Hyd. No. 30 -- 10 Year Q (cfs) 18.00 15.00 12.00 M . �� 3.00 0.00 1440 1920 2400 2880 3360 3840 4320 Time (min) Hyd No. 29 Total storage used = 23,602 cult Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 31 Onsite Area D bypasses BMP Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.840 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Onsite Area D bypasses BMP Hyd. No. 31 -- 10 Year 81 Wednesday, 01 / 29 / 2014 = 1.662 cfs = 722 min = 4,577 tuft = 59 = 0 ft = 13.00 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 31 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 82 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 32 Area D Post with SWM Hydrograph type = Combine Peak discharge = 3.166 cfs Storm frequency = 10 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 47,800 cuft Inflow hyds. = 30, 31 Contrib. drain. area = 0.840 ac Q (cfs) 4.00 3.00 2.00 1.00 M Area D Post with SWM Hyd. No. 32 -- 10 Year 360 720 1080 1440 1800 2160 2520 2880 3240 Hyd No. 32 Hyd No. 30 Hyd No. 31 Q (cfs) 4.00 3.00 2.00 1.00 0.00 3600 3960 Time (min) 83 Hydrograph Summary Report Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 49.05 2 734 257,194 - - - - -- - - - - -- - - - - -- Onsite Area A Pre 2 SCS Runoff 3.115 2 730 13,462 - - - - -- - - - - -- - - - - -- Offsite to Area A 3 Combine 52.00 2 734 270,656 1,2 - - - - -- - - - - -- Total Area A Pre 4 SCS Runoff 3.007 2 726 10,092 - - - - -- - - - - -- - - - - -- Area B Pre 5 SCS Runoff 2.646 2 726 9,548 - - - - -- - - - - -- - - - - -- Area C Pre 6 SCS Runoff 10.14 2 724 30,566 - - - - -- - - - - -- - - - - -- Area D Pre 7 SCS Runoff 2.742 2 722 7,512 - - - - -- - - - - -- - - - - -- Area E Pre 8 SCS Runoff 179.17 2 728 657,709 - - - - -- - - - - -- - - - - -- Onsite Area A Post 9 SCS Runoff 3.115 2 730 13,462 - - - - -- - - - - -- - - - - -- Offsite to Area A 10 Combine 182.19 2 728 671,170 8,9 - - - - -- - - - - -- Total Area A Post 11 SCS Runoff 1.899 2 720 4,372 - - - - -- - - - - -- - - - - -- Area B Post 12 SCS Runoff 1.545 2 726 5,433 - - - - -- - - - - -- - - - - -- Area C Post 13 SCS Runoff 21.50 2 722 60,336 - - - - -- - - - - -- - - - - -- Area D Post 14 SCS Runoff 0.156 2 718 311 - - - - -- - - - - -- - - - - -- Area E Post 16 SCS Runoff 136.42 2 728 500,501 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 1 17 SCS Runoff 3.115 2 730 13,462 - - - - -- - - - - -- - - - - -- Offsite to BMP 1 18 Combine 139.45 2 728 513,963 16,17 - - - - -- - - - - -- Total to BMP 1 19 Reservoir 40.34 2 752 474,580 18 340.13 247,658 Route BMP 1 20 SCS Runoff 37.76 2 724 118,403 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 3 21 Reservoir 4.639 2 760 109,939 20 346.12 65,097 Route BMP 3 22 SCS Runoff 8.010 2 728 29,592 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 4 23 Reservoir 3.788 2 744 29,589 22 339.55 7,594 Route BMP 4 24 SCS Runoff 4.343 2 728 15,714 - - - - -- - - - - -- - - - - -- Onsite Area A bypasses BMP 25 Combine 48.99 2 752 629,821 19, 21, 23, - - - - -- - - - - -- Total Area A Post 24 27 SCS Runoff 19.30 2 722 54,534 - - - - -- - - - - -- - - - - -- Onsite Area D to BMP 2 28 SCS Runoff 1.555 2 716 3,629 - - - - -- - - - - -- - - - - -- Offsite to BMP 2 29 Combine 20.02 2 722 58,162 27,28 - - - - -- - - - - -- Total to BMP 2 30 Reservoir 6.394 2 736 55,959 29 359.91 28,300 Route BMP 2 31 SCS Runoff 2.481 2 722 6,621 - - - - -- - - - - -- - - - - -- Onsite Area D bypasses BMP 32 Combine 7.050 2 734 62,579 30,31 - - - - -- - - - - -- Area D Post with SWM 12- 154 -H8 Pre Post- REV.gpw Return Period: 25 Year Wednesday, 01 / 29 / 2014 84 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 1 Onsite Area A Pre Hydrograph type = SCS Runoff Peak discharge = 49.05 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 257,194 cuft Drainage area = 48.420 ac Curve number = 51.2 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.33 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 50.00 40.00 20.00 10.00 Onsite Area A Pre Hyd. No. 1 -- 25 Year Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 1 1 1 1 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) Hydrograph Report 85 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 2 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge = 3.115 cfs Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 13,462 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Offsite to Area A Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) 86 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 3 Total Area A Pre Hydrograph type = Combine Peak discharge = 52.00 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 270,656 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 50.970 ac Q (cfs) 60.00 50.00 40.00 20.00 10.00 Total Area A Pre Hyd. No. 3 -- 25 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 1 1 A I I ' � ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 3 — Hyd No. 1 Hyd No. 2 Hydrograph Report 87 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 4 Area B Pre Hydrograph type = SCS Runoff Peak discharge = 3.007 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 10,092 cuft Drainage area = 1.480 ac Curve number = 56.4 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area B Pre Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 4 Time (min) Hydrograph Report 88 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 5 Area C Pre Hydrograph type = SCS Runoff Peak discharge = 2.646 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 9,548 cuft Drainage area = 1.800 ac Curve number = 51.4 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.10 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area C Pre Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 5 Time (min) 89 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 6 Area D Pre Hydrograph type = SCS Runoff Peak discharge = 10.14 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 30,566 cuft Drainage area = 4.910 ac Curve number = 55 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.40 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 12.00 10.00 M . �� 4.00 2.00 Area D Pre Hyd. No. 6 -- 25 Year Q (cfs) 12.00 10.00 M . �� 4.00 2.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report 90 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 7 Area E Pre Hydrograph type = SCS Runoff Peak discharge = 2.742 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 7,512 cuft Drainage area = 1.130 ac Curve number = 55.2 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.40 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area E Pre Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) 91 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 8 Onsite Area A Post Hydrograph type = SCS Runoff Peak discharge = 179.17 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 657,709 cuft Drainage area = 51.660 ac Curve number = 74.3 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 25.40 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 180.00 150.00 120.00 ;... Q (cfs) 180.00 150.00 120.00 30.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 Time (min) Hydrograph Report 92 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 9 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge = 3.115 cfs Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 13,462 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Offsite to Area A Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) 93 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 10 Total Area A Post Hydrograph type = Combine Peak discharge = 182.19 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 671,170 cuft Inflow hyds. = 8, 9 Contrib. drain. area = 54.210 ac Q (cfs) 210.00 180.00 150.00 120.00 MITI .e ee Total Area A Post Hyd. No. 10 -- 25 Year Q (cfs) 210.00 180.00 150.00 120.00 •I I11 30.00 I I I - I I 1 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 10 Hyd No. 8 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 11 Area B Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.540 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 6.41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Area B Post Hyd. No. 11 -- 25 Year 94 Wednesday, 01 / 29 / 2014 = 1.899 cfs = 720 min = 4,372 tuft = 60.4 = 0 ft = 7.60 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 11 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 12 Area C Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.950 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 6.41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Area C Post Hyd. No. 12 -- 25 Year 95 Wednesday, 01 / 29 / 2014 = 1.545 cfs = 726 min = 5,433 cuft = 52.8 = 0 ft = 19.10 min = Type II = 484 120 240 360 480 600 720 840 960 Hyd No. 12 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 96 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 13 Area D Post Hydrograph type = SCS Runoff Peak discharge = 21.50 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 60,336 cuft Drainage area = 4.550 ac Curve number = 76.1 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.70 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 24.00 20.00 16.00 12.00 m 4.00 Area D Post Hyd. No. 13 -- 25 Year Q (cfs) 24.00 20.00 16.00 12.00 111M 4.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 13 Time (min) 97 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 14 Area E Post Hydrograph type = SCS Runoff Peak discharge = 0.156 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 311 cuft Drainage area = 0.040 ac Curve number = 61 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Area E Post Hyd. No. 14 -- 25 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) 98 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 16 Onsite Area A to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 136.42 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 500,501 cuft Drainage area = 37.590 ac Curve number = 75.9 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.43 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 140.00 120.00 100.00 1 1I 40.00 20.00 Onsite Area A to BMP 1 Hyd. No. 16 -- 25 Year Q (cfs) 140.00 120.00 100.00 .I I11 40.00 20.00 I I I I I I I_ i 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 16 Time (min) Hydrograph Report 99 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 17 Offsite to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 3.115 cfs Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 13,462 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Offsite to BMP 1 Q (cfs) Hyd. No. 17 -- 25 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 17 Time (min) 100 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 18 Total to BMP 1 Hydrograph type = Combine Peak discharge = 139.45 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 513,963 cuft Inflow hyds. = 16, 17 Contrib. drain. area = 40.140 ac Q (cfs) 140.00 120.00 100.00 1 •• 40.00 20.00 1 11 - - --7 -- ��- 1 Q (cfs) 140.00 120.00 100.00 011111TI, 40.00 20.00 f•7•T•1 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 18 Hyd No. 16 Hyd No. 17 101 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 19 Route BMP 1 Hydrograph type = Reservoir Peak discharge = 40.34 cfs Storm frequency = 25 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 474,580 cuft Inflow hyd. No. = 18 - Total to BMP 1 Max. Elevation = 340.13 ft Reservoir name = BMP 1 Max. Storage = 247,658 cuft Storage Indication method used. Q (cfs) 140.00 120.00 100.00 •• •• 40.00 20.00 • • • NEEMENIEW �►������� 1 Q (cfs) 140.00 120.00 100.00 011111TI, 40.00 20.00 fIViTi1 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Time (min) Hyd No. 19 Hyd No. 18 Total storage used = 247,658 cult Hydrograph Report 102 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 20 Onsite Area A to BMP 3 Hydrograph type = SCS Runoff Peak discharge = 37.76 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 118,403 cuft Drainage area = 8.100 ac Curve number = 78.8 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.50 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area A to BMP 3 Q (cfs) Hyd. No. 20 -- 25 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 20 Time (min) Hydrograph Report 103 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 21 Route BMP 3 Hydrograph type = Reservoir Peak discharge = 4.639 cfs Storm frequency = 25 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 109,939 cuft Inflow hyd. No. = 20 - Onsite Area A to BMP 3 Max. Elevation = 346.12 ft Reservoir name = BMP 3 Max. Storage = 65,097 cuft Storage Indication method used Q (cfs) 40.00 20.00 10.00 0.00 ' 0 600 — Hyd No. 21 Route BMP 3 Hyd. No. 21 -- 25 Year 1200 1800 2400 3000 3600 4200 4800 5400 Hyd No. 20 Total storage used = 65,097 cuft Q (cfs) 40.00 30.00 20.00 10.00 1 0.00 6000 Time (min) 104 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 22 Onsite Area A to BMP 4 Hydrograph type = SCS Runoff Peak discharge = 8.010 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 29,592 cuft Drainage area = 4.040 ac Curve number = 57.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.40 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 WE IM 4.00 W IM Onsite Area A to BMP 4 Hyd. No. 22 -- 25 Year Q (cfs) 10.00 wc MU 4.00 Weill 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) Hydrograph Report 105 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 23 Route BMP 4 Hydrograph type = Reservoir Peak discharge = 3.788 cfs Storm frequency = 25 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 29,589 cuft Inflow hyd. No. = 22 - Onsite Area A to BMP 4 Max. Elevation = 339.55 ft Reservoir name = BMP 4 Max. Storage = 7,594 cuft Storage Indication method used Q (cfs) 10.00 WE IX 4.00 W IX Route BMP 4 Hyd. No. 23 -- 25 Year Q (cfs) 10.00 WC MU 4.00 Weill 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 23 Hyd No. 22 Total storage used = 7,594 cult 106 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 24 Onsite Area A bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 4.343 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 15,714 cuft Drainage area = 1.930 ac Curve number = 60.1 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 20.30 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 Onsite Area A bypasses BMP Hyd. No. 24 -- 25 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 24 Time (min) 107 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 25 Total Area A Post Hydrograph type = Combine Peak discharge = 48.99 cfs Storm frequency = 25 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 629,821 cuft Inflow hyds. = 19, 21, 23, 24 Contrib. drain. area = 1.930 ac Total Area A Post Q (cfs) Hyd. No. 25 -- 25 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 — Hyd No. 25 Hyd No. 19 Hyd No. 21 Hyd No. 23 Time (min) Hyd No. 24 108 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 27 Onsite Area D to BMP 2 Hydrograph type = SCS Runoff Peak discharge = 19.30 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 54,534 cuft Drainage area = 3.710 ac Curve number = 80 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 21.00 18.00 15.00 12.00 • Me 3.00 Onsite Area D to BMP 2 Hyd. No. 27 -- 25 Year Q (cfs) 21.00 18.00 15.00 12.00 MR 3.00 0.00 1 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 27 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 28 Offsite to BMP 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.180 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 6.41 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 M 120 Hyd No. 28 Offsite to BMP 2 Hyd. No. 28 -- 25 Year 109 Wednesday, 01 / 29 / 2014 = 1.555 cfs = 716 min = 3,629 cuft = 95.9 = 0 ft = 5.00 min = Type II = 484 240 360 480 600 720 840 960 1080 Q (cfs) 2.00 1.00 --* 0.00 1200 Time (min) 110 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 29 Total to BMP 2 Hydrograph type = Combine Peak discharge = 20.02 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 58,162 cuft Inflow hyds. = 27, 28 Contrib. drain. area = 3.890 ac Q (cfs) 21.00 18.00 15.00 12.00 • Me 3.00 Total to BMP 2 Hyd. No. 29 -- 25 Year Q (cfs) 21.00 18.00 15.00 12.00 MR 3.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 29 Hyd No. 27 Hyd No. 28 111 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 30 Route BMP 2 Hydrograph type = Reservoir Peak discharge = 6.394 cfs Storm frequency = 25 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 55,959 cuft Inflow hyd. No. = 29 - Total to BMP 2 Max. Elevation = 359.91 ft Reservoir name = BMP 2 Max. Storage = 28,300 cuft Storage Indication method used. Route BMP 2 Q (cfs) Hyd. No. 30 -- 25 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 Time (min) — Hyd No. 30 Hyd No. 29 Total storage used = 28,300 cult Hydrograph Report 112 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 31 Onsite Area D bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 2.481 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 6,621 cuft Drainage area = 0.840 ac Curve number = 59 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.00 min Total precip. = 6.41 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area D bypasses BMP Q (cfs) Hyd. No. 31 -- 25 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 31 Time (min) Hydrograph Report 113 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 32 Area D Post with SWM Hydrograph type = Combine Peak discharge = 7.050 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 62,579 cuft Inflow hyds. = 30, 31 Contrib. drain. area = 0.840 ac Q (cfs) 8.00 . �� 4.00 2.00 0.00 0 240 — Hyd No. 32 Area D Post with SWM Hyd. No. 32 -- 25 Year 480 720 960 1200 1440 1680 1920 Hyd No. 30 Hyd No. 31 Q (cfs) 8.00 . �� 4.00 2.00 0.00 2160 Time (min) 114 Hydrograph Summary Report Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 89.29 2 734 422,936 - - - - -- - - - - -- - - - - -- Onsite Area A Pre 2 SCS Runoff 5.563 2 730 22,042 - - - - -- - - - - -- - - - - -- Offsite to Area A 3 Combine 94.44 2 734 444,978 1,2 - - - - -- - - - - -- Total Area A Pre 4 SCS Runoff 4.882 2 726 15,776 - - - - -- - - - - -- - - - - -- Area B Pre 5 SCS Runoff 4.690 2 726 15,667 - - - - -- - - - - -- - - - - -- Area C Pre 6 SCS Runoff 16.67 2 724 48,381 - - - - -- - - - - -- - - - - -- Area D Pre 7 SCS Runoff 4.479 2 722 11,869 - - - - -- - - - - -- - - - - -- Area E Pre 8 SCS Runoff 249.37 2 728 915,676 - - - - -- - - - - -- - - - - -- Onsite Area A Post 9 SCS Runoff 5.563 2 730 22,042 - - - - -- - - - - -- - - - - -- Offsite to Area A 10 Combine 254.85 2 728 937,718 8,9 - - - - -- - - - - -- Total Area A Post 11 SCS Runoff 2.893 2 720 6,621 - - - - -- - - - - -- - - - - -- Area B Post 12 SCS Runoff 2.660 2 726 8,783 - - - - -- - - - - -- - - - - -- Area C Post 13 SCS Runoff 29.47 2 722 83,248 - - - - -- - - - - -- - - - - -- Area D Post 14 SCS Runoff 0.234 2 718 469 - - - - -- - - - - -- - - - - -- Area E Post 16 SCS Runoff 187.95 2 728 691,244 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 1 17 SCS Runoff 5.563 2 730 22,042 - - - - -- - - - - -- - - - - -- Offsite to BMP 1 18 Combine 193.44 2 728 713,286 16,17 - - - - -- - - - - -- Total to BMP 1 19 Reservoir 99.99 2 744 673,570 18 340.85 298,932 Route BMP 1 20 SCS Runoff 51.04 2 724 161,261 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 3 21 Reservoir 18.28 2 740 152,651 20 346.68 80,206 Route BMP 3 22 SCS Runoff 12.87 2 728 45,797 - - - - -- - - - - -- - - - - -- Onsite Area A to BMP 4 23 Reservoir 9.718 2 736 45,794 22 340.00 9,238 Route BMP 4 24 SCS Runoff 6.766 2 728 23,849 - - - - -- - - - - -- - - - - -- Onsite Area A bypasses BMP 25 Combine 130.00 2 742 895,865 19, 21, 23, - - - - -- - - - - -- Total Area A Post 24 27 SCS Runoff 25.87 2 722 73,860 - - - - -- - - - - -- - - - - -- Onsite Area D to BMP 2 28 SCS Runoff 1.950 2 716 4,600 - - - - -- - - - - -- - - - - -- Offsite to BMP 2 29 Combine 26.77 2 722 78,459 27,28 - - - - -- - - - - -- Total to BMP 2 30 Reservoir 12.88 2 732 76,192 29 360.38 34,178 Route BMP 2 31 SCS Runoff 3.863 2 722 10,133 - - - - -- - - - - -- - - - - -- Onsite Area D bypasses BMP 32 Combine 15.10 2 728 86,325 30,31 - - - - -- - - - - -- Area D Post with SWM 12- 154 -H8 Pre Post- REV.gpw Return Period: 100 Year Wednesday, 01 / 29 / 2014 115 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 1 Onsite Area A Pre Hydrograph type = SCS Runoff Peak discharge = 89.29 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 422,936 cuft Drainage area = 48.420 ac Curve number = 51.2 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.33 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 Onsite Area A Pre Hyd. No. 1 -- 100 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 -� -��� �� \_ 0.0 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 116 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 2 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge = 5.563 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 22,042 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Offsite to Area A Hyd. No. 2 -- 100 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 1 -w ' ' ' ' ' ' ' � ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) 117 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 3 Total Area A Pre Hydrograph type = Combine Peak discharge = 94.44 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 444,978 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 50.970 ac Q (cfs) 100.00 90.00 70.00 60.00 50.00 40.00 20.00 10.00 0.00 0 Total Area A Pre Hyd. No. 3 -- 100 Year Q (cfs) 100.00 90.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hyd No. 1 Hyd No. 2 118 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 4 Area B Pre Hydrograph type = SCS Runoff Peak discharge = 4.882 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 15,776 cuft Drainage area = 1.480 ac Curve number = 56.4 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 Area B Pre Hyd. No. 4 -- 100 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 4 Time (min) 119 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 5 Area C Pre Hydrograph type = SCS Runoff Peak discharge = 4.690 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 15,667 cuft Drainage area = 1.800 ac Curve number = 51.4 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.10 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 Area C Pre Hyd. No. 5 -- 100 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 5 Time (min) 120 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 6 Area D Pre Hydrograph type = SCS Runoff Peak discharge = 16.67 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 48,381 cuft Drainage area = 4.910 ac Curve number = 55 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.40 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 M . �� 3.00 Area D Pre Hyd. No. 6 -- 100 Year Q (cfs) 18.00 15.00 12.00 M . �� 3.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 121 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 7 Area E Pre Hydrograph type = SCS Runoff Peak discharge = 4.479 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 11,869 cuft Drainage area = 1.130 ac Curve number = 55.2 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.40 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 Area E Pre Hyd. No. 7 -- 100 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) Hydrograph Report 122 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 8 Onsite Area A Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 51.660 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 8.00 in Distribution Storm duration = 24 hrs Shape factor Wednesday, 01 / 29 / 2014 = 249.37 cfs = 728 min = 915,676 cuft = 74.3 = 0 ft = 25.40 min = Type II = 484 Q (cfs) Onsite Area A Post Hyd. No. 8 -- 100 Year Q (cfs) 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 8 0.00 1320 1440 1560 Time (min) 123 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 9 Offsite to Area A Hydrograph type = SCS Runoff Peak discharge = 5.563 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 22,042 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Offsite to Area A Hyd. No. 9 -- 100 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 1 -w ' ' ' ' ' ' ' � ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 9 Time (min) 124 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 10 Total Area A Post Hydrograph type = Combine Peak discharge = 254.85 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 937,718 cuft Inflow hyds. = 8, 9 Contrib. drain. area = 54.210 ac Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 IN IN I■ 1 11 - - --7 -- �' 1 Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 MWIT•1 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 10 Hyd No. 8 Hyd No. 9 Hydrograph Report 125 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 11 Area B Post Hydrograph type = SCS Runoff Peak discharge = 2.893 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 6,621 cuft Drainage area = 0.540 ac Curve number = 60.4 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.60 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area B Post Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 11 Time (min) Hydrograph Report 126 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 12 Area C Post Hydrograph type = SCS Runoff Peak discharge = 2.660 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 8,783 cuft Drainage area = 0.950 ac Curve number = 52.8 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.10 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area C Post Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 12 Time (min) 127 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 13 Area D Post Hydrograph type = SCS Runoff Peak discharge = 29.47 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 83,248 cuft Drainage area = 4.550 ac Curve number = 76.1 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 13.70 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 13 Time (min) 128 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 14 Area E Post Hydrograph type = SCS Runoff Peak discharge = 0.234 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 469 cuft Drainage area = 0.040 ac Curve number = 61 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Area E Post Hyd. No. 14 -- 100 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) Hydrograph Report 129 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Hyd. No. 16 Onsite Area A to BMP 1 Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 37.590 ac Basin Slope = 0.0% Tc method = TR55 Total precip. = 8.00 in Storm duration = 24 hrs Autodesk, Inc. v10.3 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Wednesday, 01 / 29 / 2014 = 187.95 cfs = 728 min = 691,244 cuft = 75.9 = 0 ft = 25.43 min = Type II = 484 Q (cfs) Onsite Area A to BMP 1 Hyd. No. 16 -- 100 Year Q (cfs) 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 0 120 240 360 480 600 Hyd No. 16 720 840 960 1080 1200 0.00 1320 1440 1560 Time (min) 130 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 17 Offsite to BMP 1 Hydrograph type = SCS Runoff Peak discharge = 5.563 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 22,042 cuft Drainage area = 2.550 ac Curve number = 51.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.40 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Offsite to BMP 1 Hyd. No. 17 -- 100 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 1 -w ' ' ' ' ' ' ' � ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 17 Time (min) 131 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 18 Total to BMP 1 Hydrograph type = Combine Peak discharge = 193.44 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 713,286 cuft Inflow hyds. = 16, 17 Contrib. drain. area = 40.140 ac Q (cfs) 210.00 180.00 150.00 120.00 MITI .e ee Total to BMP 1 Hyd. No. 18 -- 100 Year Q (cfs) 210.00 180.00 150.00 120.00 •I I11 30.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 18 Hyd No. 16 Hyd No. 17 Hydrograph Report 132 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 19 Route BMP 1 Hydrograph type = Reservoir Peak discharge = 99.99 cfs Storm frequency = 100 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 673,570 cuft Inflow hyd. No. = 18 - Total to BMP 1 Max. Elevation = 340.85 ft Reservoir name = BMP 1 Max. Storage = 298,932 cuft Storage Indication method used Q (cfs) 210.00 180.00 150.00 120.00 N••• 1 Q (cfs) 210.00 180.00 150.00 120.00 •• •11 30.00 f•7•T•1 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 19 Hyd No. 18 Total storage used = 298,932 cult 133 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 20 Onsite Area A to BMP 3 Hydrograph type = SCS Runoff Peak discharge = 51.04 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 161,261 cuft Drainage area = 8.100 ac Curve number = 78.8 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.50 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 60.00 50.00 40.00 20.00 10.00 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 20 Time (min) 134 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 21 Route BMP 3 Hydrograph type = Reservoir Peak discharge = 18.28 cfs Storm frequency = 100 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 152,651 cuft Inflow hyd. No. = 20 - Onsite Area A to BMP 3 Max. Elevation = 346.68 ft Reservoir name = BMP 3 Max. Storage = 80,206 cuft Storage Indication method used. Q (cfs) 60.00 50.00 40.00 20.00 10.00 0.00 0 240 — Hyd No. 21 Route BMP 3 Hyd. No. 21 -- 100 Year 480 720 Hyd No. 20 960 1200 1440 1680 Total storage used = 80,206 cuft Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 --.1- 0.00 1920 Time (min) 135 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 22 Onsite Area A to BMP 4 Hydrograph type = SCS Runoff Peak discharge = 12.87 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 45,797 cuft Drainage area = 4.040 ac Curve number = 57.6 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.40 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 14.00 12.00 10.00 M I. �M 4.00 W IM Onsite Area A to BMP 4 Hyd. No. 22 -- 100 Year Q (cfs) 14.00 12.00 10.00 M I. Ie 4.00 Weill 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 136 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 23 Route BMP 4 Hydrograph type = Reservoir Peak discharge = 9.718 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 45,794 cuft Inflow hyd. No. = 22 - Onsite Area A to BMP 4 Max. Elevation = 340.00 ft Reservoir name = BMP 4 Max. Storage = 9,238 cuft Storage Indication method used. Q (cfs) 14.00 12.00 10.00 M ee 4.00 W IX Route BMP 4 Hyd. No. 23 -- 100 Year Q (cfs) 14.00 12.00 10.00 M MR 4.00 Weill 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 23 Hyd No. 22 Total storage used = 9,238 cult 137 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 24 Onsite Area A bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 6.766 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 23,849 cuft Drainage area = 1.930 ac Curve number = 60.1 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 20.30 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 7.00 11 5.00 4.00 3.00 2.00 1.00 Onsite Area A bypasses BMP Hyd. No. 24 -- 100 Year Q (cfs) 7.00 . I1 5.00 4.00 3.00 2.00 1.00 i i _� — I I I I I I I_ 1 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 24 Time (min) Hydrograph Report 138 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 25 Total Area A Post Hydrograph type = Combine Peak discharge = 130.00 cfs Storm frequency = 100 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 895,865 cuft Inflow hyds. = 19, 21, 23, 24 Contrib. drain. area = 1.930 ac Q (cfs) 140.00 120.00 100.00 1 •• 40.00 20.00 1 1 1 - - - -- 1 Q (cfs) 140.00 120.00 100.00 011111TI, 40.00 20.00 rraa 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Hyd No. 25 Hyd No. 19 Hyd No. 21 Hyd No. 23 Time (min) Hyd No. 24 139 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 27 Onsite Area D to BMP 2 Hydrograph type = SCS Runoff Peak discharge = 25.87 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 73,860 cuft Drainage area = 3.710 ac Curve number = 80 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 28.00 24.00 20.00 16.00 12.00 Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 27 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Hyd. No. 28 Offsite to BMP 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.180 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 8.00 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Offsite to BMP 2 Hyd. No. 28 -- 100 Year 140 Wednesday, 01 / 29 / 2014 = 1.950 cfs = 716 min = 4,600 cuft = 95.9 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1 1 1 ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 28 Time (min) 141 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 29 Total to BMP 2 Hydrograph type = Combine Peak discharge = 26.77 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 78,459 cuft Inflow hyds. = 27, 28 Contrib. drain. area = 3.890 ac Q (cfs) 28.00 24.00 20.00 16.00 12.00 Total to BMP 2 Hyd. No. 29 -- 100 Year Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 29 Hyd No. 27 Hyd No. 28 142 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 30 Route BMP 2 Hydrograph type = Reservoir Peak discharge = 12.88 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 76,192 cuft Inflow hyd. No. = 29 - Total to BMP 2 Max. Elevation = 360.38 ft Reservoir name = BMP 2 Max. Storage = 34,178 cuft Storage Indication method used. Route BMP 2 Q (cfs) Hyd. No. 30 -- 100 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 Time (min) — Hyd No. 30 Hyd No. 29 Total storage used = 34,178 cult Hydrograph Report 143 Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 31 Onsite Area D bypasses BMP Hydrograph type = SCS Runoff Peak discharge = 3.863 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 10,133 cuft Drainage area = 0.840 ac Curve number = 59 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.00 min Total precip. = 8.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Onsite Area D bypasses BMP Q (cfs) Hyd. No. 31 -- 100 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 31 Time (min) 144 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3 Wednesday, 01 / 29 / 2014 Hyd. No. 32 Area D Post with SWM Hydrograph type = Combine Peak discharge = 15.10 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 86,325 cuft Inflow hyds. = 30, 31 Contrib. drain. area = 0.840 ac Area D Post with SWM Q (cfs) Hyd. No. 32 -- 100 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 Time (min) Hyd No. 32 Hyd No. 30 Hyd No. 31 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P1 Drainage Area: 3.55 ac Culvert Diameter: 18 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 353.80 Runoff Coeff: 0.35 HW Control Elev: 353.00 Discharge: 8.97 cfs Upper Invert: 351.00 Lower Invert: 350.20 Culvert Length: 36 ft Culvert Slope: 0.022222 ft /ft Tailwater Elevation: 351.40 Check Inlet Control HW /D = 1.3 (from Chart 1) HW = 1.95 HW Elev = (upper inv) + (HW) = 352.95 Check Outlet Control do = 1.20 (from Chart 4) (dc +D) /2 = 1.35 Ke = 0.5 (from Table 12) H = 0.82 (from Chart 5) TW = 1.20 h = TW or (dc +D) /2 = 1.35 (whichever greater) HW =h +H= 2.17 HW Elev = (lower inv) + (HW) = 352.37 Results HW Elevation: 352.95 Flow Condition: Inlet Control Freeboard: 0.05 ft CULVERT IS O.K. Outlet Protection Q10 = 8.97 cfs Qfull = 15.68 cfs Vfull = 8.87 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.57 V/Vfull = 1.02 V = 9.09 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 9 ft Apron Width = 3xDia = 5 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 1 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P2 Drainage Area: 0.61 ac Culvert Diameter: 12 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 362.00 Runoff Coeff: 0.63 HW Control Elev: 362.00 Discharge: 2.77 cfs Upper Invert: 360.00 Lower Invert: 359.10 Culvert Length: 24 ft Culvert Slope: 0.0375 ft /ft Tailwater Elevation: 359.90 Check Inlet Control HW /D = 1.14 (from Chart 1) HW = 1.14 HW Elev = (upper inv) + (HW) = 361.14 Check Outlet Control do = 0.50 (from Chart 4) (dc +D) /2 = 0.75 Ke = 0.5 (from Table 12) H = 0.41 (from Chart 5) TW = 0.80 h = TW or (dc +D) /2 = 0.80 (whichever greater) HW =h +H= 1.21 HW Elev = (lower inv) + (HW) = 360.31 Results HW Elevation: 361.14 Flow Condition: Inlet Control Freeboard: 0.86 ft CULVERT IS O.K. Outlet Protection Q10 = 2.77 cfs Qfull = 6.91 cfs Vfull = 8.80 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.40 V/Vfull = 0.94 V = 8.31 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 6 ft Apron Width = 3xDia = 3 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 2 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P3 Drainage Area: 1.00 ac Culvert Diameter: 15 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 353.50 Runoff Coeff: 0.63 HW Control Elev: 353.50 Discharge: 4.55 cfs Upper Invert: 351.50 Lower Invert: 351.00 Culvert Length: 22 ft Culvert Slope: 0.022727 ft /ft Tailwater Elevation: 352.00 Check Inlet Control HW /D = 1.15 (from Chart 1) HW = 1.44 HW Elev = (upper inv) + (HW) = 352.94 Check Outlet Control do = 0.80 (from Chart 4) (dc +D) /2 = 1.025 Ke = 0.5 (from Table 12) H = 0.41 (from Chart 5) TW = 1.00 h = TW or (dc +D) /2 = 1.03 (whichever greater) HW = h +H = 1.44 HW Elev = (lower inv) + (HW) = 352.44 Results HW Elevation: 352.94 Flow Condition: Inlet Control Freeboard: 0.56 ft CULVERT IS O.K. Outlet Protection Q10 = 4.55 cfs Qfull = 9.75 cfs Vfull = 7.95 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.47 V/Vfull = 0.97 V = 7.74 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 3 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P4 Drainage Area: 1.08 ac Culvert Diameter: 15 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 350.00 Runoff Coeff: 0.63 HW Control Elev: 350.00 Discharge: 4.91 cfs Upper Invert: 348.00 Lower Invert: 347.30 Culvert Length: 32 ft Culvert Slope: 0.021875 ft /ft Tailwater Elevation: 348.30 Check Inlet Control HW /D = 1.22 (from Chart 1) HW = 1.53 HW Elev = (upper inv) + (HW) = 349.53 Check Outlet Control do = 0.90 (from Chart 4) (dc +D) /2 = 1.075 Ke = 0.5 (from Table 12) H = 0.53 (from Chart 5) TW = 1.00 h = TW or (dc +D) /2 = 1.08 (whichever greater) HW = h +H = 1.60 HW Elev = (lower inv) + (HW) = 348.90 Results HW Elevation: 349.53 Flow Condition: Inlet Control Freeboard: 0.48 ft CULVERT IS O.K. Outlet Protection Q10 = 4.91 cfs Qfull = 9.57 cfs Vfull = 7.80 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.51 V/Vfull = 1.00 V = 7.80 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 4 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P5 Drainage Area: 1.19 ac Culvert Diameter: 15 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 347.40 Runoff Coeff: 0.63 HW Control Elev: 347.40 Discharge: 5.41 cfs Upper Invert: 345.40 Lower Invert: 344.90 Culvert Length: 26 ft Culvert Slope: 0.019231 ft /ft Tailwater Elevation: 345.90 Check Inlet Control HW /D = 1.3 (from Chart 1) HW = 1.63 HW Elev = (upper inv) + (HW) = 347.03 Check Outlet Control do = 1.00 (from Chart 4) (dc +D) /2 = 1.125 Ke = 0.5 (from Table 12) H = 0.61 (from Chart 5) TW = 1.00 h = TW or (dc +D) /2 = 1.13 (whichever greater) HW = h +H = 1.73 HW Elev = (lower inv) + (HW) = 346.63 Results HW Elevation: 347.03 Flow Condition: Inlet Control Freeboard: 0.38 ft CULVERT IS O.K. Outlet Protection Q10 = 5.41 cfs Qfull = 8.97 cfs Vfull = 7.31 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.60 V/Vfull = 1.05 V = 7.64 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 5 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P6 Drainage Area: 1.25 ac Culvert Diameter: 15 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 345.40 Runoff Coeff: 0.63 HW Control Elev: 345.40 Discharge: 5.69 cfs Upper Invert: 343.40 Lower Invert: 342.80 Culvert Length: 30 ft Culvert Slope: 0.02 ft /ft Tailwater Elevation: 343.80 Check Inlet Control HW /D = 1.33 (from Chart 1) HW = 1.66 HW Elev = (upper inv) + (HW) = 345.06 Check Outlet Control do = 1.00 (from Chart 4) (dc +D) /2 = 1.125 Ke = 0.5 (from Table 12) H = 0.70 (from Chart 5) TW = 1.00 h = TW or (dc +D) /2 = 1.13 (whichever greater) HW = h +H = 1.82 HW Elev = (lower inv) + (HW) = 344.62 Results HW Elevation: 345.06 Flow Condition: Inlet Control Freeboard: 0.34 ft CULVERT IS O.K. Outlet Protection Q10 = 5.69 cfs Qfull = 9.15 cfs Vfull = 7.46 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.62 V/Vfull = 1.05 V = 7.79 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 6 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P7 Drainage Area: 0.40 ac Culvert Diameter: 15 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 369.90 Runoff Coeff: 0.4 HW Control Elev: 369.80 Discharge: 1.16 cfs Upper Invert: 367.85 Lower Invert: 367.40 Culvert Length: 22 ft Culvert Slope: 0.020455 ft /ft Tailwater Elevation: 368.40 Check Inlet Control HW /D = 0.5 (from Chart 1) HW = 0.63 HW Elev = (upper inv) + (HW) = 368.48 Check Outlet Control do = 0.40 (from Chart 4) (dc +D) /2 = 0.825 Ke = 0.5 (from Table 12) H = 0.03 (from Chart 5) TW = 1.00 h = TW or (dc +D) /2 = 1.00 (whichever greater) HW = h +H = 1.03 HW Elev = (lower inv) + (HW) = 368.43 Results HW Elevation: 368.48 Flow Condition: Inlet Control Freeboard: 1.32 ft CULVERT IS O.K. Outlet Protection Q10 = 1.16 cfs Qfull = 9.25 cfs Vfull = 7.54 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.12 V/Vfull = 0.67 V = 5.06 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 7 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P8 Drainage Area: 0.40 ac Culvert Diameter: 15 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 369.80 Runoff Coeff: 0.4 HW Control Elev: 369.80 Discharge: 1.16 cfs Upper Invert: 367.90 Lower Invert: 367.65 Culvert Length: 24 ft Culvert Slope: 0.010417 ft /ft Tailwater Elevation: 368.65 Check Inlet Control HW /D = 0.5 (from Chart 1) HW = 0.63 HW Elev = (upper inv) + (HW) = 368.53 Check Outlet Control do = 0.40 (from Chart 4) (dc +D) /2 = 0.825 Ke = 0.5 (from Table 12) H = 0.03 (from Chart 5) TW = 1.00 h = TW or (dc +D) /2 = 1.00 (whichever greater) HW = h +H = 1.03 HW Elev = (lower inv) + (HW) = 368.68 Results HW Elevation: 368.68 Flow Condition: Outlet Control Freeboard: 1.12 ft CULVERT IS O.K. Outlet Protection Q10 = 1.16 cfs Qfull = 6.60 cfs Vfull = 5.38 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.17 V/Vfull = 0.72 V = 3.87 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 8 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P9 Drainage Area: 2.50 ac Culvert Diameter: 18 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 362.90 Runoff Coeff: 0.4 HW Control Elev: 362.90 Discharge: 7.22 cfs Upper Invert: 360.80 Lower Invert: 360.50 Culvert Length: 22 ft Culvert Slope: 0.013636 ft /ft Tailwater Elevation: 361.70 Check Inlet Control HW /D = 1.1 (from Chart 1) HW = 1.65 HW Elev = (upper inv) + (HW) = 362.45 Check Outlet Control do = 1.00 (from Chart 4) (dc +D) /2 = 1.25 Ke = 0.5 (from Table 12) H = 0.48 (from Chart 5) TW = 1.20 h = TW or (dc +D) /2 = 1.25 (whichever greater) HW = h +H = 1.73 HW Elev = (lower inv) + (HW) = 362.23 Results HW Elevation: 362.45 Flow Condition: Inlet Control Freeboard: 0.45 ft CULVERT IS O.K. Outlet Protection Q10 = 7.22 cfs Qfull = 12.28 cfs Vfull = 6.95 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.59 V/Vfull = 1.04 V = 7.20 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 9 ft Apron Width = 3xDia = 5 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 9 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P10 Drainage Area: 2.85 ac Culvert Diameter: 18 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 359.40 Runoff Coeff: 0.4 HW Control Elev: 359.40 Discharge: 8.23 cfs Upper Invert: 357.40 Lower Invert: 357.00 Culvert Length: 36 ft Culvert Slope: 0.011111 ft /ft Tailwater Elevation: 358.20 Check Inlet Control HW /D = 1.3 (from Chart 1) HW = 1.95 HW Elev = (upper inv) + (HW) = 359.35 Check Outlet Control do = 1.10 (from Chart 4) (dc +D) /2 = 1.3 Ke = 0.5 (from Table 12) H = 0.69 (from Chart 5) TW = 1.20 h = TW or (dc +D) /2 = 1.30 (whichever greater) HW = h +H = 1.99 HW Elev = (lower inv) + (HW) = 358.99 Results HW Elevation: 359.35 Flow Condition: Inlet Control Freeboard: 0.05 ft CULVERT IS O.K. Outlet Protection Q10 = 8.23 cfs Qfull = 11.09 cfs Vfull = 6.28 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.74 V/Vfull = 1.09 V = 6.84 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 9 ft Apron Width = 3xDia = 5 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 10 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 12 -154 KAL Culvert No: P11 Drainage Area: 0.65 ac Culvert Diameter: 15 in Design Frequency: 10 yrs Culvert Material: RCP Time of Conc: 5.00 min Entrance Type PE Intensity: 7.22 in /hr Shoulder Elevation: 364.70 Runoff Coeff: 0.63 HW Control Elev: 364.70 Discharge: 2.96 cfs Upper Invert: 362.70 Lower Invert: 362.05 Culvert Length: 28 ft Culvert Slope: 0.023214 ft /ft Tailwater Elevation: 363.05 Check Inlet Control HW /D = 0.84 (from Chart 1) HW = 1.05 HW Elev = (upper inv) + (HW) = 363.75 Check Outlet Control do = 0.75 (from Chart 4) (dc +D) /2 = 1 Ke = 0.5 (from Table 12) H = 0.18 (from Chart 5) TW = 1.00 h = TW or (dc +D) /2 = 1.00 (whichever greater) HW =h +H= 1.18 HW Elev = (lower inv) + (HW) = 363.23 Results HW Elevation: 363.75 Flow Condition: Inlet Control Freeboard: 0.95 ft CULVERT IS O.K. Outlet Protection Q10 = 2.96 cfs Qfull = 9.86 cfs Vfull = 8.03 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: .0 3 Length Q10 /Qfull = 0.30 V/Vfull = 0.87 V = 7.02 fps Zone = 2 D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in Apron Length = 8 ft Apron Width = 3xDia = 4 ft CLH design, p.a. LATEST REVISION: 1/29/2014 3:03 PM PAGE 11 OF 12 I1-18 New Garner HS lGarner, NC DATE 1/22/14 PROJECT NO 12 -154 BY KAL Culvert No: 1-1 -1-2 Drainage Area: 41.42 ac Culvert Diameter: 48 Design Frequency: 50 yrs Culvert Material: RCP Entrance Type HDWL Discharge is taken from Shoulder Elevation: 338.20 BMP routing HW Control Elev: 336.70 Discharge: 80.63 cfs Upper Invert: 331.45 Lower Invert: 331.15 Culvert Length: 64 ft Culvert Slope: 0.004688 ft /ft Tailwater Elevation: 334.30 Check Inlet Control HW /D = 1.05 (from Chart 1) HW = 4.20 HW Elev = (upper inv) + (HW) = 335.65 Check Outlet Control do = 2.70 (from Chart 4) (dc +D) /2 = 3.35 Ke = 0.5 (from Table 12) H = 1.13 (from Chart 5) TW = 3.15 h = TW or (dc +D) /2 = 3.35 (whichever greater) HW = h +H = 4.48 HW Elev = (lower inv) + (HW) = 335.63 Results HW Elevation: 335.65 Flow Condition: Inlet Control Freeboard: 1.05 ft CULVERT IS O.K. DATE 1ROJEC PROJECT NAME PROJECT NO o a H 8 New Garner High School 12 -154 LOCATION BY Garner, NC KAL Phase: Post -Dev w/o Treatment Type of Land Cover Undisturbed open space Managed open space Impervious surfaces TOTAL Base N Loading Rate = Area (ac) TN export coeff (Ib /ac /yr) TN export (Ib /yr) 3.05 0.60 1.83 31.36 1.20 37.63 23.33 21.20 494.60 57.74 534.06 9.25 Ibs /ac /yr Runoff to Stormwater Wetlands Type of Land Cover Undisturbed open space Managed open space Impervious surfaces TOTAL Area (ac) TN export coeff (lb/ac/ r) TN export (Ib/ r) 0.80 0.60 0.48 4.76 1.20 5.71 6.25 21.20 132.50 11.81 138.69 TN to BMP = 138.69 Ibs /yr N Removal Efficiency of BMP = 40% TN Removed by BMP = 55.48 Ib /yr Runoff to 90 %TSS Wet Detention Pond Type of Land Cover Undisturbed open space Managed open space Impervious surfaces TOTAL TN to BMP = N Removal Efficiency of BMP = TN Removed by BMP = Adjusted TN Export = Adjusted Base N Loading Rate Target N Loading Rate = N to be Off -set by Payment = Off -set Payment Factor = Payment Maintenance Duration Off -set Payment = Area (ac) TN export coeff (Ib /ac /yr) TN export (Ib /yr) 0.95 0.60 0.57 19.68 1.20 23.62 16.96 21.20 359.55 37.59 383.74 383.74 Ibs /yr 25% 95.93 I b /yr 382.65 I b /yr 6.63 Ibs /ac /yr 3.60 Ibs /ac /yr 3.03 Ibs /ac /yr $21.02 per lb. 30 yrs $110,217.97 • ' ' • • ' DATE 1/22/14 DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) / / / X / PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL Qfull = CHECKED BY Storm Outlet Structure FES No.= A19 Pipe Dia= 48 in Q10 = 96.64 cfs Qfull = 160.60 cfs Vfull = 12.80 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Storm Outlet Structure FES No.= B11 Pipe Dia= 36 in Q10 = 40.66 cfs Qfull = 63.60 cfs Vfull = 9.00 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Q10 /Qfull = 0.60 V/Vfull = 1.05 V = 13.4 fps = 5 = 14 in = 23 in = 2 = 36 in = 40 ft = 12 ft Q10 /Qfull = 0.64 V/Vfull = 1.06 V = 9.5 fps = 3 = 10 in = 17 in = 1 = 24 in = 24 ft = 9 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No.= C6 Pipe Dia= 30 in Q10 = 18.35 cfs Qfull = 37.40 cfs Vfull = 7.60 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Storm Outlet Structure FES No.= D10 Pipe Dia= 30 in Q10 = 31.33 cfs Qfull = 41.00 cfs Vfull = 8.30 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V/Vfull = V= Q10 /Qfull = V/Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 0.49 0.99 7.5 fps s; 8 in 12 in B 18 in 15 ft 8 ft 0.76 1.10 9.1 fps 5 10 in 17 in 1 24 in 20 ft 8 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No.= F3 Pipe Dia= 15 in Q10 = 1.02 cfs Qfull = 7.20 cfs Vfull = 5.90 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Storm Outlet Structure FES No.= G3 Pipe Dia= 15 in Q10 = 2.60 cfs Qfull = 3.60 cfs Vfull = 2.90 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V/Vfull = V= Q10 /Qfull = V/Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 0.14 0.68 4.0 fps 1 4 in 6 in A 12 in 5 ft 4 ft 0.72 1.08 3.1 fps 1 4 in 6 in A 12 in 5 ft 4 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No.= H7 Pipe Dia= 24 in Q10 = 4.78 cfs Qfull = 18.90 cfs Vfull = 6.00 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Storm Outlet Structure FES No.= J2 Pipe Dia= 15 in Q10 = 1.90 cfs Qfull = 12.20 cfs Vfull = 9.90 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V/Vfull = V= Q10 /Qfull = V/Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 0.25 0.83 5.0 fps s; 8 in 12 in B 18 in 12 ft 6 ft 0.16 0.72 7.1 fps E 8 in 12 in B 18 in 8 ft 4 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No.= BMP1 Pipe Dia= 36 in Q10 = 18.40 cfs Qfull = 65.40 cfs Vfull = 9.20 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Storm Outlet Structure FES No.= L2 Pipe Dia= 48 in Q10 = 22.14 cfs Qfull = 103.30 cfs Vfull = 8.20 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V/Vfull = V= Q10 /Qfull = V/Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 0.28 0.85 7.9 fps 5 10 in 17 in 1 24 in 24 ft 9 ft 0.21 0.78 6.4 fps 5 10 in 17 in 1 24 in 32 ft 12 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No.= M2 Pipe Dia= 15 in Q10 = 0.73 cfs Qfull = 4.20 cfs Vfull = 3.40 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Storm Outlet Structure FES No.= N6 Pipe Dia= 24 in Q10 = 21.38 cfs Qfull = 39.70 cfs Vfull = 12.60 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V/Vfull = V= Q10 /Qfull = V/Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 0.17 0.72 2.4 fps 1 4 in 6 in A 12 in 5 ft 4 ft 0.54 1.01 12.8 fps 5 10 in 17 in 1 24 in 16 ft 6 ft ME rH48_New er HS DATE 1/22/14 DESIGN PHASE = 6 in PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) / X PROJECT NO 12 -154 LOATION Garner, NC BY KAL cfs 1CHECKED BY JPK Storm Outlet Structure FES No.= BMP 2 = 6 in Pipe Dia= 15 in Qio = 2.84 cfs Qfull = 6.60 cfs Vfull = 5.40 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Storm Outlet Structure FES No.= BMP 4 = 6 in Pipe Dia= 15 in Qio = 2.45 cfs Qfull = 6.60 cfs Vfull = 5.40 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Qio /Qfull = 0.43 V/Vfull = 0.96 V = 5.2 fps Zone = 1 D5o = 4 in DMAX = 6 in Riprap Class = A Apron Thickness = 12 in Apron Length = 5 ft Apron Width = 3xDia = 4 ft Qio /Qfull = 0.37 V/Vfull = 0.91 V = 4.9 fps Zone = 1 D5o = 4 in DMAX = 6 in Riprap Class = A Apron Thickness = 12 in Apron Length = 5 ft Apron Width = 3xDia = 4 ft PROJECT NAME H -8 New Garner HS LOCATION Garner, NC Storm Outlet Structure FES No.= Q2 Pipe Dia= 15 in Q10 = 0.97 cfs Qfull = 5.90 cfs Vfull = 4.80 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Storm Outlet Structure FES No.= R2 Pipe Dia= 15 in Q10 = 0.85 cfs Qfull = 5.90 cfs Vfull = 4.80 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia DATE 1/22/14 PROJECT NO 12 -154 BY KAL CHECKED BY Q10 /Qfull = V/Vfull = V= Q10 /Qfull = V/Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 0.16 0.72 3.5 fps 1 4 in 6 in A 12 in 5 ft 4 ft 0.14 0.68 3.3 fps 1 4 in 6 in A 12 in 5 ft 4 ft DATE DESIGN PHAS E PRELIM / X rNew 1/22/14 PROJECT NO ME CONSTR er HS 12 -154 REVISION RECORD LOCATION BY Garner, NC KAL OTHER (SPECIFY) CHECKED BY Storm Outlet Structure FES No.= S2 Qio /Qfull = 0.09 Pipe Dia= 15 in V/Vfull = 0.59 Qio = 1.67 cfs V = 9.4 fps Qfull = 19.60 cfs Vfull = 16.00 fps From Fig. 8.06.b.1: Zone = 3 From Fig. 8.06.b.2: D50 = 10 in DMAX = 17 in Riprap Class = 1 Apron Thickness = 24 in Apron Length = 10 ft Length Apron Width = 3xDia = 4 ft DATE 1/22/14 Q PROJECT NAME PROJECT NO H -8 New Garner High School 12 -154 LOCATION BY Garner, NC KAL Drainage Area, (DA) = 40.13 ac Impervious Area c= 0.95 16.99 ac Includes 0.50 ac Pervious Area c= 0.30 23.14 ac future impervious Cc = 0.58 5.0 Permanent Water Quality Pool 10 0.90 % Impervious = 42.34 % 0.50 Permanent Pool Design Depth = 3.00 ft 1.10 SA / DA Ratio = 2.62 (from Tbl. 1.1) Required Surface Area = 45,745 sf 1.40 Permanent Pool Volume Req, 137,234 cf 2.50 Temporary Water Quality Pool 1.80 1.60 Design Storm Rainfall 1.00 in (Typically 1 -in) Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.43 in /in 60 Required Volume (design rainfall)(Rv)(DA) = 62,790 cf 2.50 Surface Area Provided: 70 4.00 Permanent Pool Max. Depth = 4.50 ft 2.50 Area of Pond Bottom (Above PSS) = 27,870 sf 3.80 Area at Bottom of Shelf = 38,880 sf 90 Area of Permanent Pool = 45,730 sf 3.50 Area at Top of Shelf = 53,050 sf Perm. Pool Volume Provided = 154,653 cf > 137,234 cf Avg. Perm. Pool Depth Provided = 3.382 ft (Per NCDENR -DWQ Surface Area at 1" Storage Volume = 56,270 sf Fig. 10 -2b - Option 1) 1" Storage Volume Provided = 62,957 cf 62,790 Temp. Storage Depth above Dewatering Hole = 1.20 ft Diameter of Dewatering Hole = 3.50 in Detention (Draw -Down) Time = 3.8 days (2 -5 days Required) T days = (Temp. Storage Vol / (0.6' A' (2'g'(h)) ^1/2)' 86400 (where h = one third temp. storage depth measured to centroid of orifice) Max Drawdow Rate= 0.33 cfs Permanent Pool Volume= 154,653 cf 137,234 Forebay Volume Required = 30,931 cf Forebay Volume Provided = 31,000 cf 20 % Table 1.1 s:\ 1319 \0001 \calcs \12 - 154- PondSize -Wet Pond - piedmont -90 tss.XLS printed: 1/29/2014 3 :02 PM Page 1 of 1 SA / DA Ratios 90% TSS efficiency Permanent Pool Depth (ft) % Impervious 3.0 4.0 5.0 6.0 10 0.90 0.80 0.60 0.50 20 1.50 1.10 1.00 0.90 30 1.90 1.70 1.40 1.30 40 2.50 2.00 1.80 1.60 50 3.00 2.50 2.00 1.90 60 3.50 2.80 2.50 2.20 70 4.00 3.30 2.80 2.50 80 4.50 3.80 3.30 2.80 90 1 5.00 4.00 3.50 3.00 s:\ 1319 \0001 \calcs \12 - 154- PondSize -Wet Pond - piedmont -90 tss.XLS printed: 1/29/2014 3 :02 PM Page 1 of 1 DATE 1/13/14 Q Q PROJECT NAME PROJECT NO H -8 12 -154 LOCATION BY Garner, NC KAL Drainage Area, (DA) = 3.89 ac Impervious Area c= 0.95 2.11 ac Includes 0.28 ac Pervious Area c= 0.30 1.78 ac future impervious Cc = 0.65 Wetland Surface Area % Impervious = 54% Design Storm Rainfall 1.00 in (Typically 1 -in) Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.54 in /in Required Volume (design rainfall)(Rv)(DA) = 7,599 cf (3,630 cf minimum req.) Depth of Temporary Pool (Dplants) = 12 in (12 -in max) Required Surface Area = 7,599 sf Surface Area Provided= 7,630 sf Surface Area at 1" Storage Volume= 9,030 sf 1" Storage Volume Provided= 8,330 cf Temp. Storage Depth above Dewatering Hole = 1.0 ft Diameter of Dewatering Hole = 1.25 in Detention (Draw -Down) Time = 3.8 days T days =(Req. Temp. Storage Vol / (0.6 * A (2*g*(h)) ^1/2) * 86400 (where h = one third temp. storage depth measured to centroid of orifice) Wetland Zones Required Forebay surface area required= 763 sf Deep pool at outlet required= 763 sf Shallow water (low marsh) required= 3052 sf Shallow land (high marsh) required= 3052 sf Wetland Zones Provided Forebay surface area = 770 sf Deep pool at outlet = 770 sf Shallow water (low marsh) = 3,050 sf Shallow land (high marsh) = 3,040 sf s:\ 1319\ 0001 \calcs \12 - 154- PondSize- Wetland.XLS printed: 1/29/2014 3 :03 PM Page 1 of 2 DATE 1/22/14 Q Q PROJECT NAME PROJECT NO H -8 12 -154 LOCATION BY Garner, NC KAL Drainage Area, (DA) = 8.10 ac Impervious Area c= 0.95 4.31 ac Includes 0.40 ac Pervious Area c= 0.30 3.79 ac future impervious Cc = 0.65 Wetland Surface Area % Impervious = 53% Design Storm Rainfall 1.00 in (Typically 1 -in) Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.53 in /in Required Volume (design rainfall)(Rv)(DA) = 15,551 cf (3,630 cf minimum req.) Depth of Temporary Pool (Dplants) = 12 in (12 -in max) Required Surface Area = 15,551 sf Surface Area Provided= 15,640 sf Surface Area at 1" Storage Volume= 18,910 sf 1" Storage Volume Provided= 17,275 cf Temp. Storage Depth above Dewatering Hole = 1.0 ft Diameter of Dewatering Hole = 2.00 in Detention (Draw -Down) Time = 3.1 days T days =(Req. Temp. Storage Vol / (0.6 * A (2*g*(h)) ^1/2) * 86400 (where h = one third temp. storage depth measured to centroid of orifice) Wetland Zones Required Forebay surface area required= 1564 sf Deep pool at outlet required= 1564 sf Shallow water (low marsh) required= 6256 sf Shallow land (high marsh) required= 6256 sf Wetland Zones Provided Forebay surface area = 1,580 sf Deep pool at outlet = 1,570 sf Shallow water (low marsh) = 6,260 sf Shallow land (high marsh) = 6,230 sf s:\ 1319\ 0001 \calcs \12 - 154- PondSize- Wetland.XLS printed: 1/29/2014 3 :03 PM Page 2 of 2 ; DATE ' 1/22/14 Q Q PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 LOCATION BY Garner, NC KAL Development: Site Area = 48.42 ac Tc = 30.30 min Qa25 = 52.00 cfs Wt. CN = 51.2 Qa10 = 29.27 cfs Site Soils: 20% Type A, 75% Type B, 5% Type D Qal = 0.87 cfs Qal = 43.22 cfs (Flow includes offsite upstream areas) Wooded Area: 47.30 ac CN= 51 Impervious Area: 0.00 ac CN= 98 Lawn Area: 1.12 ac CN= 58 Weighted CN: 51.2 Development: Site Area = 51.66 ac Tc = 25.40 min Qa25 = 182.19 cfs Wt. CN = 74.3 Qa10 = 136.69 cfs Site Soils: 20% Type A, 75% Type B, 5% Type D Qal = 43.22 cfs (Flow includes offsite upstream areas) Wooded Area: 1.70 ac CN= 51 Impervious Area: 20.47 ac CN= 98 Lawn Area: 28.59 ac CN= 58 Future Imp. Area: 0.90 ac CN= 98 Weighted CN: 74.3 ,/Post Development p. ent of Runoff Increase = [Qpost- Qpre] /Qpre 25 -yr = 250.37 % 10 -yr = 367.00 % 1 -yr = 4867.82 % Increase is > Pre - development, therefore post - development run -off shall be reduced to pre - development rates. TV ' PROJECT NAME H -8 Hebron Church Road HS = [Qpost- Qpre] /Qpre 25 -yr DATE 1/13/14 PROJECT NO 12 -153 10 -yr Q /f IOU 1 -yr LOCATION BY Garner, NC I KAL Runoff Calculations 9W Pre - Development: Site Area = 1.48 ac Tc = 15.90 min Qa25 = 3.01 cfs Wt. CN = 56.4 Qa10 = 1.92 cfs Site Soils: 100% Type B Qal = 0.15 cfs Wooded Area: 1.20 ac CN= 55 Impervious Area: 0.01 ac CN= 98 Lawn Area: 0.27 ac CN= 61 Weighted CN: 56.4 Post - Development: Site Area = 0.54 ac Tc = 7.60 min Qa25 = 1.90 cfs Wt. CN = 60.4 Qa10 = 1.30 cfs Site Soils: 100% Type B Qal = 0.19 cfs Wooded Area: 0.05 ac CN= 55 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.49 ac CN= 61 Future Imp. Area: 0.00 ac CN= 98 Weighted CN: 60.4 of Runoff Increase = [Qpost- Qpre] /Qpre 25 -yr = -36.88 % 10 -yr = -32.29 % 1 -yr = 26.67 % Increase is > Pre - development, therefore post - development run -off shall be reduced to pre - development rates. However, since the increase in the 1 -yr storm is negligable and is due to the decrease in the Tc and no increase in impervious area, thus no BMP is proposed. DATE ' 1/22/14 Q Q PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 LOCATION BY Garner, NC I KAL 6 nellwo 111 11111 11 11 ' Development: 51.4 Site Area = 1.80 ac Tc = 19.10 min Qa25 = 2.64 cfs Wt. CN = 51.4 19.10 min Qa10 = 1.50 cfs Site Soils: 15% Type A, 85% Type B Qal = 0.04 cfs Wooded Area: 1.70 ac CN= 51 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.10 ac CN= 58 Weighted CN: 51.4 - Development: Site Area = 0.95 ac Tc = 19.10 min Qa25 = 1.55 cfs Wt. CN = 52.8 Qa10 = 0.91 cfs Site Soils: 15% Type A, 85% Type B Qal = 0.03 cfs Wooded Area: 0.70 ac CN= 51 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.25 ac CN= 58 Future Imp. Area: 0.00 ac CN= 98 Weighted CN: 52.8 ,/Post Development p. ent of Runoff Increase = [Qpost- Qpre] /Qpre 25 -yr = -41.29 % 10 -yr = -39.33 % 1 -yr = -25.00 % Increase is < Pre - development, therefore no detention required. TV DATE ' 1/13/14 Q Q PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 LOCATION BY Garner, NC KAL Runoff Calculations 9W Pre - Development: Site Area = 4.91 ac Tc = 13.40 min Qa25 = 10.14 cfs Wt. CN = 55.0 Qa10 = 6.36 cfs Site Soils: 100% Type B Qal = 0.34 cfs Wooded Area: 4.90 ac CN= 55 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.01 ac CN= 61 Weighted CN: 55.0 Post - Development: Site Area = 4.55 ac Tc = 13.70 min Qa25 = 21.50 cfs Wt. CN = 76.1 Qa10 = 16.44 cfs Site Soils: 100% Type B Qal = 5.65 cfs Wooded Area: 0.60 ac CN= 55 Impervious Area: 1.68 ac CN= 98 Lawn Area: 1.99 ac CN= 61 Future Imp. Area: 0.28 ac CN= 98 Weighted CN: 76.1 ist Development p. of Runoff Increase = [Qpost -Qpre] /Qpre 25 -yr = 112.03 % 10 -yr = 158.49 % 1 -yr = 1561.76 % Increase is > Pre - development, therefore post - development run -off shall be reduced to pre - development rates. ; DATE ' 1/13/14 Q /f PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 LOCATION BY Garner, NC KAL STORMWATER ANALYSIS POINT: 'E' Development: = [Qpost- Qpre] /Qpre 25 -yr = -94.16 % 10 -yr = -93.64 % 1 -yr Site Area = 1.13 ac Tc = 10.40 min Qa25 = 2.74 cfs Wt. CN = 55.2 Qa10 = 1.73 cfs Site Soils: 100 %Type B Qal = 0.10 cfs Wooded Area: 1.10 ac CN= 55 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.03 ac CN= 61 Weighted CN: 55.2 .- Development: Site Area = 0.04 ac Tc = 5.00 min Qa25 = 0.16 cfs Wt. CN = 61.0 Qa10 = 0.11 cfs Site Soils: 100 %Type B Qal = 0.02 cfs Wooded Area: 0.00 ac CN= 55 Impervious Area: 0.00 ac CN= 98 Lawn Area: 0.04 ac CN= 61 Future Imp. Area: 0.00 ac CN= 98 Weighted CN: 61.0 of Runoff Increase = [Qpost- Qpre] /Qpre 25 -yr = -94.16 % 10 -yr = -93.64 % 1 -yr = -80.00 % Increase is < Pre - development, therefore no detention required. 1PROJECT � ' NAME ebron Church Road HS DATE 1/22/14 PROJECT NO 12 -153 LOCATION BY Garner, NC KAL i 1 BMP Site Area = 37.59 ac Tc = 25.4 min Qa25 = 136.42 cfs Wt. CN = 75.9 Qa10 = 103.83 cfs Site Soils: 20% Type A, 75% Type B, 5% Type D Qal = 35.01 cfs Wooded Area: 0.95 ac CN= 51 Impervious Area: 16.46 ac CN= 98 Lawn Area: 19.68 ac CN= 58 Future Imp. Area: 0.50 ac CN= 98 Weighted CN: 75.9 i 1 BMP Site Area = 2.55 ac Tc = 25.4 min Qa25 = 3.12 cfs Wt. CN = 51.6 Qa10 = 1.77 cfs Site Soils: 20% Type A, 75% Type B, 5% Type D Qal = 0.05 cfs Wooded Area: 2.50 ac CN= 51 Impervious Area: 0.03 ac CN= 98 Lawn Area: 0.02 ac CN= 58 Future Imp. Area: 0.00 ac CN= 98 Weighted CN: 51.6 1 BMP rM Site Area = 8.10 ac Tc = 19.2 min Qa25 = 37.76 cfs Wt. CN = 78.8 Qa10 = 29.27 cfs Site Soils: 20% Type A, 75% Type B, 5% Type D Qal = 10.78 cfs Wooded Area: 0.60 ac CN= 51 Impervious Area: 3.91 ac CN= 98 Lawn Area: 3.19 ac CN= 58 Future Imp. Area: 0.40 ac CN= 98 Weighted CN: 78.8 1PROJECT � ' DATE 1/22/14 NAME PROJECT NO ebron Church Road HS 12-153 LOCATION BY Garner, NC KAL BMP i tin-site i Site Area = 4.04 ac Tc = 23.4 min Qa25 = 8.01 cfs Wt. CN = 57.6 Qa10 = 5.16 cfs Site Soils: 20% Type A, 75% Type B, 5% Type D Qal = 0.48 cfs Wooded Area: 0.25 ac CN= 51 Impervious Area: 0.00 ac CN= 98 Lawn Area: 3.79 ac CN= 58 Future Imp. Area: 0.00 ac CN= 98 Weighted CN: 57.6 Area ' Bypass Site Area = 1.93 ac Tc = 20.3 min Qa25 = 4.34 cfs Wt. CN = 60.1 Qa10 = 2.91 cfs Site Soils: 20% Type A, 75% Type B, 5% Type D Qal = 0.37 cfs Wooded Area: 0.00 ac CN= 51 Impervious Area: 0.10 ac CN= 98 Lawn Area: 1.83 ac CN= 58 Future Imp. Area: 0.00 ac CN= 98 Weighted CN: 60.1 �� DATE ' 1/22/14 Q Q PROJECT NAME PROJECT NO H -8 Hebron Church Road HS 12 -153 LOCATION BY Garner, NC KAL i 1 BMP Site Area = 3.71 ac Tc = 13.7 min Qa25 = 19.30 cfs Wt. CN = 80.0 Qa10 = 15.08 cfs Site Soils: 100% Type B Qal = 5.78 cfs Wooded Area: 0.20 ac CN= 55 Impervious Area: 1.66 ac CN= 98 Lawn Area: 1.57 ac CN= 61 Future Imp. Area: 0.28 ac CN= 98 Weighted CN: 80.0 r 1 BMP Site Area = 0.18 ac Tc = 5.0 min Qa25 = 1.56 cfs Wt. CN = 95.9 Qa10 = 1.30 cfs Site Soils: 100% Type B Qal = 0.70 cfs Wooded Area: 0.00 ac CN= 55 Impervious Area: 0.17 ac CN= 98 Lawn Area: 0.01 ac CN= 61 Future Imp. Area: 0.00 ac CN= 98 Weighted CN: 95.9 Area Bypass Site Area = 0.84 ac Tc = 13.0 min Qa25 = 4.34 cfs Wt. CN = 55.6 Qa10 = 2.91 cfs Site Soils: 20% Type A, 75% Type B, 5% Type D Qal = 0.37 cfs Wooded Area: 0.40 ac CN= 51 Impervious Area: 0.02 ac CN= 98 Lawn Area: 0.42 ac CN= 58 Future Imp. Area: 0.00 ac CN= 98 Weighted CN: 55.6 �• M•tl4rM !w• IF t '� 1 t — H8 - NEW GARNER HIGH SCHOOL DATE NOVEMBER, 2013 PROJECT NO- 12 -154 USGS QUAD MM REFERENCE: USGS TOPOGRAPHIC MAP: GARNER *%two — C.-.1 ~ l. All, SITE v SCALE 1" = 2000' CLH DESIGN, P.A. Regency Park 400 Regency Forest Drive Suite 120 Cary, North Carolina 27518 Phone: 919 319 -6716 Fax: 919 319 -7516 H8 - NEW GARNER HIGH SCHOOL DATE JANUARY, 2014 PROJECT NO: 12 -154 USGS SOILS MM REFERENCE: WAKE COUNTY SOILS SURVEY SCALE 1" = 1500' CLH DESIGN, P.A. Regency Park 400 Regency Forest Drive Suite 120 Cary, North Carolina 27518 Phone: 919 319 -6716 Fax: 919 319 -7516 DATE DESIGN PHASE • 4 PRELIM PROJECT PROJECT NAME PROJECT NO CONSTR /X H -8 New Garner HS 12 -154 REVISION LOCATION BY RECORD Garner, NC KAL OTHER CHECKED BY (SPECIFY) Sim INLET SCHEDULE Grate opening area: 3.08 sf Intensity for 2 -yr storm: 5.74 in /hr Grate opening length: 2.97 If INLET Total Bypass INLET Cc Bypass Bypass Inlet Flow in Length Longitudianl Slope of Cross Mannings Basin Flow Depth of Spread STRUCTURE AREA RUNOFF in -flow in -flow Efficiency gutter of curb slope gutter at slope of Roughness Bypass Capacity To next inlet flow in (T -ft) # of (INLET) (AC) COEFF. (cfs) (from) (cfs) inlet (ft) (ft /ft) opening (ft /ft) road (ft /ft) (n) To Inlet # (cfs) (cfs) NOTES gutter (ft) <8' Remarks Inlets HEBRON CHURCH ROAD E8 0.51 0.59 0.00 - 0.7 1.73 3 0.0295 0.056 0.036 0.015 E9 1.21 0.52 TYPE F 0.18 4.88 OK 1 E9 0.27 0.89 0.52 E8 0.7 1.90 3 0.0267 0.050 0.03 0.015 E10 1.33 0.57 TYPE F 0.17 5.78 OK 1 E10 0.26 0.89 0.57 E8 0.7 1.90 3 0.0136 0.043 0.023 0.015 E3 1.33 0.57 TYPE F 0.18 7.74 OK 1 E3 0.06 0.89 0.57 E9 0.7 0.88 3 0.0164 0.040 0.02 0.015 E4 0.61 0.26 TYPE F 0.12 6.10 OK 1 E4 0.13 0.89 0.26 E3 0.7 0.93 3 0.0110 0.036 0.016 0.015 E5 0.65 0.28 TYPE F 0.12 7.72 OK 1 E5 0.05 0.63 0.28 E4 0.7 0.46 3 0.0230 0.039 0.009 0.015 Super 0.32 0.14 TYPE F 0.07 7.40 OK 1 F1 0.22 0.63 0.00 - 0.7 0.80 3 0.0170 0.033 0.013 0.015 F2 0.56 0.24 TYPE G 0.10 7.65 OK 1 F2 0.03 0.85 0.24 F1 0.7 0.39 3 0.0210 0.028 0.008 0.015 Super 0.27 0.12 TYPE G 0.06 7.59 OK 1 N2 0.01 0.63 0.00 - 0.7 0.04 3 0.0140 0.040 0.02 0.015 N2 0.03 0.01 TYPE F 0.04 1.90 OK 1 N3 0.16 0.59 0.01 F1 0.7 0.55 3 0.0250 0.040 0.02 0.015 End 0.39 0.17 TYPE F 0.09 4.74 OK 1 System NEW BETHEL CHURCH ROAD G6 0.15 0.76 0.00 - 0.7 0.65 3 0.0050 0.036 0.016 0.015 G2 0.46 0.20 TYPE F 0.13 7.86 OK 1 G2 0.02 0.85 0.20 G6 0.7 0.29 3 0.0050 0.035 0.016 0.015 G5 0.21 0.09 TYPE F 0.09 5.82 OK 1 G4 0.06 0.85 0.00 - 0.7 0.29 3 0.0150 0.029 0.009 0.015 G5 0.20 0.09 TYPE G 0.06 6.78 OK 1 G5 0.06 0.85 0.18 G2,G4 0.7 0.47 3 0.0030 0.035 0.02 0.015 Sag 0.33 0.14 TYPE E 0.13 6.64 OK 1 CLIFFORD ROAD H2 0.02 0.89 0.00 - 0.7 0.10 3 0.0122 0.037 0.02 0.015 H3 0.07 0.03 TYPE G 0.06 2.88 OK 1 H3 0.12 0.89 0.03 H2 0.7 0.64 3 0.0040 0.035 0.02 0.015 H4 0.45 0.19 TYPE G 0.14 7.08 OK 1 H4 0.06 0.89 0.19 H3 0.7 0.50 3 0.0050 0.035 0.02 0.015 C4 0.35 0.15 TYPE 0.12 6.18 OK 1 ' C4 is Site Driveway Inlet M1 0.15 0.69 0.00 - 0.7 0.59 3 0.0180 0.040 0.02 0.015 End 0.42 0.18 TYPE F 0.10 5.18 OK 1 System Stormwater Impact Analysis Proiect Description The proposed Garner High School is located along the western margin of Hebron Church Road between Clifford Road and New Bethel Church Road. The 57.74 acre vacant site is currently within Wake County will be annexed into Garner City Limits. The High School project will impact approximately 73 acres both with on -site and off -site development. The majority of the stormwater runoff from the site, identified as Area A, discharges to the east through a 24 -in culvert under Hebron Church Road with four smaller drainage areas discharging to the south, west and north identified as Areas B, C, D and E. Stormwater run -off within Area A will be treated and detained by a wet detention pond, a detention wetland and a dry detention pond. Area D will be treated and detained by a detention wetland. Areas B, C and E will be surface areas will be reduced. The site is within the Neuse River Watershed and the site is designed to meet the Town of Garner current stormwater requirements. The site peak stormwater discharges shall meet pre - development rates for the 1 -year, 10 -year and 25 -year 24 hour Design Storm events as well as providing 85% removal of total suspended solids and stormwater treatment of the first 1 -in run -off to provide nitrogen reduction. Site area calculations are provided to the margin of the public right -of -ways. No Stream buffers are present and identified on the site, but several off -site buffers are impacted by off - site utility and roadway improvements. These impacts will be permitted through NC Division of Water Quality and the US Army Corps of Engineers. FEMA FIRM # 3720162900J dated May 2, 2006 indicates that the site is outside the limits the 500 year flood plain. Soils on the site consist of predominately of Appling which is identified as type B soils. Conclusions Stormwater Quality Pre- Development: Site Area: 57.74 -ac Base N Loading Rate: 1.77 - lbs /ac /yr TN Export: 102.32 - lbs /yr Post - Development (without treatment): Site Area: 57.74 -ac Base N Loading Rate: 9.25 - lbs /ac /yr TN Export: 534.06 - lbs /yr Post - Development (with treatment): Site Area: Base N Loading Rate: TN Export: Target N Loading Rate: N to be Off -set by Payment: Payment Maint. Duration: Total N to be Offset by Payment: Stormwater Quantity 57.74 -ac 6.63 - lbs /ac /yr 382.65 - lbs /yr 3.60 - lbs /ac /yr 3.03 - lbs /ac /yr 174.95 - lbs /ac 30.00 -yrs 5243.47 -lbs x $21.02= $110,217.97 The calculations are performed with Hydraflow Hydrographs Extension for AutoCAD Civil 3D software which utilizes TR -55 method by the United States Soil Conservation Service (SCS). Summary tables of the design calculations are provided below: Pre- Development / Post - Development Peak Runoff Comparison Summary: Analysis Point Design Event Pre- Development Post - Development Post - Development with Detention Detention Qpre (cfs) Qpost (cfs) Provided 1 -yr 0.88 43.22 0.83 A * 10 -yr 29.27 136.69 23.49 Yes 25 -yr 52.00 182.19 48.99 1 -yr 0.15 0.19 ** B 10 -yr 1.92 1.30 No 25 -yr 3.01 1.90 1 -yr 0.04 0.03 C 10 -yr 1.50 0.91 No 25 -yr 2.65 1.55 1 -yr 0.34 5.65 0.24 D 10 -yr 6.36 16.44 3.17 Yes 25 -yr 10.14 21.50 7.05 1 -yr 0.10 0.02 E 10 -yr 1.73 0.11 No 25 -yr 2.74 0.16 * Includes upstream off -site run -off. ** The small increase for the 1 -yr Design Storm is due to the decreased Tc caused by the smaller post development drainage area. No run -off from impervious areas discharge to Analysis Point B. Since increase is negligible, no detention provided. D LI • ' . ► 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR / / REVISION / / RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE CONTINUED INLET AREA (SF) INLET AREA (AC) IMPERVIOUS N INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN /HR) Cc RUNOFF COEFF. FROM TO Al A2 18,880 0.43 90 0.89 2.77 0.43 5.00 0.00 5.00 7.22 0.89 A2 A3 21,320 0.49 90 0.89 3.13 0.92 5.00 0.29 5.29 7.15 0.89 A3 A4 0 0.00 0 0.30 0.00 0.92 5.00 0.65 5.65 7.05 0.89 A4 A5 12,250 0.28 80 0.82 1.67 1.20 5.00 0.91 5.91 6.99 0.87 A5 A6 2,530 0.06 80 0.82 0.34 1.26 5.00 1.07 6.07 6.95 0.87 A6 A7 890 0.02 60 0.69 0.10 1.28 5.00 1.19 6.19 6.92 0.86 A7 A8 3,440 0.08 20 0.43 0.25 1.36 5.00 1.26 6.26 6.90 0.84 A8 A9 18,000 0.41 50 0.63 1.87 1.77 5.00 1.70 6.70 6.79 0.79 A9 A10 13,000 0.30 30 0.50 1.07 2.07 5.00 1.81 6.81 6.77 0.75 A10 All 16,020 0.37 5 0.33 0.88 2.44 5.00 2.13 7.13 6.69 0.68 All Al2 26,380 0.00 75 0.79 0.00 2.44 5.00 2.51 7.51 6.61 0.68 Al2 A13 13,840 0.32 60 0.69 1.58 2.76 5.00 2.81 7.81 6.54 0.69 A13 A14 13,340 0.31 70 0.76 1.67 3.06 5.00 3.06 8.06 6.49 0.69 A14 A15 13,550 0.31 80 0.82 1.84 3.38 5.00 3.27 8.27 6.44 0.70 A15 A16 19,360 0.44 95 0.92 2.95 3.82 5.00 3.48 8.48 6.40 0.73 A16 A17 22,520 0.52 85 0.85 3.18 4.34 5.00 3.57 8.57 6.38 0.74 A17 A18 9,680 0.22 60 0.69 1.11 4.56 5.00 3.75 8.75 6.34 0.74 A18 A19 31,830 0.73 85 0.85 4.50 5.29 5.00 3.78 8.78 6.34 0.76 A20 A3 29,060 0.67 75 0.79 3.79 0.67 5.00 0.00 5.00 7.22 0.79 A21 A22 10,070 0.23 90 0.89 1.48 0.23 5.00 0.00 5.00 7.22 0.89 A22 A4 10,370 0.24 85 0.85 1.47 0.47 5.00 0.09 5.09 7.20 0.87 A23 A6 37,430 0.86 100 0.95 5.90 0.86 5.00 0.00 5.00 7.22 0.95 A24 A8 30,720 0.71 85 0.85 4.34 0.71 5.00 0.00 5.00 7.22 0.85 A25 A26 119,090 2.73 0 0.30 5.92 2.73 5.00 0.00 5.00 7.22 0.30 12- 154 -STORM SYSTEM.AsSTORM Page 1 of 28 LI 1 DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO*JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE- CONTINUED Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO Al A2 2.77 0.00 0.0100 15 6.5 5.3 90 0.29 362.80 361.90 366.50 2.34 A2 A3 5.84 0.00 0.0106 18 10.8 6.1 132 0.36 361.65 360.25 366.80 3.51 A3 A4 9.56 3.79 0.0103 24 23.0 7.3 116 0.26 359.75 358.55 365.40 3.47 A4 A5 14.05 2.93 0.0157 24 28.3 9.0 86 0.16 356.75 355.40 363.90 4.97 A5 A6 14.34 0.00 0.0106 24 23.3 7.4 52 0.12 355.30 354.75 364.50 7.02 A6 A7 20.30 5.90 0.0111 24 23.8 7.6 36 0.08 354.65 354.25 364.50 7.67 A7 A8 20.51 0.00 0.0101 30 41.2 8.4 218 0.43 353.70 351.50 364.00 7.57 A8 A9 33.45 11.31 0.0107 30 42.5 8.6 56 0.11 351.40 350.80 363.90 9.77 A9 A10 34.41 0.00 0.0102 30 41.5 8.4 166 0.33 350.70 349.00 364.20 10.77 A10 All 35.12 0.00 0.0107 30 42.5 8.6 196 0.38 348.90 346.80 363.50 11.87 All Al2 34.97 0.00 0.0100 30 41.0 8.3 150 0.30 346.70 345.20 365.70 16.27 Al2 A13 36.30 0.00 0.0103 30 41.7 8.5 126 0.25 345.10 343.80 363.80 15.97 A13 A14 43.07 5.38 0.0174 30 54.1 11.0 138 0.21 343.70 341.30 358.98 12.55 A14 A15 65.82 21.19 0.0100 42 100.6 10.4 130 0.21 341.30 340.00 355.50 10.38 A15 A16 68.32 0.00 0.0103 42 102.3 10.6 58 0.09 339.90 339.30 350.35 6.63 A16 A17 78.12 7.04 0.0115 42 107.8 11.2 122 0.18 339.20 337.80 349.00 5.98 A17 A18 92.71 13.73 0.0136 48 167.7 13.3 22 0.03 337.30 337.00 344.85 3.19 A18 A19 96.64 0.00 0.0125 48 160.6 12.8 32 0.04 336.90 336.50 344.85 3.59 A20 A3 3.79 0.00 0.0164 15 8.3 6.7 152 0.38 362.50 360.00 366.00 2.14 A21 A22 1.48 0.00 0.0107 15 6.7 5.4 28 0.09 359.00 358.70 362.55 2.19 A22 A4 2.93 0.00 0.0108 15 6.7 5.5 102 0.31 358.60 357.50 362.55 2.59 A23 A6 5.90 0.00 0.0104 15 6.6 5.4 48 0.15 359.50 359.00 363.00 2.14 A24 A8 4.34 0.00 0.0181 15 8.7 7.1 166 0.39 363.00 360.00 367.00 2.64 A25 A26 5.92 0.00 0.0250 18 16.6 9.4 20 0.04 354.80 354.30 363.00 6.56 12- 154 -STORM SYSTEM.AsSTORM Page 2 of 28 LI DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO!JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE CONTINUED BEND LOSS K'S 90 DEG =0.7 30 DEG =0.28 60 DEG =0.55 15 DEG =0.10 PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY (FT) (FT) (CFS) K (FT /FT) (FPS) FROM TO Al A2 1.2272 0.3125 0.00 0.16 0.02 0.00 0.00 0.18 0.00 0.0018 2.25 A2 A3 1.7671 0.3750 0.00 0.41 0.04 0.03 0.04 0.52 0.55 0.0031 3.29 A3 A4 3.1416 0.5000 3.79 0.21 0.04 0.06 0.09 0.39 0.55 0.0018 3.03 A4 A5 3.1416 0.5000 6.73 0.33 0.08 0.05 0.08 0.53 0.55 0.0038 4.45 A5 A6 3.1416 0.5000 6.73 0.21 0.08 0.11 0.00 0.39 0.00 0.0040 4.54 A6 A7 3.1416 0.5000 12.62 0.29 0.16 0.11 0.00 0.56 0.00 0.0080 6.43 A7 A8 4.9087 0.6250 12.62 0.54 0.07 0.22 0.06 0.90 0.10 0.0025 4.15 A8 A9 4.9087 0.6250 23.93 0.37 0.18 0.09 0.08 0.72 0.28 0.0066 6.77 A9 A10 4.9087 0.6250 23.93 1.16 0.19 0.25 0.07 1.67 0.10 0.0070 6.97 A10 All 4.9087 0.6250 23.93 1.42 0.20 0.26 0.53 2.41 0.70 0.0073 7.11 All Al2 4.9087 0.6250 23.93 1.08 0.19 0.27 0.08 1.63 0.10 0.0072 7.08 Al2 A13 4.9087 0.6250 23.93 0.98 0.21 0.27 0.22 1.68 0.28 0.0078 7.35 A13 A14 4.9087 0.6250 29.31 1.51 0.30 0.29 0.46 2.56 0.55 0.0109 8.72 A14 A15 9.6211 0.8750 50.50 0.55 0.18 0.41 0.83 1.97 0.70 0.0042 6.79 A15 A16 9.6211 0.8750 50.50 0.26 0.19 0.25 0.07 0.78 0.10 0.0046 7.05 A16 A17 9.6211 0.8750 57.55 0.73 0.25 0.27 0.22 1.47 0.28 0.0060 8.06 A17 A18 12.5664 1.0000 71.28 0.09 0.21 0.35 0.71 1.36 0.70 0.0041 7.32 A18 A19 12.5664 1.0000 71.28 0.14 0.23 0.29 0.00 0.66 0.00 0.0045 7.63 A20 A3 1.2272 0.3125 0.00 0.52 0.04 0.00 0.00 0.56 0.00 0.0034 3.08 A21 A22 1.2272 0.3125 0.00 0.01 0.01 0.00 0.00 0.02 0.00 0.0005 1.20 A22 A4 1.2272 0.3125 0.00 0.21 0.02 0.01 0.02 0.25 0.70 0.0021 2.38 A23 A6 1.2272 0.3125 0.00 0.40 0.09 0.00 0.00 0.49 0.00 0.0083 4.79 A24 A8 1.2272 0.3125 0.00 0.75 0.05 0.00 0.00 0.79 0.00 0.0045 3.53 A25 A26 1.7671 0.3750 0.00 0.06 0.04 0.00 0.00 0.11 0.00 0.0032 3.34 12- 154 -STORM SYSTEM.AsSTORM Page 3 of 28 D LI . .................................. • ' . 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g /(h +T), FOR 10 YR STORM g =195, h =22, T= TIME OF CONCENTRATION 4. MANNINGS "n" FACTOR = .013 5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S. ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) Al A2 362.87 363.05 363.64 363.64 INLET 2.86 DI OK A2 A3 361.15 361.67 362.87 362.87 INLET 3.93 DI OK A3 A4 360.07 360.46 361.15 361.15 INLET 4.25 MH OK A4 A5 359.53 360.07 358.61 360.07 OUTLET 3.33 CB OK A5 A6 359.14 359.53 357.20 359.53 OUTLET 4.47 CB OK A6 A7 358.58 359.14 357.45 359.14 OUTLET 4.86 CB OK A7 A8 357.68 358.58 355.70 358.58 OUTLET 5.42 DI OK A8 A9 356.97 357.68 354.65 357.68 OUTLET 5.72 CB OK A9 A10 355.30 356.97 354.07 356.97 OUTLET 6.73 CB OK A10 All 352.89 355.30 352.36 355.30 OUTLET 8.20 DI OK All Al2 351.26 352.89 350.14 352.89 OUTLET 12.81 DI OK Al2 A13 349.58 351.26 348.71 351.26 OUTLET 12.54 DI OK A13 A14 347.02 349.58 348.27 349.58 OUTLET 8.90 CB OK A14 A15 345.06 347.02 345.07 347.02 OUTLET 7.98 CB OK A15 A16 344.28 345.06 343.83 345.06 OUTLET 4.79 CB OK A16 A17 342.81 344.28 343.79 344.28 OUTLET 4.72 DI OK A17 A18 341.45 342.81 341.65 342.81 OUTLET 1.54 CB OK A18 A19 339.70 340.36 341.45 341.45 INLET 2.90 CB OK Tailwater Elev= 339.70 A20 A3 361.15 361.71 363.54 363.54 INLET 2.46 DI OK Tailwater Elev= 361.15 A21 A22 360.32 360.34 359.69 360.34 OUTLET 1.71 CB OK A22 A4 360.07 360.32 359.47 360.32 OUTLET 1.73 CB OK Tailwater Elev= 360.07 A23 A6 360.00 360.49 361.12 361.12 INLET 1.88 DI OK Tailwater Elev= 360.00 A24 A8 361.00 361.79 364.16 364.16 INLET 2.34 CB OK Tailwater Elev= 361.00 A25 A26 355.62 355.73 356.03 356.03 INLET 6.97 1 FES OK 12- 154 -STORM SYSTEM.AsSTORM Page 4 of 28 D LI • ' . ► 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR / / REVISION / / RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE CONTINUED INLET AREA (SF) INLET AREA (AC) IMPERVIOUS N INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN /HR) Cc RUNOFF COEFF. FROM TO A26 A8 7,420 0.17 85 0.85 1.05 2.90 5.00 0.04 5.04 7.21 0.33 A27 A28 31,290 0.72 90 0.89 4.59 0.72 5.00 0.00 5.00 7.22 0.89 A28 A13 7,680 0.18 60 0.69 0.88 0.89 5.00 0.45 5.45 7.10 0.85 A29 A14 8,740 0.20 90 0.89 1.28 0.20 5.00 0.00 5.00 7.22 0.89 A30 A31 26,330 0.60 15 0.40 1.74 0.60 5.00 0.00 5.00 7.22 0.40 A31 A32 7,790 0.18 40 0.56 0.72 0.78 5.00 0.06 5.06 7.21 0.43 A32 A33 29,360 0.67 60 0.69 3.36 1.46 5.00 0.50 5.50 7.09 0.55 A33 A34 23,400 0.54 80 0.82 3.18 1.99 5.00 0.80 5.80 7.01 0.62 A34 A35 22,920 0.53 85 0.85 3.24 2.52 5.00 1.08 6.08 6.95 0.67 A35 A36 29,860 0.69 90 0.89 4.38 3.21 5.00 1.18 6.18 6.92 0.72 A36 A14 15,750 0.36 85 0.85 2.23 3.57 5.00 1.26 6.26 6.90 0.73 A37 A38 4,080 0.09 10 0.37 0.25 0.09 5.00 0.00 5.00 7.22 0.37 A38 A33 8,940 0.21 80 0.82 1.22 0.30 5.00 0.20 5.20 7.17 0.68 A39 A40 2,510 0.06 60 0.69 0.29 0.06 5.00 0.00 5.00 7.22 0.69 A40 A35 1,470 0.03 60 0.69 0.17 0.09 5.00 0.10 5.10 7.20 0.69 A41 A42 31,770 0.73 70 0.76 3.98 0.73 5.00 0.00 5.00 7.22 0.76 A42 A43 18,770 0.43 90 0.89 2.75 1.16 5.00 0.26 5.26 7.15 0.80 A43 A16 7,720 0.18 5 0.33 0.43 1.34 5.00 0.43 5.43 7.11 0.74 A44 A45 31,360 0.72 30 0.50 2.57 0.72 5.00 0.00 5.00 7.22 0.50 A45 A46 8,450 0.19 5 0.33 0.47 0.91 5.00 0.11 5.11 7.19 0.46 A46 A47 19,150 0.44 80 0.82 2.60 1.35 5.00 0.57 5.57 7.07 0.58 A47 A48 27,150 0.62 90 0.89 3.98 1.98 5.00 0.82 5.82 7.01 0.67 A48 A17 20,270 0.47 70 0.76 2.54 2.44 5.00 1.04 6.04 6.95 0.69 12- 154 -STORM SYSTEM.AsSTORM Page 5 of 28 LI 1 DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO*JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE- CONTINUED Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO A26 A8 6.96 0.00 0.0136 18 12.3 6.9 22 0.05 354.20 353.90 363.90 8.06 A27 A28 4.59 0.00 0.0157 15 8.1 6.6 178 0.45 362.30 359.50 365.80 2.14 A28 A13 5.38 0.00 0.0268 15 10.6 8.6 138 0.27 359.40 355.70 362.93 2.17 A29 A14 1.28 0.00 0.0400 15 12.9 10.5 110 0.17 356.40 352.00 359.80 2.04 A30 A31 1.74 0.00 0.0136 15 7.5 6.1 22 0.06 360.30 360.00 363.75 2.09 A31 A32 2.45 0.00 0.0110 15 6.8 5.5 146 0.44 359.90 358.30 363.75 2.49 A32 A33 5.71 0.00 0.0185 18 14.3 8.1 146 0.30 358.00 355.30 362.00 2.36 A33 A34 10.19 1.45 0.0132 24 26.0 8.3 136 0.27 354.40 352.60 359.85 3.27 A34 A35 13.22 0.00 0.0316 24 40.2 12.8 76 0.10 352.50 350.10 356.90 2.22 A35 A36 17.83 0.45 0.0432 24 47.0 15.0 74 0.08 349.80 346.60 355.40 3.42 A36 A14 19.91 0.00 0.0287 24 38.3 12.2 94 0.13 346.50 343.80 357.10 8.42 A37 A38 0.25 0.00 0.0369 15 12.4 10.1 122 0.20 360.40 355.90 363.80 2.04 A38 A33 1.45 0.00 0.0100 15 6.5 5.3 60 0.19 355.80 355.20 359.80 2.64 A39 A40 0.29 0.00 0.0100 15 6.5 5.3 30 0.10 351.30 351.00 354.80 2.14 A40 A35 0.45 0.00 0.0100 15 6.5 5.3 30 0.10 350.90 350.60 355.00 2.74 A41 A42 3.98 0.00 0.0283 15 10.9 8.8 138 0.26 354.20 350.30 357.65 2.09 A42 A43 6.67 0.00 0.0375 15 12.5 10.2 104 0.17 350.20 346.30 354.00 2.44 A43 A16 7.04 0.00 0.0205 18 15.0 8.5 44 0.09 346.20 345.30 350.00 2.16 A44 A45 2.57 0.00 0.0610 15 16.0 13.0 82 0.11 354.50 349.50 358.00 2.14 A45 A46 3.03 0.00 0.0119 15 7.0 5.7 160 0.47 349.40 347.50 352.50 1.74 A46 A47 5.53 0.00 0.0269 15 10.6 8.6 130 0.25 347.40 343.90 351.00 2.24 A47 A48 11.37 2.02 0.0233 24 34.5 11.0 146 0.22 343.30 339.90 347.75 2.27 A48 A17 13.73 0.00 0.0103 24 22.9 7.3 78 0.18 339.80 339.00 344.25 2.27 12- 154 -STORM SYSTEM.AsSTORM Page 6 of 28 LI DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO!JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE CONTINUED BEND LOSS K'S 90 DEG =0.7 30 DEG =0.28 60 DEG =0.55 15 DEG =0.10 PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY (FT) (FT) (CFS) K (FT /FT) (FPS) FROM TO A26 A8 1.7671 0.3750 0.00 0.10 0.06 0.06 0.10 0.31 0.55 0.0044 3.92 A27 A28 1.2272 0.3125 0.00 0.90 0.05 0.00 0.00 0.95 0.00 0.0050 3.73 A28 A13 1.2272 0.3125 0.00 0.95 0.07 0.08 0.06 1.16 0.28 0.0069 4.37 A29 A14 1.2272 0.3125 0.00 0.04 0.00 0.00 0.00 0.05 0.00 0.0004 1.04 A30 A31 1.2272 0.3125 0.00 0.02 0.01 0.00 0.00 0.02 0.00 0.0007 1.41 A31 A32 1.2272 0.3125 0.00 0.21 0.02 0.01 0.00 0.24 0.10 0.0014 1.99 A32 A33 1.7671 0.3750 0.00 0.43 0.04 0.02 0.04 0.53 0.70 0.0029 3.22 A33 A34 3.1416 0.5000 1.45 0.27 0.04 0.06 0.09 0.46 0.55 0.0020 3.23 A34 A35 3.1416 0.5000 1.45 0.26 0.07 0.06 0.09 0.47 0.55 0.0034 4.19 A35 A36 3.1416 0.5000 1.91 0.46 0.12 0.10 0.15 0.82 0.55 0.0062 5.65 A36 A14 3.1416 0.5000 1.91 0.72 0.15 0.17 0.27 1.32 0.55 0.0077 6.31 A37 A38 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.20 A38 A33 1.2272 0.3125 0.00 0.03 0.01 0.00 0.00 0.04 0.55 0.0005 1.18 A39 A40 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.23 A40 A35 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.55 0.0000 0.37 A41 A42 1.2272 0.3125 0.00 0.52 0.04 0.00 0.00 0.56 0.00 0.0038 3.23 A42 A43 1.2272 0.3125 0.00 1.10 0.11 0.06 0.02 1.29 0.10 0.0106 5.41 A43 A16 1.7671 0.3750 0.00 0.20 0.06 0.16 0.05 0.46 0.10 0.0045 3.97 A44 A45 1.2272 0.3125 0.00 0.13 0.02 0.00 0.00 0.15 0.00 0.0016 2.09 A45 A46 1.2272 0.3125 0.00 0.35 0.02 0.02 0.04 0.43 0.55 0.0022 2.46 A46 A47 1.2272 0.3125 0.00 0.95 0.08 0.03 0.01 1.07 0.10 0.0073 4.49 A47 A48 3.1416 0.5000 2.02 0.37 0.05 0.11 0.17 0.70 0.55 0.0025 3.60 A48 A17 3.1416 0.5000 2.02 0.29 0.07 0.07 0.14 0.57 0.70 0.0037 4.35 12- 154 -STORM SYSTEM.AsSTORM Page 7 of 28 D LI . .................................. • ' . 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g /(h +T), FOR 10 YR STORM g =195, h =22, T= TIME OF CONCENTRATION 4. MANNINGS "n" FACTOR = .013 5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S. ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) A26 A8 355.10 355.41 355.62 Tailwater Elev= 355.62 355.10 INLET 7.78 CB OK A27 A28 360.85 361.80 363.53 363.53 INLET 2.27 DI OK A28 A13 356.70 357.86 360.85 360.85 INLET 1.58 CB OK Tailwater Elev= 356.70 A29 A14 353.00 353.05 357.07 357.07 INLET 2.23 CB OK Tailwater Elev= 353.00 A30 A31 360.70 360.72 361.01 361.01 INLET 2.24 CB OK A31 A32 359.20 359.44 360.70 360.70 INLET 2.55 CB OK A32 A33 355.85 356.39 359.20 359.20 INLET 2.30 CB OK A33 A34 354.26 354.72 355.85 355.85 INLET 3.50 CB OK A34 A35 352.19 352.66 354.26 354.26 INLET 2.14 CB OK A35 A36 349.23 350.06 352.19 352.19 INLET 2.71 CB OK A36 A14 347.02 348.35 349.23 349.23 INLET 7.37 CB OK Tailwater Elev= 347.02 A37 A38 356.49 356.49 361.03 361.03 INLET 2.77 DI OK A38 A33 356.20 356.24 356.49 356.49 INLET 2.81 CB OK Tailwater Elev= 356.20 A39 A40 352.19 352.19 351.93 352.19 OUTLET 2.61 DI OK A40 A35 352.19 352.19 351.53 352.19 OUTLET 2.81 DI OK Tailwater Elev= 352.19 A41 A42 352.10 352.66 355.28 355.28 INLET 1.87 CB OK A42 A43 347.64 348.92 352.10 352.10 INLET 1.40 CB OK A43 A16 346.50 346.96 347.64 347.64 INLET 2.36 DI OK Tailwater Elev= 346.50 A44 A45 350.29 350.43 355.31 355.31 INLET 2.69 DI OK A45 A46 348.90 349.33 350.29 350.29 INLET 2.21 DI OK A46 A47 344.86 345.93 348.90 348.90 INLET 2.10 DI OK A47 A48 341.62 342.32 344.86 344.86 INLET 2.39 CB OK A48 A17 340.60 341.17 341.62 341.62 INLET 2.13 1 CB OK 12- 154 -STORM SYSTEM.AsSTORM Page 8 of 28 D LI • ' . ► 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR / / REVISION / / RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE CONTINUED INLET AREA (SF) INLET AREA (AC) IMPERVIOUS N INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN /HR) Cc RUNOFF COEFF. FROM TO A49 A50 9,900 0.23 95 0.92 1.51 0.23 5.00 0.00 5.00 7.22 0.92 A50 A47 3,570 0.08 95 0.92 0.54 0.31 5.00 0.34 5.34 7.13 0.92 B1 B2 7,650 0.18 90 0.89 1.12 0.18 5.00 0.00 5.00 7.22 0.89 B2 B3 4,960 0.11 90 0.89 0.73 0.29 5.00 0.09 5.09 7.20 0.89 B3 B4 9,300 0.21 20 0.43 0.66 0.50 5.00 0.16 5.16 7.18 0.69 B4 B5 32,790 0.75 10 0.37 1.98 1.26 5.00 0.73 5.73 7.03 0.50 B5 B6 20,920 0.48 0 0.30 1.04 1.74 5.00 1.17 6.17 6.92 0.44 B6 B7 55,920 1.28 5 0.33 3.08 3.02 5.00 1.33 6.33 6.88 0.40 B7 B8 59,980 1.38 10 0.37 3.63 4.40 5.00 1.61 6.61 6.82 0.39 B8 B9 33,860 0.78 20 0.43 2.41 5.17 5.00 2.04 7.04 6.71 0.39 B9 B10 33,820 0.78 15 0.40 2.23 5.95 5.00 2.43 7.43 6.63 0.39 B10 B11 22,580 0.52 15 0.40 1.49 6.47 5.00 2.85 7.85 6.53 0.39 B12 B3 8,850 0.20 25 0.46 0.68 0.20 5.00 0.00 5.00 7.22 0.46 B13 B4 3,260 0.07 90 0.89 0.48 0.07 5.00 0.00 5.00 7.22 0.89 B14 B15 19,290 0.44 15 0.40 1.27 0.44 5.00 0.00 5.00 7.22 0.40 B15 B6 28,600 0.66 5 0.33 1.58 1.10 5.00 0.57 5.57 7.07 0.36 B16 B17 11,480 0.26 5 0.33 0.63 0.26 5.00 0.00 5.00 7.22 0.33 B17 B18 35,470 0.81 25 0.46 2.72 1.08 5.00 0.18 5.18 7.17 0.43 B18 B19 2,970 0.07 0 0.30 0.15 1.15 5.00 0.44 5.44 7.11 0.42 B19 B20 4,630 0.11 20 0.43 0.33 1.25 5.00 0.75 5.75 7.03 0.42 B20 B21 36,780 0.84 30 0.50 3.02 2.10 5.00 0.87 5.87 7.00 0.45 B21 B8 3,870 0.09 5 0.33 0.21 2.19 5.00 1.30 6.30 6.89 0.45 B22 B19 850 0.02 50 0.63 0.09 0.02 5.00 0.00 5.00 7.22 0.63 12- 154 -STORM SYSTEM.AsSTORM Page 9 of 28 LI 1 DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO*JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE- CONTINUED Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO A49 A50 1.51 0.00 0.0193 15 9.0 7.3 150 0.34 351.80 348.90 355.30 2.14 A50 A47 2.02 0.00 0.0324 15 11.6 9.5 148 0.26 348.80 344.00 352.30 2.14 B1 B2 1.12 0.00 0.0107 15 6.7 5.4 28 0.09 363.20 362.90 366.70 2.14 B2 B3 1.84 0.00 0.0947 15 19.9 16.2 76 0.08 362.90 355.70 366.70 2.44 B3 B4 3.18 0.68 0.0101 15 6.5 5.3 178 0.56 355.60 353.80 360.40 3.44 B4 B5 5.54 0.48 0.0203 15 9.2 7.5 202 0.45 353.70 349.60 358.00 2.94 B5 B6 6.46 0.00 0.0298 15 11.1 9.1 84 0.15 349.50 347.00 358.50 7.64 B6 B7 12.16 2.79 0.0115 24 24.3 7.7 130 0.28 344.20 342.70 350.50 4.12 B7 B8 15.51 0.00 0.0115 24 24.3 7.7 200 0.43 342.60 340.30 348.80 4.02 B8 B9 24.30 6.72 0.0095 30 39.9 8.1 190 0.39 340.20 338.40 348.50 5.57 B9 B10 26.17 0.00 0.0084 30 37.6 7.7 190 0.41 338.30 336.70 348.50 7.47 B10 B11 40.66 13.36 0.0091 36 63.6 9.0 66 0.12 336.60 336.00 348.50 8.63 B12 B3 0.68 0.00 0.0102 15 6.5 5.3 118 0.37 356.90 355.70 360.40 2.14 B13 B4 0.48 0.00 0.0915 15 19.5 15.9 106 0.11 363.50 353.80 368.30 3.44 B14 B15 1.27 0.00 0.0100 15 6.5 5.3 180 0.57 349.00 347.20 352.50 2.14 B15 B6 2.79 0.00 0.0103 15 6.6 5.3 272 0.85 347.10 344.30 352.50 4.04 B16 B17 0.63 0.00 0.0103 15 6.6 5.3 58 0.18 347.50 346.90 351.00 2.14 B17 B18 3.33 0.00 0.0107 15 6.7 5.4 84 0.26 346.80 345.90 350.70 2.54 B18 B19 3.44 0.00 0.0102 15 6.5 5.3 98 0.31 345.80 344.80 351.00 3.84 B19 B20 3.82 0.09 0.0279 15 10.8 8.8 68 0.13 344.70 342.80 351.00 4.94 B20 B21 6.72 0.00 0.0090 18 10.0 5.6 144 0.43 342.50 341.20 350.70 6.56 B21 B8 6.83 0.00 0.0097 18 10.4 5.9 72 0.21 341.10 340.40 350.50 7.76 B22 B19 0.09 0.00 0.0100 12 3.6 4.5 50 0.18 347.80 347.30 351.35 2.46 12- 154 -STORM SYSTEM.AsSTORM Page 10 of 28 LI DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO!JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE CONTINUED BEND LOSS K'S 90 DEG =0.7 30 DEG =0.28 60 DEG =0.55 15 DEG =0.10 PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY (FT) (FT) (CFS) K (FT /FT) (FPS) FROM TO A49 A50 1.2272 0.3125 0.00 0.08 0.01 0.00 0.00 0.09 0.00 0.0005 1.22 A50 A47 1.2272 0.3125 0.00 0.14 0.01 0.01 0.00 0.17 0.10 0.0010 1.64 B1 B2 1.2272 0.3125 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.0003 0.91 B2 B3 1.2272 0.3125 0.00 0.06 0.01 0.00 0.01 0.08 0.55 0.0008 1.50 B3 B4 1.2272 0.3125 0.68 0.43 0.03 0.01 0.00 0.47 0.00 0.0024 2.58 B4 B5 1.2272 0.3125 1.16 1.48 0.08 0.04 0.07 1.66 0.70 0.0073 4.50 B5 B6 1.2272 0.3125 1.16 0.84 0.11 0.11 0.17 1.23 0.55 0.0100 5.25 B6 B7 3.1416 0.5000 3.95 0.37 0.06 0.15 0.12 0.70 0.28 0.0029 3.85 B7 B8 3.1416 0.5000 3.95 0.93 0.09 0.08 0.13 1.23 0.55 0.0047 4.91 B8 B9 4.9087 0.6250 10.67 0.66 0.09 0.13 0.00 0.89 0.00 0.0035 4.92 B9 B10 4.9087 0.6250 10.67 0.77 0.11 0.13 0.04 1.04 0.10 0.0040 5.30 B10 B11 7.0686 0.7500 24.03 0.24 0.13 0.15 0.24 0.76 0.55 0.0037 5.71 B12 B3 1.2272 0.3125 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.0001 0.55 B13 B4 1.2272 0.3125 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.0001 0.39 B14 B15 1.2272 0.3125 0.00 0.07 0.00 0.00 0.00 0.07 0.00 0.0004 1.03 B15 B6 1.2272 0.3125 0.00 0.50 0.02 0.01 0.01 0.54 0.55 0.0019 2.26 B16 B17 1.2272 0.3125 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.0001 0.51 B17 B18 1.2272 0.3125 0.00 0.22 0.03 0.00 0.00 0.25 0.55 0.0026 2.70 B18 B19 1.2272 0.3125 0.00 0.28 0.03 0.04 0.06 0.41 0.55 0.0028 2.80 B19 B20 1.2272 0.3125 0.09 0.24 0.04 0.04 0.09 0.40 0.70 0.0035 3.10 B20 B21 1.7671 0.3750 0.09 0.59 0.06 0.05 0.08 0.78 0.55 0.0041 3.79 B21 B8 1.7671 0.3750 0.09 0.30 0.06 0.08 0.12 0.56 0.55 0.0042 3.85 B22 B19 0.7854 0.2500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.11 12- 154 -STORM SYSTEM.AsSTORM Page 11 of 28 D LI . .................................. • ' . 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g /(h +T), FOR 10 YR STORM g =195, h =22, T= TIME OF CONCENTRATION 4. MANNINGS "n" FACTOR = .013 5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S. ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) 349.54 Tailwater Elev= 349.63 352.49 340.60 352.49 INLET 2.31 CB OK A49 A50 A50 A47 345.00 345.17 349.54 349.54 INLET 2.26 CB OK Tailwater Elev= 345.00 B1 B2 363.62 363.63 363.86 363.86 INLET 2.34 CB OK B2 B3 356.51 356.60 363.62 363.62 INLET 2.58 CB OK B3 B4 355.20 355.67 356.51 356.51 INLET 3.89 DI OK B4 B5 351.32 352.99 355.20 355.20 INLET 2.80 DI OK B5 B6 347.00 348.23 351.32 351.32 INLET 7.18 DI OK B6 B7 344.65 345.35 345.85 345.85 INLET 4.65 DI OK B7 B8 342.51 343.74 344.65 344.65 INLET 4.15 DI OK B8 B9 340.78 341.66 342.51 342.51 INLET 5.99 DI OK B9 B10 339.53 340.57 340.78 340.78 INLET 7.72 DI OK B10 B11 338.40 339.16 339.53 339.53 INLET 8.97 DI OK Tailwater Elev= 338.40 B12 B3 356.70 356.71 357.54 357.54 INLET 2.86 DI OK Tailwater Elev= 356.70 B13 B4 354.80 354.81 364.13 364.13 INLET 3.67 CB OK Tailwater Elev= 354.80 B14 B15 347.95 348.02 349.67 349.67 INLET 2.83 DI OK B15 B6 345.85 346.39 347.95 347.95 INLET 4.55 DI OK Tailwater Elev= 345.85 B16 B17 347.74 347.75 348.14 348.14 INLET 2.86 DI OK B17 B18 346.76 347.02 347.74 347.74 INLET 2.96 DI OK B18 B19 345.74 346.15 346.76 346.76 INLET 4.24 DI OK B19 B20 343.87 344.28 345.74 345.74 INLET 5.26 DI OK B20 B21 343.07 343.84 343.87 343.87 INLET 6.83 DI OK B21 B8 342.51 343.07 342.49 343.07 OUTLET 7.43 DI OK Tailwater Elev= 342.51 B22 B19 348.10 348.10 348.30 348.30 INLET 3.05 1 DI OK 12- 154 -STORM SYSTEM.AsSTORM Page 12 of 28 D LI • ' . ► 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR / / REVISION / / RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE CONTINUED INLET AREA (SF) INLET AREA (AC) IMPERVIOUS N INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN /HR) Cc RUNOFF COEFF. FROM TO B23 B24 11,320 0.26 10 0.37 0.69 0.26 5.00 0.00 5.00 7.22 0.37 B24 B25 4,130 0.09 90 0.89 0.61 0.35 5.00 0.05 5.05 7.21 0.50 B25 B26 8,920 0.20 0 0.30 0.44 0.56 5.00 0.15 5.15 7.18 0.43 B26 B27 2,500 0.06 50 0.63 0.26 0.62 5.00 0.40 5.40 7.12 0.45 B27 B28 2,750 0.06 50 0.63 0.28 0.68 5.00 0.64 5.64 7.06 0.46 B28 B29 2,470 0.06 60 0.69 0.28 0.74 5.00 0.82 5.82 7.01 0.48 B29 B30 2,740 0.06 50 0.63 0.28 0.80 5.00 1.00 6.00 6.96 0.49 B30 B31 1,610 0.04 60 0.69 0.18 0.84 5.00 1.24 6.24 6.91 0.50 B31 B32 2,920 0.07 55 0.66 0.32 0.90 5.00 1.43 6.43 6.86 0.51 B32 B33 2,870 0.07 100 0.95 0.45 0.97 5.00 1.58 6.58 6.82 0.54 B33 B34 9,450 0.00 15 0.40 0.00 0.97 5.00 1.64 6.64 6.81 0.54 B34 B35 35,560 0.82 25 0.46 2.73 1.79 5.00 1.78 6.78 6.78 0.51 B35 B36 3,460 0.08 10 0.37 0.21 1.87 5.00 1.99 6.99 6.73 0.50 B36 B37 6,870 0.16 20 0.43 0.49 2.02 5.00 2.19 7.19 6.68 0.49 B37 B38 36,500 0.84 30 0.50 3.00 2.86 5.00 2.33 7.33 6.65 0.49 B38 B10 5,490 0.13 50 0.63 0.57 2.99 5.00 2.49 7.49 6.61 0.50 B39 B40 39,950 0.92 0 0.30 1.99 0.92 5.00 0.00 5.00 7.22 0.30 B40 B41 5,590 0.13 90 0.89 0.82 1.05 5.00 0.03 5.03 7.21 0.37 B41 B31 5,190 0.12 90 0.89 0.76 1.16 5.00 0.10 5.10 7.20 0.42 B42 B32 2,820 0.06 100 0.95 0.44 0.06 5.00 0.00 5.00 7.22 0.95 B43 B44 10,530 0.24 70 0.76 1.32 0.24 5.00 0.00 5.00 7.22 0.76 B44 B33 11,190 0.26 70 0.76 1.40 0.50 5.00 0.40 5.40 7.12 0.76 B45 B38 2,090 0.05 55 0.66 0.23 0.05 5.00 0.00 5.00 7.22 0.66 Cl C2 22,680 0.52 90 0.89 3.33 0.52 5.00 0.00 5.00 7.22 0.89 12- 154 -STORM SYSTEM.AsSTORM Page 13 of 28 LI 1 DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO*JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE- CONTINUED Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO B23 B24 0.69 0.00 0.0182 15 8.7 7.1 22 0.05 365.00 364.60 369.00 2.64 B24 B25 1.29 0.00 0.0515 15 14.7 11.9 68 0.10 364.50 361.00 369.00 3.14 B25 B26 1.73 0.00 0.0107 15 6.7 5.4 84 0.26 360.90 360.00 364.50 2.24 B26 B27 1.96 0.00 0.0105 15 6.6 5.4 76 0.23 359.90 359.10 365.50 4.24 B27 B28 2.23 0.00 0.0103 15 6.6 5.3 58 0.18 359.00 358.40 365.50 5.14 B28 B29 2.49 0.00 0.0103 15 6.6 5.3 58 0.18 358.30 357.70 365.50 5.84 B29 B30 2.74 0.00 0.0105 15 6.6 5.4 76 0.23 357.60 356.80 365.50 6.54 B30 B31 2.90 0.00 0.0109 15 6.8 5.5 64 0.19 356.70 356.00 365.50 7.44 B31 B32 6.74 3.56 0.0116 18 11.3 6.4 56 0.15 355.75 355.10 364.00 6.61 B32 B33 7.59 0.44 0.0972 18 32.8 18.5 72 0.06 354.00 347.00 364.50 8.86 B33 B34 10.26 2.68 0.0100 24 22.6 7.2 60 0.14 344.30 343.70 351.00 4.52 B34 B35 12.80 0.00 0.0106 24 23.3 7.4 94 0.21 343.20 342.20 350.70 5.32 B35 B36 12.95 0.00 0.0109 24 23.6 7.5 92 0.20 342.10 341.10 351.00 6.72 B36 B37 13.36 0.00 0.0100 24 22.6 7.2 60 0.14 341.00 340.40 351.00 7.82 B37 B38 16.09 0.00 0.0091 24 21.6 6.9 66 0.16 340.30 339.70 350.70 8.22 B38 B10 16.78 0.23 0.0101 24 22.8 7.2 138 0.32 339.60 338.20 350.80 9.02 B39 B40 1.99 0.00 0.0214 15 9.5 7.7 14 0.03 363.50 363.20 367.00 2.14 B40 B41 2.80 0.00 0.0125 15 7.2 5.9 24 0.07 363.10 362.80 367.25 2.79 B41 B31 3.56 0.00 0.0917 15 19.6 15.9 24 0.03 362.30 360.10 367.35 3.69 B42 B32 0.44 0.00 0.0114 15 6.9 5.6 44 0.13 361.00 360.50 364.50 2.14 B43 B44 1.32 0.00 0.0102 15 6.5 5.3 128 0.40 347.50 346.20 351.00 2.14 B44 B33 2.68 0.00 0.0106 15 6.6 5.4 142 0.44 346.10 344.60 351.00 3.54 B45 B38 0.23 0.00 0.0107 15 6.7 5.4 84 0.26 347.50 346.60 351.00 2.14 C1 C2 3.33 0.00 0.0111 15 6.8 5.5 18 0.05 360.50 360.30 363.50 1.64 12- 154 -STORM SYSTEM.AsSTORM Page 14 of 28 LI DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO!JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE CONTINUED BEND LOSS K'S 90 DEG =0.7 30 DEG =0.28 60 DEG =0.55 15 DEG =0.10 PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY (FT) (FT) (CFS) K (FT /FT) (FPS) FROM TO B23 B24 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0001 0.56 B24 B25 1.2272 0.3125 0.00 0.03 0.00 0.00 0.00 0.03 0.28 0.0004 1.05 B25 B26 1.2272 0.3125 0.00 0.06 0.01 0.01 0.01 0.08 0.55 0.0007 1.40 B26 B27 1.2272 0.3125 0.00 0.07 0.01 0.01 0.00 0.09 0.00 0.0009 1.59 B27 B28 1.2272 0.3125 0.00 0.07 0.01 0.01 0.00 0.10 0.00 0.0012 1.81 B28 B29 1.2272 0.3125 0.00 0.09 0.02 0.02 0.01 0.12 0.10 0.0015 2.02 B29 B30 1.2272 0.3125 0.00 0.14 0.02 0.02 0.03 0.21 0.55 0.0018 2.23 B30 B31 1.2272 0.3125 0.00 0.13 0.02 0.03 0.05 0.23 0.70 0.0020 2.35 B31 B32 1.7671 0.3750 3.56 0.23 0.06 0.03 0.05 0.36 0.55 0.0041 3.80 B32 B33 1.7671 0.3750 4.00 0.37 0.07 0.08 0.06 0.59 0.28 0.0052 4.28 B33 B34 3.1416 0.5000 6.68 0.12 0.04 0.10 0.16 0.42 0.55 0.0020 3.25 B34 B35 3.1416 0.5000 6.68 0.30 0.06 0.06 0.11 0.53 0.70 0.0032 4.05 B35 B36 3.1416 0.5000 6.68 0.30 0.07 0.09 0.18 0.63 0.70 0.0033 4.10 B36 B37 3.1416 0.5000 6.68 0.21 0.07 0.09 0.14 0.51 0.55 0.0035 4.23 B37 B38 3.1416 0.5000 6.68 0.33 0.10 0.10 0.15 0.68 0.55 0.0050 5.09 B38 B10 3.1416 0.5000 6.91 0.75 0.11 0.14 0.22 1.23 0.55 0.0055 5.31 B39 B40 1.2272 0.3125 0.00 0.01 0.01 0.00 0.00 0.02 0.00 0.0009 1.61 B40 B41 1.2272 0.3125 0.00 0.05 0.02 0.01 0.00 0.08 0.00 0.0019 2.28 B41 B31 1.2272 0.3125 0.00 0.07 0.03 0.03 0.00 0.13 0.00 0.0030 2.89 B42 B32 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.36 B43 B44 1.2272 0.3125 0.00 0.05 0.00 0.00 0.00 0.06 0.00 0.0004 1.07 B44 B33 1.2272 0.3125 0.00 0.24 0.02 0.01 0.00 0.27 0.10 0.0017 2.18 B45 B38 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.18 Cl C2 1.2272 0.3125 0.00 0.05 0.03 0.00 0.00 0.08 0.00 0.0026 2.70 12- 154 -STORM SYSTEM.AsSTORM Page 15 of 28 D LI . .................................. • ' . 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g /(h +T), FOR 10 YR STORM g =195, h =22, T= TIME OF CONCENTRATION 4. MANNINGS "n" FACTOR = .013 5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S. ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) 365.17 Tailwater Elev= 365.18 365.64 348.10 365.64 INLET 2.86 CB OK B23 B24 B24 B25 361.61 361.64 365.17 365.17 INLET 3.33 CB OK B25 B26 360.64 360.72 361.61 361.61 INLET 2.89 DI OK B26 B27 359.77 359.86 360.64 360.64 INLET 4.86 DI OK B27 B28 359.10 359.20 359.77 359.77 INLET 5.73 DI OK B28 B29 358.44 358.56 359.10 359.10 INLET 6.40 DI OK B29 B30 357.57 357.78 358.44 358.44 INLET 7.06 DI OK B30 B31 357.13 357.36 357.57 357.57 INLET 7.93 DI OK B31 B32 355.55 355.91 357.13 357.13 INLET 6.87 DI OK B32 B33 347.00 347.59 355.55 355.55 INLET 8.95 DI OK B33 B34 344.92 345.34 345.76 345.76 INLET 5.24 DI OK B34 B35 343.83 344.37 344.92 344.92 INLET 5.78 DI OK B35 B36 343.03 343.66 343.83 343.83 INLET 7.17 DI OK B36 B37 342.51 343.03 342.78 343.03 OUTLET 7.97 DI OK B37 B38 341.83 342.51 342.43 342.51 OUTLET 8.19 DI OK B38 B10 339.80 341.03 341.83 341.83 INLET 8.97 DI OK Tailwater Elev= 339.80 B39 B40 363.95 363.97 364.24 364.24 INLET 2.26 CB OK B40 B41 363.29 363.37 363.95 363.95 INLET 2.80 CB OK B41 B31 361.10 361.23 363.29 363.29 INLET 4.06 DI OK Tailwater Elev= 361.10 B42 B32 361.50 361.50 361.63 361.63 INLET 2.87 DI OK Tailwater Elev= 361.50 B43 B44 346.93 346.99 348.17 348.17 INLET 2.83 DI OK B44 B33 345.76 346.03 346.93 346.93 INLET 4.07 DI OK Tailwater Elev= 345.76 B45 B38 347.60 347.60 348.13 348.13 INLET 2.87 DI OK Tailwater Elev= 347.60 Cl C2 361.53 361.60 361.44 361.60 OUTLET 1.40 CB OK 12- 154 -STORM SYSTEM.AsSTORM Page 16 of 28 !fp, I • ' . DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE CONTINUED INLET AREA (SF) INLET AREA (AC) IMPERVIOUS N INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN /HR) Cc RUNOFF COEFF. FROM TO C2 C3 18,190 0.42 90 0.89 2.67 0.94 5.00 0.05 5.05 7.21 0.89 C3 C4 39,470 0.91 80 0.82 5.37 1.84 5.00 0.74 5.74 7.03 0.85 C4 C5 14,300 0.33 90 0.89 2.10 2.17 5.00 1.03 6.03 6.96 0.86 C5 C6 5,050 0.12 85 0.85 0.71 2.29 5.00 1.10 6.10 6.94 0.86 C7 C8 47,350 1.09 40 0.56 4.40 1.09 5.00 0.00 5.00 7.22 0.56 C8 C4 8,350 0.19 0 0.30 0.42 1.28 5.00 0.44 5.44 7.11 0.52 D1 D2 28,810 0.66 60 0.69 3.30 0.66 5.00 0.00 5.00 7.22 0.69 D2 D3 20,160 0.46 70 0.76 2.52 1.12 5.00 0.52 5.52 7.09 0.72 D3 D4 11,470 0.26 80 0.82 1.56 1.39 5.00 0.86 5.86 7.00 0.74 D4 D5 12,650 0.29 0 0.30 0.63 1.68 5.00 1.22 6.22 6.91 0.66 D5 D6 20,780 0.48 80 0.82 2.83 2.15 5.00 1.60 6.60 6.82 0.70 D6 D7 30,500 0.70 75 0.79 3.98 2.86 5.00 1.92 6.92 6.74 0.72 D7 D8 13,800 0.32 0 0.30 0.69 3.17 5.00 2.00 7.00 6.72 0.68 D8 D9 32,410 0.74 75 0.79 4.23 3.92 5.00 2.03 7.03 6.72 0.70 D9 D10 11,210 0.26 65 0.72 1.34 4.17 5.00 2.07 7.07 6.71 0.70 D11 D4 37,830 0.87 20 0.43 2.70 0.87 5.00 0.00 5.00 7.22 0.43 D12 D13 12,020 0.28 95 0.92 1.83 0.28 5.00 0.00 5.00 7.22 0.92 D13 D14 3,490 0.08 95 0.92 0.53 0.36 5.00 0.16 5.16 7.18 0.92 D14 D15 10,660 0.24 70 0.76 1.33 0.60 5.00 0.51 5.51 7.09 0.85 D15 D6 1,990 0.05 80 0.82 0.27 0.65 5.00 0.81 5.81 7.01 0.85 D16 D17 14,510 0.33 90 0.89 2.13 0.33 5.00 0.00 5.00 7.22 0.89 D17 D14 24,990 0.57 70 0.76 3.13 0.91 5.00 0.26 5.26 7.15 0.80 E1 (BMP 3) E2 352,840 8.10 53 0.64 37.70 8.10 401.00 0.00 401.00 0.46 0.64 E2 E3 16,090 0.37 0 0.30 0.80 8.47 5.00 0.11 401.11 0.46 0.63 12- 154 -STORM SYSTEM.AsSTORM Page 17 of 28 LI 1 DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO*JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE- CONTINUED Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO C2 C3 5.98 0.00 0.0069 18 8.7 4.9 202 0.68 360.20 358.80 363.50 1.66 C3 C4 15.80 4.73 0.0079 24 20.1 6.4 114 0.30 358.70 357.80 362.60 1.72 C4 C5 17.70 0.00 0.0083 30 37.4 7.6 30 0.07 357.70 357.45 362.84 2.41 C5 C6 18.35 0.00 0.0083 30 37.4 7.6 42 0.09 357.35 357.00 362.84 2.76 C7 C8 4.40 0.00 0.0100 15 6.5 5.3 140 0.44 360.00 358.60 363.50 2.14 C8 C4 4.73 0.00 0.0136 15 7.5 6.1 22 0.06 358.50 358.20 363.50 3.64 D1 D2 3.30 0.00 0.0102 15 6.5 5.3 166 0.52 362.10 360.40 365.60 2.14 D2 D3 5.71 0.00 0.0100 18 10.5 5.9 120 0.34 360.10 358.90 366.50 4.76 D3 D4 7.15 0.00 0.0100 18 10.5 5.9 130 0.36 358.80 357.50 365.15 4.71 D4 D5 10.36 2.70 0.0102 24 22.9 7.3 166 0.38 357.00 355.30 363.50 4.32 D5 D6 12.92 0.00 0.0101 24 22.8 7.2 138 0.32 355.20 353.80 361.20 3.82 D6 D7 25.58 9.06 0.0630 24 56.8 18.1 92 0.08 353.70 347.90 359.50 3.62 D7 D8 26.18 0.00 0.0967 24 70.3 22.4 30 0.02 347.80 344.90 354.90 4.92 D8 D9 30.11 0.00 0.0250 24 35.8 11.4 28 0.04 344.80 344.10 355.45 8.47 D9 D10 31.33 0.00 0.0100 30 41.0 8.3 60 0.12 343.60 343.00 355.00 8.67 D11 D4 2.70 0.00 0.0119 15 7.0 5.7 42 0.12 359.90 359.40 363.40 2.14 D12 D13 1.83 0.00 0.0100 15 6.5 5.3 50 0.16 362.00 361.50 367.00 3.64 D13 D14 2.35 0.00 0.0105 15 6.6 5.4 114 0.35 361.40 360.20 367.00 4.24 D14 D15 8.83 5.21 0.0107 18 10.9 6.1 112 0.30 359.90 358.70 365.40 3.86 D15 D6 9.06 0.00 0.0146 18 12.7 7.2 178 0.41 358.60 356.00 365.25 5.01 D16 D17 2.13 0.00 0.0193 15 9.0 7.3 114 0.26 363.30 361.10 366.80 2.14 D17 D14 5.21 0.00 0.0107 15 6.7 5.4 84 0.26 361.00 360.10 364.60 2.24 E1 (BMP 3) E2 2.41 0.00 0.0378 18 20.4 11.5 74 0.11 340.00 337.20 346.30 4.66 E2 E3 2.46 0.00 0.0136 18 12.3 6.9 22 0.05 337.20 336.90 341.50 2.66 12- 154 -STORM SYSTEM.AsSTORM Page 18 of 28 LI DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO!JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE CONTINUED BEND LOSS K'S 90 DEG =0.7 30 DEG =0.28 60 DEG =0.55 15 DEG =0.10 PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY (FT) (FT) (CFS) K (FT /FT) (FPS) FROM TO C2 C3 1.7671 0.3750 0.00 0.65 0.04 0.04 0.00 0.74 0.00 0.0032 3.37 C3 C4 3.1416 0.5000 4.73 0.55 0.10 0.06 0.05 0.76 0.28 0.0048 5.00 C4 C5 4.9087 0.6250 4.73 0.06 0.05 0.14 0.27 0.51 0.70 0.0018 3.58 C5 C6 4.9087 0.6250 4.73 0.08 0.05 0.07 0.11 0.32 0.55 0.0020 3.72 C7 C8 1.2272 0.3125 0.00 0.65 0.05 0.00 0.00 0.69 0.00 0.0046 3.57 C8 C4 1.2272 0.3125 0.00 0.12 0.06 0.07 0.06 0.30 0.28 0.0053 3.84 D1 D2 1.2272 0.3125 0.00 0.43 0.03 0.00 0.00 0.46 0.00 0.0026 2.68 D2 D3 1.7671 0.3750 0.00 0.35 0.04 0.04 0.01 0.44 0.10 0.0029 3.22 D3 D4 1.7671 0.3750 0.00 0.60 0.06 0.06 0.09 0.81 0.55 0.0046 4.03 D4 D5 3.1416 0.5000 2.70 0.35 0.04 0.09 0.00 0.48 0.00 0.0021 3.28 D5 D6 3.1416 0.5000 2.70 0.45 0.07 0.06 0.02 0.59 0.10 0.0032 4.09 D6 D7 3.1416 0.5000 11.75 1.17 0.25 0.09 0.18 1.70 0.70 0.0127 8.10 D7 D8 3.1416 0.5000 11.75 0.40 0.27 0.36 0.56 1.58 0.55 0.0133 8.29 D8 D9 3.1416 0.5000 11.75 0.49 0.35 0.37 0.11 1.33 0.10 0.0176 9.53 D9 D10 4.9087 0.6250 11.75 0.35 0.16 0.49 0.78 1.77 0.55 0.0058 6.34 D11 D4 1.2272 0.3125 0.00 0.07 0.02 0.00 0.00 0.09 0.00 0.0017 2.19 D12 D13 1.2272 0.3125 0.00 0.04 0.01 0.00 0.00 0.05 0.00 0.0008 1.48 D13 D14 1.2272 0.3125 0.00 0.15 0.01 0.01 0.02 0.19 0.55 0.0013 1.90 D14 D15 1.7671 0.3750 5.21 0.79 0.10 0.02 0.03 0.93 0.55 0.0070 4.98 D15 D6 1.7671 0.3750 5.21 1.32 0.10 0.13 0.21 1.76 0.55 0.0074 5.10 D16 D17 1.2272 0.3125 0.00 0.12 0.01 0.00 0.00 0.13 0.00 0.0011 1.73 D17 D14 1.2272 0.3125 0.00 0.54 0.07 0.02 0.01 0.64 0.28 0.0065 4.23 E1 (BMP 3) E2 1.7671 0.3750 0.00 0.04 0.01 0.02 0.00 0.06 0.00 0.0005 1.36 E2 E3 1.7671 0.3750 0.00 0.01 0.01 0.01 0.02 0.05 0.55 0.0005 1.38 12- 154 -STORM SYSTEM.AsSTORM Page 19 of 28 D LI . .................................. • ' . 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g /(h +T), FOR 10 YR STORM g =195, h =22, T= TIME OF CONCENTRATION 4. MANNINGS "n" FACTOR = .013 5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S. ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) C2 C3 360.79 359.51 361.53 360.27 361.44 360.79 361.53 360.79 OUTLET INLET 1.47 1.31 CB CB OK OK C3 C4 C4 C5 359.00 359.51 359.51 359.51 OUTLET 2.83 CB OK C5 C6 361.18 361.50 359.20 361.50 OUTLET 0.84 CB OK Tailwater Elev= 359.00 C7 C8 359.51 360.21 361.18 361.18 INLET 2.32 DI OK C8 C4 359.51 359.81 359.77 359.81 OUTLET 3.69 DI OK Tailwater Elev= 359.51 D1 D2 361.30 361.76 363.04 363.04 INLET 2.06 CB OK D2 D3 360.26 360.70 361.30 361.30 INLET 4.70 CB OK D3 D4 358.62 359.43 360.26 360.26 INLET 4.39 CB OK D4 D5 358.15 358.62 358.47 358.62 OUTLET 4.88 DI OK D5 D6 357.56 358.15 356.93 358.15 OUTLET 2.55 CB OK D6 D7 351.80 353.49 357.56 357.56 INLET 1.44 CB OK D7 D8 349.76 351.34 351.80 351.80 INLET 2.60 CB OK D8 D9 346.77 348.10 349.76 349.76 INLET 5.19 CB OK D9 D10 345.00 346.77 346.61 346.77 OUTLET 7.73 CB OK Tailwater Elev= 345.00 D11 D4 360.40 360.49 360.73 360.73 INLET 2.67 DI OK Tailwater Elev= 360.40 D12 D13 362.18 362.23 362.72 362.72 INLET 4.28 DI OK D13 D14 361.73 361.92 362.18 362.18 INLET 4.82 DI OK D14 D15 360.48 361.42 361.73 361.73 INLET 3.17 CB OK D15 D6 357.20 358.96 360.48 360.48 INLET 4.27 CB OK Tailwater Elev= 357.20 D16 D17 362.40 362.54 364.05 364.05 INLET 2.75 DI OK D17 D14 361.73 362.37 362.40 362.40 INLET 1.70 CB OK Tailwater Elev= 361.73 E1 (BMP 3) E2 338.58 338.64 340.83 340.83 INLET 5.47 DI OK E2 E3 338.53 338.58 338.03 338.58 OUTLET 2.92 1 DI OK 12- 154 -STORM SYSTEM.AsSTORM Page 20 of 28 D LI • ' . ► 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR / / REVISION / / RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE CONTINUED INLET AREA (SF) INLET AREA (AC) IMPERVIOUS N INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN /HR) Cc RUNOFF COEFF. FROM TO E3 E4 2,710 0.06 90 0.89 0.40 8.53 5.00 0.16 401.16 0.46 0.63 E4 E5 5,800 0.13 90 0.89 0.85 8.66 5.00 0.42 401.42 0.46 0.64 E5 E6 2,370 0.05 50 0.63 0.25 8.72 5.00 0.76 401.76 0.46 0.64 E6 E7 0 0.00 0 0.30 0.00 8.72 5.00 1.72 402.72 0.46 0.64 E8 E9 22,070 0.51 90 0.89 3.24 0.51 6.70 0.00 6.70 6.79 0.89 E9 E10 11,800 0.27 90 0.89 1.73 0.78 5.00 0.75 7.45 6.62 0.89 E10 E3 11,310 0.26 90 0.89 1.66 1.04 5.00 1.33 8.03 6.49 0.89 F1 F2 7,930 0.18 50 0.63 0.82 0.18 5.00 0.00 5.00 7.22 0.63 F2 F3 1,430 0.03 85 0.85 0.20 0.21 5.00 0.10 5.10 7.19 0.66 G1 G2 17,980 0.41 0 0.30 0.89 0.41 5.00 0.00 5.00 7.22 0.30 G2 G3 1,040 0.02 85 0.85 0.15 0.44 5.00 0.06 5.06 7.21 0.33 G4 G5 2,670 0.06 85 0.85 0.38 0.06 5.00 0.00 5.00 7.22 0.85 G5 G2 2,460 0.06 85 0.85 0.35 0.12 5.00 0.04 5.04 7.21 0.85 G6 G2 6,700 0.15 70 0.76 0.84 0.15 5.00 0.00 5.00 7.22 0.76 H1 H2 44,600 1.02 30 0.50 3.66 1.02 5.00 0.00 5.00 7.22 0.50 H2 H3 880 0.02 90 0.89 0.13 1.04 5.00 0.07 5.07 7.20 0.50 H3 H4 4,960 0.11 90 0.89 0.73 1.16 5.00 0.49 5.49 7.09 0.54 H4 H5 2,760 0.06 90 0.89 0.40 1.22 5.00 0.68 5.68 7.04 0.56 H5 H6 0 0.00 0 0.30 0.00 1.22 5.00 0.71 5.71 7.04 0.56 H6 H7 0 0.00 0 0.30 0.00 1.22 5.00 0.83 5.83 7.01 0.56 J1 J2 16,650 0.38 60 0.69 1.90 0.38 5.00 0.00 5.00 7.22 0.69 K1 K2 33,420 0.77 0 0.30 1.66 0.77 5.00 0.00 5.00 7.22 0.30 12- 154 -STORM SYSTEM.AsSTORM Page 21 of 28 LI 1 DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO*JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE- CONTINUED Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO E3 E4 8.44 5.96 0.0132 18 12.1 6.8 106 0.26 336.80 335.40 342.75 4.31 E4 E5 8.50 0.00 0.0067 24 18.5 5.9 120 0.34 335.30 334.50 341.30 3.82 E5 E6 8.51 0.00 0.0067 24 18.5 5.9 338 0.96 334.40 332.14 340.00 3.42 E6 E7 8.50 0.00 0.0247 24 35.6 11.3 36 0.05 332.04 331.15 338.20 3.98 E8 E9 3.05 0.00 0.0243 15 10.1 8.2 370 0.75 353.90 344.90 357.40 2.14 E9 E10 4.56 0.00 0.0185 15 8.8 7.2 248 0.58 344.80 340.20 348.45 2.29 E10 E3 5.96 0.00 0.0150 15 7.9 6.4 60 0.16 340.10 339.20 343.75 2.29 F1 F2 0.82 0.00 0.0182 15 8.7 7.1 44 0.10 346.50 345.70 350.00 2.14 F2 F3 1.02 0.00 0.0125 15 7.2 5.9 168 0.48 345.60 343.50 349.20 2.24 G1 G2 0.89 0.00 0.0105 15 6.6 5.4 20 0.06 346.25 346.04 348.80 1.19 G2 G3 2.60 1.56 0.0031 15 3.6 2.9 36 0.21 345.94 345.83 349.67 2.37 G4 G5 0.38 0.00 0.0255 15 10.3 8.4 22 0.04 346.60 346.04 350.15 2.19 G5 G2 0.72 0.00 0.0050 15 4.6 3.7 22 0.10 345.94 345.83 349.57 2.27 G6 G2 0.84 0.00 0.0250 15 10.2 8.3 6 0.01 346.25 346.10 349.69 2.08 H1 H2 3.66 0.00 0.0265 15 10.5 8.6 34 0.07 363.80 362.90 365.50 0.34 H2 H3 3.78 0.00 0.0098 15 6.4 5.2 132 0.42 362.80 361.50 366.25 2.09 H3 H4 4.44 0.00 0.0114 15 6.9 5.6 66 0.20 361.40 360.65 365.10 2.34 H4 H5 4.80 0.00 0.0075 24 19.6 6.2 8 0.02 360.52 360.46 364.75 2.05 H5 H6 4.80 0.00 0.0068 24 18.7 5.9 44 0.12 360.46 360.16 364.80 2.16 H6 H7 4.78 0.00 0.0070 24 18.9 6.0 10 0.03 360.16 360.09 364.80 2.46 11 J2 1.90 0.00 0.0355 15 12.2 9.9 62 0.10 338.70 336.50 342.30 2.24 K1 K2 1.66 0.00 0.0104 15 6.6 5.4 182 0.56 344.50 342.60 348.00 2.14 12- 154 -STORM SYSTEM.AsSTORM Page 22 of 28 LI DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO!JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE CONTINUED BEND LOSS K'S 90 DEG =0.7 30 DEG =0.28 60 DEG =0.55 15 DEG =0.10 PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY (FT) (FT) (CFS) K (FT /FT) (FPS) FROM TO E3 E4 1.7671 0.3750 5.96 0.68 0.09 0.01 0.02 0.80 0.70 0.0064 4.76 E4 E5 3.1416 0.5000 5.96 0.17 0.03 0.12 0.00 0.32 0.00 0.0014 2.69 E5 E6 3.1416 0.5000 5.96 0.47 0.03 0.04 0.00 0.54 0.00 0.0014 2.69 E6 E7 3.1416 0.5000 5.96 0.05 0.03 0.04 0.08 0.20 0.70 0.0014 2.69 E8 E9 1.2272 0.3125 0.00 0.82 0.02 0.04 0.00 0.88 0.00 0.0022 2.47 E9 E10 1.2272 0.3125 0.00 1.23 0.05 0.03 0.01 1.32 0.10 0.0050 3.70 E10 E3 1.2272 0.3125 0.00 0.51 0.09 0.07 0.02 0.70 0.10 0.0085 4.84 F1 F2 1.2272 0.3125 0.00 0.01 0.00 0.07 0.00 0.08 0.00 0.0002 0.67 F2 F3 1.2272 0.3125 0.00 0.04 0.00 0.00 0.00 0.05 0.10 0.0002 0.83 G1 G2 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.0002 0.73 G2 G3 1.2272 0.3125 1.56 0.06 0.02 0.00 0.00 0.08 0.00 0.0016 2.11 G4 G5 1.2272 0.3125 0.00 0.00 0.00 0.02 0.00 0.03 0.00 0.0000 0.31 G5 G2 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0001 0.59 G6 G2 1.2272 0.3125 0.00 0.00 0.00 0.02 0.00 0.03 0.00 0.0002 0.68 H1 H2 1.2272 0.3125 0.00 0.11 0.03 0.00 0.00 0.14 0.00 0.0032 2.97 H2 H3 1.2272 0.3125 0.00 0.45 0.04 0.05 0.00 0.53 0.00 0.0034 3.07 H3 H4 1.2272 0.3125 0.00 0.31 0.05 0.05 0.00 0.41 0.00 0.0047 3.60 H4 H5 3.1416 0.5000 0.00 0.00 0.01 0.07 0.14 0.22 0.70 0.0004 1.52 H5 H6 3.1416 0.5000 0.00 0.02 0.01 0.01 0.00 0.04 0.00 0.0004 1.52 H6 H7 3.1416 0.5000 0.00 0.00 0.01 0.01 0.00 0.03 0.00 0.0004 1.51 J1 J2 1.2272 0.3125 0.00 0.05 0.01 0.05 0.00 0.11 0.00 0.0009 1.55 K1 K2 1.2272 0.3125 0.00 0.12 0.01 0.00 0.00 0.13 0.00 0.0007 1.35 12- 154 -STORM SYSTEM.AsSTORM Page 23 of 28 D LI . .................................. • ' . 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g /(h +T), FOR 10 YR STORM g =195, h =22, T= TIME OF CONCENTRATION 4. MANNINGS "n" FACTOR = .013 5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S. ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) E3 E4 336.62 335.72 337.42 336.04 338.53 336.62 338.53 336.62 INLET INLET 3.72 4.18 CB CB OK OK E4 E5 E5 E6 333.36 333.90 335.72 335.72 INLET 3.78 CB OK E6 E7 332.75 332.95 333.36 333.36 INLET 4.34 CB OK Tailwater Elev= 332.75 E8 E9 346.02 346.90 354.79 354.79 INLET 2.11 CB OK E9 E10 341.74 343.07 346.02 346.02 INLET 1.93 CB OK E10 E3 340.20 340.90 341.74 341.74 INLET 1.51 CB OK Tailwater Elev= 340.20 F1 F2 346.25 346.34 347.14 347.14 INLET 2.36 CB OK F2 F3 344.50 344.55 346.25 346.25 INLET 2.45 CB OK Tailwater Elev= 344.50 G1 G2 346.91 346.92 346.90 346.92 OUTLET 1.88 DI OK G2 G3 346.83 346.91 346.76 346.91 OUTLET 2.26 CB OK Tailwater Elev= 346.83 G4 G5 346.91 346.94 347.23 347.23 INLET 2.42 CB OK G5 G2 346.91 346.91 346.58 346.91 OUTLET 2.16 CB OK Tailwater Elev= 346.91 G6 G2 347.10 347.13 346.90 347.13 OUTLET 2.06 CB OK Tailwater Elev= 347.10 H1 H2 363.83 363.98 364.81 364.81 INLET 0.69 FES OK H2 H3 362.59 363.12 363.83 363.83 INLET 1.92 CB OK H3 H4 361.96 362.37 362.59 362.59 INLET 2.01 CB OK H4 H5 361.73 361.96 361.62 361.96 OUTLET 2.29 CB OK H5 H6 361.69 361.73 361.56 361.73 OUTLET 2.57 CB OK H6 H7 360.09 360.12 361.26 361.26 INLET 3.04 CB OK Tailwater Elev= 361.69 J1 J2 337.50 337.61 339.43 339.43 INLET 2.37 CB OK Tailwater Elev= 337.50 K1 K2 343.35 343.48 345.20 345.20 INLET 2.80 1 DI OK 12- 154 -STORM SYSTEM.AsSTORM Page 24 of 28 D LI • ' . ► 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR / / REVISION / / RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE CONTINUED INLET AREA (SF) INLET AREA (AC) IMPERVIOUS N INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN /HR) Cc RUNOFF COEFF. FROM TO K2 K3 23,850 0.55 0 0.30 1.19 1.31 5.00 0.56 5.56 7.07 0.30 K3 K4 11,910 0.27 0 0.30 0.59 1.59 5.00 1.16 6.16 6.93 0.30 L1 L2 1,804,255 41.42 42 0.57 171.41 41.42 187.00 0.00 187.00 0.93 0.57 (From BMP 1 & 4) M1 M2 6,350 0.15 60 0.69 0.73 0.15 5.00 0.00 5.00 7.22 0.69 N1 N2 69,000 1.58 15 0.40 4.55 1.58 6.00 0.00 6.00 6.96 0.40 N2 N3 400 0.01 50 0.63 0.04 1.59 5.00 0.03 6.03 6.96 0.40 N3 N4 7,100 0.16 45 0.59 0.70 1.76 5.00 0.51 6.51 6.84 0.42 N4 N5 800 0.02 80 0.82 0.11 1.77 5.00 0.58 6.58 6.82 0.42 N5 N6 0 0.00 0 0.30 0.00 1.77 5.00 0.64 6.64 6.81 0.42 N7 N4 503,600 11.56 5 0.33 27.76 11.56 24.00 0.00 24.00 4.24 0.33 Q1 Q2 7,130 0.16 80 0.82 0.97 0.16 5.00 0.00 5.00 7.22 0.82 R1 R2 10,310 0.24 30 0.50 0.85 0.24 5.00 0.00 5.00 7.22 0.50 S1 S2 11,800 0.27 85 0.85 1.67 0.27 5.00 0.00 5.00 7.22 0.85 12- 154 -STORM SYSTEM.AsSTORM Page 25 of 28 LI 1 DATE 1/22/14 DESIGN PHASE PRELIM /x CONSTR REVISION RECORD OTHER (SPECIFY) rPRO*JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 STORM DRAINAGE SCHEDULE- CONTINUED Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO K2 K3 2.79 0.00 0.0101 15 6.5 5.3 188 0.59 342.50 340.60 348.00 4.14 K3 K4 3.30 0.00 0.0870 15 19.0 15.5 46 0.05 340.50 336.50 348.00 6.14 L1 L2 22.14 0.00 0.0052 48 103.3 8.2 58 0.12 331.45 331.15 337.00 1.19 (From BMP 1 & 4) M1 M2 0.73 0.00 0.0042 15 4.2 3.4 24 0.12 359.20 359.10 362.60 2.04 N1 N2 4.39 0.00 0.0500 15 14.4 11.8 24 0.03 363.70 362.50 365.20 0.14 N2 N3 4.42 0.00 0.0154 15 8.0 6.5 188 0.48 362.40 359.50 366.00 2.24 N3 N4 5.01 0.00 0.0733 15 17.5 14.2 58 0.07 359.80 355.55 363.00 1.84 N4 N5 21.39 16.30 0.0365 24 43.2 13.7 46 0.06 355.45 353.77 359.68 2.05 N5 N6 21.38 0.00 0.0308 24 39.7 12.6 12 0.02 353.67 353.30 358.60 2.75 N7 N4 16.30 0.00 0.0444 24 47.7 15.2 18 0.02 357.50 356.70 359.70 0.02 Q1 Q2 0.97 0.00 0.0083 15 5.9 4.8 24 0.08 354.10 353.90 357.60 2.14 R1 R2 0.85 0.00 0.0083 15 5.9 4.8 24 0.08 360.10 359.90 363.60 2.14 S1 S2 1.67 0.00 0.0921 15 19.6 16.0 76 0.08 350.00 343.00 359.15 7.79 12- 154 -STORM SYSTEM.AsSTORM Page 26 of 28 LI DATE 1/22/14 DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) /x rPRO!JECT NAME ew Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= g= h= 1= 0.013 195 22 7.22 HYDRAULIC GRADE LINE PIPE HYDRAULIC SIDESTREAM AREA RADIUS SUMMATION (FT) (FT) (CFS) Hf He 90 DEG =0.7 60 DEG =0.55 HEAD LOSS He BEND LOSS Hb K'S 30 DEG =0.28 15 DEG =0.10 Ht BEND LOSS K CONTINUED FRICTION SLOPE (FT /FT) FRICTION VELOCITY (FPS) FROM TO K2 K3 1.2272 0.3125 0.00 0.35 0.02 0.01 0.00 0.38 0.00 0.0019 2.27 K3 K4 1.2272 0.3125 0.00 0.12 0.03 0.03 0.04 0.22 0.55 0.0026 2.68 L1 L2 12.5664 1.0000 0.00 0.01 0.01 0.00 0.00 0.03 0.00 0.0002 1.75 (From BMP 1 & 4) M 1 M2 1.2272 0.3125 0.00 0.00 0.00 0.02 0.00 0.02 0.00 0.0001 0.59 N1 N2 1.2272 0.3125 0.00 0.11 0.05 0.00 0.00 0.16 0.00 0.0046 3.56 N2 N3 1.2272 0.3125 0.00 0.88 0.05 0.00 0.00 0.93 0.55 0.0047 3.59 N3 N4 1.2272 0.3125 0.00 0.35 0.06 0.07 0.11 0.59 0.55 0.0060 4.06 N4 N5 3.1416 0.5000 16.30 0.41 0.18 0.07 0.14 0.80 0.70 0.0089 6.77 N5 N6 3.1416 0.5000 16.30 0.11 0.18 0.09 0.18 0.55 0.70 0.0089 6.77 N7 N4 3.1416 0.5000 0.00 0.09 0.10 0.07 0.00 0.27 0.00 0.0051 5.16 Q1 Q2 1.2272 0.3125 0.00 0.01 0.00 0.14 0.00 0.15 0.00 0.0002 0.79 R1 R2 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.0002 0.69 S1 S2 1.2272 0.3125 0.00 0.05 0.01 0.00 0.00 0.06 0.00 0.0007 1.35 12- 154 -STORM SYSTEM.AsSTORM Page 27 of 28 D LI . .................................. • ' . 1 • ' DATE 1/22/14 DESIGN PHASE PRELIM /x / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME H -8 New Garner HS PROJECT NO 12 -154 LOCATION Garner, NC BY KAL CHECKED BY n= 0.013 g= 195 h= 22 1= 7.22 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g /(h +T), FOR 10 YR STORM g =195, h =22, T= TIME OF CONCENTRATION 4. MANNINGS "n" FACTOR = .013 5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S. ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) K2 K3 341.44 337.50 341.82 337.72 343.35 341.44 343.35 341.44 INLET INLET 4.65 6.56 DI DI OK OK K3 K4 Tailwater Elev= 337.50 L1 L2 334.35 334.38 333.58 334.38 OUTLET 2.62 DI OK (From BMP 1 & 4) Tailwater Elev= 334.35 M1 M2 360.10 360.12 359.84 360.12 OUTLET 1.98 CB OK Tailwater Elev= 360.10 N1 N2 363.58 363.75 364.88 364.88 INLET 0.32 FES OK N2 N3 361.14 362.07 363.58 363.58 INLET 1.92 CB OK N3 N4 358.45 359.04 361.14 361.14 INLET 1.36 CB OK N4 N5 356.67 357.46 358.45 358.45 INLET 1.23 MH OK N5 N6 354.90 355.45 356.67 356.67 INLET 1.93 MH OK Tailwater Elev= 354.90 N7 N4 358.30 358.57 359.66 359.66 INLET 0.04 FES OK Tailwater Elev= 358.30 Q1 Q2 354.90 355.05 354.75 355.05 OUTLET 2.05 CB OK Tailwater Elev= 354.90 R1 R2 360.90 360.91 360.75 360.91 OUTLET 2.19 CB OK Tailwater Elev= 360.90 S1 S2 344.00 344.06 350.70 350.70 INLET 7.95 CB OK Tailwater Elev= 344.00 12- 154 -STORM SYSTEM.AsSTORM Page 28 of 28