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2023-02-16 V. A. 23-001-TRC 1/25/23 Drainage DocsbL I I U Basin Information For: FL22024 Total Basin Area Total Basin Area (water quality) Impervious Area RooflincBldg. Welland Lakes Pavement/Sidewalk Total Impervious Area Pervious Area Dry Detention Green Total Pervious Area Percent Impervious Adjusted Soil Storage Calculated SCS Curve Number Time of Concentration Water Quality Calculation 1/2" Pretreatment x Total Area V x Total Area Runoff from 2.5"x % net Impervious - SFWMD criteria Required Water Quality Volume Dry Detention Multiplier Adjusted Required Water Quality Volume 0.5 Water quality stage (0.0968782786673554 ac-ft) Water Quality Stage Min. Req Road Crown Elev. (10 yr-24 fir storm) Min. Req Perimeter Berm Elev. (25 yr-72 hr storm) Min. Req F.F.E. (100 yr-72 for zero discharge) Superior Cast Slone No. 2015-0D6 Drainage Calculations Stage = 2.07 ac 10-year, 1-day P10 = 5.00 in V=(((5.00-0.2(1.83))^2)/(5.00-0.8(i.83)))*2,07/12= 0.57 ac-ft 25.89 ft-NGVD ]0-year, 3-day P25 = 9.00 in V=(((9,00-0.2(183))^2)/(9.00.0.8(1.83)))'2.07/12= 1.23 ac-ft 26.59 ft-NGVD 100-year, 3-day Pioo = 10.00 in V=(((10.00-0.2(1.83))^2)/(10.00-0.8(1.83)))*2.07/12 1.39 ac-ft 26.72 ft-NGVD = 2.07 ac = 0.40 ac Control Structure Design = ac = ac Max. Allowable Discharge = 0.05 efs = 0.28 ac Control Elevation = 23.33 ft-NGVD = 0.68 ac Req. Weir Crest Elevation = 26.59 ft-NGVD = 0.19 ac = 1.19 ac = 1.38 ac Pro. Weir Crest Elevation = 26.50 ft-NGVD = 33.1 % Provided Water Quality = 0.19 ac-ft = 1.83 in Bleed Down Volume = 0.10 ac.ft 1/2 detention volume = 73 Allowable Bleeder Discharge = 0.05 cfs = 10.00 min = 0.29 degrees Circular Orifice Design: Q = 0.6*A*(2*g*H)os = 0.09 ac-ft Solving the above equation for Diameter yields = 0.17 ac-ft D=2*(Q/(0.6*u*(2*g*H)o.5))os*12 in/Ft = 0.07 ac-ft Assuming 3-inch bleeder initially D = 2*[0.05/(06'3.414*(2*32.2"(26.50-(23.33+0. 125)))^05)]^0.5 * 12 ia/FI = 0.17 ac-ft 1.13 1.5*0.75 0. 19 ac-ft D = 1.04 in for one bleeder 24.61 ft-NAVD 25.10 ft-NAVD 25.88 ft-NGVD 26.59 ft-NGVD 26.72 ft-NGVD Stage Storage Calculations for Basin FL22024 Land use Category Storage Type Area ac. From Elev. To Elev. Cumulative Sta e-Stora a ac-ft 23.33 23.50 24.00 24.50 25.00 25.50 26,00 26.50 27.00 27.50 28.00 D retention Vertical 0.00 23.33 23.33 0.00 a00 0.00 0.00 0.00 0.00 0.00 a00 0.00 0.00 0.00 Dry retention bank Linear 0.19 23.33 25.00 0.001 0.001 0.031 0.081 0.161 0261 0 451 0.55 0.64 0.74 Building Vertical 0.40 28.40 1 1 0.00 0.00 0.00 0001 0.00 0.00 0001 0.001 0.00 0.00 0.00 Pavement Linear 0.28 27.00 28.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.14 Green Linear 1.19 25.00 27.00 0.00 0.00 0.00 0.00 0.00 0.07 0.30 0.67 1.19 1.78 2.311 Total: 1 2.07 1 1 Totals:1 0.001 0.0021 0.031 0.081 0.161 0.331 0.651 1.121 1,741 2.46 3.26 1/26/2023 C:\Users\pburnette\AppDala\LocalWicroso0\Windows\INelCache\Content.OuttookWYU5NUOF\FL22024 site into BL 1�I 5 recd 6y eMom-' '-� . Basin Information For: FL22024 Total Basin Area Total Basin Area (water quality) Impervious Area Roofline/Bldg. Wetland Lakes Pavement/Sidewalk Total Impervious Area Pervious Area Dry Detention Green Total Pervious Area Percent Impervious Adjusted Soil Storage Calculated SCS Curve Number Time of Concentration Water Quality Calculation 1/2" Pretreatment x Total Area V x Total Area RunoR-from 2.5"x % net Impervious - SFWMD criteria Required Water Quality Volume Dry Detention Multiplier Adjusted Required Water Quality Volume 0.5 Water quality stage (0. 101693554149449 ac-fl) Water Quality Stage Min. Req Road Crown Elev. (10 yr-24 hr storm) Min. Req Perimeter Berm Elev. (25 yr-72 l r storm) Min. Req F.F.E. (100 yr-72 l r zero discharge) Superior Cast Stone No. 2015-006 Drainage Calculations Stage = 2.17 ac 10-year, I -day Pto= 5.00 in V=(((5.00-0.2(1.93))`2)/(5.00-0.8(L93)))*2.17/12= 0.59 ac-R 26.62 ft-NGVD 10-year, 3-day P, = 9.00 in V=(((9.00-0.2(1.93))^2)/(9.00-0.8(1.93)))*2.17/12= L27 ac-R 27.15 ft-NGVD 100-year, 3-day Pt. = 10,00 in V=(((10.00-0.2(1.93))^2)/(10.00-0.8(193)))*2.17/12 1.45 ac-R 27.27 ft-NGVD = 2.17 ac = 0.40 ac Control Structure Desien = ac = ac Max. Allowable Discharge = 0.05 efs = 0.28 ac Control Elevation = 24.33 ft-NGVD = 0,68 ac Req. Weir Crest Elevation = 27.15 fl-NGVD = 0.22 ac = 1.27 ac = 1.48 ac Pro. Weir Crest Elevation = 27,00 R-NGVD = 31.6% Provided Water Quality = 0.20 ac-R = 1.93 in Bleed Down Volume = 0.10 ac.R 1/2 detention volume = 73 Allowable Bleeder Discharge = 0.05 cFs = 10.00 min = 0.43 degrees Circular Orifice Design: Q = 0.6*A*(2*g*H)" = 0,09 ac-fl Solving the above equation for Diameter yields = 0.18 ac-fl D = 2*(Q/(0,6*n*(2*g*H)"))"* 12 in/Ft = 0.07 ac-fl Assuming 3-inch bleeder initially D = 2*I0.05/(0.6*3.414*(2*32.2*(27.00-(24.33+0.125)))^0.5)]^0.5* 12 in/Ft = 0.18 ac-R = 1.13 1.5*0.75 = 0.20 ac-R = 25.57 R-NAVD = 26.04 R-NAVD = 26.62 fl-NGVD = 27.15 R-NGVD = 27.27 fl-NGVD Stage Storage Calculations for Basin FL22024 D = 1.12 in for one bleeder Land use Category Storage Type Area ac. From Elev. To Elev. Cumulative Sla c-Slora c ac-ft 24.33 24.50 25.00 25.50 26.00 26.50 27.00 27.50 28.00 28.50 29.00 Dry retention Vertical 0.00 24.33 24.33 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 D retention bank Linear 0.22 24.33 26.00 0,001 0.001 0.031 0,091 0,181 0.291 0.401 0.511 0.621 0.73 1 0.84 Building Vertical 1 0.40 28.40 1 1 0.001 0.00 0.00 0.00 0.00 0,001 0.001 0.00-1 0,00 0,041 0.24 Pavement Linear 1 0.28 27.00 1 28.00 1 0.001 0.001 0.001 0.001 0.001 0.001 0,001 0.041 0.141 0181 0.43 Green Linear 1 1.27 26.00 1 27.00 1 0.001 0.001 0,001 0,001 0,001 0.161 0.631 1.271 1.90 2.53 3.17 Total: 1 2 17 1 1 Totals; 1 0.001 0.0021 0.031 0.091 0.181 0.451 1.031 1.811 2.661 3.59 4.G7 1/26/2023 C:\Users\pbumetleWppDatalLocal\Microso0\Windows\INelCache\ContenLOutlook\MYU5NUOF\FL22024 site into FL22024 POST SFWMD 72-hr 100y-72h Rainfall=10.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Summary for Pond 13P: BLOCK 110 Inflow Area = 2.060 ac, 33.01% Impervious, Inflow Depth = 6.62" for 100y-72h event Inflow = 8.12 cfs @ 59.96 hrs, Volume= 1.136 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs Peak Elev= 26.51' @ 73.01 hrs Surf.Area= 0.000 ac Storage= 1.136 of Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 23.33' 3.260 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 23.33 0.000 23.50 0.002 24.00 0.030 24.50 0.080 25.00 0.160 25.50 0.330 26.00 0.650 26.50 1.120 27.00 1.740 27.50 2.460 28.00 3.260 FL22024 POST SFWMD 72-hr 100y-72h Rainfall=10.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Summary for Pond 14P: BLOCK 121 Inflow Area = 2.160 ac, 31.48% Impervious, Inflow Depth = 6.62" for 100y-72h event Inflow = 8.51 cfs @ 59.96 hrs, Volume= 1.191 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs Peak Elev= 27.10' @ 73.01 hrs Surf.Area= 0.000 ac Storage= 1.191 of Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 24.33' 4.670 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 24.33 0.000 24.50 0.002 25.00 0.030 25.50 0.090 26.00 0.180 26.50 0.450 27.00 1.030 27.50 1.810 28.00 2.660 28.50 3.590 29.00 4.670 BLOCK 110 BLOCK 110 2s » BLOCK 121 oSubcat Reach on Link BLOCK 121 Routing Diagram for FL22024 POST Prepared by HP, Printed 25/01/2023 HydroCADO 10.00-26 s/n 09679 O 2020 HydroCAD Software Solutions LLC FL22024 POST Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 2 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 3P 23.33 23.30 32.0 0.0009 0.025 18.0 0.0 0.0 2 4P 24.33 24.30 29.0 0.0010 0.025 18.0 0.0 0.0 FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HvdroCAD® 10.00-26 s/n 09679 © 2020 HvdroCAD Software Solutions LLC Paae 3 Time span=0.00-900.00 hrs, dt=0.01 hrs, 90001 points Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: BLOCK 110 Runoff Area=2.060 ac 33.01% Impervious Runoff Depth=2.28" Tc=10.0 min CN=73 Runoff=2.52 cfs 0.391 of Subcatchment 2S: BLOCK 121 Runoff Area=2.160 ac 31.48% Impervious Runoff Depth=2.28" Tc=10.0 min CN=73 Runoff=2.64 cfs 0.410 of Pond 3P: BLOCK 110 Peak Elev=25.14' Storage=0.206 of Inflow=2.52 cfs 0.391 of Outflow=0.29 cfs 0.389 of Pond 4P: BLOCK 121 Peak Elev=26.08' Storage=0.221 of Inflow=2.64 cfs 0.410 of Outflow=0.28 cfs 0.408 of Total Runoff Area = 4.220 ac Runoff Volume = 0.802 of Average Runoff Depth = 2.28" 67.77% Pervious = 2.860 ac 32.23% Impervious = 1.360 ac FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1 S: BLOCK 110 Runoff = 2.52 cfs @ 12.34 hrs, Volume= 0.391 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs Type II FL 24-hr 10y-24h Rainfall=5.00" Area (ac) CN Description 0.680 98 Paved parking, HSG A 1.380 61 >75% Grass cover, Good, HSG B 2.060 73 Weighted Average 1.380 61 66.99% Pervious Area 0.680 98 33.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1 S: BLOCK 110 Hydrograph 1 rim iaq 0 50 100 150 200 250 300 3k 411 4k 560 5k .11 . 1 760 760 811 8k 911 FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 2S: BLOCK 121 Runoff = 2.64 cfs @ 12.34 hrs, Volume= 0.410 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs Type II FL 24-hr 10y-24h Rainfall=5.00" Area (ac) CN Description 0.680 98 Paved parking, HSG A 1.480 61 >75% Grass cover, Good, HSG B 2.160 73 Weighted Average 1.480 61 68.52% Pervious Area 0.680 98 31.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, N C1. 3 0 LL 2.64 cfs Cad 12.34 hrs 2 U Subcatchment 2S: BLOCK 121 Hydrograph Time (hours) Type II FL 24-hr h Rainfall=5.00" Ff Area=2.160 ac folume=0.410 of toff Depth=2.28" Tc=10.0 min CN=73 ❑ Runoff FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Pond 3P: BLOCK 110 Inflow Area = 2.060 ac, 33.01% Impervious, Inflow Depth = 2.28" for 10y-24h event Inflow = 2.52 cfs @ 12.34 hrs, Volume= 0.391 of Outflow = 0.29 cfs @ 14.74 hrs, Volume= 0.389 af, Atten= 88%, Lag= 144.0 min Primary = 0.29 cfs @ 14.74 hrs, Volume= 0.389 of Routing by Stor-Ind method, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs Peak Elev= 25.14' @ 14.74 hrs Surf.Area= 0.000 ac Storage= 0.206 of Plug -Flow detention time= 377.6 min calculated for 0.389 of (99% of inflow) Center -of -Mass det. time= 374.7 min ( 1,243.3 - 868.6 ) Volume Invert Avail.Storage Storage Description #1 23.33' 3.260 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 23.33 0.000 23.50 0.002 24.00 0.030 24.50 0.080 25.00 0.160 25.50 0.330 26.00 0.650 26.50 1.120 27.00 1.740 27.50 2.460 28.00 3.260 Device Routing Invert Outlet Devices #1 Primary 23.33' 18.0" Round Culvert L= 32.0' Ke= 0.500 Inlet / Outlet Invert= 23.33' / 23.30' S= 0.0009 T Cc= 0.900 n= 0.025, Flow Area= 1.77 sf #2 Device 1 23.50' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 26.50' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 14.74 hrs HW=25.14' (Free Discharge) L1=Culvert (Passes 0.29 cfs of 5.22 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.29 cfs @ 5.92 fps) 3=Orifice/G rate ( Controls 0.00 cfs) FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 7 Pond 3P: BLOCK 110 Hydrograph Inflow 2.52 cfs @ 12 34 hrs El Primary Inflow Area=2.060 ac Peak _Elev=25..14' 2 Storage=0.2a6 of N C1 3 0 LL 0 w 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 Time (hours) Pond 3P: BLOCK 110 Stage -Discharge 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Discharge (cfs) ❑ Primary FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 8 Pond 3P: BLOCK 110 Stage -Area -Storage ❑ Storage Storage (acre-feet) FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Pond 4P: BLOCK 121 Inflow Area = 2.160 ac, 31.48% Impervious, Inflow Depth = 2.28" for 10y-24h event Inflow = 2.64 cfs @ 12.34 hrs, Volume= 0.410 of Outflow = 0.28 cfs @ 14.96 hrs, Volume= 0.408 af, Atten= 89%, Lag= 157.3 min Primary = 0.28 cfs @ 14.96 hrs, Volume= 0.408 of Routing by Stor-Ind method, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs Peak Elev= 26.08' @ 14.96 hrs Surf.Area= 0.000 ac Storage= 0.221 of Plug -Flow detention time= 410.0 min calculated for 0.408 of (100% of inflow) Center -of -Mass det. time= 407.1 min ( 1,275.6 - 868.6 ) Volume Invert Avail.Storage Storage Description #1 24.33' 4.670 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 24.33 0.000 24.50 0.002 25.00 0.030 25.50 0.090 26.00 0.180 26.50 0.450 27.00 1.030 27.50 1.810 28.00 2.660 28.50 3.590 29.00 4.670 Device Routing Invert Outlet Devices #1 Primary 24.33' 18.0" Round Culvert L= 29.0' Ke= 0.500 Inlet / Outlet Invert= 24.33' / 24.30' S= 0.0010 '/' Cc= 0.900 n= 0.025, Flow Area= 1.77 sf #2 Device 1 24.50' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 27.00' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.28 cfs @ 14.96 hrs HW=26.08' (Free Discharge) L1=Culvert (Passes 0.28 cfs of 5.15 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.80 fps) 3=Orifice/G rate ( Controls 0.00 cfs) FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 10 Pond 4P: BLOCK 121 Hydrograph p Inflow 2.64 cfs (� 12.34 hrs 2 N C1 3 0 LL 0 w ■ Primary Inflow Area=2.160 ac Peak Elev=26.08' Storaae 0 221 of 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 Time (hours) Pond 4P: BLOCK 121 Stage -Discharge 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Discharge (cfs) ❑ Primary FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 11 Pond 4P: BLOCK 121 Stage -Area -Storage ❑ Storage 2 Storage (acre-feet) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 12 Time span=0.00-900.00 hrs, dt=0.01 hrs, 90001 points Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: BLOCK 110 Runoff Area=2.060 ac 33.01% Impervious Runoff Depth=5.71" Tc=10.0 min CN=73 Runoff=7.09 cfs 0.980 of Subcatchment 2S: BLOCK 121 Runoff Area=2.160 ac 31.48% Impervious Runoff Depth=5.71" Tc=10.0 min CN=73 Runoff=7.43 cfs 1.027 of Pond 3P: BLOCK 110 Peak Elev=25.82' Storage=0.533 of Inflow=7.09 cfs 0.980 of Outflow=0.35 cfs 0.978 of Pond 4P: BLOCK 121 Peak Elev=26.61' Storage=0.574 of Inflow=7.43 cfs 1.027 of Outflow=0.33 cfs 1.025 of Total Runoff Area = 4.220 ac Runoff Volume = 2.007 of Average Runoff Depth = 5.71" 67.77% Pervious = 2.860 ac 32.23% Impervious = 1.360 ac FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1 S: BLOCK 110 Runoff = 7.09 cfs @ 59.97 hrs, Volume= 0.980 af, Depth= 5.71" Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs SFWMD 72-hr 25y-72h Rainfall=9.00" Area (ac) CN Description 0.680 98 Paved parking, HSG A 1.380 61 >75% Grass cover, Good, HSG B 2.060 73 Weighted Average 1.380 61 66.99% Pervious Area 0.680 98 33.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1 S: BLOCK 110 Hydrograph ■ Runoff 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 2S: BLOCK 121 Runoff = 7.43 cfs @ 59.97 hrs, Volume= 1.027 af, Depth= 5.71" Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs SFWMD 72-hr 25y-72h Rainfall=9.00" Area (ac) CN Description 0.680 98 Paved parking, HSG A 1.480 61 >75% Grass cover, Good, HSG B 2.160 73 Weighted Average 1.480 61 68.52% Pervious Area 0.680 98 31.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: BLOCK 121 Hydrograph ■ Runoff 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Pond 3P: BLOCK 110 Inflow Area = 2.060 ac, 33.01% Impervious, Inflow Depth = 5.71" for 25y-72h event Inflow = 7.09 cfs @ 59.97 hrs, Volume= 0.980 of Outflow = 0.35 cfs @ 63.66 hrs, Volume= 0.978 af, Atten= 95%, Lag= 221.5 min Primary = 0.35 cfs @ 63.66 hrs, Volume= 0.978 of Routing by Stor-Ind method, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs Peak Elev= 25.82' @ 63.66 hrs Surf.Area= 0.000 ac Storage= 0.533 of Plug -Flow detention time= 639.1 min calculated for 0.978 of (100% of inflow) Center -of -Mass det. time= 637.3 min ( 4,153.0 - 3,515.7 ) Volume Invert Avail.Storage Storage Description #1 23.33' 3.260 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 23.33 0.000 23.50 0.002 24.00 0.030 24.50 0.080 25.00 0.160 25.50 0.330 26.00 0.650 26.50 1.120 27.00 1.740 27.50 2.460 28.00 3.260 Device Routing Invert Outlet Devices #1 Primary 23.33' 18.0" Round Culvert L= 32.0' Ke= 0.500 Inlet / Outlet Invert= 23.33' / 23.30' S= 0.0009 T Cc= 0.900 n= 0.025, Flow Area= 1.77 sf #2 Device 1 23.50' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 26.50' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.35 cfs @ 63.66 hrs HW=25.82' (Free Discharge) L1=Culvert (Passes 0.35 cfs of 7.47 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.35 cfs @ 7.13 fps) 3=Orifice/G rate ( Controls 0.00 cfs) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 16 W C1 3 0 LL w Pond 3P: BLOCK 110 Hydrograph Time (hours) Pond 3P: BLOCK 110 Stage -Discharge 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Discharge (cfs) Inflow ❑ Primary ❑ Primary FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 17 Pond 3P: BLOCK 110 Stage -Area -Storage ❑ Storage Storage (acre-feet) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 18 Summary for Pond 4P: BLOCK 121 Inflow Area = 2.160 ac, 31.48% Impervious, Inflow Depth = 5.71" for 25y-72h event Inflow = 7.43 cfs @ 59.97 hrs, Volume= 1.027 of Outflow = 0.33 cfs @ 64.05 hrs, Volume= 1.025 af, Atten= 96%, Lag= 245.0 min Primary = 0.33 cfs @ 64.05 hrs, Volume= 1.025 of Routing by Stor-Ind method, Time Span= 0.00-900.00 hrs, dt= 0.01 hrs Peak Elev= 26.61' @ 64.05 hrs Surf.Area= 0.000 ac Storage= 0.574 of Plug -Flow detention time= 710.6 min calculated for 1.025 of (100% of inflow) Center -of -Mass det. time= 708.9 min ( 4,224.6 - 3,515.7 ) Volume Invert Avail.Storage Storage Description #1 24.33' 4.670 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 24.33 0.000 24.50 0.002 25.00 0.030 25.50 0.090 26.00 0.180 26.50 0.450 27.00 1.030 27.50 1.810 28.00 2.660 28.50 3.590 29.00 4.670 Device Routing Invert Outlet Devices #1 Primary 24.33' 18.0" Round Culvert L= 29.0' Ke= 0.500 Inlet / Outlet Invert= 24.33' / 24.30' S= 0.0010 '/' Cc= 0.900 n= 0.025, Flow Area= 1.77 sf #2 Device 1 24.50' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 27.00' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.33 cfs @ 64.05 hrs HW=26.61' (Free Discharge) L1=Culvert (Passes 0.33 cfs of 6.85 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.78 fps) 3=Orifice/G rate ( Controls 0.00 cfs) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 19 N C1 3 0 LL w Pond 4P: BLOCK 121 Hydrograph Time (hours) Pond 4P: BLOCK 121 Stage -Discharge 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Discharge (cfs) ❑ Inflow ■ Primary ❑ Primary FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 25/01/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 20 Pond 4P: BLOCK 121 Stage -Area -Storage ❑ Storage 2 Storage (acre-feet)