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HomeMy WebLinkAboutMP-24-03 - Supplemental - 0850 Hinesburg Road (7)8S WQv Calcs 2P Gravel Wetland Routing Diagram for WGM Associates 08-12-2024 Prepared by Civil Engineering Associates, Inc., Printed 8/14/2024 HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQv Rainfall=1.00"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 2HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: WQv Calcs Runoff = 1.25 cfs @ 11.99 hrs, Volume= 0.064 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQv Rainfall=1.00" Area (ac) CN Description * 1.470 89 >75% Grass cover, Good, HSG D * 0.700 89 Proposed Impervious, HSG D * 0.510 89 Non Permit Ex. Impervious 2.680 Weighted Average 2.680 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 730 0.0650 1.72 Lag/CN Method, Subcatchment 8S: WQv Calcs Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=2.680 ac Runoff Volume=0.064 af Runoff Depth=0.28" Flow Length=730' Slope=0.0650 '/' Tc=7.1 min CN=WQ 1.25 cfs Type II 24-hr WQv Rainfall=1.00"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 3HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Gravel Wetland MIN 15" pipe size per City regulations Inflow Area = 2.680 ac, 0.00% Impervious, Inflow Depth = 0.28" for WQv event Inflow = 1.25 cfs @ 11.99 hrs, Volume= 0.064 af Outflow = 0.03 cfs @ 18.68 hrs, Volume= 0.064 af, Atten= 98%, Lag= 401.0 min Primary = 0.03 cfs @ 18.68 hrs, Volume= 0.064 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 374.50' Surf.Area= 2,991 sf Storage= 2,788 cf Peak Elev= 375.54' @ 18.68 hrs Surf.Area= 3,377 sf Storage= 4,505 cf (1,717 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 758.0 min ( 1,625.7 - 867.7 ) Volume Invert Avail.Storage Storage Description #1 372.00' 17,602 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 372.00 2,991 0.0 0 0 374.33 2,991 40.0 2,788 2,788 375.00 2,991 0.0 0 2,788 376.00 3,707 100.0 3,349 6,137 377.00 5,774 100.0 4,741 10,877 378.00 7,675 100.0 6,725 17,602 Device Routing Invert Outlet Devices #1 Primary 374.50'15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 374.50' / 373.50' S= 0.0500 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 374.50'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 377.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 377.50'18.0' long x 7.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.40 2.52 2.70 2.68 2.68 2.67 2.66 2.65 2.65 2.65 2.66 2.65 2.66 2.68 2.70 2.73 2.78 Primary OutFlow Max=0.03 cfs @ 18.68 hrs HW=375.54' (Free Discharge) 1=Culvert (Passes 0.03 cfs of 2.99 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.81 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr WQv Rainfall=1.00"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 4HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Pond 2P: Gravel Wetland Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Inflow Area=2.680 ac Peak Elev=375.54' Storage=4,505 cf 1.25 cfs 0.03 cfs 1S PRE-development Routing Diagram for WGM Associates 08-12-2024 Prepared by Civil Engineering Associates, Inc., Printed 8/14/2024 HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 10-Year Rainfall=3.26"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 2HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-development Runoff = 7.11 cfs @ 12.00 hrs, Volume= 0.391 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=3.26" Area (ac) CN Description 2.170 80 >75% Grass cover, Good, HSG D * 0.510 98 Non Permit Ex. Impervious 2.680 Weighted Average 2.170 80.97% Pervious Area 0.510 19.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 730 0.0650 1.38 Lag/CN Method, Subcatchment 1S: PRE-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.26" Runoff Area=2.680 ac Runoff Volume=0.391 af Runoff Depth=1.75" Flow Length=730' Slope=0.0650 '/' Tc=8.8 min CN=WQ 7.11 cfs 3S POST-development 2P Gravel Wetland Routing Diagram for WGM Associates 08-12-2024 Prepared by Civil Engineering Associates, Inc., Printed 8/14/2024 HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 10-Year Rainfall=3.26"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 2HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: POST-development Runoff = 8.80 cfs @ 11.99 hrs, Volume= 0.483 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=3.26" Area (ac) CN Description * 1.470 80 >75% Grass cover, Good, HSG D * 0.700 98 Proposed Impervious, HSG D * 0.510 98 Non Permit Ex. Impervious 2.680 Weighted Average 1.470 54.85% Pervious Area 1.210 45.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 730 0.0650 1.65 Lag/CN Method, Subcatchment 3S: POST-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.26" Runoff Area=2.680 ac Runoff Volume=0.483 af Runoff Depth=2.16" Flow Length=730' Slope=0.0650 '/' Tc=7.4 min CN=WQ 8.80 cfs Type II 24-hr 10-Year Rainfall=3.26"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 3HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Gravel Wetland MIN 15" pipe size per City regulations Inflow Area = 2.680 ac, 45.15% Impervious, Inflow Depth = 2.16" for 10-Year event Inflow = 8.80 cfs @ 11.99 hrs, Volume= 0.483 af Outflow = 3.95 cfs @ 12.11 hrs, Volume= 0.372 af, Atten= 55%, Lag= 7.5 min Primary = 3.95 cfs @ 12.11 hrs, Volume= 0.372 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 374.50' Surf.Area= 2,991 sf Storage= 2,788 cf Peak Elev= 377.28' @ 12.11 hrs Surf.Area= 6,309 sf Storage= 12,579 cf (9,791 cf above start) Plug-Flow detention time= 553.7 min calculated for 0.307 af (64% of inflow) Center-of-Mass det. time= 344.7 min ( 1,129.8 - 785.2 ) Volume Invert Avail.Storage Storage Description #1 372.00' 17,602 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 372.00 2,991 0.0 0 0 374.33 2,991 40.0 2,788 2,788 375.00 2,991 0.0 0 2,788 376.00 3,707 100.0 3,349 6,137 377.00 5,774 100.0 4,741 10,877 378.00 7,675 100.0 6,725 17,602 Device Routing Invert Outlet Devices #1 Primary 374.50'15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 374.50' / 373.50' S= 0.0500 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 374.50'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 377.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 377.50'18.0' long x 7.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.40 2.52 2.70 2.68 2.68 2.67 2.66 2.65 2.65 2.65 2.66 2.65 2.66 2.68 2.70 2.73 2.78 Primary OutFlow Max=3.84 cfs @ 12.11 hrs HW=377.28' (Free Discharge) 1=Culvert (Passes 3.84 cfs of 6.84 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.04 cfs @ 7.96 fps) 3=Orifice/Grate (Weir Controls 3.80 cfs @ 1.72 fps) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-Year Rainfall=3.26"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 4HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Pond 2P: Gravel Wetland Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.680 ac Peak Elev=377.28' Storage=12,579 cf 8.80 cfs 3.95 cfs 1S PRE-development Routing Diagram for WGM Associates 08-12-2024 Prepared by Civil Engineering Associates, Inc., Printed 8/14/2024 HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 25-Year Rainfall=3.89"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 2HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-development Runoff = 9.26 cfs @ 12.00 hrs, Volume= 0.508 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=3.89" Area (ac) CN Description 2.170 80 >75% Grass cover, Good, HSG D * 0.510 98 Non Permit Ex. Impervious 2.680 Weighted Average 2.170 80.97% Pervious Area 0.510 19.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 730 0.0650 1.38 Lag/CN Method, Subcatchment 1S: PRE-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 25-Year Rainfall=3.89" Runoff Area=2.680 ac Runoff Volume=0.508 af Runoff Depth=2.28" Flow Length=730' Slope=0.0650 '/' Tc=8.8 min CN=WQ 9.26 cfs 3S POST-development 2P Gravel Wetland Routing Diagram for WGM Associates 08-12-2024 Prepared by Civil Engineering Associates, Inc., Printed 8/14/2024 HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 25-Year Rainfall=3.89"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 2HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: POST-development Runoff = 11.07 cfs @ 11.98 hrs, Volume= 0.608 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=3.89" Area (ac) CN Description * 1.470 80 >75% Grass cover, Good, HSG D * 0.700 98 Proposed Impervious, HSG D * 0.510 98 Non Permit Ex. Impervious 2.680 Weighted Average 1.470 54.85% Pervious Area 1.210 45.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 730 0.0650 1.65 Lag/CN Method, Subcatchment 3S: POST-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 25-Year Rainfall=3.89" Runoff Area=2.680 ac Runoff Volume=0.608 af Runoff Depth=2.72" Flow Length=730' Slope=0.0650 '/' Tc=7.4 min CN=WQ 11.07 cfs Type II 24-hr 25-Year Rainfall=3.89"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 3HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Gravel Wetland MIN 15" pipe size per City regulations Inflow Area = 2.680 ac, 45.15% Impervious, Inflow Depth = 2.72" for 25-Year event Inflow = 11.07 cfs @ 11.98 hrs, Volume= 0.608 af Outflow = 7.29 cfs @ 12.07 hrs, Volume= 0.496 af, Atten= 34%, Lag= 5.4 min Primary = 7.29 cfs @ 12.07 hrs, Volume= 0.496 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 374.50' Surf.Area= 2,991 sf Storage= 2,788 cf Peak Elev= 377.45' @ 12.07 hrs Surf.Area= 6,622 sf Storage= 13,643 cf (10,855 cf above start) Plug-Flow detention time= 426.4 min calculated for 0.432 af (71% of inflow) Center-of-Mass det. time= 267.1 min ( 1,048.9 - 781.8 ) Volume Invert Avail.Storage Storage Description #1 372.00' 17,602 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 372.00 2,991 0.0 0 0 374.33 2,991 40.0 2,788 2,788 375.00 2,991 0.0 0 2,788 376.00 3,707 100.0 3,349 6,137 377.00 5,774 100.0 4,741 10,877 378.00 7,675 100.0 6,725 17,602 Device Routing Invert Outlet Devices #1 Primary 374.50'15.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 374.50' / 373.50' S= 0.0500 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 374.50'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 377.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 377.50'18.0' long x 7.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.40 2.52 2.70 2.68 2.68 2.67 2.66 2.65 2.65 2.65 2.66 2.65 2.66 2.68 2.70 2.73 2.78 Primary OutFlow Max=7.08 cfs @ 12.07 hrs HW=377.43' (Free Discharge) 1=Culvert (Inlet Controls 7.08 cfs @ 5.77 fps) 2=Orifice/Grate (Passes < 0.04 cfs potential flow) 3=Orifice/Grate (Passes < 7.41 cfs potential flow) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 25-Year Rainfall=3.89"WGM Associates 08-12-2024 Printed 8/14/2024Prepared by Civil Engineering Associates, Inc. Page 4HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Pond 2P: Gravel Wetland Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.680 ac Peak Elev=377.45' Storage=13,643 cf 11.07 cfs 7.29 cfs