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HomeMy WebLinkAbout900 Old Stage Drainage Report 2023-098-25BAXTER NYEENGINEERING &SURVEYINGBayridge Realty, LLC16 Kings WayHyannis, MA 02601Proposed Housing900 Old Stage RoadCenterville, MA 02632FOR PERMIT ONLY - NOT FOR CONSTRUCTIONSHEET TITLEDATE:CHECKED BY:JOB NO:DRAWN BY:DESCRIPTIONDATEPREPARED FOR:PROJECT TITLESHEET NOSCALE:STAMPCONSULTANTFILE:CONSULTANTSTAMPCOPYRIGHT c 2022, BY SMART ENGINEERING LLC, dba BAXTER NYE ENGINEERING & SURVEYING, ALL RIGHTS RESERVED. REPRODUCTION IN ANY FORM WITHOUT THE EXPRESS WRITTEN CONSENT OF THE COPYRIGHT HOLDER IS PROHIBITEDC4.1Existing DrainageAreas PlanO:\2021\2021-040\CIVIL\PLOT\2021-040 DA-EXISTING.dwg, 8/23/2023 11:25:35 AM, jlavelle, DWG To PDF.pc3, ARCH expand D (24.00 x 36.00 Inches), 1:1 BAXTER NYEENGINEERING &SURVEYINGBayridge Realty, LLC16 Kings WayHyannis, MA 02601Proposed Housing900 Old Stage RoadCenterville, MA 02632FOR PERMIT ONLY - NOT FOR CONSTRUCTIONSHEET TITLEDATE:CHECKED BY:JOB NO:DRAWN BY:DESCRIPTIONDATEPREPARED FOR:PROJECT TITLESHEET NOSCALE:STAMPCONSULTANTFILE:CONSULTANTSTAMPCOPYRIGHT c 2022, BY SMART ENGINEERING LLC, dba BAXTER NYE ENGINEERING & SURVEYING, ALL RIGHTS RESERVED. REPRODUCTION IN ANY FORM WITHOUT THE EXPRESS WRITTEN CONSENT OF THE COPYRIGHT HOLDER IS PROHIBITEDC4.2Proposed DrainageAreas PlanO:\2021\2021-040\CIVIL\PLOT\2021-040 DA-PROPOSED.dwg, 8/23/2023 11:33:36 AM, jlavelle, DWG To PDF.pc3, ARCH expand D (24.00 x 36.00 Inches), 1:1 DA-1 DA-1 DA-2 DA-2 1R TT Thru DA-1 2R TT Thru DA-1 SP1 Study Point 1 Routing Diagram for 2021-040 EXISTING Prepared by Baxter Nye Engineering & Surveying, Printed 9/27/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 2HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: DA-1 Runoff = 0.01 cfs @ 15.81 hrs, Volume= 0.007 af, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Description 1.973 43 Woods/grass comb., Fair, HSG A 1.973 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 54 0.0280 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.55" 0.8 74 0.0946 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 152 0.0148 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 24.0 280 Total Subcatchment DA-1: DA-1 Runoff Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=1.973 ac Runoff Volume=0.007 af Runoff Depth=0.04" Flow Length=280' Tc=24.0 min CN=43 0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 3HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: DA-2 Runoff = 0.01 cfs @ 13.85 hrs, Volume= 0.005 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Adj Description 0.091 98 Unconnected roofs, HSG A 0.516 43 Woods/grass comb., Fair, HSG A 0.607 51 47 Weighted Average, UI Adjusted 0.516 85.01% Pervious Area 0.091 14.99% Impervious Area 0.091 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 57 0.0298 0.09 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.55" 0.5 54 0.1320 1.82 Shallow Concentrated Flow, B Woodland Kv= 5.0 fps 11.6 111 Total Subcatchment DA-2: DA-2 Runoff Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=0.607 ac Runoff Volume=0.005 af Runoff Depth=0.11" Flow Length=111' Tc=11.6 min UI Adjusted CN=47 0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 4HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 1R: TT Thru DA-1 Inflow Area = 0.607 ac, 14.99% Impervious, Inflow Depth = 0.11" for 2 Year event Inflow = 0.01 cfs @ 13.85 hrs, Volume= 0.005 af Outflow = 0.01 cfs @ 13.93 hrs, Volume= 0.005 af, Atten= 0%, Lag= 4.5 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.43 fps, Min. Travel Time= 3.3 min Avg. Velocity = 0.42 fps, Avg. Travel Time= 3.3 min Peak Storage= 2 cf @ 13.87 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 1.00' Flow Area= 101.0 sf, Capacity= 751.90 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 201.00' Length= 84.0' Slope= 0.0565 '/' Inlet Invert= 64.25', Outlet Invert= 59.50' ‡ Reach 1R: TT Thru DA-1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.607 ac Avg. Flow Depth=0.01' Max Vel=0.43 fps n=0.030 L=84.0' S=0.0565 '/' Capacity=751.90 cfs 0.01 cfs0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 5HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 2R: TT Thru DA-1 Inflow Area = 0.607 ac, 14.99% Impervious, Inflow Depth = 0.11" for 2 Year event Inflow = 0.01 cfs @ 13.93 hrs, Volume= 0.005 af Outflow = 0.01 cfs @ 14.21 hrs, Volume= 0.005 af, Atten= 0%, Lag= 16.9 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.26 fps, Min. Travel Time= 9.7 min Avg. Velocity = 0.22 fps, Avg. Travel Time= 11.4 min Peak Storage= 5 cf @ 14.05 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 1.00' Flow Area= 101.0 sf, Capacity= 356.46 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 201.00' Length= 149.5' Slope= 0.0127 '/' Inlet Invert= 59.50', Outlet Invert= 57.60' ‡ Reach 2R: TT Thru DA-1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.607 ac Avg. Flow Depth=0.01' Max Vel=0.26 fps n=0.030 L=149.5' S=0.0127 '/' Capacity=356.46 cfs 0.01 cfs0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 6HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach SP1: Study Point 1 Inflow Area = 2.580 ac, 3.53% Impervious, Inflow Depth = 0.06" for 2 Year event Inflow = 0.02 cfs @ 15.55 hrs, Volume= 0.012 af Outflow = 0.02 cfs @ 15.55 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Reach SP1: Study Point 1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=2.580 ac 0.02 cfs0.02 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 7HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: DA-1 Runoff = 0.19 cfs @ 12.63 hrs, Volume= 0.056 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Description 1.973 43 Woods/grass comb., Fair, HSG A 1.973 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 54 0.0280 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.55" 0.8 74 0.0946 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 152 0.0148 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 24.0 280 Total Subcatchment DA-1: DA-1 Runoff Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=1.973 ac Runoff Volume=0.056 af Runoff Depth=0.34" Flow Length=280' Tc=24.0 min CN=43 0.19 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 8HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: DA-2 Runoff = 0.15 cfs @ 12.35 hrs, Volume= 0.026 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Adj Description 0.091 98 Unconnected roofs, HSG A 0.516 43 Woods/grass comb., Fair, HSG A 0.607 51 47 Weighted Average, UI Adjusted 0.516 85.01% Pervious Area 0.091 14.99% Impervious Area 0.091 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 57 0.0298 0.09 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.55" 0.5 54 0.1320 1.82 Shallow Concentrated Flow, B Woodland Kv= 5.0 fps 11.6 111 Total Subcatchment DA-2: DA-2 Runoff Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=0.607 ac Runoff Volume=0.026 af Runoff Depth=0.52" Flow Length=111' Tc=11.6 min UI Adjusted CN=47 0.15 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 9HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 1R: TT Thru DA-1 Inflow Area = 0.607 ac, 14.99% Impervious, Inflow Depth = 0.52" for 10 Year event Inflow = 0.15 cfs @ 12.35 hrs, Volume= 0.026 af Outflow = 0.15 cfs @ 12.39 hrs, Volume= 0.026 af, Atten= 0%, Lag= 2.7 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.89 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.54 fps, Avg. Travel Time= 2.6 min Peak Storage= 14 cf @ 12.36 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 1.00' Flow Area= 101.0 sf, Capacity= 751.90 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 201.00' Length= 84.0' Slope= 0.0565 '/' Inlet Invert= 64.25', Outlet Invert= 59.50' ‡ Reach 1R: TT Thru DA-1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.607 ac Avg. Flow Depth=0.04' Max Vel=0.89 fps n=0.030 L=84.0' S=0.0565 '/' Capacity=751.90 cfs 0.15 cfs0.15 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 10HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 2R: TT Thru DA-1 Inflow Area = 0.607 ac, 14.99% Impervious, Inflow Depth = 0.52" for 10 Year event Inflow = 0.15 cfs @ 12.39 hrs, Volume= 0.026 af Outflow = 0.14 cfs @ 12.55 hrs, Volume= 0.026 af, Atten= 4%, Lag= 9.8 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.50 fps, Min. Travel Time= 5.0 min Avg. Velocity = 0.30 fps, Avg. Travel Time= 8.2 min Peak Storage= 43 cf @ 12.47 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 1.00' Flow Area= 101.0 sf, Capacity= 356.46 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 201.00' Length= 149.5' Slope= 0.0127 '/' Inlet Invert= 59.50', Outlet Invert= 57.60' ‡ Reach 2R: TT Thru DA-1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.607 ac Avg. Flow Depth=0.05' Max Vel=0.50 fps n=0.030 L=149.5' S=0.0127 '/' Capacity=356.46 cfs 0.15 cfs 0.14 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 11HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach SP1: Study Point 1 Inflow Area = 2.580 ac, 3.53% Impervious, Inflow Depth = 0.38" for 10 Year event Inflow = 0.34 cfs @ 12.60 hrs, Volume= 0.082 af Outflow = 0.34 cfs @ 12.60 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Reach SP1: Study Point 1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.580 ac 0.34 cfs0.34 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 12HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: DA-1 Runoff = 0.54 cfs @ 12.52 hrs, Volume= 0.106 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Description 1.973 43 Woods/grass comb., Fair, HSG A 1.973 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 54 0.0280 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.55" 0.8 74 0.0946 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 152 0.0148 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 24.0 280 Total Subcatchment DA-1: DA-1 Runoff Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=1.973 ac Runoff Volume=0.106 af Runoff Depth=0.65" Flow Length=280' Tc=24.0 min CN=43 0.54 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 13HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: DA-2 Runoff = 0.35 cfs @ 12.21 hrs, Volume= 0.045 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Adj Description 0.091 98 Unconnected roofs, HSG A 0.516 43 Woods/grass comb., Fair, HSG A 0.607 51 47 Weighted Average, UI Adjusted 0.516 85.01% Pervious Area 0.091 14.99% Impervious Area 0.091 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 57 0.0298 0.09 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.55" 0.5 54 0.1320 1.82 Shallow Concentrated Flow, B Woodland Kv= 5.0 fps 11.6 111 Total Subcatchment DA-2: DA-2 Runoff Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=0.607 ac Runoff Volume=0.045 af Runoff Depth=0.90" Flow Length=111' Tc=11.6 min UI Adjusted CN=47 0.35 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 14HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 1R: TT Thru DA-1 Inflow Area = 0.607 ac, 14.99% Impervious, Inflow Depth = 0.90" for 25 Year event Inflow = 0.35 cfs @ 12.21 hrs, Volume= 0.045 af Outflow = 0.35 cfs @ 12.25 hrs, Volume= 0.045 af, Atten= 1%, Lag= 2.4 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 1.10 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.61 fps, Avg. Travel Time= 2.3 min Peak Storage= 27 cf @ 12.23 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 1.00' Flow Area= 101.0 sf, Capacity= 751.90 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 201.00' Length= 84.0' Slope= 0.0565 '/' Inlet Invert= 64.25', Outlet Invert= 59.50' ‡ Reach 1R: TT Thru DA-1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.607 ac Avg. Flow Depth=0.05' Max Vel=1.10 fps n=0.030 L=84.0' S=0.0565 '/' Capacity=751.90 cfs 0.35 cfs0.35 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 15HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 2R: TT Thru DA-1 Inflow Area = 0.607 ac, 14.99% Impervious, Inflow Depth = 0.90" for 25 Year event Inflow = 0.35 cfs @ 12.25 hrs, Volume= 0.045 af Outflow = 0.33 cfs @ 12.40 hrs, Volume= 0.045 af, Atten= 7%, Lag= 9.0 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.62 fps, Min. Travel Time= 4.1 min Avg. Velocity = 0.33 fps, Avg. Travel Time= 7.5 min Peak Storage= 80 cf @ 12.33 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 1.00' Flow Area= 101.0 sf, Capacity= 356.46 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 201.00' Length= 149.5' Slope= 0.0127 '/' Inlet Invert= 59.50', Outlet Invert= 57.60' ‡ Reach 2R: TT Thru DA-1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.607 ac Avg. Flow Depth=0.07' Max Vel=0.62 fps n=0.030 L=149.5' S=0.0127 '/' Capacity=356.46 cfs 0.35 cfs 0.33 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 16HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach SP1: Study Point 1 Inflow Area = 2.580 ac, 3.53% Impervious, Inflow Depth = 0.71" for 25 Year event Inflow = 0.84 cfs @ 12.48 hrs, Volume= 0.152 af Outflow = 0.84 cfs @ 12.48 hrs, Volume= 0.152 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Reach SP1: Study Point 1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.580 ac 0.84 cfs0.84 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 17HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: DA-1 Runoff = 1.37 cfs @ 12.43 hrs, Volume= 0.207 af, Depth= 1.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Description 1.973 43 Woods/grass comb., Fair, HSG A 1.973 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 54 0.0280 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.55" 0.8 74 0.0946 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 152 0.0148 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 24.0 280 Total Subcatchment DA-1: DA-1 Runoff Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)1 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=1.973 ac Runoff Volume=0.207 af Runoff Depth=1.26" Flow Length=280' Tc=24.0 min CN=43 1.37 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 18HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: DA-2 Runoff = 0.80 cfs @ 12.19 hrs, Volume= 0.082 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Adj Description 0.091 98 Unconnected roofs, HSG A 0.516 43 Woods/grass comb., Fair, HSG A 0.607 51 47 Weighted Average, UI Adjusted 0.516 85.01% Pervious Area 0.091 14.99% Impervious Area 0.091 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 57 0.0298 0.09 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.55" 0.5 54 0.1320 1.82 Shallow Concentrated Flow, B Woodland Kv= 5.0 fps 11.6 111 Total Subcatchment DA-2: DA-2 Runoff Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=0.607 ac Runoff Volume=0.082 af Runoff Depth=1.62" Flow Length=111' Tc=11.6 min UI Adjusted CN=47 0.80 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 19HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 1R: TT Thru DA-1 Inflow Area = 0.607 ac, 14.99% Impervious, Inflow Depth = 1.62" for 100 Year event Inflow = 0.80 cfs @ 12.19 hrs, Volume= 0.082 af Outflow = 0.79 cfs @ 12.22 hrs, Volume= 0.082 af, Atten= 1%, Lag= 1.9 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 1.34 fps, Min. Travel Time= 1.0 min Avg. Velocity = 0.68 fps, Avg. Travel Time= 2.1 min Peak Storage= 50 cf @ 12.20 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 1.00' Flow Area= 101.0 sf, Capacity= 751.90 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 201.00' Length= 84.0' Slope= 0.0565 '/' Inlet Invert= 64.25', Outlet Invert= 59.50' ‡ Reach 1R: TT Thru DA-1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.607 ac Avg. Flow Depth=0.07' Max Vel=1.34 fps n=0.030 L=84.0' S=0.0565 '/' Capacity=751.90 cfs 0.80 cfs0.79 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 20HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 2R: TT Thru DA-1 Inflow Area = 0.607 ac, 14.99% Impervious, Inflow Depth = 1.62" for 100 Year event Inflow = 0.79 cfs @ 12.22 hrs, Volume= 0.082 af Outflow = 0.75 cfs @ 12.32 hrs, Volume= 0.082 af, Atten= 6%, Lag= 6.3 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.76 fps, Min. Travel Time= 3.3 min Avg. Velocity = 0.38 fps, Avg. Travel Time= 6.6 min Peak Storage= 148 cf @ 12.27 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 1.00' Flow Area= 101.0 sf, Capacity= 356.46 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 201.00' Length= 149.5' Slope= 0.0127 '/' Inlet Invert= 59.50', Outlet Invert= 57.60' ‡ Reach 2R: TT Thru DA-1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.607 ac Avg. Flow Depth=0.09' Max Vel=0.76 fps n=0.030 L=149.5' S=0.0127 '/' Capacity=356.46 cfs 0.79 cfs 0.75 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 EXISTING Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 21HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach SP1: Study Point 1 Inflow Area = 2.580 ac, 3.53% Impervious, Inflow Depth = 1.35" for 100 Year event Inflow = 2.05 cfs @ 12.39 hrs, Volume= 0.290 af Outflow = 2.05 cfs @ 12.39 hrs, Volume= 0.290 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 10.00-27.00 hrs, dt= 0.02 hrs Reach SP1: Study Point 1 Inflow Outflow Hydrograph Time (hours) 272625242322212019181716151413121110Flow (cfs)2 1 0 Inflow Area=2.580 ac 2.05 cfs2.05 cfs 1A Developed site area 1B Building 2 Roof One LB 1C DA-1C 1D DA-1D 1E Driveway area to forebay 1F Building 3 Roof One LB 2A DA-2A (OFFSITE) 2B DA-2B (OFFSITE) 1R TT Thru DA-1A 2R TT Thru DA-1A 3R TT Thru DA-1B 4R TT Thru DA-1B 5R TT Thru DA-1C SP1 Study Point 1 1P Cultec 330XLHD 2P Forebay w beehive 3P LB 4P LB Routing Diagram for 2021-040 PROPOSED Prepared by Baxter Nye Engineering & Surveying, Printed 9/27/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 2HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1A: Developed site area Runoff = 0.55 cfs @ 12.32 hrs, Volume= 0.067 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Description 0.405 98 Unconnected pavement, HSG A 0.055 98 Roofs, HSG A 0.272 43 Woods/grass comb., Fair, HSG A 0.275 39 >75% Grass cover, Good, HSG A 1.007 67 Weighted Average 0.547 54.32% Pervious Area 0.460 45.68% Impervious Area 0.405 88.04% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 46 0.0218 0.04 Sheet Flow, SHEET FLOW Woods: Dense underbrush n= 0.800 P2= 3.55" 0.1 14 0.1450 3.43 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.3 31 0.0323 1.62 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.5 52 0.0381 1.76 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.1 16 0.0618 2.24 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.1 51 0.2000 9.08 Shallow Concentrated Flow, SCF Paved Kv= 20.3 fps 0.2 35 0.0280 3.40 Shallow Concentrated Flow, SCF Paved Kv= 20.3 fps 19.7 245 Total 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 3HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Subcatchment 1A: Developed site area Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=1.007 ac Runoff Volume=0.067 af Runoff Depth=0.79" Flow Length=245' Tc=19.7 min CN=67 0.55 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 4HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1B: Building 2 Roof One LB Runoff = 0.20 cfs @ 12.07 hrs, Volume= 0.015 af, Depth> 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Description 0.059 98 Roofs, HSG A 0.059 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1B: Building 2 Roof One LB Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=0.059 ac Runoff Volume=0.015 af Runoff Depth>3.10" Tc=5.0 min CN=98 0.20 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 5HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1C: DA-1C Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Description 0.355 32 Woods/grass comb., Good, HSG A 0.243 39 >75% Grass cover, Good, HSG A 0.598 35 Weighted Average 0.598 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 22 0.1354 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.9 64 0.0157 1.13 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 0.5 116 0.1720 3.73 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 2.1 108 0.0093 0.87 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 6.3 310 Total Subcatchment 1C: DA-1C Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=0.598 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=310' Tc=6.3 min CN=35 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 6HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1D: DA-1D Runoff = 0.00 cfs @ 23.40 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Description 0.047 39 >75% Grass cover, Good, HSG A 0.047 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1D: DA-1D Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=0.047 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=5.0 min CN=39 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 7HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: Driveway area to forebay Runoff = 0.00 cfs @ 16.90 hrs, Volume= 0.000 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Adj Description 0.047 98 Unconnected pavement, HSG A 0.075 30 Woods, Good, HSG A 0.081 39 >75% Grass cover, Good, HSG A 0.203 49 42 Weighted Average, UI Adjusted 0.156 76.85% Pervious Area 0.047 23.15% Impervious Area 0.047 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1E: Driveway area to forebay Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=0.203 ac Runoff Volume=0.000 af Runoff Depth=0.03" Tc=5.0 min UI Adjusted CN=42 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 8HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1F: Building 3 Roof One LB Runoff = 0.20 cfs @ 12.07 hrs, Volume= 0.015 af, Depth> 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Description 0.059 98 Roofs, HSG A 0.059 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1F: Building 3 Roof One LB Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=0.059 ac Runoff Volume=0.015 af Runoff Depth>3.10" Tc=5.0 min CN=98 0.20 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 9HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 2A: DA-2A (OFFSITE) Runoff = 0.01 cfs @ 13.80 hrs, Volume= 0.004 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Adj Description 0.057 98 Unconnected roofs, HSG A 0.386 43 Woods/grass comb., Fair, HSG A 0.443 50 47 Weighted Average, UI Adjusted 0.386 87.13% Pervious Area 0.057 12.87% Impervious Area 0.057 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 51 0.0392 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.6 59 0.1023 1.60 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 110 Total Subcatchment 2A: DA-2A (OFFSITE) Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=0.443 ac Runoff Volume=0.004 af Runoff Depth=0.11" Flow Length=110' Tc=9.7 min UI Adjusted CN=47 0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 10HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 2B: DA-2B (OFFSITE) Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=3.40" Area (ac) CN Description 0.154 32 Woods/grass comb., Good, HSG A 0.010 98 Roofs, HSG A 0.164 36 Weighted Average 0.154 93.90% Pervious Area 0.010 6.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 42 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.4 44 0.1373 1.85 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.1 86 Total Subcatchment 2B: DA-2B (OFFSITE) Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Type III 24-hr 2 Year Rainfall=3.40" Runoff Area=0.164 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=86' Tc=9.1 min CN=36 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 11HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 1R: TT Thru DA-1A Inflow Area = 0.443 ac, 12.87% Impervious, Inflow Depth = 0.11" for 2 Year event Inflow = 0.01 cfs @ 13.80 hrs, Volume= 0.004 af Outflow = 0.01 cfs @ 13.99 hrs, Volume= 0.004 af, Atten= 0%, Lag= 11.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.21 fps, Min. Travel Time= 6.3 min Avg. Velocity = 0.17 fps, Avg. Travel Time= 7.4 min Peak Storage= 2 cf @ 13.89 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 49.48 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 78.0' Slope= 0.0096 '/' Inlet Invert= 63.00', Outlet Invert= 62.25' ‡ Reach 1R: TT Thru DA-1A Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.443 ac Avg. Flow Depth=0.01' Max Vel=0.21 fps n=0.030 L=78.0' S=0.0096 '/' Capacity=49.48 cfs 0.01 cfs0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 12HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 2R: TT Thru DA-1A Inflow Area = 0.443 ac, 12.87% Impervious, Inflow Depth = 0.11" for 2 Year event Inflow = 0.01 cfs @ 13.99 hrs, Volume= 0.004 af Outflow = 0.01 cfs @ 14.19 hrs, Volume= 0.004 af, Atten= 0%, Lag= 11.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.47 fps, Min. Travel Time= 6.5 min Avg. Velocity = 0.40 fps, Avg. Travel Time= 7.6 min Peak Storage= 2 cf @ 14.08 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 0.50' Flow Area= 13.0 sf, Capacity= 65.95 cfs 1.00' x 0.50' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 50.0 '/' Top Width= 51.00' Length= 184.6' Slope= 0.0122 '/' Inlet Invert= 62.25', Outlet Invert= 60.00' ‡ Reach 2R: TT Thru DA-1A Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.443 ac Avg. Flow Depth=0.01' Max Vel=0.47 fps n=0.013 L=184.6' S=0.0122 '/' Capacity=65.95 cfs 0.01 cfs0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 13HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 3R: TT Thru DA-1B Inflow Area = 1.771 ac, 38.51% Impervious, Inflow Depth = 0.00" for 2 Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 93.73 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, dense weeds Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 71.0' Slope= 0.0345 '/' Inlet Invert= 60.05', Outlet Invert= 57.60' ‡ Reach 3R: TT Thru DA-1B Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.771 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=71.0' S=0.0345 '/' Capacity=93.73 cfs 0.00 cfs0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 14HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 4R: TT Thru DA-1B 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 15HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 5R: TT Thru DA-1C Inflow Area = 0.164 ac, 6.10% Impervious, Inflow Depth = 0.00" for 2 Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 78.57 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 299.0' Slope= 0.0242 '/' Inlet Invert= 65.00', Outlet Invert= 57.75' ‡ Reach 5R: TT Thru DA-1C Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Inflow Area=0.164 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=299.0' S=0.0242 '/' Capacity=78.57 cfs 0.00 cfs0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 16HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach SP1: Study Point 1 Inflow Area = 2.580 ac, 26.82% Impervious, Inflow Depth = 0.00" for 2 Year event Inflow = 0.00 cfs @ 23.40 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 23.40 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Reach SP1: Study Point 1 Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inflow Area=2.580 ac 0.00 cfs0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 17HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Cultec 330XLHD Inflow Area = 1.771 ac, 38.51% Impervious, Inflow Depth = 0.48" for 2 Year event Inflow = 0.55 cfs @ 12.32 hrs, Volume= 0.071 af Outflow = 0.31 cfs @ 12.66 hrs, Volume= 0.071 af, Atten= 43%, Lag= 20.5 min Discarded = 0.31 cfs @ 12.66 hrs, Volume= 0.071 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 55.50' @ 12.66 hrs Surf.Area= 1,531 sf Storage= 308 cf Plug-Flow detention time= 5.5 min calculated for 0.071 af (100% of inflow) Center-of-Mass det. time= 5.5 min ( 909.4 - 903.9 ) Volume Invert Avail.Storage Storage Description #1A 55.00' 1,317 cf 20.83'W x 73.50'L x 3.54'H Field A 5,423 cf Overall - 2,131 cf Embedded = 3,292 cf x 40.0% Voids #2A 55.50' 2,131 cf Cultec R-330XLHD x 40 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 4 rows #3 56.50' 3,240 cf Custom Stage Data (Conic) Listed below (Recalc) 6,688 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 56.50 2 0 0 2 57.00 77 15 15 78 58.00 195 132 147 202 59.00 376 281 427 393 59.60 499 262 689 523 60.00 623 224 913 652 61.00 4,656 2,327 3,240 4,688 Device Routing Invert Outlet Devices #1 Discarded 55.00'8.270 in/hr Exfiltration over Wetted area from 54.90' - 58.54' Excluded Wetted area = 0 sf #2 Discarded 56.50'2.410 in/hr Exfiltration over Surface area from 56.50' - 61.00' Excluded Surface area = 1,533 sf #3 Primary 60.10'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.9' Crest Height Discarded OutFlow Max=0.31 cfs @ 12.66 hrs HW=55.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.31 cfs) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=55.00' (Free Discharge) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 18HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 1P: Cultec 330XLHD - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger® 330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 10 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 71.50' Row Length +12.0" End Stone x 2 = 73.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 40 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 2,131.0 cf Chamber Storage 5,423.2 cf Field - 2,131.0 cf Chambers = 3,292.2 cf Stone x 40.0% Voids = 1,316.9 cf Stone Storage Chamber Storage + Stone Storage = 3,447.9 cf = 0.079 af Overall Storage Efficiency = 63.6% 40 Chambers 200.9 cy Field 121.9 cy Stone 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 19HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 1P: Cultec 330XLHD Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.771 ac Peak Elev=55.50' Storage=308 cf 0.55 cfs 0.31 cfs0.31 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 20HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: Forebay w beehive Inflow Area = 0.203 ac, 23.15% Impervious, Inflow Depth = 0.03" for 2 Year event Inflow = 0.00 cfs @ 16.90 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 17.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 7.0 min Discarded = 0.00 cfs @ 17.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 59.01' @ 17.01 hrs Surf.Area= 48 sf Storage= 0 cf Plug-Flow detention time= 7.2 min calculated for 0.000 af (100% of inflow) Center-of-Mass det. time= 7.2 min ( 1,159.1 - 1,151.9 ) Volume Invert Avail.Storage Storage Description #1 59.00' 827 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 59.00 47 32.0 0 0 47 60.00 216 68.0 121 121 338 61.00 471 90.0 335 457 625 61.60 777 124.0 371 827 1,208 Device Routing Invert Outlet Devices #1 Discarded 59.00'2.410 in/hr Exfiltration over Wetted area from 58.90' - 61.50' Excluded Wetted area = 0 sf #2 Primary 61.50'20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.00 cfs @ 17.01 hrs HW=59.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=59.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 21HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 2P: Forebay w beehive Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.203 ac Peak Elev=59.01' Storage=0 cf 0.00 cfs0.00 cfs0.00 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 22HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 3P: LB Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 3.10" for 2 Year event Inflow = 0.20 cfs @ 12.07 hrs, Volume= 0.015 af Outflow = 0.02 cfs @ 11.58 hrs, Volume= 0.015 af, Atten= 89%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.58 hrs, Volume= 0.015 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 55.62' @ 12.65 hrs Surf.Area= 120 sf Storage= 212 cf Plug-Flow detention time= 59.9 min calculated for 0.015 af (100% of inflow) Center-of-Mass det. time= 59.8 min ( 824.6 - 764.8 ) Volume Invert Avail.Storage Storage Description #1 52.83' 176 cf 8.00'W x 15.00'L x 6.50'H Prismatoid 780 cf Overall - 339 cf Embedded = 441 cf x 40.0% Voids #2 53.33' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 #3 61.80' 271 cf Custom Stage Data (Prismatic) Listed below (Recalc) 787 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 61.80 4 0 0 62.00 2,708 271 271 Device Routing Invert Outlet Devices #1 Discarded 52.83'8.270 in/hr Exfiltration over Surface area from 52.82' - 59.33' Excluded Surface area = 0 sf #2 Primary 61.80'2.5" x 2.5" Horiz. Orifice/Grate X 36.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.58 hrs HW=52.92' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=52.83' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 23HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 3P: LB Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.059 ac Peak Elev=55.62' Storage=212 cf 0.20 cfs 0.02 cfs0.02 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 24HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 4P: LB Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 3.10" for 2 Year event Inflow = 0.20 cfs @ 12.07 hrs, Volume= 0.015 af Outflow = 0.02 cfs @ 11.58 hrs, Volume= 0.015 af, Atten= 89%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.58 hrs, Volume= 0.015 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 56.12' @ 12.65 hrs Surf.Area= 120 sf Storage= 212 cf Plug-Flow detention time= 60.1 min calculated for 0.015 af (100% of inflow) Center-of-Mass det. time= 60.0 min ( 824.8 - 764.8 ) Volume Invert Avail.Storage Storage Description #1 53.33' 176 cf 8.00'W x 15.00'L x 6.50'H Prismatoid 780 cf Overall - 339 cf Embedded = 441 cf x 40.0% Voids #2 53.83' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 #3 62.50' 251 cf Custom Stage Data (Prismatic) Listed below (Recalc) 767 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.50 4 0 0 63.00 1,000 251 251 Device Routing Invert Outlet Devices #1 Discarded 53.33'8.270 in/hr Exfiltration over Surface area from 53.32' - 59.83' Excluded Surface area = 0 sf #2 Primary 61.80'2.5" x 2.5" Horiz. Orifice/Grate X 36.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.58 hrs HW=53.43' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=53.33' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 2 Year Rainfall=3.40"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 25HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 4P: LB Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.059 ac Peak Elev=56.12' Storage=212 cf 0.20 cfs 0.02 cfs0.02 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 26HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1A: Developed site area Runoff = 1.36 cfs @ 12.29 hrs, Volume= 0.148 af, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Description 0.405 98 Unconnected pavement, HSG A 0.055 98 Roofs, HSG A 0.272 43 Woods/grass comb., Fair, HSG A 0.275 39 >75% Grass cover, Good, HSG A 1.007 67 Weighted Average 0.547 54.32% Pervious Area 0.460 45.68% Impervious Area 0.405 88.04% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 46 0.0218 0.04 Sheet Flow, SHEET FLOW Woods: Dense underbrush n= 0.800 P2= 3.55" 0.1 14 0.1450 3.43 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.3 31 0.0323 1.62 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.5 52 0.0381 1.76 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.1 16 0.0618 2.24 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.1 51 0.2000 9.08 Shallow Concentrated Flow, SCF Paved Kv= 20.3 fps 0.2 35 0.0280 3.40 Shallow Concentrated Flow, SCF Paved Kv= 20.3 fps 19.7 245 Total 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 27HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Subcatchment 1A: Developed site area Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=1.007 ac Runoff Volume=0.148 af Runoff Depth=1.77" Flow Length=245' Tc=19.7 min CN=67 1.36 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 28HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1B: Building 2 Roof One LB Runoff = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af, Depth> 4.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Description 0.059 98 Roofs, HSG A 0.059 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1B: Building 2 Roof One LB Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=0.059 ac Runoff Volume=0.023 af Runoff Depth>4.59" Tc=5.0 min CN=98 0.29 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 29HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1C: DA-1C Runoff = 0.01 cfs @ 15.22 hrs, Volume= 0.004 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Description 0.355 32 Woods/grass comb., Good, HSG A 0.243 39 >75% Grass cover, Good, HSG A 0.598 35 Weighted Average 0.598 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 22 0.1354 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.9 64 0.0157 1.13 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 0.5 116 0.1720 3.73 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 2.1 108 0.0093 0.87 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 6.3 310 Total Subcatchment 1C: DA-1C Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=0.598 ac Runoff Volume=0.004 af Runoff Depth=0.08" Flow Length=310' Tc=6.3 min CN=35 0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 30HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1D: DA-1D Runoff = 0.00 cfs @ 12.47 hrs, Volume= 0.001 af, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Description 0.047 39 >75% Grass cover, Good, HSG A 0.047 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1D: DA-1D Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=0.047 ac Runoff Volume=0.001 af Runoff Depth=0.19" Tc=5.0 min CN=39 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 31HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: Driveway area to forebay Runoff = 0.02 cfs @ 12.37 hrs, Volume= 0.005 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Adj Description 0.047 98 Unconnected pavement, HSG A 0.075 30 Woods, Good, HSG A 0.081 39 >75% Grass cover, Good, HSG A 0.203 49 42 Weighted Average, UI Adjusted 0.156 76.85% Pervious Area 0.047 23.15% Impervious Area 0.047 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1E: Driveway area to forebay Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=0.203 ac Runoff Volume=0.005 af Runoff Depth=0.30" Tc=5.0 min UI Adjusted CN=42 0.02 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 32HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1F: Building 3 Roof One LB Runoff = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af, Depth> 4.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Description 0.059 98 Roofs, HSG A 0.059 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1F: Building 3 Roof One LB Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=0.059 ac Runoff Volume=0.023 af Runoff Depth>4.59" Tc=5.0 min CN=98 0.29 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 33HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 2A: DA-2A (OFFSITE) Runoff = 0.11 cfs @ 12.31 hrs, Volume= 0.019 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Adj Description 0.057 98 Unconnected roofs, HSG A 0.386 43 Woods/grass comb., Fair, HSG A 0.443 50 47 Weighted Average, UI Adjusted 0.386 87.13% Pervious Area 0.057 12.87% Impervious Area 0.057 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 51 0.0392 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.6 59 0.1023 1.60 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 110 Total Subcatchment 2A: DA-2A (OFFSITE) Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=0.443 ac Runoff Volume=0.019 af Runoff Depth=0.52" Flow Length=110' Tc=9.7 min UI Adjusted CN=47 0.11 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 34HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 2B: DA-2B (OFFSITE) Runoff = 0.00 cfs @ 14.96 hrs, Volume= 0.001 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.95" Area (ac) CN Description 0.154 32 Woods/grass comb., Good, HSG A 0.010 98 Roofs, HSG A 0.164 36 Weighted Average 0.154 93.90% Pervious Area 0.010 6.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 42 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.4 44 0.1373 1.85 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.1 86 Total Subcatchment 2B: DA-2B (OFFSITE) Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 Type III 24-hr 10 Year Rainfall=4.95" Runoff Area=0.164 ac Runoff Volume=0.001 af Runoff Depth=0.10" Flow Length=86' Tc=9.1 min CN=36 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 35HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 1R: TT Thru DA-1A Inflow Area = 0.443 ac, 12.87% Impervious, Inflow Depth = 0.52" for 10 Year event Inflow = 0.11 cfs @ 12.31 hrs, Volume= 0.019 af Outflow = 0.11 cfs @ 12.40 hrs, Volume= 0.019 af, Atten= 1%, Lag= 5.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.42 fps, Min. Travel Time= 3.1 min Avg. Velocity = 0.25 fps, Avg. Travel Time= 5.3 min Peak Storage= 21 cf @ 12.35 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 49.48 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 78.0' Slope= 0.0096 '/' Inlet Invert= 63.00', Outlet Invert= 62.25' ‡ Reach 1R: TT Thru DA-1A Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.443 ac Avg. Flow Depth=0.05' Max Vel=0.42 fps n=0.030 L=78.0' S=0.0096 '/' Capacity=49.48 cfs 0.11 cfs0.11 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 36HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 2R: TT Thru DA-1A Inflow Area = 0.443 ac, 12.87% Impervious, Inflow Depth = 0.52" for 10 Year event Inflow = 0.11 cfs @ 12.40 hrs, Volume= 0.019 af Outflow = 0.11 cfs @ 12.50 hrs, Volume= 0.019 af, Atten= 1%, Lag= 5.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 1.02 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.58 fps, Avg. Travel Time= 5.3 min Peak Storage= 20 cf @ 12.45 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.50' Flow Area= 13.0 sf, Capacity= 65.95 cfs 1.00' x 0.50' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 50.0 '/' Top Width= 51.00' Length= 184.6' Slope= 0.0122 '/' Inlet Invert= 62.25', Outlet Invert= 60.00' ‡ Reach 2R: TT Thru DA-1A Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.443 ac Avg. Flow Depth=0.04' Max Vel=1.02 fps n=0.013 L=184.6' S=0.0122 '/' Capacity=65.95 cfs 0.11 cfs0.11 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 37HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 3R: TT Thru DA-1B Inflow Area = 1.771 ac, 38.51% Impervious, Inflow Depth = 0.00" for 10 Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 93.73 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, dense weeds Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 71.0' Slope= 0.0345 '/' Inlet Invert= 60.05', Outlet Invert= 57.60' ‡ Reach 3R: TT Thru DA-1B Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.771 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=71.0' S=0.0345 '/' Capacity=93.73 cfs 0.00 cfs0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 38HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 4R: TT Thru DA-1B 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 39HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 5R: TT Thru DA-1C Inflow Area = 0.164 ac, 6.10% Impervious, Inflow Depth = 0.10" for 10 Year event Inflow = 0.00 cfs @ 14.96 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 15.61 hrs, Volume= 0.001 af, Atten= 1%, Lag= 38.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.22 fps, Min. Travel Time= 22.6 min Avg. Velocity = 0.19 fps, Avg. Travel Time= 25.7 min Peak Storage= 3 cf @ 15.23 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 78.57 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 299.0' Slope= 0.0242 '/' Inlet Invert= 65.00', Outlet Invert= 57.75' ‡ Reach 5R: TT Thru DA-1C Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 Inflow Area=0.164 ac Avg. Flow Depth=0.01' Max Vel=0.22 fps n=0.030 L=299.0' S=0.0242 '/' Capacity=78.57 cfs 0.00 cfs0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 40HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach SP1: Study Point 1 Inflow Area = 2.580 ac, 26.82% Impervious, Inflow Depth > 0.03" for 10 Year event Inflow = 0.01 cfs @ 15.22 hrs, Volume= 0.006 af Outflow = 0.01 cfs @ 15.22 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Reach SP1: Study Point 1 Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=2.580 ac 0.01 cfs0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 41HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Cultec 330XLHD Inflow Area = 1.771 ac, 38.51% Impervious, Inflow Depth = 1.14" for 10 Year event Inflow = 1.41 cfs @ 12.31 hrs, Volume= 0.168 af Outflow = 0.37 cfs @ 12.99 hrs, Volume= 0.168 af, Atten= 74%, Lag= 40.8 min Discarded = 0.37 cfs @ 12.99 hrs, Volume= 0.168 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 56.79' @ 12.99 hrs Surf.Area= 1,564 sf Storage= 1,934 cf Plug-Flow detention time= 41.3 min calculated for 0.168 af (100% of inflow) Center-of-Mass det. time= 41.3 min ( 919.6 - 878.4 ) Volume Invert Avail.Storage Storage Description #1A 55.00' 1,317 cf 20.83'W x 73.50'L x 3.54'H Field A 5,423 cf Overall - 2,131 cf Embedded = 3,292 cf x 40.0% Voids #2A 55.50' 2,131 cf Cultec R-330XLHD x 40 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 4 rows #3 56.50' 3,240 cf Custom Stage Data (Conic) Listed below (Recalc) 6,688 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 56.50 2 0 0 2 57.00 77 15 15 78 58.00 195 132 147 202 59.00 376 281 427 393 59.60 499 262 689 523 60.00 623 224 913 652 61.00 4,656 2,327 3,240 4,688 Device Routing Invert Outlet Devices #1 Discarded 55.00'8.270 in/hr Exfiltration over Wetted area from 54.90' - 58.54' Excluded Wetted area = 0 sf #2 Discarded 56.50'2.410 in/hr Exfiltration over Surface area from 56.50' - 61.00' Excluded Surface area = 1,533 sf #3 Primary 60.10'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.9' Crest Height Discarded OutFlow Max=0.37 cfs @ 12.99 hrs HW=56.79' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.36 cfs) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=55.00' (Free Discharge) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 42HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 1P: Cultec 330XLHD - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger® 330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 10 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 71.50' Row Length +12.0" End Stone x 2 = 73.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 40 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 2,131.0 cf Chamber Storage 5,423.2 cf Field - 2,131.0 cf Chambers = 3,292.2 cf Stone x 40.0% Voids = 1,316.9 cf Stone Storage Chamber Storage + Stone Storage = 3,447.9 cf = 0.079 af Overall Storage Efficiency = 63.6% 40 Chambers 200.9 cy Field 121.9 cy Stone 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 43HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 1P: Cultec 330XLHD Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.771 ac Peak Elev=56.79' Storage=1,934 cf 1.41 cfs 0.37 cfs0.37 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 44HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: Forebay w beehive Inflow Area = 0.203 ac, 23.15% Impervious, Inflow Depth = 0.30" for 10 Year event Inflow = 0.02 cfs @ 12.37 hrs, Volume= 0.005 af Outflow = 0.01 cfs @ 14.12 hrs, Volume= 0.005 af, Atten= 61%, Lag= 105.2 min Discarded = 0.01 cfs @ 14.12 hrs, Volume= 0.005 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 59.41' @ 14.12 hrs Surf.Area= 102 sf Storage= 30 cf Plug-Flow detention time= 44.6 min calculated for 0.005 af (100% of inflow) Center-of-Mass det. time= 44.6 min ( 1,019.4 - 974.8 ) Volume Invert Avail.Storage Storage Description #1 59.00' 827 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 59.00 47 32.0 0 0 47 60.00 216 68.0 121 121 338 61.00 471 90.0 335 457 625 61.60 777 124.0 371 827 1,208 Device Routing Invert Outlet Devices #1 Discarded 59.00'2.410 in/hr Exfiltration over Wetted area from 58.90' - 61.50' Excluded Wetted area = 0 sf #2 Primary 61.50'20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.01 cfs @ 14.12 hrs HW=59.41' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=59.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 45HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 2P: Forebay w beehive Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.203 ac Peak Elev=59.41' Storage=30 cf 0.02 cfs 0.01 cfs0.01 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 46HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 3P: LB Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 4.59" for 10 Year event Inflow = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af Outflow = 0.02 cfs @ 11.20 hrs, Volume= 0.023 af, Atten= 92%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.20 hrs, Volume= 0.023 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 57.49' @ 13.02 hrs Surf.Area= 120 sf Storage= 365 cf Plug-Flow detention time= 116.5 min calculated for 0.023 af (100% of inflow) Center-of-Mass det. time= 116.3 min ( 878.2 - 761.8 ) Volume Invert Avail.Storage Storage Description #1 52.83' 176 cf 8.00'W x 15.00'L x 6.50'H Prismatoid 780 cf Overall - 339 cf Embedded = 441 cf x 40.0% Voids #2 53.33' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 #3 61.80' 271 cf Custom Stage Data (Prismatic) Listed below (Recalc) 787 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 61.80 4 0 0 62.00 2,708 271 271 Device Routing Invert Outlet Devices #1 Discarded 52.83'8.270 in/hr Exfiltration over Surface area from 52.82' - 59.33' Excluded Surface area = 0 sf #2 Primary 61.80'2.5" x 2.5" Horiz. Orifice/Grate X 36.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.20 hrs HW=52.92' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=52.83' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 47HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 3P: LB Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.059 ac Peak Elev=57.49' Storage=365 cf 0.29 cfs 0.02 cfs0.02 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 48HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 4P: LB Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 4.59" for 10 Year event Inflow = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af Outflow = 0.02 cfs @ 11.20 hrs, Volume= 0.023 af, Atten= 92%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.20 hrs, Volume= 0.023 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 58.00' @ 13.02 hrs Surf.Area= 120 sf Storage= 365 cf Plug-Flow detention time= 116.7 min calculated for 0.023 af (100% of inflow) Center-of-Mass det. time= 116.5 min ( 878.3 - 761.8 ) Volume Invert Avail.Storage Storage Description #1 53.33' 176 cf 8.00'W x 15.00'L x 6.50'H Prismatoid 780 cf Overall - 339 cf Embedded = 441 cf x 40.0% Voids #2 53.83' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 #3 62.50' 251 cf Custom Stage Data (Prismatic) Listed below (Recalc) 767 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.50 4 0 0 63.00 1,000 251 251 Device Routing Invert Outlet Devices #1 Discarded 53.33'8.270 in/hr Exfiltration over Surface area from 53.32' - 59.83' Excluded Surface area = 0 sf #2 Primary 61.80'2.5" x 2.5" Horiz. Orifice/Grate X 36.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.20 hrs HW=53.43' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=53.33' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 10 Year Rainfall=4.95"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 49HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 4P: LB Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.059 ac Peak Elev=58.00' Storage=365 cf 0.29 cfs 0.02 cfs0.02 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 50HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1A: Developed site area Runoff = 1.94 cfs @ 12.28 hrs, Volume= 0.207 af, Depth= 2.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Description 0.405 98 Unconnected pavement, HSG A 0.055 98 Roofs, HSG A 0.272 43 Woods/grass comb., Fair, HSG A 0.275 39 >75% Grass cover, Good, HSG A 1.007 67 Weighted Average 0.547 54.32% Pervious Area 0.460 45.68% Impervious Area 0.405 88.04% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 46 0.0218 0.04 Sheet Flow, SHEET FLOW Woods: Dense underbrush n= 0.800 P2= 3.55" 0.1 14 0.1450 3.43 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.3 31 0.0323 1.62 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.5 52 0.0381 1.76 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.1 16 0.0618 2.24 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.1 51 0.2000 9.08 Shallow Concentrated Flow, SCF Paved Kv= 20.3 fps 0.2 35 0.0280 3.40 Shallow Concentrated Flow, SCF Paved Kv= 20.3 fps 19.7 245 Total 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 51HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Subcatchment 1A: Developed site area Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)2 1 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=1.007 ac Runoff Volume=0.207 af Runoff Depth=2.47" Flow Length=245' Tc=19.7 min CN=67 1.94 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 52HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1B: Building 2 Roof One LB Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af, Depth> 5.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Description 0.059 98 Roofs, HSG A 0.059 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1B: Building 2 Roof One LB Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=0.059 ac Runoff Volume=0.027 af Runoff Depth>5.51" Tc=5.0 min CN=98 0.35 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 53HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1C: DA-1C Runoff = 0.03 cfs @ 12.48 hrs, Volume= 0.012 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Description 0.355 32 Woods/grass comb., Good, HSG A 0.243 39 >75% Grass cover, Good, HSG A 0.598 35 Weighted Average 0.598 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 22 0.1354 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.9 64 0.0157 1.13 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 0.5 116 0.1720 3.73 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 2.1 108 0.0093 0.87 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 6.3 310 Total Subcatchment 1C: DA-1C Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=0.598 ac Runoff Volume=0.012 af Runoff Depth=0.23" Flow Length=310' Tc=6.3 min CN=35 0.03 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 54HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1D: DA-1D Runoff = 0.01 cfs @ 12.34 hrs, Volume= 0.002 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Description 0.047 39 >75% Grass cover, Good, HSG A 0.047 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1D: DA-1D Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=0.047 ac Runoff Volume=0.002 af Runoff Depth=0.42" Tc=5.0 min CN=39 0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 55HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: Driveway area to forebay Runoff = 0.06 cfs @ 12.14 hrs, Volume= 0.010 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Adj Description 0.047 98 Unconnected pavement, HSG A 0.075 30 Woods, Good, HSG A 0.081 39 >75% Grass cover, Good, HSG A 0.203 49 42 Weighted Average, UI Adjusted 0.156 76.85% Pervious Area 0.047 23.15% Impervious Area 0.047 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1E: Driveway area to forebay Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=0.203 ac Runoff Volume=0.010 af Runoff Depth=0.59" Tc=5.0 min UI Adjusted CN=42 0.06 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 56HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1F: Building 3 Roof One LB Runoff = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af, Depth> 5.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Description 0.059 98 Roofs, HSG A 0.059 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1F: Building 3 Roof One LB Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=0.059 ac Runoff Volume=0.027 af Runoff Depth>5.51" Tc=5.0 min CN=98 0.35 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 57HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 2A: DA-2A (OFFSITE) Runoff = 0.27 cfs @ 12.18 hrs, Volume= 0.033 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Adj Description 0.057 98 Unconnected roofs, HSG A 0.386 43 Woods/grass comb., Fair, HSG A 0.443 50 47 Weighted Average, UI Adjusted 0.386 87.13% Pervious Area 0.057 12.87% Impervious Area 0.057 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 51 0.0392 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.6 59 0.1023 1.60 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 110 Total Subcatchment 2A: DA-2A (OFFSITE) Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=0.443 ac Runoff Volume=0.033 af Runoff Depth=0.90" Flow Length=110' Tc=9.7 min UI Adjusted CN=47 0.27 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 58HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 2B: DA-2B (OFFSITE) Runoff = 0.01 cfs @ 12.49 hrs, Volume= 0.004 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 25 Year Rainfall=5.92" Area (ac) CN Description 0.154 32 Woods/grass comb., Good, HSG A 0.010 98 Roofs, HSG A 0.164 36 Weighted Average 0.154 93.90% Pervious Area 0.010 6.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 42 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.4 44 0.1373 1.85 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.1 86 Total Subcatchment 2B: DA-2B (OFFSITE) Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 25 Year Rainfall=5.92" Runoff Area=0.164 ac Runoff Volume=0.004 af Runoff Depth=0.28" Flow Length=86' Tc=9.1 min CN=36 0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 59HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 1R: TT Thru DA-1A Inflow Area = 0.443 ac, 12.87% Impervious, Inflow Depth = 0.90" for 25 Year event Inflow = 0.27 cfs @ 12.18 hrs, Volume= 0.033 af Outflow = 0.26 cfs @ 12.26 hrs, Volume= 0.033 af, Atten= 4%, Lag= 5.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.52 fps, Min. Travel Time= 2.5 min Avg. Velocity = 0.27 fps, Avg. Travel Time= 4.7 min Peak Storage= 39 cf @ 12.22 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 49.48 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 78.0' Slope= 0.0096 '/' Inlet Invert= 63.00', Outlet Invert= 62.25' ‡ Reach 1R: TT Thru DA-1A Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.443 ac Avg. Flow Depth=0.07' Max Vel=0.52 fps n=0.030 L=78.0' S=0.0096 '/' Capacity=49.48 cfs 0.27 cfs 0.26 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 60HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 2R: TT Thru DA-1A Inflow Area = 0.443 ac, 12.87% Impervious, Inflow Depth = 0.90" for 25 Year event Inflow = 0.26 cfs @ 12.26 hrs, Volume= 0.033 af Outflow = 0.26 cfs @ 12.34 hrs, Volume= 0.033 af, Atten= 3%, Lag= 5.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 1.26 fps, Min. Travel Time= 2.4 min Avg. Velocity = 0.65 fps, Avg. Travel Time= 4.7 min Peak Storage= 37 cf @ 12.30 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 13.0 sf, Capacity= 65.95 cfs 1.00' x 0.50' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 50.0 '/' Top Width= 51.00' Length= 184.6' Slope= 0.0122 '/' Inlet Invert= 62.25', Outlet Invert= 60.00' ‡ Reach 2R: TT Thru DA-1A Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.443 ac Avg. Flow Depth=0.05' Max Vel=1.26 fps n=0.013 L=184.6' S=0.0122 '/' Capacity=65.95 cfs 0.26 cfs 0.26 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 61HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 3R: TT Thru DA-1B Inflow Area = 1.771 ac, 38.51% Impervious, Inflow Depth = 0.00" for 25 Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 93.73 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, dense weeds Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 71.0' Slope= 0.0345 '/' Inlet Invert= 60.05', Outlet Invert= 57.60' ‡ Reach 3R: TT Thru DA-1B Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.771 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps n=0.030 L=71.0' S=0.0345 '/' Capacity=93.73 cfs 0.00 cfs0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 62HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 4R: TT Thru DA-1B 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 63HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 5R: TT Thru DA-1C Inflow Area = 0.164 ac, 6.10% Impervious, Inflow Depth = 0.28" for 25 Year event Inflow = 0.01 cfs @ 12.49 hrs, Volume= 0.004 af Outflow = 0.01 cfs @ 13.18 hrs, Volume= 0.004 af, Atten= 30%, Lag= 41.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.30 fps, Min. Travel Time= 16.5 min Avg. Velocity = 0.24 fps, Avg. Travel Time= 20.8 min Peak Storage= 7 cf @ 12.90 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 78.57 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 299.0' Slope= 0.0242 '/' Inlet Invert= 65.00', Outlet Invert= 57.75' ‡ Reach 5R: TT Thru DA-1C Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.164 ac Avg. Flow Depth=0.01' Max Vel=0.30 fps n=0.030 L=299.0' S=0.0242 '/' Capacity=78.57 cfs 0.01 cfs 0.01 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 64HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach SP1: Study Point 1 Inflow Area = 2.580 ac, 26.82% Impervious, Inflow Depth > 0.08" for 25 Year event Inflow = 0.03 cfs @ 12.47 hrs, Volume= 0.017 af Outflow = 0.03 cfs @ 12.47 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Reach SP1: Study Point 1 Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=2.580 ac 0.03 cfs0.03 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 65HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Cultec 330XLHD Inflow Area = 1.771 ac, 38.51% Impervious, Inflow Depth = 1.63" for 25 Year event Inflow = 2.17 cfs @ 12.30 hrs, Volume= 0.240 af Outflow = 0.46 cfs @ 13.08 hrs, Volume= 0.240 af, Atten= 79%, Lag= 46.8 min Discarded = 0.46 cfs @ 13.08 hrs, Volume= 0.240 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 58.06' @ 13.08 hrs Surf.Area= 1,736 sf Storage= 3,315 cf Plug-Flow detention time= 68.1 min calculated for 0.240 af (100% of inflow) Center-of-Mass det. time= 68.0 min ( 935.9 - 867.9 ) Volume Invert Avail.Storage Storage Description #1A 55.00' 1,317 cf 20.83'W x 73.50'L x 3.54'H Field A 5,423 cf Overall - 2,131 cf Embedded = 3,292 cf x 40.0% Voids #2A 55.50' 2,131 cf Cultec R-330XLHD x 40 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 4 rows #3 56.50' 3,240 cf Custom Stage Data (Conic) Listed below (Recalc) 6,688 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 56.50 2 0 0 2 57.00 77 15 15 78 58.00 195 132 147 202 59.00 376 281 427 393 59.60 499 262 689 523 60.00 623 224 913 652 61.00 4,656 2,327 3,240 4,688 Device Routing Invert Outlet Devices #1 Discarded 55.00'8.270 in/hr Exfiltration over Wetted area from 54.90' - 58.54' Excluded Wetted area = 0 sf #2 Discarded 56.50'2.410 in/hr Exfiltration over Surface area from 56.50' - 61.00' Excluded Surface area = 1,533 sf #3 Primary 60.10'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.9' Crest Height Discarded OutFlow Max=0.46 cfs @ 13.08 hrs HW=58.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.44 cfs) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=55.00' (Free Discharge) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 66HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 1P: Cultec 330XLHD - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger® 330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 10 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 71.50' Row Length +12.0" End Stone x 2 = 73.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 40 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 2,131.0 cf Chamber Storage 5,423.2 cf Field - 2,131.0 cf Chambers = 3,292.2 cf Stone x 40.0% Voids = 1,316.9 cf Stone Storage Chamber Storage + Stone Storage = 3,447.9 cf = 0.079 af Overall Storage Efficiency = 63.6% 40 Chambers 200.9 cy Field 121.9 cy Stone 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 67HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 1P: Cultec 330XLHD Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=1.771 ac Peak Elev=58.06' Storage=3,315 cf 2.17 cfs 0.46 cfs0.46 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 68HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: Forebay w beehive Inflow Area = 0.203 ac, 23.15% Impervious, Inflow Depth = 0.59" for 25 Year event Inflow = 0.06 cfs @ 12.14 hrs, Volume= 0.010 af Outflow = 0.02 cfs @ 13.77 hrs, Volume= 0.010 af, Atten= 74%, Lag= 97.9 min Discarded = 0.02 cfs @ 13.77 hrs, Volume= 0.010 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 59.86' @ 13.77 hrs Surf.Area= 184 sf Storage= 93 cf Plug-Flow detention time= 77.2 min calculated for 0.010 af (100% of inflow) Center-of-Mass det. time= 77.2 min ( 1,014.2 - 937.0 ) Volume Invert Avail.Storage Storage Description #1 59.00' 827 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 59.00 47 32.0 0 0 47 60.00 216 68.0 121 121 338 61.00 471 90.0 335 457 625 61.60 777 124.0 371 827 1,208 Device Routing Invert Outlet Devices #1 Discarded 59.00'2.410 in/hr Exfiltration over Wetted area from 58.90' - 61.50' Excluded Wetted area = 0 sf #2 Primary 61.50'20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.02 cfs @ 13.77 hrs HW=59.86' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=59.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 69HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 2P: Forebay w beehive Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.203 ac Peak Elev=59.86' Storage=93 cf 0.06 cfs 0.02 cfs0.02 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 70HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 3P: LB Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 5.51" for 25 Year event Inflow = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af Outflow = 0.02 cfs @ 10.86 hrs, Volume= 0.027 af, Atten= 93%, Lag= 0.0 min Discarded = 0.02 cfs @ 10.86 hrs, Volume= 0.027 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 58.80' @ 13.40 hrs Surf.Area= 120 sf Storage= 472 cf Plug-Flow detention time= 158.9 min calculated for 0.027 af (100% of inflow) Center-of-Mass det. time= 158.6 min ( 919.4 - 760.8 ) Volume Invert Avail.Storage Storage Description #1 52.83' 176 cf 8.00'W x 15.00'L x 6.50'H Prismatoid 780 cf Overall - 339 cf Embedded = 441 cf x 40.0% Voids #2 53.33' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 #3 61.80' 271 cf Custom Stage Data (Prismatic) Listed below (Recalc) 787 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 61.80 4 0 0 62.00 2,708 271 271 Device Routing Invert Outlet Devices #1 Discarded 52.83'8.270 in/hr Exfiltration over Surface area from 52.82' - 59.33' Excluded Surface area = 0 sf #2 Primary 61.80'2.5" x 2.5" Horiz. Orifice/Grate X 36.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 10.86 hrs HW=52.92' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=52.83' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 71HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 3P: LB Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.059 ac Peak Elev=58.80' Storage=472 cf 0.35 cfs 0.02 cfs0.02 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 72HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 4P: LB Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 5.51" for 25 Year event Inflow = 0.35 cfs @ 12.07 hrs, Volume= 0.027 af Outflow = 0.02 cfs @ 10.86 hrs, Volume= 0.027 af, Atten= 93%, Lag= 0.0 min Discarded = 0.02 cfs @ 10.86 hrs, Volume= 0.027 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 59.30' @ 13.40 hrs Surf.Area= 120 sf Storage= 472 cf Plug-Flow detention time= 159.0 min calculated for 0.027 af (100% of inflow) Center-of-Mass det. time= 158.8 min ( 919.6 - 760.8 ) Volume Invert Avail.Storage Storage Description #1 53.33' 176 cf 8.00'W x 15.00'L x 6.50'H Prismatoid 780 cf Overall - 339 cf Embedded = 441 cf x 40.0% Voids #2 53.83' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 #3 62.50' 251 cf Custom Stage Data (Prismatic) Listed below (Recalc) 767 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.50 4 0 0 63.00 1,000 251 251 Device Routing Invert Outlet Devices #1 Discarded 53.33'8.270 in/hr Exfiltration over Surface area from 53.32' - 59.83' Excluded Surface area = 0 sf #2 Primary 61.80'2.5" x 2.5" Horiz. Orifice/Grate X 36.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 10.86 hrs HW=53.43' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=53.33' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 25 Year Rainfall=5.92"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 73HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 4P: LB Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.059 ac Peak Elev=59.30' Storage=472 cf 0.35 cfs 0.02 cfs0.02 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 74HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1A: Developed site area Runoff = 2.91 cfs @ 12.28 hrs, Volume= 0.306 af, Depth= 3.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Description 0.405 98 Unconnected pavement, HSG A 0.055 98 Roofs, HSG A 0.272 43 Woods/grass comb., Fair, HSG A 0.275 39 >75% Grass cover, Good, HSG A 1.007 67 Weighted Average 0.547 54.32% Pervious Area 0.460 45.68% Impervious Area 0.405 88.04% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 46 0.0218 0.04 Sheet Flow, SHEET FLOW Woods: Dense underbrush n= 0.800 P2= 3.55" 0.1 14 0.1450 3.43 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.3 31 0.0323 1.62 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.5 52 0.0381 1.76 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.1 16 0.0618 2.24 Shallow Concentrated Flow, SCF Cultivated Straight Rows Kv= 9.0 fps 0.1 51 0.2000 9.08 Shallow Concentrated Flow, SCF Paved Kv= 20.3 fps 0.2 35 0.0280 3.40 Shallow Concentrated Flow, SCF Paved Kv= 20.3 fps 19.7 245 Total 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 75HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Subcatchment 1A: Developed site area Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)3 2 1 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=1.007 ac Runoff Volume=0.306 af Runoff Depth=3.64" Flow Length=245' Tc=19.7 min CN=67 2.91 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 76HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1B: Building 2 Roof One LB Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.034 af, Depth> 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Description 0.059 98 Roofs, HSG A 0.059 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1B: Building 2 Roof One LB Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=0.059 ac Runoff Volume=0.034 af Runoff Depth>6.94" Tc=5.0 min CN=98 0.44 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 77HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1C: DA-1C Runoff = 0.16 cfs @ 12.32 hrs, Volume= 0.031 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Description 0.355 32 Woods/grass comb., Good, HSG A 0.243 39 >75% Grass cover, Good, HSG A 0.598 35 Weighted Average 0.598 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 22 0.1354 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.9 64 0.0157 1.13 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 0.5 116 0.1720 3.73 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 2.1 108 0.0093 0.87 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 6.3 310 Total Subcatchment 1C: DA-1C Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=0.598 ac Runoff Volume=0.031 af Runoff Depth=0.62" Flow Length=310' Tc=6.3 min CN=35 0.16 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 78HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1D: DA-1D Runoff = 0.03 cfs @ 12.12 hrs, Volume= 0.004 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Description 0.047 39 >75% Grass cover, Good, HSG A 0.047 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1D: DA-1D Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=0.047 ac Runoff Volume=0.004 af Runoff Depth=0.92" Tc=5.0 min CN=39 0.03 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 79HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: Driveway area to forebay Runoff = 0.20 cfs @ 12.10 hrs, Volume= 0.020 af, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Adj Description 0.047 98 Unconnected pavement, HSG A 0.075 30 Woods, Good, HSG A 0.081 39 >75% Grass cover, Good, HSG A 0.203 49 42 Weighted Average, UI Adjusted 0.156 76.85% Pervious Area 0.047 23.15% Impervious Area 0.047 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1E: Driveway area to forebay Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=0.203 ac Runoff Volume=0.020 af Runoff Depth=1.17" Tc=5.0 min UI Adjusted CN=42 0.20 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 80HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1F: Building 3 Roof One LB Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.034 af, Depth> 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Description 0.059 98 Roofs, HSG A 0.059 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment 1F: Building 3 Roof One LB Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=0.059 ac Runoff Volume=0.034 af Runoff Depth>6.94" Tc=5.0 min CN=98 0.44 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 81HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 2A: DA-2A (OFFSITE) Runoff = 0.62 cfs @ 12.16 hrs, Volume= 0.060 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Adj Description 0.057 98 Unconnected roofs, HSG A 0.386 43 Woods/grass comb., Fair, HSG A 0.443 50 47 Weighted Average, UI Adjusted 0.386 87.13% Pervious Area 0.057 12.87% Impervious Area 0.057 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 51 0.0392 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.6 59 0.1023 1.60 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 110 Total Subcatchment 2A: DA-2A (OFFSITE) Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=0.443 ac Runoff Volume=0.060 af Runoff Depth=1.62" Flow Length=110' Tc=9.7 min UI Adjusted CN=47 0.62 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 82HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 2B: DA-2B (OFFSITE) Runoff = 0.05 cfs @ 12.34 hrs, Volume= 0.009 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=7.42" Area (ac) CN Description 0.154 32 Woods/grass comb., Good, HSG A 0.010 98 Roofs, HSG A 0.164 36 Weighted Average 0.154 93.90% Pervious Area 0.010 6.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 42 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.55" 0.4 44 0.1373 1.85 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.1 86 Total Subcatchment 2B: DA-2B (OFFSITE) Runoff Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100 Year Rainfall=7.42" Runoff Area=0.164 ac Runoff Volume=0.009 af Runoff Depth=0.69" Flow Length=86' Tc=9.1 min CN=36 0.05 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 83HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 1R: TT Thru DA-1A Inflow Area = 0.443 ac, 12.87% Impervious, Inflow Depth = 1.62" for 100 Year event Inflow = 0.62 cfs @ 12.16 hrs, Volume= 0.060 af Outflow = 0.60 cfs @ 12.22 hrs, Volume= 0.060 af, Atten= 3%, Lag= 3.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.64 fps, Min. Travel Time= 2.0 min Avg. Velocity = 0.31 fps, Avg. Travel Time= 4.2 min Peak Storage= 73 cf @ 12.19 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 49.48 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 78.0' Slope= 0.0096 '/' Inlet Invert= 63.00', Outlet Invert= 62.25' ‡ Reach 1R: TT Thru DA-1A Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.443 ac Avg. Flow Depth=0.09' Max Vel=0.64 fps n=0.030 L=78.0' S=0.0096 '/' Capacity=49.48 cfs 0.62 cfs 0.60 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 84HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 2R: TT Thru DA-1A Inflow Area = 0.443 ac, 12.87% Impervious, Inflow Depth = 1.62" for 100 Year event Inflow = 0.60 cfs @ 12.22 hrs, Volume= 0.060 af Outflow = 0.58 cfs @ 12.28 hrs, Volume= 0.060 af, Atten= 3%, Lag= 3.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 1.55 fps, Min. Travel Time= 2.0 min Avg. Velocity = 0.74 fps, Avg. Travel Time= 4.2 min Peak Storage= 69 cf @ 12.25 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.50' Flow Area= 13.0 sf, Capacity= 65.95 cfs 1.00' x 0.50' deep channel, n= 0.013 Asphalt, smooth Side Slope Z-value= 50.0 '/' Top Width= 51.00' Length= 184.6' Slope= 0.0122 '/' Inlet Invert= 62.25', Outlet Invert= 60.00' ‡ Reach 2R: TT Thru DA-1A Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.443 ac Avg. Flow Depth=0.08' Max Vel=1.55 fps n=0.013 L=184.6' S=0.0122 '/' Capacity=65.95 cfs 0.60 cfs 0.58 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 85HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 3R: TT Thru DA-1B Inflow Area = 1.771 ac, 38.51% Impervious, Inflow Depth = 0.27" for 100 Year event Inflow = 1.73 cfs @ 12.55 hrs, Volume= 0.040 af Outflow = 1.68 cfs @ 12.58 hrs, Volume= 0.040 af, Atten= 3%, Lag= 2.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 1.35 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.68 fps, Avg. Travel Time= 1.7 min Peak Storage= 89 cf @ 12.56 hrs Average Depth at Peak Storage= 0.11' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 93.73 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, dense weeds Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 71.0' Slope= 0.0345 '/' Inlet Invert= 60.05', Outlet Invert= 57.60' ‡ Reach 3R: TT Thru DA-1B Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.771 ac Avg. Flow Depth=0.11' Max Vel=1.35 fps n=0.030 L=71.0' S=0.0345 '/' Capacity=93.73 cfs 1.73 cfs 1.68 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 86HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 4R: TT Thru DA-1B 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 87HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach 5R: TT Thru DA-1C Inflow Area = 0.164 ac, 6.10% Impervious, Inflow Depth = 0.69" for 100 Year event Inflow = 0.05 cfs @ 12.34 hrs, Volume= 0.009 af Outflow = 0.04 cfs @ 12.66 hrs, Volume= 0.009 af, Atten= 15%, Lag= 19.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Max. Velocity= 0.47 fps, Min. Travel Time= 10.6 min Avg. Velocity = 0.29 fps, Avg. Travel Time= 17.4 min Peak Storage= 28 cf @ 12.49 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.50' Flow Area= 25.5 sf, Capacity= 78.57 cfs 1.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 100.0 '/' Top Width= 101.00' Length= 299.0' Slope= 0.0242 '/' Inlet Invert= 65.00', Outlet Invert= 57.75' ‡ Reach 5R: TT Thru DA-1C Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.164 ac Avg. Flow Depth=0.03' Max Vel=0.47 fps n=0.030 L=299.0' S=0.0242 '/' Capacity=78.57 cfs 0.05 cfs 0.04 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 88HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Reach SP1: Study Point 1 Inflow Area = 2.580 ac, 26.82% Impervious, Inflow Depth = 0.39" for 100 Year event Inflow = 1.82 cfs @ 12.58 hrs, Volume= 0.084 af Outflow = 1.82 cfs @ 12.58 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Reach SP1: Study Point 1 Inflow Outflow Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=2.580 ac 1.82 cfs1.82 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 89HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Cultec 330XLHD Inflow Area = 1.771 ac, 38.51% Impervious, Inflow Depth = 2.52" for 100 Year event Inflow = 3.94 cfs @ 12.30 hrs, Volume= 0.372 af Outflow = 2.27 cfs @ 12.55 hrs, Volume= 0.372 af, Atten= 42%, Lag= 14.9 min Discarded = 0.55 cfs @ 12.55 hrs, Volume= 0.332 af Primary = 1.73 cfs @ 12.55 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 60.24' @ 12.55 hrs Surf.Area= 2,774 sf Storage= 4,578 cf Plug-Flow detention time= 77.9 min calculated for 0.372 af (100% of inflow) Center-of-Mass det. time= 77.9 min ( 932.1 - 854.2 ) Volume Invert Avail.Storage Storage Description #1A 55.00' 1,317 cf 20.83'W x 73.50'L x 3.54'H Field A 5,423 cf Overall - 2,131 cf Embedded = 3,292 cf x 40.0% Voids #2A 55.50' 2,131 cf Cultec R-330XLHD x 40 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 4 rows #3 56.50' 3,240 cf Custom Stage Data (Conic) Listed below (Recalc) 6,688 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 56.50 2 0 0 2 57.00 77 15 15 78 58.00 195 132 147 202 59.00 376 281 427 393 59.60 499 262 689 523 60.00 623 224 913 652 61.00 4,656 2,327 3,240 4,688 Device Routing Invert Outlet Devices #1 Discarded 55.00'8.270 in/hr Exfiltration over Wetted area from 54.90' - 58.54' Excluded Wetted area = 0 sf #2 Discarded 56.50'2.410 in/hr Exfiltration over Surface area from 56.50' - 61.00' Excluded Surface area = 1,533 sf #3 Primary 60.10'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.9' Crest Height Discarded OutFlow Max=0.55 cfs @ 12.55 hrs HW=60.24' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.48 cfs) 2=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=1.68 cfs @ 12.55 hrs HW=60.24' (Free Discharge) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.68 cfs @ 1.23 fps) 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 90HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 1P: Cultec 330XLHD - Chamber Wizard Field A Chamber Model = Cultec R-330XLHD (Cultec Recharger® 330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 4 rows 52.0" Wide + 6.0" Spacing = 58.0" C-C Row Spacing 10 Chambers/Row x 7.00' Long +1.50' Row Adjustment = 71.50' Row Length +12.0" End Stone x 2 = 73.50' Base Length 4 Rows x 52.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.83' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover = 3.54' Field Height 40 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 4 Rows = 2,131.0 cf Chamber Storage 5,423.2 cf Field - 2,131.0 cf Chambers = 3,292.2 cf Stone x 40.0% Voids = 1,316.9 cf Stone Storage Chamber Storage + Stone Storage = 3,447.9 cf = 0.079 af Overall Storage Efficiency = 63.6% 40 Chambers 200.9 cy Field 121.9 cy Stone 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 91HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 1P: Cultec 330XLHD Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=1.771 ac Peak Elev=60.24' Storage=4,578 cf 3.94 cfs 2.27 cfs 0.55 cfs 1.73 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 92HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: Forebay w beehive Inflow Area = 0.203 ac, 23.15% Impervious, Inflow Depth = 1.17" for 100 Year event Inflow = 0.20 cfs @ 12.10 hrs, Volume= 0.020 af Outflow = 0.03 cfs @ 13.94 hrs, Volume= 0.020 af, Atten= 87%, Lag= 110.2 min Discarded = 0.03 cfs @ 13.94 hrs, Volume= 0.020 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 60.55' @ 13.94 hrs Surf.Area= 344 sf Storage= 274 cf Plug-Flow detention time= 129.6 min calculated for 0.020 af (100% of inflow) Center-of-Mass det. time= 129.6 min ( 1,034.8 - 905.2 ) Volume Invert Avail.Storage Storage Description #1 59.00' 827 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 59.00 47 32.0 0 0 47 60.00 216 68.0 121 121 338 61.00 471 90.0 335 457 625 61.60 777 124.0 371 827 1,208 Device Routing Invert Outlet Devices #1 Discarded 59.00'2.410 in/hr Exfiltration over Wetted area from 58.90' - 61.50' Excluded Wetted area = 0 sf #2 Primary 61.50'20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Discarded OutFlow Max=0.03 cfs @ 13.94 hrs HW=60.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=59.00' (Free Discharge) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 93HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 2P: Forebay w beehive Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.203 ac Peak Elev=60.55' Storage=274 cf 0.20 cfs 0.03 cfs0.03 cfs 0.00 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 94HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 3P: LB Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 6.94" for 100 Year event Inflow = 0.44 cfs @ 12.07 hrs, Volume= 0.034 af Outflow = 0.24 cfs @ 12.30 hrs, Volume= 0.034 af, Atten= 47%, Lag= 14.0 min Discarded = 0.02 cfs @ 10.30 hrs, Volume= 0.031 af Primary = 0.21 cfs @ 12.30 hrs, Volume= 0.003 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 61.82' @ 12.30 hrs Surf.Area= 349 sf Storage= 518 cf Plug-Flow detention time= 164.8 min calculated for 0.034 af (100% of inflow) Center-of-Mass det. time= 164.5 min ( 924.3 - 759.8 ) Volume Invert Avail.Storage Storage Description #1 52.83' 176 cf 8.00'W x 15.00'L x 6.50'H Prismatoid 780 cf Overall - 339 cf Embedded = 441 cf x 40.0% Voids #2 53.33' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 #3 61.80' 271 cf Custom Stage Data (Prismatic) Listed below (Recalc) 787 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 61.80 4 0 0 62.00 2,708 271 271 Device Routing Invert Outlet Devices #1 Discarded 52.83'8.270 in/hr Exfiltration over Surface area from 52.82' - 59.33' Excluded Surface area = 0 sf #2 Primary 61.80'2.5" x 2.5" Horiz. Orifice/Grate X 36.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 10.30 hrs HW=52.92' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.19 cfs @ 12.30 hrs HW=61.82' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.19 cfs @ 0.40 fps) 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 95HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 3P: LB Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.059 ac Peak Elev=61.82' Storage=518 cf 0.44 cfs 0.24 cfs 0.02 cfs 0.21 cfs 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 96HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Summary for Pond 4P: LB Inflow Area = 0.059 ac,100.00% Impervious, Inflow Depth > 6.94" for 100 Year event Inflow = 0.44 cfs @ 12.07 hrs, Volume= 0.034 af Outflow = 0.29 cfs @ 12.30 hrs, Volume= 0.034 af, Atten= 34%, Lag= 13.8 min Discarded = 0.02 cfs @ 10.30 hrs, Volume= 0.031 af Primary = 0.27 cfs @ 12.30 hrs, Volume= 0.003 af Routing by Stor-Ind method, Time Span= 5.00-27.00 hrs, dt= 0.02 hrs Peak Elev= 61.81' @ 12.30 hrs Surf.Area= 120 sf Storage= 516 cf Plug-Flow detention time= 164.7 min calculated for 0.034 af (100% of inflow) Center-of-Mass det. time= 164.5 min ( 924.3 - 759.8 ) Volume Invert Avail.Storage Storage Description #1 53.33' 176 cf 8.00'W x 15.00'L x 6.50'H Prismatoid 780 cf Overall - 339 cf Embedded = 441 cf x 40.0% Voids #2 53.83' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 #3 62.50' 251 cf Custom Stage Data (Prismatic) Listed below (Recalc) 767 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.50 4 0 0 63.00 1,000 251 251 Device Routing Invert Outlet Devices #1 Discarded 53.33'8.270 in/hr Exfiltration over Surface area from 53.32' - 59.83' Excluded Surface area = 0 sf #2 Primary 61.80'2.5" x 2.5" Horiz. Orifice/Grate X 36.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 10.30 hrs HW=53.43' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.16 cfs @ 12.30 hrs HW=61.81' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.16 cfs @ 0.39 fps) 900 Old Stage Road, Centerville, MA Type III 24-hr 100 Year Rainfall=7.42"2021-040 PROPOSED Printed 9/27/2023Prepared by Baxter Nye Engineering & Surveying Page 97HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pond 4P: LB Inflow Outflow Discarded Primary Hydrograph Time (hours) 27262524232221201918171615141312111098765Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.059 ac Peak Elev=61.81' Storage=516 cf 0.44 cfs 0.29 cfs 0.02 cfs 0.27 cfs Site Development900 Old Stage Road, Centeville, MAProject # 2021-0408/25/2023TSS REMOVAL CALCULATION WORKSHEETA B C D EBMP TSS Removal Rate Starting TSS Load * Amount Removed Remaining Load(BxC)(C-D)Sediment Forebay 25% 1.00 0.25 0.75Deep Sump Catch Basin 25% 0.75 0.19 0.56Infiltration Basin80% 0.56 0.45 0.11Total TSS Removed = 0.89*Equals remaining load from previous BMP (E)Baxter Nye Engineering 2021-040 TSS Removal Spreadsheet.xls