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HomeMy WebLinkAboutSD-19-07 - Supplemental - 1200 Airport Drive (31)1S EXISTING SITE 100R EX. 18" RCP TO NORTH OUTFALL (POI) Routing Diagram for pre-development Prepared by Stantec Consulting Ltd., Printed 4/22/2016 HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link pre-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 2HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.194 39 >75% Grass cover, Good, HSG A (existing pervious) (1S) 2.281 98 Paved parking, HSG A (existing impervious) (1S) 0.149 30 Woods, Good, HSG A (new impervious/expansion) (1S) 2.624 90 TOTAL AREA Type II 24-hr Q1 Rainfall=2.10"pre-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 3HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EXISTING SITE Runoff = 6.90 cfs @ 11.96 hrs, Volume= 0.356 af, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr Q1 Rainfall=2.10" Area (sf) CN Description * 8,469 39 >75% Grass cover, Good, HSG A (existing pervious) * 6,472 30 Woods, Good, HSG A (new impervious/expansion) * 99,373 98 Paved parking, HSG A (existing impervious) 114,314 Weighted Average 14,941 13.07% Pervious Area 99,373 86.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Subcatchment 1S: EXISTING SITE Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr Q1 Rainfall=2.10" Runoff Area=114,314 sf Runoff Volume=0.356 af Runoff Depth=1.63" Tc=5.0 min CN=WQ 6.90 cfs Type II 24-hr Q1 Rainfall=2.10"pre-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 4HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Reach 100R: EX. 18" RCP TO NORTH OUTFALL (POI) Inflow Area = 2.624 ac, 86.93% Impervious, Inflow Depth = 1.63" for Q1 event Inflow = 6.90 cfs @ 11.96 hrs, Volume= 0.356 af Outflow = 6.89 cfs @ 11.96 hrs, Volume= 0.356 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Max. Velocity= 8.83 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.56 fps, Avg. Travel Time= 0.3 min Peak Storage= 39 cf @ 11.96 hrs Average Depth at Peak Storage= 0.68' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 16.27 cfs 18.0" Round Pipe n= 0.013 Concrete pipe, bends & connections Length= 50.0' Slope= 0.0240 '/' Inlet Invert= 0.00', Outlet Invert= -1.20' Reach 100R: EX. 18" RCP TO NORTH OUTFALL (POI) Inflow Outflow Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.624 ac Avg. Flow Depth=0.68' Max Vel=8.83 fps 18.0" Round Pipe n=0.013 L=50.0' S=0.0240 '/' Capacity=16.27 cfs 6.90 cfs6.89 cfs 1S Subcat 1 TO EXISTING GRASS SWALE 2S Subcat 2 HOTSPOT TO OWS 3S Subcat 3A + 3B + 3C 4S Subcat 4 TO INFIL SYSTEM B 41S Off Site 31R 12" HDPE PRIMARY (WQV) 35R 18" HDPE SECONDARY BYPASS FLOW 41R 12" HDPE PRIMARY (WQV) 45R 18" HDPE SECONDARY BYPASS FLOW 51R EXISTING SWALE 100R EX. 18" RCP TO NORTH OUTFALL 101R Summary Reach (POI) 3P UG INFILTRATION SYSTEM A 4P UG INFILTRATION SYSTEM B 30PCB BYPASS/FLOW SPLITTER SYSTEM A 40PCB BYPASS/FLOW SPLITTER Routing Diagram for post-development Prepared by Stantec Consulting Ltd., Printed 4/22/2016 HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 2HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.112 39 >75% Grass cover, Good, HSG A (1S, 3S, 4S, 41S) 3.367 98 Paved parking, HSG A (1S, 2S, 3S, 4S, 41S) 4.479 83 TOTAL AREA Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 3HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcat 1 TO EXISTING GRASS SWALE Runoff = 0.69 cfs @ 11.96 hrs, Volume= 0.036 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs Type II 24-hr 1 YR Rainfall=2.10" Area (sf) CN Description 9,954 98 Paved parking, HSG A 9,321 39 >75% Grass cover, Good, HSG A 19,275 Weighted Average 9,321 48.36% Pervious Area 9,954 51.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Subcatchment 1S: Subcat 1 TO EXISTING GRASS SWALE Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type II 24-hr 1 YR Rainfall=2.10" Runoff Area=19,275 sf Runoff Volume=0.036 af Runoff Depth=0.97" Tc=5.0 min CN=WQ 0.69 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 4HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Subcat 2 HOTSPOT TO OWS Runoff = 2.06 cfs @ 11.92 hrs, Volume= 0.098 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs Type II 24-hr 1 YR Rainfall=2.10" Area (sf) CN Description 27,361 98 Paved parking, HSG A 27,361 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 60 0.0300 1.24 Sheet Flow, 2A TO AB Smooth surfaces n= 0.011 P2= 2.30" 1.3 400 0.0100 5.26 6.46 Pipe Channel, 2B TO 2C 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 2.1 460 Total Subcatchment 2S: Subcat 2 HOTSPOT TO OWS Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr 1 YR Rainfall=2.10" Runoff Area=27,361 sf Runoff Volume=0.098 af Runoff Depth=1.87" Flow Length=460' Tc=2.1 min CN=98 2.06 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 5HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Subcat 3A + 3B + 3C Runoff = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs Type II 24-hr 1 YR Rainfall=2.10" Area (sf) CN Description 58,974 98 Paved parking, HSG A 3,504 39 >75% Grass cover, Good, HSG A 62,478 Weighted Average 3,504 5.61% Pervious Area 58,974 94.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Subcatchment 3S: Subcat 3A + 3B + 3C Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 1 YR Rainfall=2.10" Runoff Area=62,478 sf Runoff Volume=0.211 af Runoff Depth=1.77" Tc=5.0 min CN=WQ 4.08 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 6HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Subcat 4 TO INFIL SYSTEM B Runoff = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs Type II 24-hr 1 YR Rainfall=2.10" Area (sf) CN Description 19,890 98 Paved parking, HSG A 1,617 39 >75% Grass cover, Good, HSG A 21,507 Weighted Average 1,617 7.52% Pervious Area 19,890 92.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Subcatchment 4S: Subcat 4 TO INFIL SYSTEM B Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)1 0 Type II 24-hr 1 YR Rainfall=2.10" Runoff Area=21,507 sf Runoff Volume=0.071 af Runoff Depth=1.73" Tc=5.0 min CN=WQ 1.38 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 7HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: Off Site Runoff = 2.11 cfs @ 11.96 hrs, Volume= 0.109 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs Type II 24-hr 1 YR Rainfall=2.10" Area (ac) CN Description 0.700 98 Paved parking, HSG A 0.780 39 >75% Grass cover, Good, HSG A 1.480 Weighted Average 0.780 52.70% Pervious Area 0.700 47.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 41S: Off Site Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr 1 YR Rainfall=2.10" Runoff Area=1.480 ac Runoff Volume=0.109 af Runoff Depth=0.89" Tc=5.0 min CN=WQ 2.11 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 8HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Reach 31R: 12" HDPE PRIMARY (WQV) Inflow Area = 1.434 ac, 94.39% Impervious, Inflow Depth = 1.77" for 1 YR event Inflow = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af Outflow = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Reach 31R: 12" HDPE PRIMARY (WQV) Inflow Outflow Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=1.434 ac 4.08 cfs4.08 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 9HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Reach 35R: 18" HDPE SECONDARY BYPASS FLOW Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 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 @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 10.50 cfs 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 250.0' Slope= 0.0100 '/' Inlet Invert= 0.00', Outlet Invert= -2.50' Reach 35R: 18" HDPE SECONDARY BYPASS FLOW Inflow Outflow Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)1 0 Avg. Flow Depth=0.00' Max Vel=0.00 fps 18.0" Round Pipe n=0.013 L=250.0' S=0.0100 '/' Capacity=10.50 cfs 0.00 cfs0.00 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 10HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Reach 41R: 12" HDPE PRIMARY (WQV) Inflow Area = 0.494 ac, 92.48% Impervious, Inflow Depth = 1.73" for 1 YR event Inflow = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af Outflow = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Max. Velocity= 5.46 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.57 fps, Avg. Travel Time= 0.2 min Peak Storage= 5 cf @ 11.96 hrs Average Depth at Peak Storage= 0.36' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 5.04 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 20.0' Slope= 0.0200 '/' Inlet Invert= 0.00', Outlet Invert= -0.40' Reach 41R: 12" HDPE PRIMARY (WQV) Inflow Outflow Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=0.494 ac Avg. Flow Depth=0.36' Max Vel=5.46 fps 12.0" Round Pipe n=0.013 L=20.0' S=0.0200 '/' Capacity=5.04 cfs 1.38 cfs1.38 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 11HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Reach 45R: 18" HDPE SECONDARY BYPASS FLOW Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 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 @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 14.86 cfs 18.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 100.0' Slope= 0.0200 '/' Inlet Invert= 0.00', Outlet Invert= -2.00' Reach 45R: 18" HDPE SECONDARY BYPASS FLOW Inflow Outflow Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)1 0 Avg. Flow Depth=0.00' Max Vel=0.00 fps 18.0" Round Pipe n=0.013 L=100.0' S=0.0200 '/' Capacity=14.86 cfs 0.00 cfs0.00 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 12HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Reach 51R: EXISTING SWALE Inflow Area = 0.442 ac, 51.64% Impervious, Inflow Depth = 0.97" for 1 YR event Inflow = 0.69 cfs @ 11.96 hrs, Volume= 0.036 af Outflow = 0.65 cfs @ 11.98 hrs, Volume= 0.036 af, Atten= 6%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Max. Velocity= 1.05 fps, Min. Travel Time= 2.8 min Avg. Velocity = 0.35 fps, Avg. Travel Time= 8.5 min Peak Storage= 111 cf @ 11.98 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 2.00' Flow Area= 22.0 sf, Capacity= 118.33 cfs 5.00' x 2.00' deep channel, n= 0.032 Side Slope Z-value= 3.0 '/' Top Width= 17.00' Length= 180.0' Slope= 0.0100 '/' Inlet Invert= 0.00', Outlet Invert= -1.80' ‡ Reach 51R: EXISTING SWALE Inflow Outflow Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.442 ac Avg. Flow Depth=0.12' Max Vel=1.05 fps n=0.032 L=180.0' S=0.0100 '/' Capacity=118.33 cfs 0.69 cfs 0.65 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 13HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Reach 100R: EX. 18" RCP TO NORTH OUTFALL Inflow Area = 0.628 ac,100.00% Impervious, Inflow Depth = 1.87" for 1 YR event Inflow = 2.06 cfs @ 11.92 hrs, Volume= 0.098 af Outflow = 2.06 cfs @ 11.92 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Max. Velocity= 6.30 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.75 fps, Avg. Travel Time= 0.5 min Peak Storage= 16 cf @ 11.92 hrs Average Depth at Peak Storage= 0.36' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 16.27 cfs 18.0" Round Pipe n= 0.013 Concrete pipe, bends & connections Length= 50.0' Slope= 0.0240 '/' Inlet Invert= 0.00', Outlet Invert= -1.20' Reach 100R: EX. 18" RCP TO NORTH OUTFALL Inflow Outflow Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=0.628 ac Avg. Flow Depth=0.36' Max Vel=6.30 fps 18.0" Round Pipe n=0.013 L=50.0' S=0.0240 '/' Capacity=16.27 cfs 2.06 cfs2.06 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 14HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Reach 101R: Summary Reach (POI) Inflow Area = 1.071 ac, 80.01% Impervious, Inflow Depth = 1.50" for 1 YR event Inflow = 2.60 cfs @ 11.93 hrs, Volume= 0.134 af Outflow = 2.60 cfs @ 11.93 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Reach 101R: Summary Reach (POI) Inflow Outflow Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=1.071 ac 2.60 cfs2.60 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 15HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Pond 3P: UG INFILTRATION SYSTEM A Inflow Area = 1.434 ac, 94.39% Impervious, Inflow Depth = 1.77" for 1 YR event Inflow = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af Outflow = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Discarded = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Peak Elev= 322.70' @ 11.96 hrs Surf.Area= 2,723 sf Storage= 0 cf Flood Elev= 325.30' Surf.Area= 2,723 sf Storage= 3,706 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 761.6 - 761.6 ) Volume Invert Avail.Storage Storage Description #1A 322.70' 2,503 cf 50.17'W x 54.28'L x 2.83'H Field A 7,715 cf Overall - 1,457 cf Embedded = 6,258 cf x 40.0% Voids #2A 323.20' 1,457 cf ADS_StormTech SC-310 x 98 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 2.07 sf x 14 rows 3,961 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 322.70'75.000 in/hr Exfiltration over Surface area below 322.71' Discarded OutFlow Max=4.73 cfs @ 11.96 hrs HW=322.70' (Free Discharge) 1=Exfiltration (Exfiltration Controls 4.73 cfs) Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 16HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Pond 3P: UG INFILTRATION SYSTEM A - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 (ADS StormTech® SC-310) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 2.07 sf x 14 rows 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 7 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 50.28' Row Length +24.0" End Stone x 2 = 54.28' Base Length 14 Rows x 34.0" Wide + 6.0" Spacing x 13 + 24.0" Side Stone x 2 = 50.17' Base Width 6.0" Base + 16.0" Chamber Height + 12.0" Cover = 2.83' Field Height 98 Chambers x 14.7 cf +0.44' Row Adjustment x 2.07 sf x 14 Rows = 1,457.5 cf Chamber Storage 7,715.3 cf Field - 1,457.5 cf Chambers = 6,257.8 cf Stone x 40.0% Voids = 2,503.1 cf Stone Storage Chamber Storage + Stone Storage = 3,960.6 cf = 0.091 af Overall Storage Efficiency = 51.3% 98 Chambers 285.8 cy Field 231.8 cy Stone Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 17HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Pond 3P: UG INFILTRATION SYSTEM A Inflow Discarded Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=1.434 ac Peak Elev=322.70' Storage=0 cf 4.08 cfs4.08 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 18HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Pond 4P: UG INFILTRATION SYSTEM B Inflow Area = 0.494 ac, 92.48% Impervious, Inflow Depth = 1.73" for 1 YR event Inflow = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af Outflow = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Discarded = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Peak Elev= 321.30' @ 11.96 hrs Surf.Area= 1,213 sf Storage= 0 cf Flood Elev= 323.60' Surf.Area= 1,213 sf Storage= 1,475 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 761.7 - 761.7 ) Volume Invert Avail.Storage Storage Description #1A 321.30' 1,135 cf 36.83'W x 32.92'L x 2.83'H Field A 3,436 cf Overall - 599 cf Embedded = 2,837 cf x 40.0% Voids #2A 321.80' 599 cf ADS_StormTech SC-310 x 40 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 2.07 sf x 10 rows 1,734 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 321.30'75.000 in/hr Exfiltration over Surface area below 321.31' Discarded OutFlow Max=2.11 cfs @ 11.96 hrs HW=321.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.11 cfs) Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 19HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Pond 4P: UG INFILTRATION SYSTEM B - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 (ADS StormTech® SC-310) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 2.07 sf x 10 rows 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +24.0" End Stone x 2 = 32.92' Base Length 10 Rows x 34.0" Wide + 6.0" Spacing x 9 + 24.0" Side Stone x 2 = 36.83' Base Width 6.0" Base + 16.0" Chamber Height + 12.0" Cover = 2.83' Field Height 40 Chambers x 14.7 cf +0.44' Row Adjustment x 2.07 sf x 10 Rows = 598.8 cf Chamber Storage 3,435.6 cf Field - 598.8 cf Chambers = 2,836.8 cf Stone x 40.0% Voids = 1,134.7 cf Stone Storage Chamber Storage + Stone Storage = 1,733.5 cf = 0.040 af Overall Storage Efficiency = 50.5% 40 Chambers 127.2 cy Field 105.1 cy Stone Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 20HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Pond 4P: UG INFILTRATION SYSTEM B Inflow Discarded Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=0.494 ac Peak Elev=321.30' Storage=0 cf 1.38 cfs1.38 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 21HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Pond 30P: BYPASS/FLOW SPLITTER SYSTEM A Inflow Area = 1.434 ac, 94.39% Impervious, Inflow Depth = 1.77" for 1 YR event Inflow = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af Outflow = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Primary = 4.08 cfs @ 11.96 hrs, Volume= 0.211 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Peak Elev= 325.28' @ 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 323.60'12.0" Round Culvert L= 15.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 323.60' / 323.45' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 3 325.30'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 323.60'18.0" Round Culvert L= 15.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 323.60' / 323.45' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.06 cfs @ 11.96 hrs HW=325.27' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.06 cfs @ 5.17 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.60' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 22HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Pond 30P: BYPASS/FLOW SPLITTER SYSTEM A Inflow Outflow Primary Secondary Hydrograph Time (hours) 9080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=1.434 ac Peak Elev=325.28' 4.08 cfs4.08 cfs4.08 cfs 0.00 cfs Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 23HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Summary for Pond 40P: BYPASS/FLOW SPLITTER Inflow Area = 0.494 ac, 92.48% Impervious, Inflow Depth = 1.73" for 1 YR event Inflow = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af Outflow = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 1.38 cfs @ 11.96 hrs, Volume= 0.071 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.02 hrs / 3 Peak Elev= 322.83' @ 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 322.15'12.0" Round Culvert L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 322.15' / 321.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 3 323.30'5.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #3 Secondary 322.15'15.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 322.15' / 321.15' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.37 cfs @ 11.96 hrs HW=322.82' TW=0.36' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.37 cfs @ 3.44 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=322.15' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type II 24-hr 1 YR Rainfall=2.10"post-development Printed 4/22/2016Prepared by Stantec Consulting Ltd. Page 24HydroCAD® 10.00-15 s/n 01592 © 2015 HydroCAD Software Solutions LLC Pond 40P: BYPASS/FLOW SPLITTER Inflow Outflow Primary Secondary Hydrograph Time (hours) 9080706050403020100Flow (cfs)1 0 Inflow Area=0.494 ac Peak Elev=322.83' 1.38 cfs1.38 cfs1.38 cfs 0.00 cfs Project Information & Location Project Name BTV Rental Car Facility Project Number 853 City South Burlington State/ Province Vermont Country United States of America Date 4/22/2016 Designer Information EOR Information (optional) Name Christopher Gendron Name Company Stantec Company Phone #802-917-3117 Phone # Email christopher.gendron@stantec.com Email The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. Site Name BTV Rental Car Facility Recommended Stormceptor Model STC 900 Target TSS Removal (%)80.0 TSS Removal (%) Provided 85 PSD Fine Distribution Rainfall Station BURLINGTON WSO AP The recommended Stormceptor model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. Detailed Stormceptor Sizing Report – BTV Rental Car Facility Stormceptor Sizing Summary Stormceptor Model % TSS Removal Provided % Runoff Volume Captured Provided STC 450i 78 68 STC 900 85 81 STC 1200 85 81 STC 1800 85 81 STC 2400 88 89 STC 3600 89 89 STC 4800 91 94 STC 6000 92 94 STC 7200 93 96 STC 11000 95 98 STC 13000 95 98 STC 16000 96 99 Stormceptor MAX Custom Custom Stormwater Treatment Recommendation Stormceptor Detailed Sizing Report – Page 1 of 8 Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules. • Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed. • For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance. Stormceptor The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor’s patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology using local historical rainfall data and specified site parameters. With US EPA SWMM’s precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. The Stormceptor’s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: • Site parameters • Continuous historical rainfall data, including duration, distribution, peaks & inter-event dry periods • Particle size distribution, and associated settling velocities (Stokes Law, corrected for drag) • TSS load • Detention time of the system Hydrology Analysis PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters. The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume, ensuring positive removal efficiency is maintained during each rainfall event, and preventing negative removal efficiency (scour). Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section. Rainfall Station State/Province Vermont Total Number of Rainfall Events 13530 Rainfall Station Name BURLINGTON WSO AP Total Rainfall (in)1959.0 Station ID #1081 Average Annual Rainfall (in)33.8 Coordinates 44°28'5"N, 73°9'1"W Total Evaporation (in)179.7 Elevation (ft)330 Total Infiltration (in)678.6 Years of Rainfall Data 58 Total Rainfall that is Runoff 1100.7 Stormceptor Detailed Sizing Report – Page 2 of 8 Drainage Area Total Area (acres)2.11 Imperviousness %65.0 Water Quality Objective TSS Removal (%)80.0 Runoff Volume Capture (%)0.00 Oil Spill Capture Volume (Gal) Peak Conveyed Flow Rate (CFS)11.00 Water Quality Flow Rate (CFS)2.00 Design Details Stormceptor Inlet Invert Elev (ft) Stormceptor Outlet Invert Elev (ft) Stormceptor Rim Elev (ft) Normal Water Level Elevation (ft) Pipe Diameter (in) Pipe Material Multiple Inlets (Y/N)No Grate Inlet (Y/N)No Particle Size Distribution (PSD) Removing the smallest fraction of particulates from runoff ensures the majority of pollutants, such as metals, hydrocarbons and nutrients are captured. The table below identifies the Particle Size Distribution (PSD) that was selected to define TSS removal for the Stormceptor design. Fine Distribution Particle Diameter (microns) Distribution %Specific Gravity 20.0 20.0 1.30 60.0 20.0 1.80 150.0 20.0 2.20 400.0 20.0 2.65 2000.0 20.0 2.65 Up Stream Storage Storage (ac-ft)Discharge (cfs) 0.000 0.000 Up Stream Flow Diversion Max. Flow to Stormceptor (cfs) Stormceptor Detailed Sizing Report – Page 3 of 8 Site Name BTV Rental Car Facility Site Details Drainage Area Total Area (acres)2.11 Imperviousness %65.0 Infiltration Parameters Horton’s equation is used to estimate infiltration Max. Infiltration Rate (in/hr)2.44 Min. Infiltration Rate (in/hr)0.4 Decay Rate (1/sec)0.00055 Regeneration Rate (1/sec)0.01 Surface Characteristics Width (ft)606.00 Slope %2 Impervious Depression Storage (in)0.02 Pervious Depression Storage (in)0.2 Impervious Manning’s n 0.015 Pervious Manning’s n 0.25 Evaporation Daily Evaporation Rate (in/day)0.1 Dry Weather Flow Dry Weather Flow (cfs)0 Maintenance Frequency Maintenance Frequency (months) >12 Winter Months Winter Infiltration 0 TSS Loading Parameters TSS Loading Function Buildup/Wash-off Parameters Target Event Mean Conc. (EMC) mg/L Exponential Buildup Power Exponential Washoff Exponent TSS Availability Parameters Availability Constant A Availability Factor B Availability Exponent C Min. Particle Size Affected by Availability (micron) Stormceptor Detailed Sizing Report – Page 4 of 8 Cumulative Runoff Volume by Runoff Rate Runoff Rate (cfs)Runoff Volume (ft³)Volume Over (ft³)Cumulative Runoff Volume (%) 0.035 2147.767 6546.711 24.7 0.141 4354.02 4338.867 50.1 0.318 5899.92 2793.827 67.9 0.565 6883.706 1808.898 79.2 0.883 7510.374 1182.589 86.4 1.271 7904.757 787.82 90.9 1.730 8154.636 538.059 93.8 2.260 8321.447 371.162 95.7 2.860 8441.326 251.32 97.1 3.531 8523.947 168.635 98.1 4.273 8577.545 115.055 98.7 5.085 8613.706 78.876 99.1 5.968 8639.071 53.521 99.4 6.922 8657.162 35.424 99.6 7.946 8670.089 22.492 99.7 9.041 8677.971 14.607 99.8 10.206 8682.077 10.5 99.9 11.442 8685.199 7.377 99.9 12.749 8688.19 4.387 99.9 Stormceptor Detailed Sizing Report – Page 5 of 8 Stormceptor Detailed Sizing Report – Page 6 of 8 Rainfall Event Analysis Rainfall Depth (in)No. of Events Percentage of Total Events (%) Total Volume (in)Percentage of Annual Volume (%) 0.25 11273 83.3 619 31.6 0.50 1269 9.4 454 23.2 0.75 494 3.7 302 15.4 1.00 230 1.7 199 10.2 1.25 111 0.8 123 6.3 1.50 63 0.5 86 4.4 1.75 46 0.3 75 3.8 2.00 13 0.1 24 1.2 2.25 12 0.1 26 1.3 2.50 8 0.1 19 1.0 2.75 7 0.1 18 0.9 3.00 2 0.0 6 0.3 3.25 0 0.0 0 0.0 3.50 1 0.0 3 0.2 3.75 0 0.0 0 0.0 4.00 0 0.0 0 0.0 4.25 0 0.0 0 0.0 4.50 1 0.0 4 0.2 4.75 0 0.0 0 0.0 5.00 0 0.0 0 0.0 Stormceptor Detailed Sizing Report – Page 7 of 8 For Stormceptor Specifications and Drawings Please Visit: http://www.imbriumsystems.com/technical-specifications Stormceptor Detailed Sizing Report – Page 8 of 8 flrv P ^"¡*L CAl¿¿Én (@ Pi4ngqnon.;-s R F^t7lltuL Cu u,tcLYto ^t S +/zt/tt Staritec 2¿\a '/^kq loi,ttü ,ù ) AIt llt ^/(r l*Èr (PÙ -r r ?CI $ ,11 kt ,_€ I AE 4:rF 'fX ôa a\ Ir,jnc Gt l*ç l-,Q-' ,D I; I fÊ ês -eì Y Ëx,l-5ç ) I*O >4r ô ç \%iJr,t Rtfo2¡¡t9l Þ¡'l #1,\AA ( "A'<-r>,A¡l 't rC fc'It/B'vt4 -5/'),ç i ,0¿( ) r(l)w6 'Ee )Rl rÌ¿-ç!1¡Ì \h rña I >>0 I +é Á 8A -T +t s6 A,"l)¿.l Þr ù,¿^(tptr I(/î L¡-'Èl)!Rl {rC 'Ê ft fHl Þ,þ oW k t(l t&trót7ç "7 lc ù'1,( l,+(,c f)Á("¿PI lo4 tr\Pt fë TL ,&¿+t,t Checked by:Designed by: Pdnrêd on Fsqætrêd ând 1m F@¡l Ìqdd Flconsum.r wådê pâp6r'