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EDP Stormwater Design ReportENVIRONMENTAL DESIGN eco PARTNERSHIP, LLP. 900 Route 146 Clifton Park, NY 12065 (P) 518.371.7621 (P) 518.371.9540 edpllp.com STORMWATER DESIGN REPORT 6, f� Dunton Residence b 18 Tall Timbers Road NOV 15 2022 QUEENSBURY, NEW YORK TOWN O Ol iE-7F BURY November 2022 w_�,NNINr C„_, r - 1. INTRODUCTION The Dunton Residence located at 18 Tall Timbers Road in the Town of Queensbury made various site improvements to the existing lot consisting of, a building addition, new wastewater absorption system, stormwater management devices and a private driveway from Old Assembly Point Road with approvals from the Town of Queensbury and Town Designated Engineer, Chazen Companies in 2017 with completion in 2019. During the construction phase of the private driveway from Old Assembly Point Road field modifications were made that resulted in changes to the alignment of the driveway where it connects to Tall Timbers Road. These changes have potentially increased stormwater runoff onto the neighboring parcel, Brothers Residence. 2. STORMWATER DESIGN The existing site consists of six (6) stormwater management devices, four rain gardens, a shallow grass depression and an area of permeable pavers as well as stone infiltration trenches along both sides of the driveway, from Old Assembly Point Road to Tall Timbers Road. Analysis of the as -built site conditions determined that runoff from approximately 2,130 sf of impervious surface (1,280 sf from Tall Timbers Road and 850 sf from newly installed driveway) flows offsite onto the Brothers property without attenuation or treatment. In order to intercept this stormwater and provide stormwater treatment and infiltration the existing Tall Timbers Road pavement will be regraded near the property line to create a paved swale that will direct the runoff to a proposed yard drain. The yard drain will collect and Convery the runoff, via a 6" PVC pipe, to the existing vegetated depression located on the north side of the existing home, which currently receives runoff from the existing driveway section that extends down to the home. In accordance with section 179-6-080 of the Town of Queensbury code the stormwater management system has been designed to limit the post -development runoff rates and volumes for the 10-year and 25-year, 24-hour design storm event to less than the predevelopment runoff rates and volumes in order to prevent impacts to the downstream drainage corridors. HydroCAD stormwater modeling software was used to analyze the existing and proposed site conditions with the results summarized in the following table. Dunton Residence ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Stormwater Design Report 5iiny the physics environment Table 1: 10-Year Design Storm, Runoff Rates and Volumes Design Point Runoff Volume c Predevelo ment Post -Development A 3,642 2,739 B 0 0 Table 2: 25-Year Design Storm, Runoff Rates and Volumes Design Point Peak Runoff Rate cfs Predevelo ment Post -Development A 2.27 1.96 B 0 0 3. SUMMARY During construction of the proposed access driveway from Old Assembly Point Road field changes resulted in runoff from a portion of the driveway being directed toward the neighboring property to the north. The proposed site modifications, including regrading the existing roadway to create a drainage swale and installing a yard drain with piped outlet, are proposed in order to capture the runoff before it leaves the site and direct it to the existing stormwater management area located near the existing dwelling. Respectively Submitted, Brandon M. Ferguson, P.E. Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 (P) 518,371,7621 (F) 518.371.9540 edpllp.com e: 0 ENVIRONMENTAL DESIGN PARTNERSHIP, I.I.P. 900 Route 146 Clifton Park NY 12065 _ — — — (518) 371-7621 edpllp.com --- - - - / W Q I � Z cu W > LU Uj CU I I ` TP#1 \ .�T 0 16 A / ° J CL U o W I= z Q W CD zp a o f i W L Q i o A' 0 C3 i y y o i 00 Z Z a�� Z °° ' X Al Q H H !• R NIN Cs A W W W UJ to m 0 0 _ � a APPROXIMATE LIMITS /0 O Z F 0. OF EXPOSED BEDROCK Yn w WITHIN AREA OF DEVELOPMENT O '� 0 a w JZ� W _1 J 0 a Q IL F 1- DATE: I? w _ SHEET TITLE w w PREDEVELOPMENT 3 GRAPHIC SCALE: ` DRAINAGE MAP Z 0 M Q U 20 0 20 J SCALE: 1 =20' SHEET NO. 210 MAP KEY SUBCATCHMENT ® BOUNDARY 2S SUBCATCHMENT I.D. 4 STORMWATER DEVICE A DESIGN POINT �_ DRAINAGE ARROW A LAKE GEORGE Al SUbCat Reach on Link Routing Diagram for PREDEVELOPMENT DUNTON Prepared by {enter your company name here}, Printed 11/11/2022 HydroCAD®10.10-76 s/n 11387 © 2022 HydroCAD Software Solutions LLC PREDEVELOPMENT_DUNTON Prepared by {enter your company name here) Printed 11/11/2022 HydroCADO 10.10-7b s/n 11387 © 2022 Hydro CAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 10-YR Type II 24-hr Default 24.00 1 3.60 2 2 25-YR Type II 24-hr Default 24.00 1 4.20 2 PREDEVELOPMENT_DUNTON Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 5,810 98 EXISTING IMPERVIOUS (Al) 585 85 Gravel roads, HSG B (Al) 19,355 65 Woods/grass comb., Fair, HSG B (Al) 6,080 82 Woods/grass comb., Fair, HSG D (Al) 31,830 75 TOTAL AREA PREDEVELOPMENT_DUNTON Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD®10.10-7b s/n 11387 ©2022 HvdroCAD Software Solutions LLC Pana 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 19,940 HSG B Al 0 HSG C 6,080 HSG D Al 5,810 Other Al 31,830 TOTAL AREA PREDEVELOPMENT DUNTON Prepared by {enter your company name here) Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 0 0 0 5,810 5,810 EXISTING IMPERVIOUS 0 585 0 0 0 585 Gravel roads 0 19,355 0 6,080 0 25,435 Woods/grass comb., Fair 0 19,940 0 6,080 5,810 31,830 TOTAL AREA Su Nu PREDEVELOPMENT_DUNTON Type // 24-hr 10-YR Rainfall=3.60" Prepared by {enter your company name here) Printed 11111/2022 HydroCAD®10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 6 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA1: - Runoff Area=31,830 sf 18.25% Impervious Runoff Depth=1.37" Flow Length=225' Slope=0.3000'/' Tc=6.8 min CN=75 Runoff=1.71 cfs 3,642 cf Link A: LAKE GEORGE Inflow=1.71 cfs 3,642 cf Primary=1.71 cfs 3,642 cf Total Runoff Area = 31,830 sf Runoff Volume = 3,642 cf Average Runoff Depth = 1.37" 81.75% Pervious = 26,020 sf 18.25% Impervious = 5,810 sf PREDEVELOPMENT_DUNTON Type/1 24-hr 10-YR Rainfal1=3.60" Prepared by (enter your company name here) Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 @ 2022 HydroCAD Software Solutions LLC Paoe 7 Summary for Subcatchment Al: - Runoff = 1.71 cfs @ 11.99 hrs, Volume= 3,642 cf, Depth= 1.37" Routed to Link A: LAKE GEORGE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.60" Area (sf) CN Description 6,080 82 Woods/grass comb., Fair, HSG D * 5,810 98 EXISTING IMPERVIOUS 585 85 Gravel roads, HSG B 19,355 65 Woods/grass comb. Fair HSG B 31,830 75 Weighted Average 26,020 81.75% Pervious Area 5,810 18.25% Impervious Area Tc Length Slope Velocity Capacity Description 5.9 70 0.3000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.75" 0.9 155 0.3000 2.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 6.8 225 Total Summary for Link A: LAKE GEORGE Inflow Area = 31,830 sf, 18.25% Impervious, Inflow Depth = 1.37" for 10-YR event Inflow = 1.71 cfs @ 11.99 hrs, Volume= 3,642 cf Primary = 1.71 cfs @ 11.99 hrs, Volume= 3,642 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs PREDEVELOPMENT_DUNTON Type/1 24-hr 25-YR Rainfall=4.20" Prepared by {enter your company name here) Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 8 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA1: - Runoff Area=31,830 sf 18.25% Impervious Runoff Depth=1.82" Flow Length=225' Slope=0.3000 T Tc=6.8 min CN=75 Runoff=2.27 cfs 4,823 cf Link A: LAKE GEORGE Inflow=2.27 cfs 4,823 cf Primary=2.27 cfs 4,823 cf Total Runoff Area = 31,830 sf Runoff Volume = 4,823 cf Average Runoff Depth = 1.82" 81.75% Pervious = 26,020 sf 18.25% Impervious = 5,810 sf PREDEVELOPMENT_DUNTON Type 11 24-hr 25-YR Rainfall=4.20" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD®10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment Al: - Runoff = 2.27 cfs @ 11.99 hrs, Volume= 4,823 cf, Depth= 1.82" Routed to Link A: LAKE GEORGE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type If 24-hr 25-YR Rainfall=4.20" Area (sf) CN Description 6,080 82 Woods/grass comb., Fair, HSG D 5,810 98 EXISTING IMPERVIOUS 585 85 Gravel roads, HSG B 19,355 65 Woods/grass comb. Fair HSG B 31,830 75 Weighted Average 26,020 81.75% Pervious Area 5,810 18.25% Impervious Area Tc Length Slope tin) (feet) (ft/ft) 5.9 70 0.3000 0.9 155 0.3000 Velocity Capacity Description 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.75" 2.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 6.8 225 Total Summary for Link A: LAKE GEORGE Inflow Area = 31,830 sf, 18.25% Impervious, Inflow Depth = 1.82" for 25-YR event Inflow = 2.27 cfs @ 11.99 hrs, Volume= 4,823 cf Primary = 2.27 cfs @ 11.99 hrs, Volume= 4,823 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs 2 'ON 133HS db W 30d N I`d Kl 11N3 NdO-]3A3a 1SOd 3-1111 133 H S i i L 6OZ '5 L -030 :31`da rD 3 vi ED Z 0 000 3z a P-Or -n q 0C . Wmm �yy NCO Nov X m z 0 z z 0 M X ;o m v m z n m y m woo-dpdpa 6Z9L-6LS(8L9) 990Z L AN ` JBd uo:4i10 9V L alnoa 006 'd-n `dIHSH3NiHVd NSISM WINMNOUTAN3 I ADI d` V4 A6 A5 7P YARD pRAIN a 1P neighbor RAIN GAR EN #4 6P RAIN GARDEN # a a A7 LAKE GEORGE S4 Reach Aon Link A2 3P PERMEABLE PAVERS DEPRESSION #1 GARDEN #1 RAIN GARDEN #2 POSTDEVELOPMENT_DUNTON Prepared by (enter your company name here) Printed 11/11/2022 HydroCAD®10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 10-YR Type II 24-hr Default 24.00 1 3.60 2 2 25 YR Type II 24-hr Default 24.00 1 4.20 2 POSTDEVELOPMENT_DUNTON Prepared by (enter your company name here} Printed 11/11/2022 HydroCAD® 10 10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area (sq-ft) CN Description (su bcatch ment-numbers) 790 39 >75% Grass cover, Good, HSG A (A3, A4) 2,180 61 >75% Grass cover, Good, HSG B (Al) 7,835 98 Paved parking & roofs (Al, A2, A3, A4, A5, A6, A7) 2,130 98 Paved parking, HSG B (61) 190 39 RAIN GARDEN (A5, A6) 1,180 60 Woods, Fair, HSG B (Al) 14,890 65 Woods/grass comb., Fair, HSG B (A3, A7) 2,520 82 Woods/grass comb., Fair, HSG D (A7) 31,715 75 TOTAL AREA POSTDEVELOPMENT_DUNTON Prepared by {enter your company name here) Printed 11/11/2022 HydroCAD®10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC pans d Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 790 HSG A A3, A4 20,380 HSG B Al, A3, A7, 61 0 HSG C 2,520 HSG D A7 8,025 Other A1, A2, A3, A4, A5, A6, A7 31,715 TOTAL AREA POSTDEVELOPMENT_DUNTON Prepared by {enter your company name here) Printed 11/11/2022 HydroCAD® 10 10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Su (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nu 790 2,180 0 0 0 2,970 >75%Grass cover, Goad 0 2,130 0 0 0 2,130 Paved parking 0 0 0 0 7,835 7,835 Paved parking & roofs 0 0 0 0 190 190 RAIN GARDEN 0 1,180 0 0 0 1,180 Woods, Fair 0 14,890 0 2,520 0 17,410 Woods/grass comb., Fair 790 20,380 0 2,520 8,025 31,715 TOTAL AREA POSTDEVELOPMENT_DUNTON Prepared by {enter your company name here) Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 ©2022 HvdroCAD Software Solutions LLC pnno F Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Width Diam/Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 2P 344.00 343.80 18.0 0.0111 0.013 0.0 6.0 0.0 2 5P 347.00 346.50 35.0 0.0143 0.013 0.0 6.0 0.0 3 YD 374.25 362.50 103.0 0.1141 0.010 0.0 6.0 0.0 POSTDEVELOPMENT_DUNTON Type 1l 24-hr 10-YR Rainfall=3.60" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD®10 10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 7 Time span=5.00-60.00 hrs, dt=0.05 hrs, 1101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentAl : - Runoff Area=6,200 sf 45.81 % Impervious Runoff Depth=1.57" Flow Length=220' Tc=6.0 min CN=78 Runoff=0.39 cfs 813 cf SubcatchmentA2: - Runoff Area=435 sf 100.00% Impervious Runoff Depth>3.28" Tc=6.0 min CN=98 Runoff=0.05 cfs 119 cf SubcatchmentA3: - Runoff Area=1,815 sf 65.29% Impervious Runoff Depth=1.94" Tc=6.0 min CN=83 Runoff=0.14 cfs 294 cf SubcatchmentA4: - Runoff Area=1,725 sf 68.12% Impervious Runoff Depth=1.64" Tc=6.0 min CN=79 Runoff=0.11 cfs 236 cf SubcatchmentA5: - Runoff Area=435 sf 78.16% Impervious Runoff Depth=2.10" Tc=6.0 min CN=85 Runoff=0.04 cfs 76 cf SubcatchmentA6: - Runoff Area=435 sf 78.16% Impervious Runoff Depth=2.10" Tc=6.0 min CN=85 Runoff=0.04 cfs 76 cf SubcatchmentA7: - Runoff Area=18,540 sf 8.20% Impervious Runoff Depth=1.07" Flow Length=225' Slope=0.3000'/' Tc=6.8 min CN=70 Runoff=0.76 cfs 1,654 cf SubcatchmentB1: Runoff Area=2,130 sf 100.00% Impervious Runoff Depth>3.28" Flow Length=60' Slope=0.1600'/' Tc=6.0 min CN=98 Runoff=0.24 cfs 583 cf Pond 1 P: GRASS DEPRESSION#1 Peak Elev=337.71' Storage=453 cf Inflow=0.63 cfs 1,396 cf Discarded=0.01 cfs 841 cf Primary=0.51 cfs 555 cf Outflow=0.52 cfs 1,396 cf Pond 2P: RAIN GARDEN #1 Peak Elev=347.37' Storage=82 cf Inflow=0.14 cfs 294 cf Outflow=0.03 cfs 294 cf Pond 3P: PERMEABLEPAVERS Peak EIev=339.09' Storage=33 cf Inflow=0.05 cfs 119 cf Outflow=0.01 cfs 119 cf Pond 5P: RAIN GARDEN#2 Peak EIev=350.07' Storage=33 cf Inflow=0.11 cfs 236 cf Outflow=0.05 cfs 236 cf Pond 6P: RAIN GARDEN #3 Peak EIev=337.08' Storage=36 cf Inflow=0.04 cfs 76 cf Discarded=0.00 cfs 76 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 76 cf Pond 7P: RAIN GARDEN #4 Peak EIev=337.08' Storage=36 cf Inflow=0.04 cfs 76 cf Discarded=0.00 cfs 76 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 76 cf Pond YD: YARD DRAIN Peak EIev=375.30' Storage=0 cf Inflow=0.24 cfs 583 cf Primary=0.24 cfs 583 cf Secondary=0.00 cfs 0 cf Outflow=0.24 cfs 583 cf Link A: LAKE GEORGE Inflow=1.21 cfs 2,739 cf Primary=1.21 cfs 2,739 cf POSTDEVELOPMENT_DUNTON Prepared by {enter your company name here HvdroCADO" 10.10-7b s/n 11387 © 2022 HwiroCAC Link B: neighbor Type/1 24-hr 10-YR Rainfall=3.60" LLC Printed 11/11/2022 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 31,715 sf Runoff Volume = 3,851 cf Average Runoff Depth = 1.46" 68.58% Pervious = 21,750 sf 31.42% Impervious = 9,965 sf POSTDEVELOPMENT_DUNTON Type/1 24-hr 10-YR Rainfall=3.60" Prepared by (enter your company name here} Printed 11/11/2022 HydroCAD® 10 10-7b s/n 11387 © 2022 HVdroCAD Software Solutions LLC Page 9 Summary for Subcatchment Al: - Runoff = 0.39 cfs @ 11.98 hrs, Volume= 813 cf, Depth= 1.57" Routed to Pond 1 P : GRASS DEPRESSION #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.60" Area (sf) CN Description 2,840 98 Paved parking & roofs 1,180 60 Woods, Fair, HSG B 2,180 61 >75% Grass cover, Good HSG B 6,200 78 Weighted Average 3,360 54.19% Pervious Area 2,840 45.81 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ft/sec) (cfs) 4.5 50 0.3000 0.19 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.75" 0.4 170 0.1500 7.86 Shallow Concentrated Flow, Paved Kv= 20.3 fos 4.9 220 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment A2: - Runoff = 0.05 cfs @ 11.96 hrs, Volume= 119 cf, Depth> 3.28" Routed to Pond 3P : PERMEABLE PAVERS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.60" Area (sf) CN Description 435 98 Paved parking & roofs 435 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment A3: - Runoff = 0.14 cfs @ 11.97 hrs, Volume= 294 cf, Depth= 1.94" Routed to Pond 2P : RAIN GARDEN #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type 11 24-hr 10-YR Rainfall=3.60" POSTDEVELOPMENT_DUNTON Type/1 24-hr 10-YR Rainfall=3.60" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 10 Area (sf) CN Description 1,185 98 Paved parking & roofs 240 39 >75%" Grass cover, Good, HSG A 390 65 Woods/grass comb. Fair, HSG B 1,815 83 Weighted Average 630 34.71 % Pervious Area 1,185 65.29% Impervious Area Tc Length Slope Description 6.0 Direct Entry, DIRECT Summary for Subcatchment A4: - Runoff = 0.11 cfs @ 11.97 hrs, Volume= 236 cf, Depth= 1.64" Routed to Pond 5P : RAIN GARDEN #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.60" Area (sf) CN Description 1,175 98 Paved parking & roofs 550 39 >75% Grass cover. Good. HSG A 1,725 79 Weighted Average 550 31.88% Pervious Area 1,175 68.12% Impervious Area Tc Length Description 6.0 Direct Entry, DIRECT Summary for Subcatchment A5: - Runoff = 0.04 cfs @ 11.97 hrs, Volume= 76 cf, Depth= 2.10" Routed to Pond 6P : RAIN GARDEN #3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.60" Area (sf) CN Description 340 98 Paved Darkina & roofs 435 85 Weighted Average 95 21.84% Pervious Area 340 78.16% Impervious Area POSTDEVELOPMENT_DUNTON Type 1124-hr 10-YR Rainfall=3.60" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD@ 1n 1n-7h s/n 11387 @ 2022 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment A6: - Runoff = 0.04 cfs @ 11.97 hrs, Volume= 76 cf, Depth= 2.10" Routed to Pond 7P : RAIN GARDEN #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.60" Area (so CN Description 340 98 Paved parking & roofs 95 39 RAIN GARDEN 435 85 Weighted Average 95 21.84% Pervious Area 340 78.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment A7: - Runoff = 0.76 cfs @ 11.99 hrs, Volume= 1,654 cf, Depth= 1.07" Routed to Link A: LAKE GEORGE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.60" Area (sf) CN Description 2,520 82 Woods/grass comb., Fair, HSG D 1,520 98 Paved parking & roofs 14,500 65 Woods/grass comb. Fair, HSG B 18,540 70 Weighted Average 17,020 91.80% Pervious Area 1,520 8.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 70 0.3000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.75" 0.9 155 0.3000 2.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 6.8 225 Total POSTDEVELOPMENT_DUNTON Prepared by {enter your company name here} Solutions Type/1 24-hr 10-YR Rainfall=3.60" Summary for Subcatchment 131: Runoff = 0.24 cfs @ 11.96 hrs, Volume= 583 cf, Depth> 3.28" Routed to Pond YD : YARD DRAIN Printed 11/11/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.60" Area (sf) CN Description 2,130 98 Paved parking, HSG B 2,130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 60 0.1600 2.65 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.75" 0.4 60 Total, Increased to minimum Tc = 6.0 min Summary for Pond 1 P: GRASS DEPRESSION #1 Inflow Area = 8,330 sf, 59.66% Impervious, Inflow Depth > 2.01" for 10-YR event Inflow = 0.63 cfs @ 11.97 hrs, Volume= 1,396 cf Outflow = 0.52 cfs @ 12.05 hrs, Volume= 1,396 cf, Atten= 17%, Lag= 4.6 min Discarded = 0.01 cfs @ 10.15 hrs, Volume= 841 cf Primary = 0.51 cfs @ 12.05 hrs, Volume= 555 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 337.71' @ 12.05 hrs Surf.Area= 215 sf Storage= 453 cf Plug -Flow detention time= 345.4 min calculated for 1,396 cf (100% of inflow) Center -of -Mass det. time= 345.2 min ( 1,153.1 - 807.9 ) Volume Invert Avail.Storage Storage Description #1 335.00' 516 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 335.00 215 70.0 40.0 0 0 215 336.00 215 70.0 40.0 86 86 285 337.00 215 70.0 100.0 215 301 355 338.00 215 70.0 100.0 215 516 425 Invert Outlet Devices #1 Primary 337.50' 2.0' long x 1.0' breadth OVERFLOW Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 335.00' 1.500 in/hr Exfiltration over Surface area POSTDEVELOPMENT_DUNTON Type // 24-hr 10-YR Rainfall=3.60" Prepared by {enter your company name here) Printed 11/11/2022 HydroCAD® 10 10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 13 Discarded OutFlow Max=0.01 cfs @ 10.15 hrs HW=335.03' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.50 cfs @ 12.05 hrs HW=337.70' (Free Discharge) t1=OVERFLOW (Weir Controls 0.50 cfs @ 1.21 fps) Summary for Pond 213: RAIN GARDEN #1 Inflow Area = 1,815 sf, 65.29% Impervious, Inflow Depth = 1.94" for 10-YR event Inflow = 0.14 cfs @ 11.97 hrs, Volume= 294 cf Outflow = 0.03 cfs @ 11.75 hrs, Volume= 294 cf, Atten= 81 %, Lag= 0.0 min Primary = 0.03 cfs @ 11.75 hrs, Volume= 294 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 347.37' @ 12.17 hrs Surf.Area= 225 sf Storage= 82 cf Plug -Flow detention time=18.1 min calculated for 294 cf (100% of inflow) Center -of -Mass det. time= 18.1 min ( 842.5 - 824.4 ) Volume Invert Avail.Storage Storage Description #1 347.00' 225 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) 347.00 225 60.0 0 0 225 348.00 225 60.0 225 225 285 Device Routing Invert Outlet Devices #1 Device 2 347.00' 5.000 in/hr FILTER TO UNDERDRAIN over Surface area above 346.90' Excluded Surface area = 0 sf #2 Primary 344.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 344.00' / 343.80' S= 0.0111 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #3 Device 2 347.50' 6.0" Horiz. 6" STANDPIPE C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 11.75 hrs HW=347.01' (Free Discharge) t2=Culvert (Passes 0.03 cfs of 1.52 cfs potential flow) t1=FILTER TO UNDERDRAIN (Exfiltration Controls 0.03 cfs) 3=6" STANDPIPE ( Controls 0.00 cfs) Summary for Pond 3P: PERMEABLE PAVERS Inflow Area = 435 sf,100.00% Impervious, Inflow Depth > 3.28" for 10-YR event Inflow = 0.05 cfs @ 11.96 hrs, Volume= 119 cf Outflow = 0.01 cfs @ 11.75 hrs, Volume= 119 cf, Atten= 80%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.75 hrs, Volume= 119 cf POSTDEVELOPMENT_DUNTON Prepared by (enter your company name HvdroCAD® 10.10-7b s/n 11387 © 2022 Hvdr Type/1 24-hr 10-YR Rainfall=3.60" Printed 11/11/2022 Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 339.09' @ 12.14 hrs Surf.Area= 435 sf Storage= 33 cf Plug -Flow detention time=20.7 min calculated for 119 cf (100% of inflow) Center -of -Mass det. time= 20.3 min ( 784.0 - 763.6 ) Volume Invert Avail.Storage Storage Description #1 338.90' 438 cf Custom Stage Data (Irregular)Listed below (Recalc) 1,096 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area _(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 338.90 435 85.0 0 0 435 340.90 435 85.0 870 870 605 341.42 435 85.0 226 1,096 649 Device Routing Invert Outlet Devices #1 Discarded 338.90' 1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 11.75 hrs HW=338.93' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Summary for Pond 5P: RAIN GARDEN #2 Inflow Area = 1,725 sf, 68.12% Impervious, Inflow Depth = 1.64" for 10-YR event Inflow = 0.11 cfs @ 11.97 hrs, Volume= 236 cf Outflow = 0.05 cfs @ 11.90 hrs, Volume= 236 cf, Atten= 54%, Lag= 0.0 min Primary = 0.05 cfs @ 11.90 hrs, Volume= 236 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 350.07' @ 12.08 hrs Surf.Area= 445 sf Storage= 33 cf Plug -Flow detention time= 3.3 min calculated for 236 cf (100% of inflow) Center -of -Mass det. time= 3.3 min ( 840.0 - 836.6 ) Volume Invert Avail.Storage Storage Description #1 350.00' 445 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) 350.00 445 95.0 0 0 445 351.00 445 95.0 445 445 540 Device Routing Invert Outlet Devices #1 Device 2 350.00' 5.000 in/hr FILTER TO UNDERDRAIN over Surface area above 349.90' Excluded Surface area = 0 sf #2 Primary 347.00' 6.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 347.00' / 346.50' S= 0.0143'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf POSTDEVELOPMENT_DUNTON Type/1 24-hr 10-YR Rainfall=3.60" Prepared by {enter your company name here} Printed 11/11/2022 HydroCADO 10 10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Page 15 #3 Device 2 350.50' 6.0" Horiz. 6" STANDPIPE C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 11.90 hrs HW=350.02' (Free Discharge) t -Culvert (Passes 0.05 cfs of 1.32 cfs potential flow) 1=FILTER TO UNDERDRAIN (Exfiltration Controls 0.05 cfs) 3=6" STANDPIPE ( Controls 0.00 cfs) Summary for Pond 6P: RAIN GARDEN #3 Inflow Area = 435 sf, 78.16% Impervious, Inflow Depth = 2.10" for 10-YR event Inflow = 0.04 cfs @ 11.97 hrs, Volume= 76 cf Outflow = 0.00 cfs @ 11.60 hrs, Volume= 76 cf, Atten= 95%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.60 hrs, Volume= 76 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 Cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 337.08' @ 13.20 hrs Surf.Area= 75 sf Storage= 36 cf Plug -Flow detention time=187.8 min calculated for 76 cf (100% of inflow) Center -of -Mass det. time= 187.7 min ( 1,005.5 - 817.8 ) Volume Invert Avail.Storage Storage Description #1 336.00' 180 cf Custom Stage Data (Irregular)-isted below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 336.00 75 35.0 40.0 0 0 75 337.00 75 35.0 40.0 30 30 110 338.00 75 35.0 100.0 75 105 145 339.00 75 35.0 100.0 75 180 180 Device Routing Invert Outlet Devices #1 Primary 338.50' 3.0' long x 1.0' breadth OVERFLOW Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 336.00' 1.000 inlhr Exfiltration over Surface area Qiscarded OutFlow Max=0.00 cfs @ 11.60 hrs HW=336.03' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) rimary OutFlow Max=0.00 cfs @ 5.00 hrs HW=336.00' (Free Discharge) 1=OVERFLOW ( Controls 0.00 cfs) POSTDEVELOPMENT_DUNTON Type/1 24-hr 10-YR Rainfall=3.60" Prepared by {enter your company name here) Printed 11/11/2022 HvdroCAD@ 10.10-7b s/n 11387 n 2022 Hvdm(.An Snftwnra gnhifinnc I I r o--- IQ Summary for Pond 7P: RAIN GARDEN #4 Inflow Area = 435 sf, 78.16% Impervious, Inflow Depth = 2.10" for 10-YR event Inflow = 0.04 cfs @ 11.97 hrs, Volume= 76 cf Outflow = 0.00 cfs @ 11.60 hrs, Volume= 76 cf, Atten= 95%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.60 hrs, Volume= 76 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 337.08' @ 13.20 hrs Surf.Area= 75 sf Storage= 36 cf Plug -Flow detention time= 187.8 min calculated for 76 cf (100% of inflow) Center -of -Mass det. time= 187.7 min ( 1,005.5 - 817.8 ) Volume Invert Avail.Storage Storage Description #1 336.00' 180 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 336.00 75 35.0 40.0 0 0 75 337.00 75 35.0 40.0 30 30 110 338.00 75 35.0 100.0 75 105 145 339.00 75 35.0 100.0 75 180 180 Device Routing Invert Outlet Devices #1 Primary 338.50' 3.0' long x 1.0' breadth OVERFLOW Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 336.00' 1.000 inihr Exfiltration over Surface area D rded OutFlow Max=0.00 cfs @ 11.60 hrs HW=336.03' (Free Discharge) ttExfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=336.00' (Free Discharge) t1=OVERFLOW ( Controls 0.00 cfs) Summary for Pond YD: YARD DRAIN Inflow Area = 2,130 sf,100.00% Impervious, Inflow = 0.24 cfs @ 11.96 hrs, Volume= Outflow = 0.24 cfs @ 11.96 hrs, Volume= Primary = 0.24 cfs @ 11.96 hrs, Volume= Routed to Pond 1 P : GRASS DEPRESSION #1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= Routed to Link B : neighbor Inflow Depth > 3.28" for 10-YR event 583 cf 583 cf, Aften= 0%, Lag= 0.0 min 583 cf 0 cf Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_DUNTON Type // 24-hr 10-YR Rainfall=3.60" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD@ 10 10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 17 Peak Elev= 375.30' @ 11.96 hrs Surf.Area= 5 sf Storage= 0 cf Plug -Flow detention time= 0.0 min calculated for 583 cf (100% of inflow) Center -of -Mass det. time= 0.0 min ( 763.7 - 763.6 ) Volume Invert Avail Storage Storage Description #1 37525' 7 cf Custom Stage Data (Prismatic�_isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 375.25 3 0 0 375.50 12 2 2 375.80 23 5 7 Device Routing Invert Outlet Devices #1 Secondary 375.80' 1.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Device 3 375.25' 1.3" x 2.8" Horiz. Orifice/Grate X 11.00 columns X 5 rows C= 0.600 in 18.0" x 18.0" Grate (62% open area) Limited to weir flow at low heads #3 Primary 374.25' 6.0" Round CON L= 103.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 374.25' / 362.50' S= 0.1141 T Cc= 0.900 n= 0.010, Flow Area= 0.20 sf rimaryOutFlow Max=0.24 cfs @ 11.96 hrs HW=375.30' (Free Discharge) 3=CON (Passes 0.24 cfs of 0.85 cfs potential flow) 'L2=Orifice/Grate (Weir Controls 0.24 cfs @ 0.75 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=375.25' (Free Discharge) 1 =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Link A: LAKE GEORGE Inflow Area = 31,280 sf, 30.47% Impervious, Inflow Depth = 1.05" for 10-YR event Inflow = 1.21 cfs @ 12.03 hrs, Volume= 2,739 cf Primary = 1.21 cfs @ 12.03 hrs, Volume= 2,739 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Summary for Link B: neighbor Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_DUNTON Type 11 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here) Printed 11/11/2022 HydroCADS 10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 18 Time span=5.00-60.00 hrs, dt=0.05 hrs, 1101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA1: - Runoff Area=6,200 sf 45.81% Impervious Runoff Depth=2.05" Flow Length=220' Tc=6.0 min CN=78 Runoff=0.50 cfs 1,058 cf SubcatchmentA2: - Runoff Area=435 sf 100.00% Impervious Runoff Depth>3.85" Tc=6.0 min CN=98 Runoff=0.06 cfs 140 cf SubcatchmentA3: - Runoff Area=1,815 sf 6529% Impervious Runoff Depth=2.46" Tc=6.0 min CN=83 Runoff=0.17 cfs 372 cf SubcatchmentA4: - Runoff Area=1,725 sf 68.12% Impervious Runoff Depth=2.13" Tc=6.0 min CN=79 Runoff=0.14 cfs 306 cf SubcatchmentA5: - Runoff Area=435 sf 78.16% Impervious Runoff Depth=2.64" Tc=6.0 min CN=85 Runoff=0.04 cfs 96 cf SubcatchmentA6: - Runoff Area=435 sf 78.16% Impervious Runoff Depth=2.64" Tc=6.0 min CN=85 Runoff=0.04 cfs 96 cf SubcatchmentA7: - Runoff Area=18,540 sf 8.20% Impervious Runoff Depth=1.46" Flow Length=225' Slope=0.3000'/' Tc=6.8 min CN=70 Runoff=1.06 cfs 2,263 cf SubcatchmentBl: Runoff Area=2,130 sf 100.00% Impervious Runoff Depth>3.85" Flow Length=60' Slope=0.1600 '/' Tc=6.0 min CN=98 Runoff=0.28 cfs 684 cf Pond 1P: GRASS DEPRESSION#1 Peak Elev=337.79' Storage=471 cf Inflow=0.78 cfs 1.742 cf Discarded=0.01 cfs 865 cf Primary=0.84 cfs 877 cf Outflow=0.85 cfs 1,742 cf Pond 2P: RAIN GARDEN#1 Peak Elev=347.51' Storage=115 cf Inflow=0.17 cfs 372 cf Outflow=0.03 cfs 372 cf Pond 3P: PERMEABLEPAVERS Peak Elev=339.14' Storage=42 cf Inflow=0.06 cfs 140 cf Outflow=0.01 cfs 140 cf Pond 5P: RAIN GARDEN #2 Peak EIev=350.12' Storage=56 cf Inflow=0.14 cfs 306 cf Outflow=0.05 cfs 306 cf Pond 6P: RAIN GARDEN #3 Peak EIev=337.24' Storage=48 cf Inflow=0.04 cfs 96 cf Discarded=0.00 cfs 96 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 96 cf Pond 7P: RAIN GARDEN #4 Peak EIev=337.24' Storage=48 cf Inflow=0.04 cfs 96 cf Discarded=0.00 cfs 96 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 96 cf Pond YD: YARD DRAIN Peak EIev=375.31' Storage=0 cf Inflow=0.28 cfs 684 cf Primary=0.28 cfs 684 cf Secondary=0.00 cfs 0 cf Outflow=0.28 cfs 684 cf Link A: LAKE GEORGE Inflow=1.96 cfs 3,818 cf Primary=1.96 cfs 3,818 cf POSTDEVELOPMENT_DUNTON Type 11 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD® 10 10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 19 Link B: neighbor Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 Cf Total Runoff Area = 31,715 sf Runoff Volume = 5,014 cf Average Runoff Depth = 1.90" 68.58% Pervious = 21,750 sf 31.42% Impervious = 9,965 sf POSTDEVELOPMENT_DUNTON Type 11 24-hr 25 YR Rainfall=4.20" Prepared by (enter your company name here) Printed 11/11/2022 HydroCAD0 10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment Al: - Runoff = 0.50 cfs @ 11.97 hrs, Volume= 1,058 cf, Depth= 2.05" Routed to Pond 1 P : GRASS DEPRESSION #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.20" Area (sf) CN Description 2,840 98 Paved parking & roofs 1,180 60 Woods, Fair, HSG B 2,180 61 >75% Grass cover, Good, HSG B 6,200 78 Weighted Average 3,360 54.19% Pervious Area 2,840 45.81% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ftlft) (ft/sec) (cfs) 4.5 50 0.3000 0.19 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.75" 0.4 170 0.1500 7.86 Shallow Concentrated Flow, Paved Kv= 20.3 fos 4.9 220 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment A2: - Runoff = 0.06 cfs @ 11.96 hrs, Volume= 140 cf, Depth> 3.85" Routed to Pond 3P : PERMEABLE PAVERS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.20" Area (sf) CN Description 435 98 Paved narking & roofs 435 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment A3: - Runoff = 0.17 cfs @ 11.97 hrs, Volume= 372 cf, Depth= 2.46" Routed to Pond 2P : RAIN GARDEN #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type 11 24-hr 25 YR Rainfall=4.20" POSTDEVELOPMENT_DUNTON Type // 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD@ 10 10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Page 21 Area (sf) CN Descriotion 1,185 98 Paved parking & roofs 240 39 >75% Grass cover, Good, HSG A 390 65 Woods/grass comb. Fair HSG B 1,815 83 Weighted Average 630 34.71 % Pervious Area 1,185 65.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment A4: - Runoff = 0.14 cfs @ 11.97 hrs, Volume= 306 cf, Depth= 2.13" Routed to Pond 5P : RAIN GARDEN #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type 11 24-hr 25 YR Rainfall=4.20" Area (sf) CN Descriotion 1,175 98 Paved parking & roofs 550 39 >75% Grass cover, Good HSG A _ 1,725 79 Weighted Average 550 31.88% Pervious Area 1,175 68.12% Impervious Area Tc Length Description 6.0 Direct Entry, DIRECT Summary for Subcatchment A5: - Runoff = 0.04 cfs @ 11.97 hrs, Volume= 96 cf, Depth= 2.64" Routed to Pond 6P : RAIN GARDEN 43 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.20" Area (sf) CN Description 340 98 Paved parking & roofs * 95 39 RAIN GARDEN - 435 85 Weighted Average 95 21.84% Pervious Area 340 78.16% Impervious Area POSTDEVELOPMENT_DUNTON Type l/ 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here} Printed 11/11/2022 HydroCADO 10.10-7b s/n 11387 O 2022 HydroCAD Software Solutions LLC Paoe 22 Tc Length Description 6.0 Direct Entry, DIRECT Summary for Subcatchment A& - Runoff = 0.04 cfs @ 11.97 hrs, Volume= 96 cf, Depth= 2.64" Routed to Pond 7P : RAIN GARDEN #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.20" Area (sf) CN Description 340 98 Paved parking & roofs ` 95 39 RAIN GARDEN 435 85 Weighted Average 95 21.84% Pervious Area 340 78.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, DIRECT Summary for Subcatchment A7: - Runoff = 1.06 cfs @ 11.99 hrs, Volume= 2,263 cf, Depth= 1.46" Routed to Link A: LAKE GEORGE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.20" Area (sf) CN Description 2,520 82 Woods/grass comb., Fair, HSG D 1,520 98 Paved parking & roofs 14,500 65 Woods/grass comb., Fair, HSG B 18,540 70 Weighted Average 17,020 91.80% Pervious Area 1,520 8.20% Impervious Area Tc Length Slope Velocity Capacity Description 5.9 70 0.3000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.75" 0.9 155 0.3000 2.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.8 225 Total POSTDEVELOPMENT_DUNTON Type 11 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 @ 2022 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment B1: Runoff = 0.28 cfs @ 11.96 hrs, Volume= 684 cf, Depth> 3.85" Routed to Pond YD : YARD DRAIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.20" Area (sf) CN Description 2,130 98 Paved parking HSG B 2,130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 60 0.1600 2.65 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.75" 0.4 60 Total, Increased to minimum Tc = 6.0 min Summary for Pond 1 P: GRASS DEPRESSION #1 Inflow Area = 8,330 sf, 59.66% Impervious, Inflow Depth > 2.51" for 25 YR event Inflow = 0.78 cfs @ 11.97 hrs, Volume= 1,742 cf Outflow = 0.85 cfs @ 12.00 hrs, Volume= 1,742 cf, Atten= 0%, Lag= 2.1 min Discarded = 0.01 cfs @ 9.55 hrs, Volume= 865 cf Primary = 0.84 cfs @ 12.00 hrs, Volume= 877 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 337.79' @ 12.01 hrs Surf.Area= 215 sf Storage= 471 cf Plug -Flow detention time=284.0 min calculated for 1,742 cf (100% of inflow) Center -of -Mass det. time= 283.8 min ( 1,088.5 - 804.7 ) Volume Invert Avail.Storage Storage Description #1 335.00' 516 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sg-ft) 335.00 215 70.0 40.0 0 0 215 336.00 215 70.0 40.0 86 86 285 337.00 215 70.0 100.0 215 301 355 338.00 215 70.0 100.0 215 516 425 Device Routing Invert Outlet Devices #1 Primary 337.50' 2.0' long x 1.0' breadth OVERFLOW Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 335.00' 1.500 inlhr Exfiltration over Surface area POSTDEVELOPMENT_DUNTON Type lI 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here) Printed 11/11/2022 HydroCAD@ 10.10-7b s/n 11387 ©2022 HydroCAD Software Solutions LLC Page 24 Discarded OutFlow Max=0.01 cfs @ 9.55 hrs HW=335.03' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.80 cfs @ 12.00 hrs HW=337.78' (Free Discharge) t1=OVERFLOW (Weir Controls 0.80 cfs @ 1.43 fps) Summary for Pond 213: RAIN GARDEN #1 Inflow Area = 1,815 sf, 65.29% Impervious, Inflow Depth = 2.46" for 25 YR event Inflow = 0.17 cfs @ 11.97 hrs, Volume= 372 cf Outflow = 0.03 cfs @ 12.17 hrs, Volume= 372 cf, Atten= 81%, Lag= 11.8 min Primary = 0.03 cfs @ 12.17 hrs, Volume= 372 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 347.51' @ 12.17 hrs Surf.Area= 225 sf Storage= 115 cf Plug -Flow detention time=26.6 min calculated for 372 cf (100% of inflow) Center -of -Mass det. time= 26.6 min ( 844.2 - 817.6 ) Volume Invert Avail.Storage Storage Description #1 347.00' 225 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) 347.00 225 60.0 0 0 225 348.00 225 60.0 225 225 285 Device Routing Invert Outlet Devices #1 Device 2 347.00' 5.000 in/hr FILTER TO UNDERDRAIN over Surface area above 346.90' Excluded Surface area = 0 sf #2 Primary 344.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 344.00' / 343.80' S= 0.0111 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #3 Device 2 347.50' 6.0" Horiz. 6" STANDPIPE C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.17 hrs HW=347.51' (Free Discharge) t2=Culvert (Passes 0.03 cfs of 1.65 cfs potential flow) �1=FILTER TO UNDERDRAIN (Exfiltration Controls 0.03 cfs) 3=6" STANDPIPE (Weir Controls 0.01 cfs @ 0.35 fps) Summary for Pond 3P: PERMEABLE PAVERS Inflow Area = 435 sf,100.00% Impervious, Inflow Depth > 3.85" for 25 YR event Inflow = 0.06 cfs @ 11.96 hrs, Volume= 140 cf Outflow = 0.01 cfs @ 11.75 hrs, Volume= 140 cf, Atten= 83%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.75 hrs, Volume= 140 cf POSTDEVELOPMENT_DUNTON Type 11 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here} Printed 11/11/2022 HVdroCAD® 10.10-7b s/n 11387 @ 2022 HvdroCAD Software Solutions LLC Page 25 Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 339.14' @ 12.16 hrs Surf.Area= 435 sf Storage= 42 cf Plug -Flow detention time= 25.6 min calculated for 140 cf (100% of inflow) Center -of -Mass det. time= 25.3 min ( 787.7 - 762.4 ) Volume Invert Avail.Storage Storage Description #1 338.90' 438 cf Custom Stage Data (Irregular)Listed below (Recalc) 1,096 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 338.90 435 85.0 0 0 435 340.90 435 85.0 870 870 605 341.42 435 85.0 226 1,096 649 Device Routing Invert Outlet Devices #1 Discarded 338.90' 1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 11.75 hrs HW=338.93' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Summary for Pond 5P: RAIN GARDEN #2 Inflow Area = 1,725 sf, 68.12% Impervious, Inflow Depth = 2.13" for 25 YR event Inflow = 0.14 cfs @ 11.97 hrs, Volume= 306 cf Outflow = 0.05 cfs @ 11.85 hrs, Volume= 306 cf, Atten= 64%, Lag= 0.0 min Primary = 0.05 cfs @ 11.85 hrs, Volume= 306 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 350.12' @ 12.10 hrs Surf.Area= 445 sf Storage= 56 cf Plug -Flow detention time= 5.4 min calculated for 305 cf (100% of inflow) Center -of -Mass det. time= 5.4 min ( 834.6 - 829.2 ) Volume Invert Avail.Storage Storage Description #1 350.00' 445 cf Custom Stage Data (Irregular)-isted below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 350.00 445 95.0 0 0 445 351.00 445 95.0 445 445 540 Device Routing Invert Outlet Devices #1 Device 2 350.00' 5.000 in/hr FILTER TO UNDERDRAIN over Surface area above 349.90' Excluded Surface area = 0 sf #2 Primary 347.00' 6.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 347.00' / 346.50' S= 0.0143'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf POSTDEVELOPMENT_DUNTON Type // 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 © 2022 HydroCAD Software Solutions LLC Page 26 #3 Device 2 350.50' 6.0" Horiz. 6" STANDPIPE C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 11.85 hrs HW=350.01' (Free Discharge) LCulvert (Passes 0.05 cfs of 1.32 cfs potential flow) 1=FILTER TO UNDERDRAIN (Exfiltration Controls 0.05 cfs) 3=6" STANDPIPE ( Controls 0.00 cfs) Summary for Pond 6P: RAIN GARDEN #3 Inflow Area = 435 sf, 78.16% Impervious, Inflow Depth = 2.64" for 25 YR event Inflow = 0.04 cfs @ 11.97 hrs, Volume= 96 cf Outflow = 0.00 cfs @ 11.40 hrs, Volume= 96 cf, Atten= 96%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.40 hrs, Volume= 96 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 337.24' @ 13.58 hrs Surf.Area= 75 sf Storage= 48 cf Plug -Flow detention time=260.8 min calculated for 96 cf (100% of inflow) Center -of -Mass det. time= 260.7 min ( 1,072.2 - 811.4 ) Volume Invert Avail.Storage Storage Description #1 336.00' 180 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 336.00 75 35.0 40.0 0 0 75 337.00 75 35.0 40.0 30 30 110 338.00 75 35.0 100.0 75 105 145 339.00 75 35.0 100.0 75 180 180 Device Routing Invert Outlet Devices #1 Primary 338.50' 3.0' long x 1.0' breadth OVERFLOW Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 336.00' 1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 11.40 hrs HW=336.03' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=336.00' (Free Discharge) L1=OVERFLOW ( Controls 0.00 cfs) POSTDEVELOPMENT_DUNTON Type 11 24-hr 25 YR Rainfall=4.20" Prepared by {enter your company name here} Printed 11/11/2022 HydroCAD® 10.10-7b s/n 11387 @ 2022 HydroCAD Software Solutions LLC Page 27 Summary for Pond 713: RAIN GARDEN #4 Inflow Area = 435 sf, 78.16% Impervious, Inflow Depth = 2.64" for 25 YR event Inflow = 0.04 cfs @ 11.97 hrs, Volume= 96 of Outflow = 0.00 cfs @ 11.40 hrs, Volume= 96 of, Atten= 96%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.40 hrs, Volume= 96 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routed to Link A: LAKE GEORGE Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 337.24' @ 13.58 hrs Surf.Area= 75 sf Storage= 48 cf Plug -Flow detention time=260.8 min calculated for 96 cf (100% of inflow) Center -of -Mass det. time= 260.7 min ( 1,072.2 - 811.4 ) Volume Invert Avail.Storage Storage Description #1 336.00' 180 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 336.00 75 35.0 40.0 0 0 75 337.00 75 35.0 40.0 30 30 110 338.00 75 35.0 100.0 75 105 145 339.00 75 35.0 100.0 75 180 180 Device Invert Outlet Devices #1 Primary 338.50' 3.0' long x 1.0' breadth OVERFLOW Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 336.00' 1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 11.40 hrs HW=336.03' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=336.00' (Free Discharge) t1=OVERFLOW ( Controls 0.00 cfs) Summary for Pond YD: YARD DRAIN Inflow Area = 2,130 sf,100.00% Impervious, Inflow = 0.28 cfs @ 11.96 hrs, Volume= Outflow = 0.28 cfs @ 11.96 hrs, Volume= Primary = 0.28 cfs @ 11.96 hrs, Volume= Routed to Pond 1 P : GRASS DEPRESSION #1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= Routed to Link B : neighbor Inflow Depth > 3.85" for 25 YR event 684 cf 684 cf, Atten= 0%, Lag= 0.0 min 684 cf 0 cf Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs POSTDEVELOPMENT_DUNTON Type 1124-hr 25 YR Rainfall=4.20" Prepared by (enter your company name here} Printed 11/11/2022 HydroCAD@ 10.10-7b s/n 11387 @ 2022 HydroCAD Software Solutions LLC Page 28 Peak Elev= 375.31' @ 11.96 hrs Surf.Area= 5 sf Storage= 0 cf Plug -Flow detention time= 0.0 min calculated for 683 cf (100% of inflow) Center -of -Mass det. time= 0.0 min ( 762.4 - 762.4 ) Volume Invert Avail.Storage Storage Description 41 375.25' 7 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 375.25 3 0 0 375.50 12 2 2 375.80 23 5 7 Device Routing Invert Outlet Devices #1 Secondary 375.80' 1.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Device 3 375.25' 1.3" x 2.8" Horiz. Orifice/Grate X 11.00 columns X 5 rows C= 0.600 in 18.0" x 18.0" Grate (62% open area) Limited to weir flow at low heads #3 Primary 374.25' 6.0" Round CON L= 103.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 374.25' / 362.50' S= 0.1141 T Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Primary OutFlow Max=0.28 cfs @ 11.96 hrs HW=375.31' (Free Discharge) ttCON (Passes 0.28 cfs of 0.85 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.28 cfs @ 0.79 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=375.25' (Free Discharge) 1=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Link A: LAKE GEORGE Inflow Area = 31,280 sf, 30.47% Impervious, Inflow Depth = 1.46" for 25 YR event Inflow = 1.96 cfs @ 12.00 hrs, Volume= 3,818 cf Primary = 1.96 cfs @ 12.00 hrs, Volume= 3,818 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Summary for Link B: neighbor Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs