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Stormwater Report
900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com STORMWATER MANAGEMENT NARRATIVE SITE IMPROVEMENTS FOR CARLSON RESIDENCE 67 BRAYTON LANE TOWN OF QUEENSBURY, NY Prepared by: Environmental Design Partnership Clifton Park, NY 12065 OCTOBER 2022 Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 1.0 INTRODUCTION The applicant is proposing to demolish an existing residential building and construct a new single-family residence with detached garage on an existing 1.25 acre parcel. The project site located at 67 Brayton Lane on Assembly Point, in the Town of Queensbury, New York. The project will consist of 31,000 sf of soil disturbance and approximately 11,150 sf of impervious, a net increase of 2,479 sf from existing. A stormwater management system will be designed to provide reduction of the stormwater runoff rates and volumes in accordance with the Town of Queensbury Stormwater Management Regulations. The proposed project includes less than 1 acre of disturbance therefore is not required to gain coverage under NYSDEC SPDES permit. The proposed stormwater management system will include 4 grass depressions and 3 rain gardens. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed site improvements. The purpose of the stormwater management narrative is to assure that changes in the surface runoff characteristics, as a result of the proposed construction, will not adversely impact adjacent or downstream properties. On-site stormwater management will be implemented in accordance with the Town of Queensbury Stormwater Management Regulations, Chapter 147 of the Town Code, to accommodate runoff rate and volumes. 2.0 EXISTING SITE CONDITIONS The existing site consists of a single-family house, detached garage, one shed, paved driveway, paved Brayton Lane and lawn area. There is a high point near the southern corner of the property with a portion of runoff running to the southeast corner off the property. The majority of the runoff flows northwest of the high point and eventually running into Lake George. The topography of the site is relatively flat with slopes from 1% to 10%, with some sections around the house upwards of 30%. 2.1 Soil and Groundwater Conditions The NRCS Web Soil Survey identifies the primary soil groups within the area of the proposed site improvements to be BeC (Bice-Woodston). The Soil Survey identifies BeC soil series as Hydrologic Soil Group (HSG) “B”. 5 inches an hour was used as an exfiltration rate, confirmed with field infiltration testing. A hydraulic model of the preexisting site was prepared using the Hydrocad program. Two (2) subcatchment was used to represent the existing drainage characteristics, see Figure 2. The existing parameters of topography, vegetation, slope and soil type are all incorporated into the predevelopment hydraulic model, the entire drainage area was modeled as “woods good” for the predevelopment model. The results for the existing condition model are summarized later in this report and have been included in Appendix A. Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 3.0 POST DEVELOPMENT STORMWATER ANALYSIS Site improvements to the property consist of removal of a single-family house, detached garage, a shed, paved driveway, relocation for a section of Brayton Lane. construction of a single-family house with attached garage, retaining walls and driveway will also be part of site improvements. Stormwater management practices have been designed to provide filtration, infiltration capacity and attenuation of stormwater runoff from the site area. The proposed stormwater management system shall consist of four (4) shallow grass depressions and three (3) rain gardens. The depressions will collect the stormwater runoff from portions of the relocated Brayton Lane, proposed driveway, garage and dwelling to be filtered and infiltrated into the ground. The depressions have been sized according to allow for maximum attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. Overflow from the grass depressions will be directed to Lake George and offsite to follow pre development site conditions. The rain gardens will collect the stormwater runoff from portions of the dwelling roof and allow the runoff to be filtered and infiltrated into the ground. The two rain gardens have been sized accordingly to allow for the complete attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. The rain gardens have been designed with a planting soil media and a stone reservoir in order to allow for filtering of the contributing stormwater runoff. The proposed rain gardens will contain overflow weirs or stand pipes in order to keep water from backing up towards the dwelling during large storm events. The proposed dwelling will not have a full basement. Overflow from the rain gardens will be directed to Lake George and designed depressions to follow pre development site conditions. 3.1 Town of Queensbury Stormwater Regulations The project consists of greater than 15,000 square feet of disturbance and therefore, according the Chapter 147 of the town code, is considered a major project. The proposed stormwater management has been designed in accordance with the Queensbury Town Code which requires that the volume of runoff for a ten-year storm shall be maintained after development and that the peak rate of runoff shall not be increased for the 25-year storm. The following tables summarize the stormwater modeling results. Table 1: 10-Year (3.52 inch) Design Storm Runoff Volume Design Point Predevelopment Runoff Volume (cf) Post-Development Runoff Volume (cf) 1 938 399 2 740 623 Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Table 2: 25-Year (4.28 inch) Design Storm Runoff Rate Design Point Predevelopment Runoff Rate (cfs) Post-Development Runoff Rate (cfs) 1 0.39 0.33 2 0.34 0.34 4.0 SUMMARY Development of the proposed site has changed the stormwater drainage characteristics of the site; impervious area was added and the site was re-graded to support the improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the Queensbury Town Code. The proposed stormwater management system will comply with the recommendations in these standards related to runoff volume and flow rate reduction. Through the implementation of acceptable stormwater management practices, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: Connor DeMyer Reviewed by: Brandon M. Ferguson, P.E. Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 5.0 REFERENCES HydroCAD version 6.00, Applied Microcomputer Systems, Chocura, New Hampshire. NYSDEC, 1990. “Technical and Operational Guidance Series (5.1.8) Stormwater Management Guidelines for New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 1992. “Reducing the Impacts of Stormwater Runoff from New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 2015. “New York State Stormwater Management Design Manual”, Center for Watershed Protection, Ellicott City, MD. Rawls, W.J., Brakensiek, D.L., and Saxton, K. E., 1982. “Estimation of Soil Properties”, Transactions of the American Society of Agricultural Engineers, Vol. 25, No. J, pp. 1316-1320. S.C.S., 1982. “TR-20 Project Formulation-Hydrology, Technical Release No. 20”, U.S. Department of Agriculture, Soil Conservation Service, Hydrology Unit Division of Engineering. Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Figure 1: Site Location SITE LOCATION Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix A USDA Soil Survey Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/28/2022 Page 1 of 348121704812180481219048122004812210481222048122304812240481225048122604812270481228048122904812300481231048121804812190481220048122104812220481223048122404812250481226048122704812280481229048123004812310609510609520609530609540609550609560609570609580609590609600609610 609510 609520 609530 609540 609550 609560 609570 609580 609590 609600 609610 43° 27' 20'' N 73° 38' 47'' W43° 27' 20'' N73° 38' 42'' W43° 27' 15'' N 73° 38' 47'' W43° 27' 15'' N 73° 38' 42'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 30 60 120 180 Feet 0 10 20 40 60 Meters Map Scale: 1:716 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix B Predevelopment Stormwater Modeling Calculations PROPOSED SITE IMPROVEMENTS FOR 67 BRAYTON LANE TOWN OF QUEENSBURY FEBRUARY 28, 2022 CARLSON RESIDENCE 1"=40'PREDEVELOPMENTWARREN COUNTY, NEW YORKS-1TAX MAP. No. 239.12-2-84900 Route 146 Clifton Park, New York 12065 edpllp.com(518) 371-7621 E N V I R O N M E N T A L D E S I G N P A R T N E R S H I P, L L P. S1 S2 OFF1 OFF1 OFF2 Routing Diagram for PRE Prepared by {enter your company name here}, Printed 9/26/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRE Printed 9/26/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 57,119 55 Woods, Good, HSG B (S1, S2) 57,119 55 TOTAL AREA PRE Printed 9/26/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 57,119 HSG B S1, S2 0 HSG C 0 HSG D 0 Other 57,119 TOTAL AREA PRE Printed 9/26/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 57,119 0 0 0 57,119 Woods, Good S 1 , S 2 0 57,119 0 0 0 57,119 TOTAL AREA Type II 24-hr 10 year Rainfall=3.52"PRE Printed 9/26/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=31,944 sf 0.00% Impervious Runoff Depth=0.35"Subcatchment S1: Flow Length=367' Tc=18.6 min CN=55 Runoff=0.15 cfs 938 cf Runoff Area=25,175 sf 0.00% Impervious Runoff Depth=0.35"Subcatchment S2: Flow Length=250' Tc=15.5 min CN=55 Runoff=0.13 cfs 740 cf Inflow=0.15 cfs 938 cfLink OFF1: OFF1 Primary=0.15 cfs 938 cf Inflow=0.13 cfs 740 cfLink OFF2: Primary=0.13 cfs 740 cf Total Runoff Area = 57,119 sf Runoff Volume = 1,678 cf Average Runoff Depth = 0.35" 100.00% Pervious = 57,119 sf 0.00% Impervious = 0 sf Type II 24-hr 10 year Rainfall=3.52"PRE Printed 9/26/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.15 cfs @ 12.18 hrs, Volume= 938 cf, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 31,944 55 Woods, Good, HSG B 31,944 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.7 100 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.51" 3.0 171 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 96 0.1350 1.84 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.6 367 Total Summary for Subcatchment S2: Runoff = 0.13 cfs @ 12.14 hrs, Volume= 740 cf, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 25,175 55 Woods, Good, HSG B 25,175 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.9 100 0.0800 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.51" 1.6 150 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.5 250 Total Summary for Link OFF1: OFF1 Inflow Area = 31,944 sf, 0.00% Impervious, Inflow Depth = 0.35" for 10 year event Inflow = 0.15 cfs @ 12.18 hrs, Volume= 938 cf Primary = 0.15 cfs @ 12.18 hrs, Volume= 938 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52"PRE Printed 9/26/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Link OFF2: Inflow Area = 25,175 sf, 0.00% Impervious, Inflow Depth = 0.35" for 10 year event Inflow = 0.13 cfs @ 12.14 hrs, Volume= 740 cf Primary = 0.13 cfs @ 12.14 hrs, Volume= 740 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28"PRE Printed 9/26/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=31,944 sf 0.00% Impervious Runoff Depth=0.65"Subcatchment S1: Flow Length=367' Tc=18.6 min CN=55 Runoff=0.39 cfs 1,719 cf Runoff Area=25,175 sf 0.00% Impervious Runoff Depth=0.65"Subcatchment S2: Flow Length=250' Tc=15.5 min CN=55 Runoff=0.34 cfs 1,354 cf Inflow=0.39 cfs 1,719 cfLink OFF1: OFF1 Primary=0.39 cfs 1,719 cf Inflow=0.34 cfs 1,354 cfLink OFF2: Primary=0.34 cfs 1,354 cf Total Runoff Area = 57,119 sf Runoff Volume = 3,073 cf Average Runoff Depth = 0.65" 100.00% Pervious = 57,119 sf 0.00% Impervious = 0 sf Type II 24-hr 25 year Rainfall=4.28"PRE Printed 9/26/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.39 cfs @ 12.16 hrs, Volume= 1,719 cf, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Area (sf) CN Description 31,944 55 Woods, Good, HSG B 31,944 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.7 100 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.51" 3.0 171 0.0350 0.94 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 96 0.1350 1.84 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.6 367 Total Summary for Subcatchment S2: Runoff = 0.34 cfs @ 12.11 hrs, Volume= 1,354 cf, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Area (sf) CN Description 25,175 55 Woods, Good, HSG B 25,175 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.9 100 0.0800 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.51" 1.6 150 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.5 250 Total Summary for Link OFF1: OFF1 Inflow Area = 31,944 sf, 0.00% Impervious, Inflow Depth = 0.65" for 25 year event Inflow = 0.39 cfs @ 12.16 hrs, Volume= 1,719 cf Primary = 0.39 cfs @ 12.16 hrs, Volume= 1,719 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28"PRE Printed 9/26/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Link OFF2: Inflow Area = 25,175 sf, 0.00% Impervious, Inflow Depth = 0.65" for 25 year event Inflow = 0.34 cfs @ 12.11 hrs, Volume= 1,354 cf Primary = 0.34 cfs @ 12.11 hrs, Volume= 1,354 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix C Post-development Stormwater Modeling Calculations PROPOSED SITE IMPROVEMENTS FOR 67 BRAYTON LANE TOWN OF QUEENSBURY FEBRUARY 28, 2022 CARLSON RESIDENCE 1"=40'POSTDEVELOPMENTWARREN COUNTY, NEW YORKS-2TAX MAP. No. 239.12-2-84900 Route 146 Clifton Park, New York 12065 edpllp.com(518) 371-7621 E N V I R O N M E N T A L D E S I G N P A R T N E R S H I P, L L P. S1 S2 S3S4 S5 S6 S7 S8 R1 R2 R3 R4 SMA1 SMA3 SMA4 SMA5 SMA6 SMA7SMA8 OFF1 OFF2 Routing Diagram for post Prepared by {enter your company name here}, Printed 9/30/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link post Printed 9/30/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 44,895 61 >75% Grass cover, Good, HSG B (S1, S2, S4, S5, S6, S7, S8) 8,059 98 Paved parking, HSG B (S1, S6) 3,255 98 Roofs, HSG B (S2, S3, S4, S5) 910 98 Unconnected roofs, HSG B (S6) 57,119 69 TOTAL AREA post Printed 9/30/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 57,119 HSG B S1, S2, S3, S4, S5, S6, S7, S8 0 HSG C 0 HSG D 0 Other 57,119 TOTAL AREA post Printed 9/30/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 44,895 0 0 0 44,895 >75% Grass cover, Good 0 8,059 0 0 0 8,059 Paved parking 0 3,255 0 0 0 3,255 Roofs 0 910 0 0 0 910 Unconnected roofs 0 57,119 0 0 0 57,119 TOTAL AREA post Printed 9/30/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 SMA1 334.50 334.30 37.0 0.0054 0.010 8.0 0.0 0.0 Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=4,300 sf 33.02% Impervious Runoff Depth=1.19"Subcatchment S1: Flow Length=90' Tc=14.1 min CN=73 Runoff=0.15 cfs 428 cf Runoff Area=1,305 sf 46.36% Impervious Runoff Depth=1.51"Subcatchment S2: Flow Length=18' Slope=0.0160 '/' Tc=6.0 min CN=78 Runoff=0.08 cfs 164 cf Runoff Area=680 sf 100.00% Impervious Runoff Depth=3.29"Subcatchment S3: Flow Length=95' Slope=0.1860 '/' Tc=6.3 min CN=98 Runoff=0.07 cfs 186 cf Runoff Area=3,485 sf 34.43% Impervious Runoff Depth=1.25"Subcatchment S4: Flow Length=18' Slope=0.0060 '/' Tc=6.6 min CN=74 Runoff=0.17 cfs 364 cf Runoff Area=1,025 sf 75.12% Impervious Runoff Depth=2.38"Subcatchment S5: Tc=0.0 min CN=89 Runoff=0.11 cfs 203 cf Runoff Area=25,674 sf 29.40% Impervious Runoff Depth=1.08"Subcatchment S6: Flow Length=85' Tc=12.6 min UI Adjusted CN=71 Runoff=0.85 cfs 2,303 cf Runoff Area=12,850 sf 0.00% Impervious Runoff Depth=0.58"Subcatchment S7: Flow Length=100' Slope=0.0400 '/' Tc=32.0 min CN=61 Runoff=0.10 cfs 623 cf Runoff Area=7,800 sf 0.00% Impervious Runoff Depth=0.58"Subcatchment S8: Flow Length=100' Slope=0.1000 '/' Tc=8.5 min CN=61 Runoff=0.14 cfs 378 cf Avg. Flow Depth=0.55' Max Vel=0.23 fps Inflow=0.85 cfs 2,303 cfReach R1: n=0.400 L=81.0' S=0.0123 '/' Capacity=2.23 cfs Outflow=0.72 cfs 2,303 cf Avg. Flow Depth=0.00' Max Vel=0.78 fps Inflow=0.06 cfs 36 cfReach R2: n=0.030 L=37.0' S=0.1162 '/' Capacity=401.04 cfs Outflow=0.05 cfs 36 cf Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach R3: n=0.030 L=45.0' S=0.1622 '/' Capacity=473.82 cfs Outflow=0.00 cfs 0 cf Avg. Flow Depth=0.00' Max Vel=0.88 fps Inflow=0.07 cfs 15 cfReach R4: n=0.030 L=108.0' S=0.1463 '/' Capacity=449.96 cfs Outflow=0.03 cfs 15 cf Peak Elev=335.82' Storage=786 cf Inflow=0.72 cfs 2,303 cfPond SMA1: Discarded=0.10 cfs 2,303 cf Primary=0.00 cfs 0 cf Outflow=0.10 cfs 2,303 cf Peak Elev=336.94' Storage=90 cf Inflow=0.15 cfs 428 cfPond SMA3: Discarded=0.04 cfs 380 cf Primary=0.09 cfs 48 cf Outflow=0.12 cfs 428 cf Peak Elev=336.90' Storage=68 cf Inflow=0.10 cfs 212 cfPond SMA4: Discarded=0.02 cfs 198 cf Primary=0.07 cfs 15 cf Outflow=0.09 cfs 212 cf Peak Elev=337.21' Storage=50 cf Inflow=0.11 cfs 203 cfPond SMA5: Discarded=0.01 cfs 179 cf Primary=0.08 cfs 24 cf Outflow=0.10 cfs 203 cf Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev=333.96' Storage=73 cf Inflow=0.24 cfs 388 cfPond SMA6: Discarded=0.08 cfs 315 cf Primary=0.07 cfs 73 cf Outflow=0.15 cfs 388 cf Peak Elev=331.73' Storage=69 cf Inflow=0.07 cfs 186 cfPond SMA7: Discarded=0.01 cfs 186 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 186 cf Peak Elev=329.64' Storage=29 cf Inflow=0.07 cfs 73 cfPond SMA8: Discarded=0.01 cfs 37 cf Primary=0.06 cfs 36 cf Outflow=0.07 cfs 73 cf Inflow=0.13 cfs 429 cfLink OFF1: Primary=0.13 cfs 429 cf Inflow=0.10 cfs 623 cfLink OFF2: Primary=0.10 cfs 623 cf Total Runoff Area = 57,119 sf Runoff Volume = 4,650 cf Average Runoff Depth = 0.98" 78.60% Pervious = 44,895 sf 21.40% Impervious = 12,224 sf Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.15 cfs @ 12.07 hrs, Volume= 428 cf, Depth= 1.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 1,420 98 Paved parking, HSG B 2,880 61 >75% Grass cover, Good, HSG B 4,300 73 Weighted Average 2,880 66.98% Pervious Area 1,420 33.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.51" 13.6 70 0.0150 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 14.1 90 Total Summary for Subcatchment S2: Runoff = 0.08 cfs @ 11.98 hrs, Volume= 164 cf, Depth= 1.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 605 98 Roofs, HSG B 700 61 >75% Grass cover, Good, HSG B 1,305 78 Weighted Average 700 53.64% Pervious Area 605 46.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 18 0.0160 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 4.5 18 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S3: Runoff = 0.07 cfs @ 11.97 hrs, Volume= 186 cf, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Description 680 98 Roofs, HSG B 680 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 95 0.1860 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Subcatchment S4: Runoff = 0.17 cfs @ 11.99 hrs, Volume= 364 cf, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 1,200 98 Roofs, HSG B 2,285 61 >75% Grass cover, Good, HSG B 3,485 74 Weighted Average 2,285 65.57% Pervious Area 1,200 34.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 18 0.0060 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Subcatchment S5: Runoff = 0.11 cfs @ 11.89 hrs, Volume= 203 cf, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 770 98 Roofs, HSG B 255 61 >75% Grass cover, Good, HSG B 1,025 89 Weighted Average 255 24.88% Pervious Area 770 75.12% Impervious Area Summary for Subcatchment S6: Runoff = 0.85 cfs @ 12.06 hrs, Volume= 2,303 cf, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 18,125 61 >75% Grass cover, Good, HSG B 1,600 98 Paved parking, HSG B 910 98 Unconnected roofs, HSG B 5,039 98 Paved parking, HSG B 25,674 72 71 Weighted Average, UI Adjusted 18,125 70.60% Pervious Area 7,549 29.40% Impervious Area 910 12.05% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 55 0.0250 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 3.5 30 0.0800 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 12.6 85 Total Summary for Subcatchment S7: Runoff = 0.10 cfs @ 12.34 hrs, Volume= 623 cf, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 12,850 61 >75% Grass cover, Good, HSG B 12,850 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.0 100 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.51" Summary for Subcatchment S8: Runoff = 0.14 cfs @ 12.02 hrs, Volume= 378 cf, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 7,800 61 >75% Grass cover, Good, HSG B 7,800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.1000 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Reach R1: Inflow Area = 25,674 sf, 29.40% Impervious, Inflow Depth = 1.08" for 10 year event Inflow = 0.85 cfs @ 12.06 hrs, Volume= 2,303 cf Outflow = 0.72 cfs @ 12.22 hrs, Volume= 2,303 cf, Atten= 15%, Lag= 9.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.23 fps, Min. Travel Time= 5.9 min Avg. Velocity = 0.06 fps, Avg. Travel Time= 23.7 min Peak Storage= 253 cf @ 12.12 hrs Average Depth at Peak Storage= 0.55' Bank-Full Depth= 1.00' Flow Area= 7.0 sf, Capacity= 2.23 cfs 4.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 3.0 '/' Top Width= 10.00' Length= 81.0' Slope= 0.0123 '/' Inlet Invert= 0.00', Outlet Invert= -1.00' ‡ Summary for Reach R2: Inflow Area = 4,510 sf, 43.68% Impervious, Inflow Depth = 0.10" for 10 year event Inflow = 0.06 cfs @ 12.12 hrs, Volume= 36 cf Outflow = 0.05 cfs @ 12.16 hrs, Volume= 36 cf, Atten= 14%, Lag= 2.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.78 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.78 fps, Avg. Travel Time= 0.8 min Peak Storage= 3 cf @ 12.15 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 25.0 sf, Capacity= 401.04 cfs 25.00' x 1.00' deep channel, n= 0.030 Short grass Length= 37.0' Slope= 0.1162 '/' Inlet Invert= 324.50', Outlet Invert= 320.20' ‡ Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Reach R3: Inflow Area = 680 sf,100.00% Impervious, Inflow Depth = 0.00" for 10 year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 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 @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 25.0 sf, Capacity= 473.82 cfs 25.00' x 1.00' deep channel, n= 0.030 Short grass Length= 45.0' Slope= 0.1622 '/' Inlet Invert= 327.50', Outlet Invert= 320.20' ‡ Summary for Reach R4: Inflow Area = 5,605 sf, 36.13% Impervious, Inflow Depth = 0.03" for 10 year event Inflow = 0.07 cfs @ 12.25 hrs, Volume= 15 cf Outflow = 0.03 cfs @ 12.32 hrs, Volume= 15 cf, Atten= 54%, Lag= 4.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.88 fps, Min. Travel Time= 2.0 min Avg. Velocity = 0.88 fps, Avg. Travel Time= 2.0 min Peak Storage= 4 cf @ 12.28 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 25.0 sf, Capacity= 449.96 cfs 25.00' x 1.00' deep channel, n= 0.030 Short grass Length= 108.0' Slope= 0.1463 '/' Inlet Invert= 336.00', Outlet Invert= 320.20' ‡ Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA1: Inflow Area = 25,674 sf, 29.40% Impervious, Inflow Depth = 1.08" for 10 year event Inflow = 0.72 cfs @ 12.22 hrs, Volume= 2,303 cf Outflow = 0.10 cfs @ 12.94 hrs, Volume= 2,303 cf, Atten= 86%, Lag= 43.1 min Discarded = 0.10 cfs @ 12.94 hrs, Volume= 2,303 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 335.82' @ 12.94 hrs Surf.Area= 882 sf Storage= 786 cf Plug-Flow detention time= 67.2 min calculated for 2,303 cf (100% of inflow) Center-of-Mass det. time= 67.2 min ( 954.1 - 886.9 ) Volume Invert Avail.Storage Storage Description #1 334.75' 1,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.75 541 0 0 335.00 664 151 151 335.50 793 364 515 336.00 930 431 946 336.25 1,000 241 1,187 Device Routing Invert Outlet Devices #1 Discarded 334.75'5.000 in/hr Exfiltration over Surface area #2 Device 3 335.95'8.0" Vert. Orifice/Grate C= 0.600 #3 Primary 334.50'8.0" Round Culvert L= 37.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 334.50' / 334.30' S= 0.0054 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.10 cfs @ 12.94 hrs HW=335.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=334.75' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.17 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA3: Inflow Area = 4,300 sf, 33.02% Impervious, Inflow Depth = 1.19" for 10 year event Inflow = 0.15 cfs @ 12.07 hrs, Volume= 428 cf Outflow = 0.12 cfs @ 12.17 hrs, Volume= 428 cf, Atten= 18%, Lag= 5.9 min Discarded = 0.04 cfs @ 12.17 hrs, Volume= 380 cf Primary = 0.09 cfs @ 12.17 hrs, Volume= 48 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev= 336.94' @ 12.17 hrs Surf.Area= 309 sf Storage= 90 cf Plug-Flow detention time= 20.6 min calculated for 427 cf (100% of inflow) Center-of-Mass det. time= 20.6 min ( 884.1 - 863.5 ) Volume Invert Avail.Storage Storage Description #1 336.40' 109 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.40 112 0 0 336.80 166 56 56 337.00 365 53 109 Device Routing Invert Outlet Devices #1 Discarded 336.40'5.000 in/hr Exfiltration over Surface area #2 Primary 336.90'4.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.04 cfs @ 12.17 hrs HW=336.94' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.08 cfs @ 12.17 hrs HW=336.94' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.50 fps) Summary for Pond SMA4: Inflow Area = 5,605 sf, 36.13% Impervious, Inflow Depth = 0.45" for 10 year event Inflow = 0.10 cfs @ 12.17 hrs, Volume= 212 cf Outflow = 0.09 cfs @ 12.25 hrs, Volume= 212 cf, Atten= 10%, Lag= 5.0 min Discarded = 0.02 cfs @ 12.25 hrs, Volume= 198 cf Primary = 0.07 cfs @ 12.25 hrs, Volume= 15 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 336.90' @ 12.25 hrs Surf.Area= 190 sf Storage= 68 cf Plug-Flow detention time= 22.0 min calculated for 212 cf (100% of inflow) Center-of-Mass det. time= 22.0 min ( 838.6 - 816.6 ) Volume Invert Avail.Storage Storage Description #1 336.40' 87 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.40 79 0 0 337.00 212 87 87 Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 336.40'5.000 in/hr Exfiltration over Surface area #2 Primary 336.90'150.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.02 cfs @ 12.25 hrs HW=336.90' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.06 cfs @ 12.25 hrs HW=336.90' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.14 fps) Summary for Pond SMA5: Inflow Area = 1,025 sf, 75.12% Impervious, Inflow Depth = 2.38" for 10 year event Inflow = 0.11 cfs @ 11.89 hrs, Volume= 203 cf Outflow = 0.10 cfs @ 11.95 hrs, Volume= 203 cf, Atten= 12%, Lag= 3.7 min Discarded = 0.01 cfs @ 11.60 hrs, Volume= 179 cf Primary = 0.08 cfs @ 11.95 hrs, Volume= 24 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 337.21' @ 11.95 hrs Surf.Area= 107 sf Storage= 50 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 17.7 min ( 816.4 - 798.7 ) Volume Invert Avail.Storage Storage Description #1 336.75' 54 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.75 107 0 0 337.15 107 43 43 337.25 107 11 54 Device Routing Invert Outlet Devices #1 Discarded 336.75'5.000 in/hr Exfiltration over Surface area #2 Primary 337.15'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 11.60 hrs HW=336.76' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.08 cfs @ 11.95 hrs HW=337.21' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.08 cfs @ 0.82 fps) Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA6: Inflow Area = 4,510 sf, 43.68% Impervious, Inflow Depth = 1.03" for 10 year event Inflow = 0.24 cfs @ 11.96 hrs, Volume= 388 cf Outflow = 0.15 cfs @ 12.04 hrs, Volume= 388 cf, Atten= 38%, Lag= 4.5 min Discarded = 0.08 cfs @ 12.04 hrs, Volume= 315 cf Primary = 0.07 cfs @ 12.04 hrs, Volume= 73 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 333.96' @ 12.04 hrs Surf.Area= 689 sf Storage= 73 cf Plug-Flow detention time= 11.1 min calculated for 388 cf (100% of inflow) Center-of-Mass det. time= 11.1 min ( 856.1 - 845.0 ) Volume Invert Avail.Storage Storage Description #1 333.55' 110 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 333.55 110 0 0 333.88 140 41 41 334.00 1,000 68 110 Device Routing Invert Outlet Devices #1 Discarded 333.55'5.000 in/hr Exfiltration over Surface area #2 Primary 333.80'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.08 cfs @ 12.04 hrs HW=333.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.07 cfs @ 12.04 hrs HW=333.96' (Free Discharge) 2=Orifice/Grate (Orifice Controls 0.07 cfs @ 1.34 fps) Summary for Pond SMA7: Inflow Area = 680 sf,100.00% Impervious, Inflow Depth = 3.29" for 10 year event Inflow = 0.07 cfs @ 11.97 hrs, Volume= 186 cf Outflow = 0.01 cfs @ 11.55 hrs, Volume= 186 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.55 hrs, Volume= 186 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 331.73' @ 12.52 hrs Surf.Area= 50 sf Storage= 69 cf Plug-Flow detention time= 78.2 min calculated for 186 cf (100% of inflow) Center-of-Mass det. time= 78.2 min ( 829.0 - 750.8 ) Volume Invert Avail.Storage Storage Description #1 328.25' 108 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 328.25 50 0.0 0 0 329.75 50 40.0 30 30 331.25 50 20.0 15 45 332.00 50 100.0 38 83 332.50 50 100.0 25 108 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Surface area #2 Primary 332.25'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 11.55 hrs HW=328.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=328.25' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA8: Inflow Area = 4,510 sf, 43.68% Impervious, Inflow Depth = 0.19" for 10 year event Inflow = 0.07 cfs @ 12.04 hrs, Volume= 73 cf Outflow = 0.07 cfs @ 12.12 hrs, Volume= 73 cf, Atten= 6%, Lag= 4.8 min Discarded = 0.01 cfs @ 12.12 hrs, Volume= 37 cf Primary = 0.06 cfs @ 12.12 hrs, Volume= 36 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 329.64' @ 12.12 hrs Surf.Area= 52 sf Storage= 29 cf Plug-Flow detention time= 23.6 min calculated for 73 cf (100% of inflow) Center-of-Mass det. time= 23.6 min ( 751.7 - 728.1 ) Volume Invert Avail.Storage Storage Description #1 329.00' 49 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 329.00 38 0 0 329.75 54 35 35 330.00 60 14 49 Device Routing Invert Outlet Devices #1 Discarded 329.00'5.000 in/hr Exfiltration over Surface area #2 Primary 329.50'0.5' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 10 year Rainfall=3.52"post Printed 9/30/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.12 hrs HW=329.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.05 cfs @ 12.12 hrs HW=329.62' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.86 fps) Summary for Link OFF1: Inflow Area = 18,595 sf, 25.14% Impervious, Inflow Depth = 0.28" for 10 year event Inflow = 0.13 cfs @ 12.03 hrs, Volume= 429 cf Primary = 0.13 cfs @ 12.03 hrs, Volume= 429 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link OFF2: Inflow Area = 38,524 sf, 19.60% Impervious, Inflow Depth = 0.19" for 10 year event Inflow = 0.10 cfs @ 12.34 hrs, Volume= 623 cf Primary = 0.10 cfs @ 12.34 hrs, Volume= 623 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.05 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=4,300 sf 33.02% Impervious Runoff Depth=1.73"Subcatchment S1: Flow Length=90' Tc=14.1 min CN=73 Runoff=0.22 cfs 620 cf Runoff Area=1,305 sf 46.36% Impervious Runoff Depth=2.11"Subcatchment S2: Flow Length=18' Slope=0.0160 '/' Tc=6.0 min CN=78 Runoff=0.11 cfs 230 cf Runoff Area=680 sf 100.00% Impervious Runoff Depth=4.04"Subcatchment S3: Flow Length=95' Slope=0.1860 '/' Tc=6.3 min CN=98 Runoff=0.09 cfs 229 cf Runoff Area=3,485 sf 34.43% Impervious Runoff Depth=1.80"Subcatchment S4: Flow Length=18' Slope=0.0060 '/' Tc=6.6 min CN=74 Runoff=0.25 cfs 524 cf Runoff Area=1,025 sf 75.12% Impervious Runoff Depth=3.09"Subcatchment S5: Tc=0.0 min CN=89 Runoff=0.14 cfs 264 cf Runoff Area=25,674 sf 29.40% Impervious Runoff Depth=1.59"Subcatchment S6: Flow Length=85' Tc=12.6 min UI Adjusted CN=71 Runoff=1.28 cfs 3,400 cf Runoff Area=12,850 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment S7: Flow Length=100' Slope=0.0400 '/' Tc=32.0 min CN=61 Runoff=0.19 cfs 1,027 cf Runoff Area=7,800 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment S8: Flow Length=100' Slope=0.1000 '/' Tc=8.5 min CN=61 Runoff=0.25 cfs 623 cf Avg. Flow Depth=0.70' Max Vel=0.26 fps Inflow=1.28 cfs 3,400 cfReach R1: n=0.400 L=81.0' S=0.0123 '/' Capacity=2.23 cfs Outflow=1.11 cfs 3,400 cf Avg. Flow Depth=0.01' Max Vel=0.78 fps Inflow=0.11 cfs 94 cfReach R2: n=0.030 L=37.0' S=0.1162 '/' Capacity=401.04 cfs Outflow=0.10 cfs 94 cf Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach R3: n=0.030 L=45.0' S=0.1622 '/' Capacity=473.82 cfs Outflow=0.00 cfs 0 cf Avg. Flow Depth=0.01' Max Vel=0.88 fps Inflow=0.27 cfs 129 cfReach R4: n=0.030 L=108.0' S=0.1463 '/' Capacity=449.96 cfs Outflow=0.16 cfs 129 cf Peak Elev=336.19' Storage=1,131 cf Inflow=1.11 cfs 3,400 cfPond SMA1: Discarded=0.11 cfs 2,988 cf Primary=0.19 cfs 412 cf Outflow=0.31 cfs 3,400 cf Peak Elev=336.97' Storage=98 cf Inflow=0.22 cfs 620 cfPond SMA3: Discarded=0.04 cfs 481 cf Primary=0.19 cfs 140 cf Outflow=0.22 cfs 620 cf Peak Elev=336.91' Storage=69 cf Inflow=0.22 cfs 369 cfPond SMA4: Discarded=0.02 cfs 240 cf Primary=0.27 cfs 129 cf Outflow=0.29 cfs 369 cf Peak Elev=337.24' Storage=53 cf Inflow=0.14 cfs 264 cfPond SMA5: Discarded=0.01 cfs 212 cf Primary=0.14 cfs 52 cf Outflow=0.15 cfs 264 cf Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev=334.00' Storage=107 cf Inflow=0.32 cfs 576 cfPond SMA6: Discarded=0.11 cfs 438 cf Primary=0.11 cfs 138 cf Outflow=0.22 cfs 576 cf Peak Elev=332.15' Storage=90 cf Inflow=0.09 cfs 229 cfPond SMA7: Discarded=0.01 cfs 229 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 229 cf Peak Elev=329.70' Storage=32 cf Inflow=0.11 cfs 138 cfPond SMA8: Discarded=0.01 cfs 44 cf Primary=0.11 cfs 94 cf Outflow=0.12 cfs 138 cf Inflow=0.33 cfs 847 cfLink OFF1: Primary=0.33 cfs 847 cf Inflow=0.34 cfs 1,439 cfLink OFF2: Primary=0.34 cfs 1,439 cf Total Runoff Area = 57,119 sf Runoff Volume = 6,917 cf Average Runoff Depth = 1.45" 78.60% Pervious = 44,895 sf 21.40% Impervious = 12,224 sf Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.22 cfs @ 12.07 hrs, Volume= 620 cf, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Area (sf) CN Description 1,420 98 Paved parking, HSG B 2,880 61 >75% Grass cover, Good, HSG B 4,300 73 Weighted Average 2,880 66.98% Pervious Area 1,420 33.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.51" 13.6 70 0.0150 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 14.1 90 Total Summary for Subcatchment S2: Runoff = 0.11 cfs @ 11.97 hrs, Volume= 230 cf, Depth= 2.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Area (sf) CN Description 605 98 Roofs, HSG B 700 61 >75% Grass cover, Good, HSG B 1,305 78 Weighted Average 700 53.64% Pervious Area 605 46.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 18 0.0160 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 4.5 18 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S3: Runoff = 0.09 cfs @ 11.97 hrs, Volume= 229 cf, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Description 680 98 Roofs, HSG B 680 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 95 0.1860 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Subcatchment S4: Runoff = 0.25 cfs @ 11.98 hrs, Volume= 524 cf, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Area (sf) CN Description 1,200 98 Roofs, HSG B 2,285 61 >75% Grass cover, Good, HSG B 3,485 74 Weighted Average 2,285 65.57% Pervious Area 1,200 34.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 18 0.0060 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Subcatchment S5: Runoff = 0.14 cfs @ 11.89 hrs, Volume= 264 cf, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Area (sf) CN Description 770 98 Roofs, HSG B 255 61 >75% Grass cover, Good, HSG B 1,025 89 Weighted Average 255 24.88% Pervious Area 770 75.12% Impervious Area Summary for Subcatchment S6: Runoff = 1.28 cfs @ 12.05 hrs, Volume= 3,400 cf, Depth= 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 18,125 61 >75% Grass cover, Good, HSG B 1,600 98 Paved parking, HSG B 910 98 Unconnected roofs, HSG B 5,039 98 Paved parking, HSG B 25,674 72 71 Weighted Average, UI Adjusted 18,125 70.60% Pervious Area 7,549 29.40% Impervious Area 910 12.05% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 55 0.0250 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 3.5 30 0.0800 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 12.6 85 Total Summary for Subcatchment S7: Runoff = 0.19 cfs @ 12.32 hrs, Volume= 1,027 cf, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Area (sf) CN Description 12,850 61 >75% Grass cover, Good, HSG B 12,850 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.0 100 0.0400 0.05 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.51" Summary for Subcatchment S8: Runoff = 0.25 cfs @ 12.01 hrs, Volume= 623 cf, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28" Area (sf) CN Description 7,800 61 >75% Grass cover, Good, HSG B 7,800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.1000 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Reach R1: Inflow Area = 25,674 sf, 29.40% Impervious, Inflow Depth = 1.59" for 25 year event Inflow = 1.28 cfs @ 12.05 hrs, Volume= 3,400 cf Outflow = 1.11 cfs @ 12.20 hrs, Volume= 3,400 cf, Atten= 14%, Lag= 8.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.26 fps, Min. Travel Time= 5.1 min Avg. Velocity = 0.06 fps, Avg. Travel Time= 21.5 min Peak Storage= 347 cf @ 12.11 hrs Average Depth at Peak Storage= 0.70' Bank-Full Depth= 1.00' Flow Area= 7.0 sf, Capacity= 2.23 cfs 4.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 3.0 '/' Top Width= 10.00' Length= 81.0' Slope= 0.0123 '/' Inlet Invert= 0.00', Outlet Invert= -1.00' ‡ Summary for Reach R2: Inflow Area = 4,510 sf, 43.68% Impervious, Inflow Depth = 0.25" for 25 year event Inflow = 0.11 cfs @ 12.07 hrs, Volume= 94 cf Outflow = 0.10 cfs @ 12.11 hrs, Volume= 94 cf, Atten= 9%, Lag= 2.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.78 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.78 fps, Avg. Travel Time= 0.8 min Peak Storage= 5 cf @ 12.09 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 1.00' Flow Area= 25.0 sf, Capacity= 401.04 cfs 25.00' x 1.00' deep channel, n= 0.030 Short grass Length= 37.0' Slope= 0.1162 '/' Inlet Invert= 324.50', Outlet Invert= 320.20' ‡ Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Reach R3: Inflow Area = 680 sf,100.00% Impervious, Inflow Depth = 0.00" for 25 year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 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 @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 25.0 sf, Capacity= 473.82 cfs 25.00' x 1.00' deep channel, n= 0.030 Short grass Length= 45.0' Slope= 0.1622 '/' Inlet Invert= 327.50', Outlet Invert= 320.20' ‡ Summary for Reach R4: Inflow Area = 5,605 sf, 36.13% Impervious, Inflow Depth = 0.28" for 25 year event Inflow = 0.27 cfs @ 12.10 hrs, Volume= 129 cf Outflow = 0.16 cfs @ 12.19 hrs, Volume= 129 cf, Atten= 39%, Lag= 5.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.88 fps, Min. Travel Time= 2.0 min Avg. Velocity = 0.88 fps, Avg. Travel Time= 2.0 min Peak Storage= 21 cf @ 12.15 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 1.00' Flow Area= 25.0 sf, Capacity= 449.96 cfs 25.00' x 1.00' deep channel, n= 0.030 Short grass Length= 108.0' Slope= 0.1463 '/' Inlet Invert= 336.00', Outlet Invert= 320.20' ‡ Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA1: Inflow Area = 25,674 sf, 29.40% Impervious, Inflow Depth = 1.59" for 25 year event Inflow = 1.11 cfs @ 12.20 hrs, Volume= 3,400 cf Outflow = 0.31 cfs @ 12.54 hrs, Volume= 3,400 cf, Atten= 72%, Lag= 20.7 min Discarded = 0.11 cfs @ 12.54 hrs, Volume= 2,988 cf Primary = 0.19 cfs @ 12.54 hrs, Volume= 412 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 336.19' @ 12.54 hrs Surf.Area= 984 sf Storage= 1,131 cf Plug-Flow detention time= 76.2 min calculated for 3,399 cf (100% of inflow) Center-of-Mass det. time= 76.1 min ( 948.6 - 872.5 ) Volume Invert Avail.Storage Storage Description #1 334.75' 1,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.75 541 0 0 335.00 664 151 151 335.50 793 364 515 336.00 930 431 946 336.25 1,000 241 1,187 Device Routing Invert Outlet Devices #1 Discarded 334.75'5.000 in/hr Exfiltration over Surface area #2 Device 3 335.95'8.0" Vert. Orifice/Grate C= 0.600 #3 Primary 334.50'8.0" Round Culvert L= 37.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 334.50' / 334.30' S= 0.0054 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.11 cfs @ 12.54 hrs HW=336.19' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.19 cfs @ 12.54 hrs HW=336.19' (Free Discharge) 3=Culvert (Passes 0.19 cfs of 1.90 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.68 fps) Summary for Pond SMA3: Inflow Area = 4,300 sf, 33.02% Impervious, Inflow Depth = 1.73" for 25 year event Inflow = 0.22 cfs @ 12.07 hrs, Volume= 620 cf Outflow = 0.22 cfs @ 12.11 hrs, Volume= 620 cf, Atten= 0%, Lag= 2.8 min Discarded = 0.04 cfs @ 12.11 hrs, Volume= 481 cf Primary = 0.19 cfs @ 12.11 hrs, Volume= 140 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev= 336.97' @ 12.11 hrs Surf.Area= 335 sf Storage= 98 cf Plug-Flow detention time= 18.7 min calculated for 620 cf (100% of inflow) Center-of-Mass det. time= 18.7 min ( 870.9 - 852.3 ) Volume Invert Avail.Storage Storage Description #1 336.40' 109 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.40 112 0 0 336.80 166 56 56 337.00 365 53 109 Device Routing Invert Outlet Devices #1 Discarded 336.40'5.000 in/hr Exfiltration over Surface area #2 Primary 336.90'4.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.04 cfs @ 12.11 hrs HW=336.97' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.17 cfs @ 12.11 hrs HW=336.97' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.17 cfs @ 0.65 fps) Summary for Pond SMA4: Inflow Area = 5,605 sf, 36.13% Impervious, Inflow Depth = 0.79" for 25 year event Inflow = 0.22 cfs @ 12.11 hrs, Volume= 369 cf Outflow = 0.29 cfs @ 12.10 hrs, Volume= 369 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.02 cfs @ 12.10 hrs, Volume= 240 cf Primary = 0.27 cfs @ 12.10 hrs, Volume= 129 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 336.91' @ 12.10 hrs Surf.Area= 192 sf Storage= 69 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 15.9 min ( 809.4 - 793.5 ) Volume Invert Avail.Storage Storage Description #1 336.40' 87 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.40 79 0 0 337.00 212 87 87 Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 336.40'5.000 in/hr Exfiltration over Surface area #2 Primary 336.90'150.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.02 cfs @ 12.10 hrs HW=336.91' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.24 cfs @ 12.10 hrs HW=336.91' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.24 cfs @ 0.22 fps) Summary for Pond SMA5: Inflow Area = 1,025 sf, 75.12% Impervious, Inflow Depth = 3.09" for 25 year event Inflow = 0.14 cfs @ 11.89 hrs, Volume= 264 cf Outflow = 0.15 cfs @ 11.91 hrs, Volume= 264 cf, Atten= 0%, Lag= 1.4 min Discarded = 0.01 cfs @ 11.55 hrs, Volume= 212 cf Primary = 0.14 cfs @ 11.91 hrs, Volume= 52 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 337.24' @ 11.91 hrs Surf.Area= 107 sf Storage= 53 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 16.2 min ( 807.5 - 791.3 ) Volume Invert Avail.Storage Storage Description #1 336.75' 54 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.75 107 0 0 337.15 107 43 43 337.25 107 11 54 Device Routing Invert Outlet Devices #1 Discarded 336.75'5.000 in/hr Exfiltration over Surface area #2 Primary 337.15'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 11.55 hrs HW=336.76' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.12 cfs @ 11.91 hrs HW=337.23' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.12 cfs @ 0.94 fps) Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA6: Inflow Area = 4,510 sf, 43.68% Impervious, Inflow Depth = 1.53" for 25 year event Inflow = 0.32 cfs @ 11.94 hrs, Volume= 576 cf Outflow = 0.22 cfs @ 12.03 hrs, Volume= 576 cf, Atten= 30%, Lag= 5.3 min Discarded = 0.11 cfs @ 12.03 hrs, Volume= 438 cf Primary = 0.11 cfs @ 12.03 hrs, Volume= 138 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 334.00' @ 12.03 hrs Surf.Area= 983 sf Storage= 107 cf Plug-Flow detention time= 10.9 min calculated for 576 cf (100% of inflow) Center-of-Mass det. time= 10.9 min ( 842.1 - 831.2 ) Volume Invert Avail.Storage Storage Description #1 333.55' 110 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 333.55 110 0 0 333.88 140 41 41 334.00 1,000 68 110 Device Routing Invert Outlet Devices #1 Discarded 333.55'5.000 in/hr Exfiltration over Surface area #2 Primary 333.80'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.11 cfs @ 12.03 hrs HW=334.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.11 cfs @ 12.03 hrs HW=334.00' (Free Discharge) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 1.51 fps) Summary for Pond SMA7: Inflow Area = 680 sf,100.00% Impervious, Inflow Depth = 4.04" for 25 year event Inflow = 0.09 cfs @ 11.97 hrs, Volume= 229 cf Outflow = 0.01 cfs @ 11.35 hrs, Volume= 229 cf, Atten= 94%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.35 hrs, Volume= 229 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 332.15' @ 12.64 hrs Surf.Area= 50 sf Storage= 90 cf Plug-Flow detention time= 106.9 min calculated for 229 cf (100% of inflow) Center-of-Mass det. time= 106.9 min ( 853.9 - 747.0 ) Volume Invert Avail.Storage Storage Description #1 328.25' 108 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 328.25 50 0.0 0 0 329.75 50 40.0 30 30 331.25 50 20.0 15 45 332.00 50 100.0 38 83 332.50 50 100.0 25 108 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Surface area #2 Primary 332.25'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 11.35 hrs HW=328.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=328.25' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA8: Inflow Area = 4,510 sf, 43.68% Impervious, Inflow Depth = 0.37" for 25 year event Inflow = 0.11 cfs @ 12.03 hrs, Volume= 138 cf Outflow = 0.12 cfs @ 12.07 hrs, Volume= 138 cf, Atten= 0%, Lag= 2.1 min Discarded = 0.01 cfs @ 12.07 hrs, Volume= 44 cf Primary = 0.11 cfs @ 12.07 hrs, Volume= 94 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 329.70' @ 12.07 hrs Surf.Area= 53 sf Storage= 32 cf Plug-Flow detention time= 16.3 min calculated for 138 cf (100% of inflow) Center-of-Mass det. time= 16.3 min ( 745.3 - 729.0 ) Volume Invert Avail.Storage Storage Description #1 329.00' 49 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 329.00 38 0 0 329.75 54 35 35 330.00 60 14 49 Device Routing Invert Outlet Devices #1 Discarded 329.00'5.000 in/hr Exfiltration over Surface area #2 Primary 329.50'0.5' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 25 year Rainfall=4.28"post Printed 9/30/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.07 hrs HW=329.69' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.10 cfs @ 12.07 hrs HW=329.69' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.10 cfs @ 1.07 fps) Summary for Link OFF1: Inflow Area = 18,595 sf, 25.14% Impervious, Inflow Depth = 0.55" for 25 year event Inflow = 0.33 cfs @ 12.14 hrs, Volume= 847 cf Primary = 0.33 cfs @ 12.14 hrs, Volume= 847 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Summary for Link OFF2: Inflow Area = 38,524 sf, 19.60% Impervious, Inflow Depth = 0.45" for 25 year event Inflow = 0.34 cfs @ 12.49 hrs, Volume= 1,439 cf Primary = 0.34 cfs @ 12.49 hrs, Volume= 1,439 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Stormwater Management Narrative Carlson, 67 Brayton Lane Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix D Stormwater Maintenance Agreement STORMWATER MANAGEMENT 147 Attachment 5 SCHEDULE E Sample Stormwater Control Facility Maintenance Agreement Whereas, the Town of Queensbury ('municipality') and (the "facility owner") want to enter into an agreement to provide for the long term maintenance and continuation of stormwater control measures approved by the municipality for the below named project, and Whereas, the municipality and the facility owner desire that the stormwater control measures be built in accordance with the approved project plans and thereafter be maintained, cleaned, repaired, replaced and continued in perpetuity in order to ensure optimum performance of the components. Therefore, the municipality and the facility owner agree as follows: 1.This agreement binds the municipality and the facility owner, its successors and assigns, to the maintenance provisions depicted in the approved project plans which are attached as Schedule A of this agreement. 2.The facility owner shall maintain, clean, repair, replace and continue the stormwater control measures depicted in Schedule A as necessary to ensure optimum performance of the measures to design specifications. The stormwater control measures shall include, but shall not be limited to, the following: drainage ditches, swales, dry wells, infiltrators, drop inlets, pipes, culverts, soil absorption devices and retention ponds. 3.The facility owner shall be responsible for all expenses related to the maintenance of the stormwater control measures and shall establish a means for the collection and distribution of expenses among parties for any commonly owned facilities. 4.The facility owner shall provide for the periodic inspection of the stormwater control measures, not less than once in every five year period, to determine the condition and integrity of the measures. Such inspection shall be performed by a Professional Engineer licensed by the State of New York. The inspecting engineer shall prepare and submit to the municipality within 30 days of the inspection, a written report of the findings including recommendations for those actions necessary for the continuation of the stormwater control measures. 5.The facility owner shall not authorize, undertake or permit alteration, abandonment, modification or discontinuation of the stormwater control measures except in accordance with written approval of the municipality. 6.The facility owner shall undertake necessary repairs and replacement of the stormwater control measures at the direction of the municipality or in accordance with the recommendations of the inspecting engineer. 7.The facility owner shall provide to the municipality within 30 days of the date of this agreement, a security for the maintenance and continuation of the stormwater control measures in the form of a (Bond, letter of credit or escrow account). 147 Attachment 5:1 04 - 15 - 2009 QUEENSBURY CODE 8.This agreement shall be recorded in the Office of the County Clerk, County of Warren, together with the deed for the common property and shall be included in the offering plan and/or prospectus approved pursuant to _________________. 9.If ever the municipality determines that the facility owner has failed to construct or maintain the stormwater control measures in accordance with the project plan or has failed to undertake corrective action specified by the municipality or by the inspecting engineer, the municipality is authorized to undertake such steps as reasonably necessary for the preservation, continuation or maintenance of the stormwater control measures and to affix the expenses thereof as a lien against the property. 10.This agreement is effective beginning on: _________________. 147 Attachment 5:2 04 - 15 - 2009