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Stormwater Report900 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 JUNE 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 6 grass depressions and 2 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, two story 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 two (2) 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 six 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) 1 902 392 2 711 584 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 0.37 0.37 2 0.33 0.32 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 6/13/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRE Printed 6/13/2022Prepared 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 6/13/2022Prepared 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 6/13/2022Prepared 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 6/13/2022Prepared 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 6/13/2022Prepared 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 6/13/2022Prepared 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 6/13/2022Prepared 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 6/13/2022Prepared 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 6/13/2022Prepared 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 1R SMA1 SMA3 SMA4 SMA5 SMA6 SMA7 OFF1 OFF2 Routing Diagram for post Prepared by {enter your company name here}, Printed 6/13/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link post Printed 6/13/2022Prepared 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) 44,455 61 >75% Grass cover, Good, HSG B (S1, S2, S4, S5, S6, S7, S8) 8,059 98 Paved parking, HSG B (S1, S6) 3,485 98 Roofs, HSG B (S2, S3, S4, S5) 910 98 Unconnected roofs, HSG B (S6) 56,909 69 TOTAL AREA post Printed 6/13/2022Prepared 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 56,909 HSG B S1, S2, S3, S4, S5, S6, S7, S8 0 HSG C 0 HSG D 0 Other 56,909 TOTAL AREA post Printed 6/13/2022Prepared 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 44,455 0 0 0 44,455 >75% Grass cover, Good 0 8,059 0 0 0 8,059 Paved parking 0 3,485 0 0 0 3,485 Roofs 0 910 0 0 0 910 Unconnected roofs 0 56,909 0 0 0 56,909 TOTAL AREA Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared 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=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=1,405 sf 43.06% Impervious Runoff Depth=1.45"Subcatchment S2: Tc=0.0 min CN=77 Runoff=0.10 cfs 169 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=2,200 sf 54.55% Impervious Runoff Depth=1.72"Subcatchment S4: Tc=0.0 min CN=81 Runoff=0.18 cfs 316 cf Runoff Area=2,000 sf 50.00% Impervious Runoff Depth=1.65"Subcatchment S5: Tc=0.0 min CN=80 Runoff=0.16 cfs 275 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=0.83' Max Vel=0.25 fps Inflow=0.85 cfs 2,303 cfReach 1R: n=0.400 L=81.0' S=0.0123 '/' Capacity=1.10 cfs Outflow=0.71 cfs 2,303 cf Peak Elev=335.66' Storage=643 cf Inflow=0.71 cfs 2,303 cfPond SMA1: Discarded=0.15 cfs 2,303 cf Primary=0.00 cfs 0 cf Outflow=0.15 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 217 cfPond SMA4: Discarded=0.02 cfs 204 cf Primary=0.06 cfs 14 cf Outflow=0.08 cfs 217 cf Peak Elev=337.21' Storage=69 cf Inflow=0.16 cfs 275 cfPond SMA5: Discarded=0.02 cfs 247 cf Primary=0.10 cfs 28 cf Outflow=0.11 cfs 275 cf Peak Elev=333.54' Storage=89 cf Inflow=0.22 cfs 344 cfPond SMA6: Discarded=0.05 cfs 344 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 344 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 Inflow=0.14 cfs 392 cfLink OFF1: Primary=0.14 cfs 392 cf Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Inflow=0.10 cfs 623 cfLink OFF2: Primary=0.10 cfs 623 cf Total Runoff Area = 56,909 sf Runoff Volume = 4,679 cf Average Runoff Depth = 0.99" 78.12% Pervious = 44,455 sf 21.88% Impervious = 12,454 sf Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 7HydroCAD® 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 = 0.10 cfs @ 11.89 hrs, Volume= 169 cf, Depth= 1.45" 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 800 61 >75% Grass cover, Good, HSG B 1,405 77 Weighted Average 800 56.94% Pervious Area 605 43.06% Impervious Area 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" Area (sf) CN Description 680 98 Roofs, HSG B 680 100.00% Impervious Area Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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 = 0.18 cfs @ 11.89 hrs, Volume= 316 cf, Depth= 1.72" 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 1,000 61 >75% Grass cover, Good, HSG B 2,200 81 Weighted Average 1,000 45.45% Pervious Area 1,200 54.55% Impervious Area Summary for Subcatchment S5: Runoff = 0.16 cfs @ 11.89 hrs, Volume= 275 cf, Depth= 1.65" 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 10 year Rainfall=3.52" Area (sf) CN Description 1,000 98 Roofs, HSG B 1,000 61 >75% Grass cover, Good, HSG B 2,000 80 Weighted Average 1,000 50.00% Pervious Area 1,000 50.00% 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" 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 Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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" Summary for Reach 1R: 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 = 0.71 cfs @ 12.21 hrs, Volume= 2,303 cf, Atten= 16%, Lag= 9.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.25 fps, Min. Travel Time= 5.5 min Avg. Velocity = 0.08 fps, Avg. Travel Time= 17.6 min Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Storage= 236 cf @ 12.12 hrs Average Depth at Peak Storage= 0.83' Bank-Full Depth= 1.00' Flow Area= 4.0 sf, Capacity= 1.10 cfs 1.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 3.0 '/' Top Width= 7.00' Length= 81.0' Slope= 0.0123 '/' Inlet Invert= 0.00', Outlet Invert= -1.00' Summary for Pond SMA1: Inflow Area = 25,674 sf, 29.40% Impervious, Inflow Depth = 1.08" for 10 year event Inflow = 0.71 cfs @ 12.21 hrs, Volume= 2,303 cf Outflow = 0.15 cfs @ 12.68 hrs, Volume= 2,303 cf, Atten= 78%, Lag= 28.1 min Discarded = 0.15 cfs @ 12.68 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= 335.66' @ 12.68 hrs Surf.Area= 836 sf Storage= 643 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 30.1 min ( 913.8 - 883.7 ) 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 334.75'8.000 in/hr Exfiltration over Surface area #2 Primary 336.05'5.0' 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 Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.15 cfs @ 12.68 hrs HW=335.66' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=334.75' (Free Discharge) 2=Broad-Crested Rectangular Weir ( 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 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 = 5,705 sf, 35.50% Impervious, Inflow Depth = 0.46" for 10 year event Inflow = 0.10 cfs @ 11.89 hrs, Volume= 217 cf Outflow = 0.08 cfs @ 12.25 hrs, Volume= 217 cf, Atten= 13%, Lag= 21.3 min Discarded = 0.02 cfs @ 12.25 hrs, Volume= 204 cf Primary = 0.06 cfs @ 12.25 hrs, Volume= 14 cf Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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= 22.4 min calculated for 217 cf (100% of inflow) Center-of-Mass det. time= 22.5 min ( 837.6 - 815.1 ) 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 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=0.05 cfs @ 12.25 hrs HW=336.90' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.13 fps) Summary for Pond SMA5: Inflow Area = 2,000 sf, 50.00% Impervious, Inflow Depth = 1.65" for 10 year event Inflow = 0.16 cfs @ 11.89 hrs, Volume= 275 cf Outflow = 0.11 cfs @ 11.96 hrs, Volume= 275 cf, Atten= 27%, Lag= 3.8 min Discarded = 0.02 cfs @ 11.60 hrs, Volume= 247 cf Primary = 0.10 cfs @ 11.96 hrs, Volume= 28 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 337.21' @ 11.96 hrs Surf.Area= 150 sf Storage= 69 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 19.1 min ( 848.3 - 829.2 ) Volume Invert Avail.Storage Storage Description #1 336.75' 75 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.75 150 0 0 337.15 150 60 60 337.25 150 15 75 Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 336.75'5.000 in/hr Exfiltration over Surface area #2 Primary 337.15'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.60 hrs HW=336.76' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.09 cfs @ 11.96 hrs HW=337.20' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.09 cfs @ 0.76 fps) Summary for Pond SMA6: Inflow Area = 4,200 sf, 52.38% Impervious, Inflow Depth = 0.98" for 10 year event Inflow = 0.22 cfs @ 11.93 hrs, Volume= 344 cf Outflow = 0.05 cfs @ 12.04 hrs, Volume= 344 cf, Atten= 77%, Lag= 6.1 min Discarded = 0.05 cfs @ 12.04 hrs, Volume= 344 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= 333.54' @ 12.04 hrs Surf.Area= 439 sf Storage= 89 cf Plug-Flow detention time= 9.5 min calculated for 344 cf (100% of inflow) Center-of-Mass det. time= 9.5 min ( 826.9 - 817.3 ) Volume Invert Avail.Storage Storage Description #1 333.33' 338 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 333.33 400 0 0 333.88 500 248 248 334.00 1,000 90 338 Device Routing Invert Outlet Devices #1 Discarded 333.33'5.000 in/hr Exfiltration over Surface area #2 Primary 333.80'8.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.05 cfs @ 12.04 hrs HW=333.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=333.33' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 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 Type II 24-hr 10 year Rainfall=3.52"post Printed 6/13/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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) 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 Link OFF1: Inflow Area = 18,385 sf, 26.68% Impervious, Inflow Depth = 0.26" for 10 year event Inflow = 0.14 cfs @ 12.02 hrs, Volume= 392 cf Primary = 0.14 cfs @ 12.02 hrs, Volume= 392 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 6/13/2022Prepared by {enter your company name here} Page 15HydroCAD® 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=1,405 sf 43.06% Impervious Runoff Depth=2.03"Subcatchment S2: Tc=0.0 min CN=77 Runoff=0.13 cfs 238 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=2,200 sf 54.55% Impervious Runoff Depth=2.36"Subcatchment S4: Tc=0.0 min CN=81 Runoff=0.24 cfs 432 cf Runoff Area=2,000 sf 50.00% Impervious Runoff Depth=2.28"Subcatchment S5: Tc=0.0 min CN=80 Runoff=0.21 cfs 379 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=1.01' Max Vel=0.28 fps Inflow=1.28 cfs 3,400 cfReach 1R: n=0.400 L=81.0' S=0.0123 '/' Capacity=1.10 cfs Outflow=1.10 cfs 3,400 cf Peak Elev=336.11' Storage=1,046 cf Inflow=1.10 cfs 3,400 cfPond SMA1: Discarded=0.18 cfs 3,245 cf Primary=0.18 cfs 154 cf Outflow=0.36 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=68 cf Inflow=0.20 cfs 378 cfPond SMA4: Discarded=0.02 cfs 248 cf Primary=0.22 cfs 130 cf Outflow=0.24 cfs 378 cf Peak Elev=337.25' Storage=75 cf Inflow=0.21 cfs 379 cfPond SMA5: Discarded=0.02 cfs 300 cf Primary=0.19 cfs 80 cf Outflow=0.21 cfs 379 cf Peak Elev=333.74' Storage=179 cf Inflow=0.43 cfs 512 cfPond SMA6: Discarded=0.05 cfs 512 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 512 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 Inflow=0.37 cfs 753 cfLink OFF1: Primary=0.37 cfs 753 cf Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Inflow=0.33 cfs 1,181 cfLink OFF2: Primary=0.33 cfs 1,181 cf Total Runoff Area = 56,909 sf Runoff Volume = 6,949 cf Average Runoff Depth = 1.47" 78.12% Pervious = 44,455 sf 21.88% Impervious = 12,454 sf Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 17HydroCAD® 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 = 0.13 cfs @ 11.89 hrs, Volume= 238 cf, Depth= 2.03" 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 800 61 >75% Grass cover, Good, HSG B 1,405 77 Weighted Average 800 56.94% Pervious Area 605 43.06% Impervious Area 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" Area (sf) CN Description 680 98 Roofs, HSG B 680 100.00% Impervious Area Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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 = 0.24 cfs @ 11.89 hrs, Volume= 432 cf, Depth= 2.36" 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 1,000 61 >75% Grass cover, Good, HSG B 2,200 81 Weighted Average 1,000 45.45% Pervious Area 1,200 54.55% Impervious Area Summary for Subcatchment S5: Runoff = 0.21 cfs @ 11.89 hrs, Volume= 379 cf, Depth= 2.28" 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 1,000 98 Roofs, HSG B 1,000 61 >75% Grass cover, Good, HSG B 2,000 80 Weighted Average 1,000 50.00% Pervious Area 1,000 50.00% 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" 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 Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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" Summary for Reach 1R: 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 = 1.10 cfs @ 12.19 hrs, Volume= 3,400 cf, Atten= 14%, Lag= 8.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 0.28 fps, Min. Travel Time= 4.9 min Avg. Velocity = 0.08 fps, Avg. Travel Time= 16.3 min Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Storage= 330 cf @ 12.11 hrs Average Depth at Peak Storage= 1.01' Bank-Full Depth= 1.00' Flow Area= 4.0 sf, Capacity= 1.10 cfs 1.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 3.0 '/' Top Width= 7.00' Length= 81.0' Slope= 0.0123 '/' Inlet Invert= 0.00', Outlet Invert= -1.00' Summary for Pond SMA1: Inflow Area = 25,674 sf, 29.40% Impervious, Inflow Depth = 1.59" for 25 year event Inflow = 1.10 cfs @ 12.19 hrs, Volume= 3,400 cf Outflow = 0.36 cfs @ 12.50 hrs, Volume= 3,400 cf, Atten= 68%, Lag= 18.5 min Discarded = 0.18 cfs @ 12.50 hrs, Volume= 3,245 cf Primary = 0.18 cfs @ 12.50 hrs, Volume= 154 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 336.11' @ 12.50 hrs Surf.Area= 960 sf Storage= 1,046 cf Plug-Flow detention time= 44.7 min calculated for 3,400 cf (100% of inflow) Center-of-Mass det. time= 44.7 min ( 914.7 - 870.0 ) 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 334.75'8.000 in/hr Exfiltration over Surface area #2 Primary 336.05'5.0' 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 Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.18 cfs @ 12.50 hrs HW=336.11' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=0.18 cfs @ 12.50 hrs HW=336.11' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.18 cfs @ 0.64 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 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 = 5,705 sf, 35.50% Impervious, Inflow Depth = 0.79" for 25 year event Inflow = 0.20 cfs @ 12.11 hrs, Volume= 378 cf Outflow = 0.24 cfs @ 12.11 hrs, Volume= 378 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.02 cfs @ 12.11 hrs, Volume= 248 cf Primary = 0.22 cfs @ 12.11 hrs, Volume= 130 cf Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 336.91' @ 12.11 hrs Surf.Area= 191 sf Storage= 68 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 16.4 min ( 809.0 - 792.5 ) 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 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 @ 12.11 hrs HW=336.91' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.19 cfs @ 12.11 hrs HW=336.91' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.19 cfs @ 0.20 fps) Summary for Pond SMA5: Inflow Area = 2,000 sf, 50.00% Impervious, Inflow Depth = 2.28" for 25 year event Inflow = 0.21 cfs @ 11.89 hrs, Volume= 379 cf Outflow = 0.21 cfs @ 11.92 hrs, Volume= 379 cf, Atten= 0%, Lag= 1.5 min Discarded = 0.02 cfs @ 11.60 hrs, Volume= 300 cf Primary = 0.19 cfs @ 11.92 hrs, Volume= 80 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 337.25' @ 11.92 hrs Surf.Area= 150 sf Storage= 75 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 17.3 min ( 837.2 - 820.0 ) Volume Invert Avail.Storage Storage Description #1 336.75' 75 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.75 150 0 0 337.15 150 60 60 337.25 150 15 75 Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 336.75'5.000 in/hr Exfiltration over Surface area #2 Primary 337.15'8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 11.60 hrs HW=336.76' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.17 cfs @ 11.92 hrs HW=337.24' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.17 cfs @ 0.95 fps) Summary for Pond SMA6: Inflow Area = 4,200 sf, 52.38% Impervious, Inflow Depth = 1.46" for 25 year event Inflow = 0.43 cfs @ 11.91 hrs, Volume= 512 cf Outflow = 0.05 cfs @ 12.06 hrs, Volume= 512 cf, Atten= 87%, Lag= 9.0 min Discarded = 0.05 cfs @ 12.06 hrs, Volume= 512 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= 333.74' @ 12.06 hrs Surf.Area= 474 sf Storage= 179 cf Plug-Flow detention time= 20.5 min calculated for 512 cf (100% of inflow) Center-of-Mass det. time= 20.5 min ( 822.2 - 801.7 ) Volume Invert Avail.Storage Storage Description #1 333.33' 338 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 333.33 400 0 0 333.88 500 248 248 334.00 1,000 90 338 Device Routing Invert Outlet Devices #1 Discarded 333.33'5.000 in/hr Exfiltration over Surface area #2 Primary 333.80'8.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.05 cfs @ 12.06 hrs HW=333.74' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=333.33' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 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 Type II 24-hr 25 year Rainfall=4.28"post Printed 6/13/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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) 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 Link OFF1: Inflow Area = 18,385 sf, 26.68% Impervious, Inflow Depth = 0.49" for 25 year event Inflow = 0.37 cfs @ 12.09 hrs, Volume= 753 cf Primary = 0.37 cfs @ 12.09 hrs, Volume= 753 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 = 0.37" for 25 year event Inflow = 0.33 cfs @ 12.48 hrs, Volume= 1,181 cf Primary = 0.33 cfs @ 12.48 hrs, Volume= 1,181 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