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STORMWATER NARRATIVE900 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 MARCH 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”. 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 six (6) 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 the complete 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 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) 1 637 0 2 969 373 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 0.38 0.29 2 0.23 0.14 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 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 3/1/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRE Printed 3/1/2022Prepared 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) 54,700 55 Woods, Good, HSG B (S1, S2) 54,700 55 TOTAL AREA PRE Printed 3/1/2022Prepared 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 54,700 HSG B S1, S2 0 HSG C 0 HSG D 0 Other 54,700 TOTAL AREA PRE Printed 3/1/2022Prepared 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 54,700 0 0 0 54,700 Woods, Good S 1 , S 2 0 54,700 0 0 0 54,700 TOTAL AREA Type II 24-hr 10 year Rainfall=3.52"PRE Printed 3/1/2022Prepared 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=33,000 sf 0.00% Impervious Runoff Depth=0.35"Subcatchment S1: Flow Length=367' Tc=20.7 min CN=55 Runoff=0.14 cfs 969 cf Runoff Area=21,700 sf 0.00% Impervious Runoff Depth=0.35"Subcatchment S2: Flow Length=245' Tc=21.8 min CN=55 Runoff=0.09 cfs 637 cf Inflow=0.14 cfs 969 cfLink OFF1: OFF1 Primary=0.14 cfs 969 cf Inflow=0.09 cfs 637 cfLink OFF2: Primary=0.09 cfs 637 cf Total Runoff Area = 54,700 sf Runoff Volume = 1,607 cf Average Runoff Depth = 0.35" 100.00% Pervious = 54,700 sf 0.00% Impervious = 0 sf Type II 24-hr 10 year Rainfall=3.52"PRE Printed 3/1/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.14 cfs @ 12.21 hrs, Volume= 969 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 33,000 55 Woods, Good, HSG B 33,000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 100 0.0500 0.10 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 20.7 367 Total Summary for Subcatchment S2: Runoff = 0.09 cfs @ 12.23 hrs, Volume= 637 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 21,700 55 Woods, Good, HSG B 21,700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 113 0.0440 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.51" 2.3 132 0.0380 0.97 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.8 245 Total Summary for Link OFF1: OFF1 Inflow Area = 33,000 sf, 0.00% Impervious, Inflow Depth = 0.35" for 10 year event Inflow = 0.14 cfs @ 12.21 hrs, Volume= 969 cf Primary = 0.14 cfs @ 12.21 hrs, Volume= 969 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 3/1/2022Prepared 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 = 21,700 sf, 0.00% Impervious, Inflow Depth = 0.35" for 10 year event Inflow = 0.09 cfs @ 12.23 hrs, Volume= 637 cf Primary = 0.09 cfs @ 12.23 hrs, Volume= 637 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 3/1/2022Prepared 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=33,000 sf 0.00% Impervious Runoff Depth=0.65"Subcatchment S1: Flow Length=367' Tc=20.7 min CN=55 Runoff=0.37 cfs 1,775 cf Runoff Area=21,700 sf 0.00% Impervious Runoff Depth=0.65"Subcatchment S2: Flow Length=245' Tc=21.8 min CN=55 Runoff=0.23 cfs 1,167 cf Inflow=0.37 cfs 1,775 cfLink OFF1: OFF1 Primary=0.37 cfs 1,775 cf Inflow=0.23 cfs 1,167 cfLink OFF2: Primary=0.23 cfs 1,167 cf Total Runoff Area = 54,700 sf Runoff Volume = 2,943 cf Average Runoff Depth = 0.65" 100.00% Pervious = 54,700 sf 0.00% Impervious = 0 sf Type II 24-hr 25 year Rainfall=4.28"PRE Printed 3/1/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.37 cfs @ 12.19 hrs, Volume= 1,775 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 33,000 55 Woods, Good, HSG B 33,000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 100 0.0500 0.10 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 20.7 367 Total Summary for Subcatchment S2: Runoff = 0.23 cfs @ 12.20 hrs, Volume= 1,167 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 21,700 55 Woods, Good, HSG B 21,700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 113 0.0440 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.51" 2.3 132 0.0380 0.97 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.8 245 Total Summary for Link OFF1: OFF1 Inflow Area = 33,000 sf, 0.00% Impervious, Inflow Depth = 0.65" for 25 year event Inflow = 0.37 cfs @ 12.19 hrs, Volume= 1,775 cf Primary = 0.37 cfs @ 12.19 hrs, Volume= 1,775 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 3/1/2022Prepared 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 = 21,700 sf, 0.00% Impervious, Inflow Depth = 0.65" for 25 year event Inflow = 0.23 cfs @ 12.20 hrs, Volume= 1,167 cf Primary = 0.23 cfs @ 12.20 hrs, Volume= 1,167 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 WHPROPOSED 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 SMA1 SMA2 SMA3 SMA4 SMA5 SMA6 SMA7 SMA8 OFF1 OFF2 Routing Diagram for post Prepared by {enter your company name here}, Printed 3/25/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link post Printed 3/25/2022Prepared 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) 45,500 61 >75% Grass cover, Good, HSG B (S1, S2, S4, S5, S6, S7, S8) 4,625 98 Paved parking, HSG B (S1, S6, S7) 3,485 98 Roofs, HSG B (S2, S3, S4, S5) 910 98 Unconnected roofs, HSG B (S6) 54,520 67 TOTAL AREA post Printed 3/25/2022Prepared 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 54,520 HSG B S1, S2, S3, S4, S5, S6, S7, S8 0 HSG C 0 HSG D 0 Other 54,520 TOTAL AREA post Printed 3/25/2022Prepared 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 45,500 0 0 0 45,500 >75% Grass cover, Good 0 4,625 0 0 0 4,625 Paved parking 0 3,485 0 0 0 3,485 Roofs 0 910 0 0 0 910 Unconnected roofs 0 54,520 0 0 0 54,520 TOTAL AREA Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared 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=2,820 sf 50.35% Impervious Runoff Depth=1.65"Subcatchment S1: Flow Length=70' Tc=9.8 min CN=80 Runoff=0.16 cfs 388 cf Runoff Area=1,605 sf 37.69% Impervious Runoff Depth=1.32"Subcatchment S2: Tc=0.0 min CN=75 Runoff=0.10 cfs 176 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=22,435 sf 11.30% Impervious Runoff Depth=0.72"Subcatchment S6: Flow Length=72' Tc=10.9 min UI Adjusted CN=64 Runoff=0.48 cfs 1,337 cf Runoff Area=14,580 sf 10.84% Impervious Runoff Depth=0.76"Subcatchment S7: Tc=0.0 min CN=65 Runoff=0.50 cfs 926 cf Runoff Area=8,200 sf 0.00% Impervious Runoff Depth=0.58"Subcatchment S8: Flow Length=90' Slope=0.1400 '/' Tc=6.8 min CN=61 Runoff=0.16 cfs 398 cf Peak Elev=337.80' Storage=331 cf Inflow=0.48 cfs 1,337 cfPond SMA1: Discarded=0.10 cfs 1,337 cf Primary=0.00 cfs 0 cf Outflow=0.10 cfs 1,337 cf Peak Elev=336.25' Storage=0 cf Inflow=0.00 cfs 0 cfPond SMA2: Discarded=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 0 cf Peak Elev=336.05' Storage=236 cf Inflow=0.50 cfs 926 cfPond SMA3: Discarded=0.07 cfs 926 cf Primary=0.00 cfs 0 cf Outflow=0.07 cfs 926 cf Peak Elev=336.66' Storage=113 cf Inflow=0.16 cfs 388 cfPond SMA4: Discarded=0.03 cfs 388 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 388 cf Peak Elev=336.64' Storage=50 cf Inflow=0.10 cfs 176 cfPond SMA5: Discarded=0.02 cfs 176 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 176 cf Peak Elev=336.19' Storage=89 cf Inflow=0.16 cfs 275 cfPond SMA6: Discarded=0.02 cfs 275 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 275 cf Peak Elev=333.49' Storage=66 cf Inflow=0.18 cfs 316 cfPond SMA7: Discarded=0.05 cfs 316 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 316 cf Peak Elev=331.73' Storage=69 cf Inflow=0.07 cfs 186 cfPond SMA8: Discarded=0.01 cfs 186 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 186 cf Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Inflow=0.16 cfs 398 cfLink OFF1: Primary=0.16 cfs 398 cf Inflow=0.00 cfs 0 cfLink OFF2: Primary=0.00 cfs 0 cf Total Runoff Area = 54,520 sf Runoff Volume = 4,003 cf Average Runoff Depth = 0.88" 83.46% Pervious = 45,500 sf 16.54% Impervious = 9,020 sf Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.16 cfs @ 12.02 hrs, Volume= 388 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 1,420 98 Paved parking, HSG B 1,400 61 >75% Grass cover, Good, HSG B 2,820 80 Weighted Average 1,400 49.65% Pervious Area 1,420 50.35% 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" 9.3 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 9.8 70 Total Summary for Subcatchment S2: Runoff = 0.10 cfs @ 11.90 hrs, Volume= 176 cf, Depth= 1.32" 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 1,000 61 >75% Grass cover, Good, HSG B 1,605 75 Weighted Average 1,000 62.31% Pervious Area 605 37.69% 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 3/25/2022Prepared 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 = 0.48 cfs @ 12.05 hrs, Volume= 1,337 cf, Depth= 0.72" 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 Adj Description 910 98 Unconnected roofs, HSG B 1,625 98 Paved parking, HSG B 19,900 61 >75% Grass cover, Good, HSG B 22,435 65 64 Weighted Average, UI Adjusted 19,900 88.70% Pervious Area 2,535 11.30% Impervious Area 910 35.90% Unconnected Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared 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) 7.4 42 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" 10.9 72 Total Summary for Subcatchment S7: Runoff = 0.50 cfs @ 11.90 hrs, Volume= 926 cf, Depth= 0.76" 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 1,580 98 Paved parking, HSG B 13,000 61 >75% Grass cover, Good, HSG B 14,580 65 Weighted Average 13,000 89.16% Pervious Area 1,580 10.84% Impervious Area Summary for Subcatchment S8: Runoff = 0.16 cfs @ 12.00 hrs, Volume= 398 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 8,200 61 >75% Grass cover, Good, HSG B 8,200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 90 0.1400 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Pond SMA1: Inflow Area = 22,435 sf, 11.30% Impervious, Inflow Depth = 0.72" for 10 year event Inflow = 0.48 cfs @ 12.05 hrs, Volume= 1,337 cf Outflow = 0.10 cfs @ 12.42 hrs, Volume= 1,337 cf, Atten= 80%, Lag= 22.3 min Discarded = 0.10 cfs @ 12.42 hrs, Volume= 1,337 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= 337.80' @ 12.42 hrs Surf.Area= 838 sf Storage= 331 cf Plug-Flow detention time= 28.1 min calculated for 1,337 cf (100% of inflow) Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Center-of-Mass det. time= 28.1 min ( 920.5 - 892.3 ) Volume Invert Avail.Storage Storage Description #1 337.25' 1,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 337.25 499 0 0 337.75 670 292 292 338.00 1,500 271 564 338.50 2,513 1,003 1,567 Device Routing Invert Outlet Devices #1 Discarded 337.25'5.000 in/hr Exfiltration over Surface area #2 Primary 337.85'150.0' 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=0.10 cfs @ 12.42 hrs HW=337.80' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=337.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA2: Inflow Area = 22,435 sf, 11.30% 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 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= 336.25' @ 0.00 hrs Surf.Area= 629 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 336.25' 636 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.25 629 0 0 337.00 1,067 636 636 Device Routing Invert Outlet Devices #1 Discarded 336.25'5.000 in/hr Exfiltration over Surface area #2 Primary 336.75'150.0' long x 2.0' breadth Broad-Crested Rectangular Weir Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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=0.00 cfs @ 0.00 hrs HW=336.25' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.07 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=336.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA3: Inflow Area = 37,015 sf, 11.12% Impervious, Inflow Depth = 0.30" for 10 year event Inflow = 0.50 cfs @ 11.90 hrs, Volume= 926 cf Outflow = 0.07 cfs @ 12.13 hrs, Volume= 926 cf, Atten= 85%, Lag= 13.8 min Discarded = 0.07 cfs @ 12.13 hrs, Volume= 926 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= 336.05' @ 12.13 hrs Surf.Area= 630 sf Storage= 236 cf Plug-Flow detention time= 24.4 min calculated for 926 cf (100% of inflow) Center-of-Mass det. time= 24.4 min ( 902.5 - 878.2 ) Volume Invert Avail.Storage Storage Description #1 335.50' 1,013 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 335.50 232 0 0 335.75 407 80 80 336.00 612 127 207 337.00 1,000 806 1,013 Device Routing Invert Outlet Devices #1 Discarded 335.50'5.000 in/hr Exfiltration over Surface area #2 Primary 336.95'150.0' 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=0.07 cfs @ 12.13 hrs HW=336.05' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=335.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA4: Inflow Area = 2,820 sf, 50.35% Impervious, Inflow Depth = 1.65" for 10 year event Inflow = 0.16 cfs @ 12.02 hrs, Volume= 388 cf Outflow = 0.03 cfs @ 12.27 hrs, Volume= 388 cf, Atten= 79%, Lag= 15.4 min Discarded = 0.03 cfs @ 12.27 hrs, Volume= 388 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= 336.66' @ 12.27 hrs Surf.Area= 294 sf Storage= 113 cf Plug-Flow detention time= 22.1 min calculated for 388 cf (100% of inflow) Center-of-Mass det. time= 22.1 min ( 860.4 - 838.2 ) Volume Invert Avail.Storage Storage Description #1 336.20' 226 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.20 200 0 0 337.00 365 226 226 Device Routing Invert Outlet Devices #1 Discarded 336.20'5.000 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=0.03 cfs @ 12.27 hrs HW=336.66' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=336.20' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA5: Inflow Area = 4,425 sf, 45.76% Impervious, Inflow Depth = 0.48" for 10 year event Inflow = 0.10 cfs @ 11.90 hrs, Volume= 176 cf Outflow = 0.02 cfs @ 12.03 hrs, Volume= 176 cf, Atten= 83%, Lag= 7.8 min Discarded = 0.02 cfs @ 12.03 hrs, Volume= 176 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= 336.64' @ 12.03 hrs Surf.Area= 152 sf Storage= 50 cf Plug-Flow detention time= 19.4 min calculated for 176 cf (100% of inflow) Center-of-Mass det. time= 19.4 min ( 863.7 - 844.3 ) Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 336.20' 116 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.20 79 0 0 337.00 212 116 116 Device Routing Invert Outlet Devices #1 Discarded 336.20'5.000 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 @ 12.03 hrs HW=336.64' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=336.20' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA6: 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 = 0.02 cfs @ 11.65 hrs, Volume= 275 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.65 hrs, Volume= 275 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= 336.19' @ 12.20 hrs Surf.Area= 150 sf Storage= 89 cf Plug-Flow detention time= 33.8 min calculated for 275 cf (100% of inflow) Center-of-Mass det. time= 33.8 min ( 863.0 - 829.2 ) Volume Invert Avail.Storage Storage Description #1 334.50' 173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 334.50 150 0.0 0 0 335.00 150 40.0 30 30 336.00 150 20.0 30 60 336.75 150 100.0 113 173 Device Routing Invert Outlet Devices #1 Discarded 334.50'5.000 in/hr Exfiltration over Surface area #2 Primary 337.15'1.0" x 1.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.02 cfs @ 11.65 hrs HW=334.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=334.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA7: Inflow Area = 4,200 sf, 52.38% Impervious, Inflow Depth = 0.90" for 10 year event Inflow = 0.18 cfs @ 11.89 hrs, Volume= 316 cf Outflow = 0.05 cfs @ 12.00 hrs, Volume= 316 cf, Atten= 72%, Lag= 6.6 min Discarded = 0.05 cfs @ 12.00 hrs, Volume= 316 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= 333.49' @ 12.00 hrs Surf.Area= 429 sf Storage= 66 cf Plug-Flow detention time= 6.4 min calculated for 316 cf (100% of inflow) Center-of-Mass det. time= 6.4 min ( 832.5 - 826.1 ) 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 333.95'2.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.05 cfs @ 12.00 hrs HW=333.49' (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 SMA8: 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 Type II 24-hr 10 year Rainfall=3.52"post Printed 3/25/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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 332.25'2.0" x 60.0" 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 = 17,505 sf, 28.02% Impervious, Inflow Depth = 0.27" for 10 year event Inflow = 0.16 cfs @ 12.00 hrs, Volume= 398 cf Primary = 0.16 cfs @ 12.00 hrs, Volume= 398 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 = 37,015 sf, 11.12% Impervious, Inflow Depth = 0.00" for 10 year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 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 3/25/2022Prepared by {enter your company name here} Page 16HydroCAD® 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=2,820 sf 50.35% Impervious Runoff Depth=2.28"Subcatchment S1: Flow Length=70' Tc=9.8 min CN=80 Runoff=0.22 cfs 535 cf Runoff Area=1,605 sf 37.69% Impervious Runoff Depth=1.88"Subcatchment S2: Tc=0.0 min CN=75 Runoff=0.14 cfs 251 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=22,435 sf 11.30% Impervious Runoff Depth=1.13"Subcatchment S6: Flow Length=72' Tc=10.9 min UI Adjusted CN=64 Runoff=0.81 cfs 2,120 cf Runoff Area=14,580 sf 10.84% Impervious Runoff Depth=1.19"Subcatchment S7: Tc=0.0 min CN=65 Runoff=0.81 cfs 1,452 cf Runoff Area=8,200 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment S8: Flow Length=90' Slope=0.1400 '/' Tc=6.8 min CN=61 Runoff=0.29 cfs 655 cf Peak Elev=337.86' Storage=391 cf Inflow=0.81 cfs 2,120 cfPond SMA1: Discarded=0.12 cfs 1,834 cf Primary=0.72 cfs 286 cf Outflow=0.84 cfs 2,120 cf Peak Elev=336.51' Storage=183 cf Inflow=0.72 cfs 286 cfPond SMA2: Discarded=0.09 cfs 286 cf Primary=0.00 cfs 0 cf Outflow=0.09 cfs 286 cf Peak Elev=336.37' Storage=463 cf Inflow=0.81 cfs 1,452 cfPond SMA3: Discarded=0.09 cfs 1,452 cf Primary=0.00 cfs 0 cf Outflow=0.09 cfs 1,452 cf Peak Elev=336.85' Storage=175 cf Inflow=0.22 cfs 535 cfPond SMA4: Discarded=0.04 cfs 535 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 535 cf Peak Elev=336.82' Storage=81 cf Inflow=0.14 cfs 251 cfPond SMA5: Discarded=0.02 cfs 251 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 251 cf Peak Elev=336.54' Storage=141 cf Inflow=0.21 cfs 379 cfPond SMA6: Discarded=0.02 cfs 379 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 379 cf Peak Elev=333.59' Storage=110 cf Inflow=0.24 cfs 432 cfPond SMA7: Discarded=0.05 cfs 432 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 432 cf Peak Elev=332.15' Storage=90 cf Inflow=0.09 cfs 229 cfPond SMA8: Discarded=0.01 cfs 229 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 229 cf Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Inflow=0.29 cfs 655 cfLink OFF1: Primary=0.29 cfs 655 cf Inflow=0.00 cfs 0 cfLink OFF2: Primary=0.00 cfs 0 cf Total Runoff Area = 54,520 sf Runoff Volume = 6,053 cf Average Runoff Depth = 1.33" 83.46% Pervious = 45,500 sf 16.54% Impervious = 9,020 sf Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.22 cfs @ 12.01 hrs, Volume= 535 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 1,420 98 Paved parking, HSG B 1,400 61 >75% Grass cover, Good, HSG B 2,820 80 Weighted Average 1,400 49.65% Pervious Area 1,420 50.35% 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" 9.3 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" 9.8 70 Total Summary for Subcatchment S2: Runoff = 0.14 cfs @ 11.89 hrs, Volume= 251 cf, Depth= 1.88" 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 1,000 61 >75% Grass cover, Good, HSG B 1,605 75 Weighted Average 1,000 62.31% Pervious Area 605 37.69% 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 3/25/2022Prepared 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) 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 = 0.81 cfs @ 12.04 hrs, Volume= 2,120 cf, Depth= 1.13" 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 910 98 Unconnected roofs, HSG B 1,625 98 Paved parking, HSG B 19,900 61 >75% Grass cover, Good, HSG B 22,435 65 64 Weighted Average, UI Adjusted 19,900 88.70% Pervious Area 2,535 11.30% Impervious Area 910 35.90% Unconnected Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 42 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" 10.9 72 Total Summary for Subcatchment S7: Runoff = 0.81 cfs @ 11.90 hrs, Volume= 1,452 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 25 year Rainfall=4.28" Area (sf) CN Description 1,580 98 Paved parking, HSG B 13,000 61 >75% Grass cover, Good, HSG B 14,580 65 Weighted Average 13,000 89.16% Pervious Area 1,580 10.84% Impervious Area Summary for Subcatchment S8: Runoff = 0.29 cfs @ 12.00 hrs, Volume= 655 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 8,200 61 >75% Grass cover, Good, HSG B 8,200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 90 0.1400 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Pond SMA1: Inflow Area = 22,435 sf, 11.30% Impervious, Inflow Depth = 1.13" for 25 year event Inflow = 0.81 cfs @ 12.04 hrs, Volume= 2,120 cf Outflow = 0.84 cfs @ 12.11 hrs, Volume= 2,120 cf, Atten= 0%, Lag= 3.9 min Discarded = 0.12 cfs @ 12.12 hrs, Volume= 1,834 cf Primary = 0.72 cfs @ 12.11 hrs, Volume= 286 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 337.86' @ 12.10 hrs Surf.Area= 1,051 sf Storage= 391 cf Plug-Flow detention time= 27.2 min calculated for 2,119 cf (100% of inflow) Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Center-of-Mass det. time= 27.2 min ( 902.9 - 875.7 ) Volume Invert Avail.Storage Storage Description #1 337.25' 1,567 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 337.25 499 0 0 337.75 670 292 292 338.00 1,500 271 564 338.50 2,513 1,003 1,567 Device Routing Invert Outlet Devices #1 Discarded 337.25'5.000 in/hr Exfiltration over Surface area #2 Primary 337.85'150.0' 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=0.12 cfs @ 12.12 hrs HW=337.86' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.62 cfs @ 12.11 hrs HW=337.86' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.62 cfs @ 0.30 fps) Summary for Pond SMA2: Inflow Area = 22,435 sf, 11.30% Impervious, Inflow Depth = 0.15" for 25 year event Inflow = 0.72 cfs @ 12.11 hrs, Volume= 286 cf Outflow = 0.09 cfs @ 12.30 hrs, Volume= 286 cf, Atten= 87%, Lag= 11.6 min Discarded = 0.09 cfs @ 12.30 hrs, Volume= 286 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= 336.51' @ 12.30 hrs Surf.Area= 781 sf Storage= 183 cf Plug-Flow detention time= 21.8 min calculated for 286 cf (100% of inflow) Center-of-Mass det. time= 21.8 min ( 752.2 - 730.4 ) Volume Invert Avail.Storage Storage Description #1 336.25' 636 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.25 629 0 0 337.00 1,067 636 636 Device Routing Invert Outlet Devices #1 Discarded 336.25'5.000 in/hr Exfiltration over Surface area #2 Primary 336.75'150.0' long x 2.0' breadth Broad-Crested Rectangular Weir Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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=0.09 cfs @ 12.30 hrs HW=336.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=336.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA3: Inflow Area = 37,015 sf, 11.12% Impervious, Inflow Depth = 0.47" for 25 year event Inflow = 0.81 cfs @ 11.90 hrs, Volume= 1,452 cf Outflow = 0.09 cfs @ 12.31 hrs, Volume= 1,452 cf, Atten= 89%, Lag= 24.7 min Discarded = 0.09 cfs @ 12.31 hrs, Volume= 1,452 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= 336.37' @ 12.31 hrs Surf.Area= 757 sf Storage= 463 cf Plug-Flow detention time= 44.1 min calculated for 1,451 cf (100% of inflow) Center-of-Mass det. time= 44.1 min ( 906.5 - 862.4 ) Volume Invert Avail.Storage Storage Description #1 335.50' 1,013 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 335.50 232 0 0 335.75 407 80 80 336.00 612 127 207 337.00 1,000 806 1,013 Device Routing Invert Outlet Devices #1 Discarded 335.50'5.000 in/hr Exfiltration over Surface area #2 Primary 336.95'150.0' 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=0.09 cfs @ 12.31 hrs HW=336.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=335.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA4: Inflow Area = 2,820 sf, 50.35% Impervious, Inflow Depth = 2.28" for 25 year event Inflow = 0.22 cfs @ 12.01 hrs, Volume= 535 cf Outflow = 0.04 cfs @ 12.32 hrs, Volume= 535 cf, Atten= 83%, Lag= 18.3 min Discarded = 0.04 cfs @ 12.32 hrs, Volume= 535 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= 336.85' @ 12.32 hrs Surf.Area= 335 sf Storage= 175 cf Plug-Flow detention time= 32.9 min calculated for 535 cf (100% of inflow) Center-of-Mass det. time= 32.9 min ( 862.0 - 829.1 ) Volume Invert Avail.Storage Storage Description #1 336.20' 226 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.20 200 0 0 337.00 365 226 226 Device Routing Invert Outlet Devices #1 Discarded 336.20'5.000 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=0.04 cfs @ 12.32 hrs HW=336.85' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=336.20' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA5: Inflow Area = 4,425 sf, 45.76% Impervious, Inflow Depth = 0.68" for 25 year event Inflow = 0.14 cfs @ 11.89 hrs, Volume= 251 cf Outflow = 0.02 cfs @ 12.05 hrs, Volume= 251 cf, Atten= 85%, Lag= 9.6 min Discarded = 0.02 cfs @ 12.05 hrs, Volume= 251 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= 336.82' @ 12.05 hrs Surf.Area= 182 sf Storage= 81 cf Plug-Flow detention time= 28.9 min calculated for 251 cf (100% of inflow) Center-of-Mass det. time= 28.9 min ( 862.6 - 833.8 ) Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 336.20' 116 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 336.20 79 0 0 337.00 212 116 116 Device Routing Invert Outlet Devices #1 Discarded 336.20'5.000 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 @ 12.05 hrs HW=336.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=336.20' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA6: 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 = 0.02 cfs @ 11.60 hrs, Volume= 379 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.60 hrs, Volume= 379 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= 336.54' @ 12.38 hrs Surf.Area= 150 sf Storage= 141 cf Plug-Flow detention time= 58.7 min calculated for 379 cf (100% of inflow) Center-of-Mass det. time= 58.7 min ( 878.7 - 820.0 ) Volume Invert Avail.Storage Storage Description #1 334.50' 173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 334.50 150 0.0 0 0 335.00 150 40.0 30 30 336.00 150 20.0 30 60 336.75 150 100.0 113 173 Device Routing Invert Outlet Devices #1 Discarded 334.50'5.000 in/hr Exfiltration over Surface area #2 Primary 337.15'1.0" x 1.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.02 cfs @ 11.60 hrs HW=334.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=334.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA7: Inflow Area = 4,200 sf, 52.38% Impervious, Inflow Depth = 1.24" for 25 year event Inflow = 0.24 cfs @ 11.89 hrs, Volume= 432 cf Outflow = 0.05 cfs @ 12.02 hrs, Volume= 432 cf, Atten= 79%, Lag= 7.4 min Discarded = 0.05 cfs @ 12.02 hrs, Volume= 432 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= 333.59' @ 12.02 hrs Surf.Area= 447 sf Storage= 110 cf Plug-Flow detention time= 11.1 min calculated for 432 cf (100% of inflow) Center-of-Mass det. time= 11.1 min ( 828.2 - 817.1 ) 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 333.95'2.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.05 cfs @ 12.02 hrs HW=333.59' (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 SMA8: 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 Type II 24-hr 25 year Rainfall=4.28"post Printed 3/25/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 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 332.25'2.0" x 60.0" 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 = 17,505 sf, 28.02% Impervious, Inflow Depth = 0.45" for 25 year event Inflow = 0.29 cfs @ 12.00 hrs, Volume= 655 cf Primary = 0.29 cfs @ 12.00 hrs, Volume= 655 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 = 37,015 sf, 11.12% Impervious, Inflow Depth = 0.00" for 25 year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs