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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 MEGHAN & STEPHEN ORBAN 21-25 DUNCAN COVE ROAD TOWN OF QUEENSBURY, NY Prepared by: Environmental Design Partnership Clifton Park, NY 12065 MAY 2022 Stormwater Management Narrative Meghan & Stephen Orban, 21-25 Duncan Cove Road 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 owner of 21-25 Duncan Cove Road is proposing to redevelop the parcels for a new single family residence. The project consists of two lots, both located in the Town of Queensbury bisected by Duncan Cove Road. The western lot (Tax Map ID: 226.16-1-7) has an area of 20,714 Sq. Ft. The eastern lot (Tax Map ID: 226.16-1-9) has an area of 28,500 Sq. Ft. with frontage on both Duncan Cove Road and Cleverdale Road. The two lots joint together are equal to 49,214 Sq. Ft. and has frontage on Duncan Cove Road and Lake George. The proposed construction includes, a new single-family dwelling with attached garage on the western lot and tree clearing, grading and construction of a new driveway extending from Cleverdale Road on the eastern lot. The project will consist of 28,000 Sq. Ft. of soil disturbance and approximately 7,400 Sq. Ft. of impervious. A net decrease of approximately 1,670 Sq. Ft. A stormwater management system will be designed to provide reduction of the stormwater runoff rates and volumes in accordance with the Town of Queensbury Commission 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 within the western lot will include 3 shallow vegetated depressions and 3 areas of permeable block pavers. The stormwater management system within the eastern lot will consist of infiltration trench constructed along both sides of the proposed driveway. 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 western lot consists of a single-family house, guest cottage, detached garage and a gravel driveway. The house and guest cottage sit within 15 feet from Lake George currently with no stormwater management devices attenuating and infiltrating any runoff from impervious surfaces. The eastern lot is wooded with a small (150 Sq. Ft.) cabin near the northwestern property corner. The topography of the site is sloped around 1% to 10% towards Lake George. 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 Ra (Raynham silt loam). The Soil Survey identifies Ra soil series as Hydrologic Soil Group (HSG) “D”. Per soil testing, Soil Group “D” is accurate, on site test holes indicate a silty loam with shallow groundwater between 18” to 30” below the existing grade Stormwater Management Narrative Meghan & Stephen Orban, 21-25 Duncan Cove Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com around the site. A conservative infiltration rate of 0.5 inches/hour has been used in HydroCAD for all infiltration devices throughout the project. A hydraulic model of the predevelopment site was prepared using the Hydrocad program. Two (2) subcatchment was used to represent the existing drainage characteristics, see Figure 2. The results for the existing condition model are summarized later in this report and have been included in Appendix A. 3.0 POST DEVELOPMENT STORMWATER ANALYSIS Site improvements to the property consist of construction of a new single-family dwelling, a new permeable block paver driveway and permeable patios on the western lot and a new paved driveway with side infiltration trenches through the eastern lot. Stormwater practices have been designed to provide maximum filtration, infiltration and attenuation of runoff from the site areas. The proposed stormwater management system within the western lot will include 3 shallow vegetated depressions and 3 areas of permeable block pavers. The stormwater management system within the eastern lot will consist of an infiltration trench along both sides of the proposed driveway. Per soil testing a conservative 0.5 inches/hour was used in HydroCAD modelling. The depressions will collect the stormwater runoff from portions of the proposed residence along with surface flows from Duncan Cove Road and upgradient vegetated areas. 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 to follow predevelopment site conditions. The permeable block pavers and patios will collect the stormwater runoff from portions of, proposed dwelling, and upgradient vegetated areas as well as any precipitation that falls directly on pavers and allow the runoff to be filtered and infiltrated into the ground. The pavers have been sized to allow maximum attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. The permeable block pavers have been designed with layers of stone to allow filtering contributing stormwater runoff. Overflow from the pavers will be directed to Lake George to follow predevelopment site conditions. The infiltration trenches will collect the stormwater runoff from the proposed paved driveway while allowing the runoff to be filtered and infiltrated into the ground. The trenches have been sized to allow maximum attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. The trenches have been designed to include a filter fabric along the top of the trench to allow pretreatment prior to runoff infiltrating into the ground. Overflow from the trench will be directed off site to follow predevelopment conditions. Stormwater Management Narrative Meghan & Stephen Orban, 21-25 Duncan Cove Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 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 (3.51 inch) Design Storm Runoff Volume Design Point Pre-Existing Runoff Volume (cf) Post-Development Runoff Volume (cf) 1 2,482 1,166 2 3,415 3,360 Table 2: 25-Year (4.91 inch) Design Storm Runoff Rate Design Point Predevelopment Runoff Rate (cfs) Post-Development Runoff Rate (cfs) 1 1.50 0.83 2 0.89 0.83 1.0 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 Meghan & Stephen Orban, 21-25 Duncan Cove Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 2.0 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 Meghan & Stephen Orban, 21-25 Duncan Cove Road 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 Meghan & Stephen Orban, 21-25 Duncan Cove Road 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 3/16/2022 Page 1 of 34813840481386048138804813900481392048139404813960481386048138804813900481392048139404813960609810609830609850609870609890609910609930609950609970609990 609810 609830 609850 609870 609890 609910 609930 609950 609970 609990 43° 28' 13'' N 73° 38' 32'' W43° 28' 13'' N73° 38' 24'' W43° 28' 9'' N 73° 38' 32'' W43° 28' 9'' N 73° 38' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 40 80 160 240 Feet 0 10 20 40 60 Meters Map Scale: 1:888 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Warren County, New York Survey Area Data: Version 21, Sep 1, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 1, 2020—Oct 1, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/16/2022 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ra Raynham silt loam 1.2 100.0% W Water 0.0 0.0% Totals for Area of Interest 1.2 100.0% Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/16/2022 Page 3 of 3 Stormwater Management Narrative Meghan & Stephen Orban, 21-25 Duncan Cove Road 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 Pre-existing Stormwater Modeling Calculations 900 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.1" = 40'PREDEVELOPMENT1 of 2SUBCTACHMENT MAPPING FOR THE 21-25 DUNCAN COVE ROAD TOWN OF QUEENSBURY ORBAN RESIDENCE WARREN COUNTY, NEW YORK MAY 5, 2022 TAX MAP. No. 226.16-1-7,9 S1 WEST LOT S2 EAST LOT OFF1 OFF2 Routing Diagram for predevelopment - woods Prepared by {enter your company name here}, Printed 5/5/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link predevelopment - woods Printed 5/5/2022Prepared 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) 49,214 77 Woods, Good, HSG D (S1, S2) 49,214 77 TOTAL AREA predevelopment - woods Printed 5/5/2022Prepared 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 0 HSG B 0 HSG C 49,214 HSG D S1, S2 0 Other 49,214 TOTAL AREA predevelopment - woods Printed 5/5/2022Prepared 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 0 0 49,214 0 49,214 Woods, Good S 1 , S 2 0 0 0 49,214 0 49,214 TOTAL AREA Type II 24-hr 10 year Rainfall=3.51"predevelopment - woods Printed 5/5/2022Prepared 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=20,714 sf 0.00% Impervious Runoff Depth=1.44"Subcatchment S1: WEST LOT Flow Length=200' Tc=16.2 min CN=77 Runoff=0.84 cfs 2,482 cf Runoff Area=28,500 sf 0.00% Impervious Runoff Depth=1.44"Subcatchment S2: EAST LOT Flow Length=290' Tc=58.9 min CN=77 Runoff=0.49 cfs 3,415 cf Inflow=0.84 cfs 2,482 cfLink OFF1: Primary=0.84 cfs 2,482 cf Inflow=0.49 cfs 3,415 cfLink OFF2: Primary=0.49 cfs 3,415 cf Total Runoff Area = 49,214 sf Runoff Volume = 5,897 cf Average Runoff Depth = 1.44" 100.00% Pervious = 49,214 sf 0.00% Impervious = 0 sf Type II 24-hr 10 year Rainfall=3.51"predevelopment - woods Printed 5/5/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: WEST LOT Runoff = 0.84 cfs @ 12.09 hrs, Volume= 2,482 cf, Depth= 1.44" 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=3.51" Area (sf) CN Description 20,714 77 Woods, Good, HSG D 20,714 100.00% 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" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.2 200 Total Summary for Subcatchment S2: EAST LOT Runoff = 0.49 cfs @ 12.64 hrs, Volume= 3,415 cf, Depth= 1.44" 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=3.51" Area (sf) CN Description 28,500 77 Woods, Good, HSG D 28,500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.7 100 0.0100 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.51" 3.2 190 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 58.9 290 Total Summary for Link OFF1: Inflow Area = 20,714 sf, 0.00% Impervious, Inflow Depth = 1.44" for 10 year event Inflow = 0.84 cfs @ 12.09 hrs, Volume= 2,482 cf Primary = 0.84 cfs @ 12.09 hrs, Volume= 2,482 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=3.51"predevelopment - woods Printed 5/5/2022Prepared 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 = 28,500 sf, 0.00% Impervious, Inflow Depth = 1.44" for 10 year event Inflow = 0.49 cfs @ 12.64 hrs, Volume= 3,415 cf Primary = 0.49 cfs @ 12.64 hrs, Volume= 3,415 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=4.91"predevelopment - woods Printed 5/5/2022Prepared 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=20,714 sf 0.00% Impervious Runoff Depth=2.55"Subcatchment S1: WEST LOT Flow Length=200' Tc=16.2 min CN=77 Runoff=1.50 cfs 4,398 cf Runoff Area=28,500 sf 0.00% Impervious Runoff Depth=2.55"Subcatchment S2: EAST LOT Flow Length=290' Tc=58.9 min CN=77 Runoff=0.89 cfs 6,051 cf Inflow=1.50 cfs 4,398 cfLink OFF1: Primary=1.50 cfs 4,398 cf Inflow=0.89 cfs 6,051 cfLink OFF2: Primary=0.89 cfs 6,051 cf Total Runoff Area = 49,214 sf Runoff Volume = 10,449 cf Average Runoff Depth = 2.55" 100.00% Pervious = 49,214 sf 0.00% Impervious = 0 sf Type II 24-hr 25 year Rainfall=4.91"predevelopment - woods Printed 5/5/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: WEST LOT Runoff = 1.50 cfs @ 12.09 hrs, Volume= 4,398 cf, Depth= 2.55" 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=4.91" Area (sf) CN Description 20,714 77 Woods, Good, HSG D 20,714 100.00% 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" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.2 200 Total Summary for Subcatchment S2: EAST LOT Runoff = 0.89 cfs @ 12.62 hrs, Volume= 6,051 cf, Depth= 2.55" 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=4.91" Area (sf) CN Description 28,500 77 Woods, Good, HSG D 28,500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.7 100 0.0100 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.51" 3.2 190 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 58.9 290 Total Summary for Link OFF1: Inflow Area = 20,714 sf, 0.00% Impervious, Inflow Depth = 2.55" for 25 year event Inflow = 1.50 cfs @ 12.09 hrs, Volume= 4,398 cf Primary = 1.50 cfs @ 12.09 hrs, Volume= 4,398 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=4.91"predevelopment - woods Printed 5/5/2022Prepared 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 = 28,500 sf, 0.00% Impervious, Inflow Depth = 2.55" for 25 year event Inflow = 0.89 cfs @ 12.62 hrs, Volume= 6,051 cf Primary = 0.89 cfs @ 12.62 hrs, Volume= 6,051 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Stormwater Management Narrative Meghan & Stephen Orban, 21-25 Duncan Cove Road 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 1" = 40'POSTDEVELOPMENT2 of 2900 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. SUBCTACHMENT MAPPING FOR THE 21-25 DUNCAN COVE ROAD TOWN OF QUEENSBURY MAY 5, 2022 ORBAN RESIDENCE WARREN COUNTY, NEW YORK TAX MAP. No. 226.16-1-7,9 S1 S10S11 S12 S13 S14 S15 S16 S2S3 S4 S5 S6 S7 S8S9 R1 R2 SMA1 paver SMA10 SMA11 SMA12 SMA13 SMA14 SMA2 depression2 SMA3 dep SMA4 paver SMA5 depression1 SMA6 paver SMA7SMA8SMA9 OFF1 WEST LOT OFF2 EAST LOT Routing Diagram for postdevelopment2 Prepared by {enter your company name here}, Printed 5/5/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link postdevelopment2 Printed 5/5/2022Prepared 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) 21,344 80 >75% Grass cover, Good, HSG D (S12, S2, S3, S6) 5,056 98 Paved parking, HSG D (S1, S10, S11, S13, S14, S15, S16, S8, S9) 2,735 98 Roofs, HSG D (S1, S4, S5, S6) 300 98 Unconnected pavement, HSG B (S7) 325 98 Unconnected pavement, HSG D (S5) 367 98 Unconnected roofs, HSG D (S2) 19,629 77 Woods, Good, HSG D (S12) 49,756 82 TOTAL AREA postdevelopment2 Printed 5/5/2022Prepared 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 300 HSG B S7 0 HSG C 49,456 HSG D S1, S10, S11, S12, S13, S14, S15, S16, S2, S3, S4, S5, S6, S8, S9 0 Other 49,756 TOTAL AREA postdevelopment2 Printed 5/5/2022Prepared 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 0 0 21,344 0 21,344 >75% Grass cover, Good 0 0 0 5,056 0 5,056 Paved parking 0 0 0 2,735 0 2,735 Roofs 0 300 0 325 0 625 Unconnected pavement 0 0 0 367 0 367 Unconnected roofs 0 0 0 19,629 0 19,629 Woods, Good 0 300 0 49,456 0 49,756 TOTAL AREA Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared 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=0.01 hrs, 20001 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=3,210 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S1: Tc=0.0 min CN=98 Runoff=0.44 cfs 876 cf Runoff Area=440 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S10: Tc=0.0 min CN=98 Runoff=0.06 cfs 120 cf Runoff Area=265 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S11: Tc=0.0 min CN=98 Runoff=0.04 cfs 72 cf Runoff Area=25,736 sf 0.00% Impervious Runoff Depth=1.50"Subcatchment S12: Flow Length=280' Tc=44.4 min CN=78 Runoff=0.57 cfs 3,228 cf Runoff Area=265 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S13: Tc=0.0 min CN=98 Runoff=0.04 cfs 72 cf Runoff Area=440 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S14: Tc=0.0 min CN=98 Runoff=0.06 cfs 120 cf Runoff Area=556 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S15: Tc=0.0 min CN=98 Runoff=0.08 cfs 152 cf Runoff Area=242 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S16: Tc=0.0 min CN=98 Runoff=0.03 cfs 66 cf Runoff Area=5,567 sf 6.59% Impervious Runoff Depth=1.72"Subcatchment S2: Flow Length=75' Slope=0.0400 '/' Tc=9.7 min CN=81 Runoff=0.34 cfs 796 cf Runoff Area=6,307 sf 0.00% Impervious Runoff Depth=1.64"Subcatchment S3: Tc=0.0 min CN=80 Runoff=0.52 cfs 864 cf Runoff Area=450 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S4: Tc=0.0 min CN=98 Runoff=0.06 cfs 123 cf Runoff Area=950 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S5: Tc=0.0 min CN=98 Runoff=0.13 cfs 259 cf Runoff Area=4,230 sf 11.82% Impervious Runoff Depth=1.79"Subcatchment S6: Flow Length=89' Slope=0.0600 '/' Tc=9.5 min CN=82 Runoff=0.27 cfs 631 cf Runoff Area=300 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S7: Tc=0.0 min CN=98 Runoff=0.04 cfs 82 cf Runoff Area=242 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S8: Tc=0.0 min CN=98 Runoff=0.03 cfs 66 cf Runoff Area=556 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S9: Tc=0.0 min CN=98 Runoff=0.08 cfs 152 cf Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Avg. Flow Depth=0.00' Max Vel=0.12 fps Inflow=0.00 cfs 1 cfReach R1: n=0.100 L=250.0' S=0.0120 '/' Capacity=66.22 cfs Outflow=0.00 cfs 1 cf Avg. Flow Depth=0.00' Max Vel=0.07 fps Inflow=0.00 cfs 1 cfReach R2: n=0.100 L=260.0' S=0.0038 '/' Capacity=138.97 cfs Outflow=0.00 cfs 1 cf Peak Elev=324.76' Storage=306 cf Inflow=0.44 cfs 876 cfPond SMA1: paver Discarded=0.03 cfs 876 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 876 cf Peak Elev=332.64' Storage=46 cf Inflow=0.18 cfs 152 cfPond SMA10: Discarded=0.00 cfs 87 cf Primary=0.22 cfs 65 cf Outflow=0.22 cfs 152 cf Peak Elev=332.64' Storage=46 cf Inflow=0.18 cfs 152 cfPond SMA11: Discarded=0.00 cfs 87 cf Primary=0.22 cfs 65 cf Outflow=0.22 cfs 152 cf Peak Elev=331.09' Storage=32 cf Inflow=0.14 cfs 161 cfPond SMA12: Discarded=0.00 cfs 82 cf Primary=0.14 cfs 79 cf Outflow=0.15 cfs 161 cf Peak Elev=332.55' Storage=46 cf Inflow=0.08 cfs 152 cfPond SMA13: Discarded=0.00 cfs 111 cf Primary=0.08 cfs 41 cf Outflow=0.08 cfs 152 cf Peak Elev=331.95' Storage=30 cf Inflow=0.03 cfs 66 cfPond SMA14: Discarded=0.00 cfs 65 cf Primary=0.00 cfs 1 cf Outflow=0.00 cfs 66 cf Peak Elev=325.96' Storage=191 cf Inflow=0.34 cfs 796 cfPond SMA2: depression2 Discarded=0.01 cfs 517 cf Primary=0.33 cfs 280 cf Outflow=0.34 cfs 797 cf Peak Elev=325.38' Storage=38 cf Inflow=0.06 cfs 123 cfPond SMA3: dep Discarded=0.01 cfs 123 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 123 cf Peak Elev=325.12' Storage=122 cf Inflow=0.13 cfs 259 cfPond SMA4: paver Discarded=0.00 cfs 259 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 259 cf Peak Elev=324.95' Storage=302 cf Inflow=0.27 cfs 631 cfPond SMA5: depression1 Discarded=0.01 cfs 609 cf Primary=0.02 cfs 22 cf Outflow=0.04 cfs 631 cf Peak Elev=324.22' Storage=29 cf Inflow=0.04 cfs 82 cfPond SMA6: paver Discarded=0.00 cfs 82 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 82 cf Peak Elev=331.95' Storage=30 cf Inflow=0.03 cfs 66 cfPond SMA7: Discarded=0.00 cfs 65 cf Primary=0.00 cfs 1 cf Outflow=0.00 cfs 66 cf Peak Elev=332.55' Storage=46 cf Inflow=0.08 cfs 152 cfPond SMA8: Discarded=0.00 cfs 111 cf Primary=0.08 cfs 41 cf Outflow=0.08 cfs 152 cf Peak Elev=331.09' Storage=32 cf Inflow=0.14 cfs 161 cfPond SMA9: Discarded=0.00 cfs 82 cf Primary=0.14 cfs 79 cf Outflow=0.15 cfs 161 cf Inflow=0.52 cfs 1,166 cfLink OFF1: WEST LOT Primary=0.52 cfs 1,166 cf Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Inflow=0.59 cfs 3,360 cfLink OFF2: EAST LOT Primary=0.59 cfs 3,360 cf Total Runoff Area = 49,756 sf Runoff Volume = 7,681 cf Average Runoff Depth = 1.85" 82.35% Pervious = 40,973 sf 17.65% Impervious = 8,783 sf Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.44 cfs @ 11.90 hrs, Volume= 876 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 2,050 98 Paved parking, HSG D 1,160 98 Roofs, HSG D 3,210 98 Weighted Average 3,210 100.00% Impervious Area Summary for Subcatchment S10: Runoff = 0.06 cfs @ 11.90 hrs, Volume= 120 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 440 98 Paved parking, HSG D 440 100.00% Impervious Area Summary for Subcatchment S11: Runoff = 0.04 cfs @ 11.90 hrs, Volume= 72 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 265 98 Paved parking, HSG D 265 100.00% Impervious Area Summary for Subcatchment S12: Runoff = 0.57 cfs @ 12.43 hrs, Volume= 3,228 cf, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 19,629 77 Woods, Good, HSG D 6,107 80 >75% Grass cover, Good, HSG D 25,736 78 Weighted Average 25,736 100.00% Pervious Area Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared 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) 35.9 100 0.0075 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.51" 8.5 180 0.0050 0.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 44.4 280 Total Summary for Subcatchment S13: Runoff = 0.04 cfs @ 11.90 hrs, Volume= 72 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 265 98 Paved parking, HSG D 265 100.00% Impervious Area Summary for Subcatchment S14: Runoff = 0.06 cfs @ 11.90 hrs, Volume= 120 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 440 98 Paved parking, HSG D 440 100.00% Impervious Area Summary for Subcatchment S15: Runoff = 0.08 cfs @ 11.90 hrs, Volume= 152 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 556 98 Paved parking, HSG D 556 100.00% Impervious Area Summary for Subcatchment S16: Runoff = 0.03 cfs @ 11.90 hrs, Volume= 66 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Description 242 98 Paved parking, HSG D 242 100.00% Impervious Area Summary for Subcatchment S2: Runoff = 0.34 cfs @ 12.02 hrs, Volume= 796 cf, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 5,200 80 >75% Grass cover, Good, HSG D 367 98 Unconnected roofs, HSG D 5,567 81 Weighted Average 5,200 93.41% Pervious Area 367 6.59% Impervious Area 367 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 75 0.0400 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Subcatchment S3: Runoff = 0.52 cfs @ 11.90 hrs, Volume= 864 cf, Depth= 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 6,307 80 >75% Grass cover, Good, HSG D 6,307 100.00% Pervious Area Summary for Subcatchment S4: Runoff = 0.06 cfs @ 11.90 hrs, Volume= 123 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 450 98 Roofs, HSG D 450 100.00% Impervious Area Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 0.13 cfs @ 11.90 hrs, Volume= 259 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 625 98 Roofs, HSG D 325 98 Unconnected pavement, HSG D 950 98 Weighted Average 950 100.00% Impervious Area 325 34.21% Unconnected Summary for Subcatchment S6: Runoff = 0.27 cfs @ 12.01 hrs, Volume= 631 cf, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 500 98 Roofs, HSG D 3,730 80 >75% Grass cover, Good, HSG D 4,230 82 Weighted Average 3,730 88.18% Pervious Area 500 11.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 89 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Subcatchment S7: Runoff = 0.04 cfs @ 11.90 hrs, Volume= 82 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 300 98 Unconnected pavement, HSG B 300 100.00% Impervious Area 300 100.00% Unconnected Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Runoff = 0.03 cfs @ 11.90 hrs, Volume= 66 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 242 98 Paved parking, HSG D 242 100.00% Impervious Area Summary for Subcatchment S9: Runoff = 0.08 cfs @ 11.90 hrs, Volume= 152 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51" Area (sf) CN Description 556 98 Paved parking, HSG D 556 100.00% Impervious Area Summary for Reach R1: Inflow Area = 242 sf,100.00% Impervious, Inflow Depth = 0.07" for 10 year event Inflow = 0.00 cfs @ 12.53 hrs, Volume= 1 cf Outflow = 0.00 cfs @ 13.56 hrs, Volume= 1 cf, Atten= 57%, Lag= 61.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Max. Velocity= 0.12 fps, Min. Travel Time= 34.8 min Avg. Velocity = 0.12 fps, Avg. Travel Time= 34.8 min Peak Storage= 1 cf @ 12.98 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 2.00' Flow Area= 30.0 sf, Capacity= 66.22 cfs 15.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 332.00', Outlet Invert= 329.00' ‡ Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Reach R2: Inflow Area = 242 sf,100.00% Impervious, Inflow Depth = 0.07" for 10 year event Inflow = 0.00 cfs @ 12.53 hrs, Volume= 1 cf Outflow = 0.00 cfs @ 14.18 hrs, Volume= 1 cf, Atten= 70%, Lag= 99.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Max. Velocity= 0.07 fps, Min. Travel Time= 63.9 min Avg. Velocity = 0.07 fps, Avg. Travel Time= 63.9 min Peak Storage= 1 cf @ 13.12 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 2.00' Flow Area= 100.0 sf, Capacity= 138.97 cfs 50.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Length= 260.0' Slope= 0.0038 '/' Inlet Invert= 331.00', Outlet Invert= 330.00' ‡ Summary for Pond SMA1: paver Inflow Area = 3,210 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 year event Inflow = 0.44 cfs @ 11.90 hrs, Volume= 876 cf Outflow = 0.03 cfs @ 11.54 hrs, Volume= 876 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.54 hrs, Volume= 876 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 324.76' @ 12.29 hrs Surf.Area= 1,500 sf Storage= 306 cf Plug-Flow detention time= 55.1 min calculated for 876 cf (100% of inflow) Center-of-Mass det. time= 55.1 min ( 800.1 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 324.25' 600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.25 1,500 0.0 0 0 325.25 1,500 40.0 600 600 325.70 1,500 0.0 0 600 Device Routing Invert Outlet Devices #1 Discarded 324.25'1.000 in/hr Exfiltration over Surface area #2 Primary 325.65'60.0' long x 1.0' breadth Broad-Crested Rectangular Weir Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 14HydroCAD® 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 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 Discarded OutFlow Max=0.03 cfs @ 11.54 hrs HW=324.26' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA10: Inflow Area = 1,261 sf,100.00% Impervious, Inflow Depth = 1.44" for 10 year event Inflow = 0.18 cfs @ 11.90 hrs, Volume= 152 cf Outflow = 0.22 cfs @ 11.92 hrs, Volume= 152 cf, Atten= 0%, Lag= 1.3 min Discarded = 0.00 cfs @ 10.92 hrs, Volume= 87 cf Primary = 0.22 cfs @ 11.92 hrs, Volume= 65 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 332.64' @ 11.92 hrs Surf.Area= 115 sf Storage= 46 cf Plug-Flow detention time= 162.1 min calculated for 152 cf (100% of inflow) Center-of-Mass det. time= 162.1 min ( 901.2 - 739.1 ) Volume Invert Avail.Storage Storage Description #1 331.50' 46 cf 1.00'W x 115.00'L x 1.00'H Prismatoid 115 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 332.45'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.92 hrs HW=331.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.21 cfs @ 11.92 hrs HW=332.63' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.21 cfs @ 1.15 fps) Summary for Pond SMA11: Inflow Area = 1,261 sf,100.00% Impervious, Inflow Depth = 1.44" for 10 year event Inflow = 0.18 cfs @ 11.90 hrs, Volume= 152 cf Outflow = 0.22 cfs @ 11.92 hrs, Volume= 152 cf, Atten= 0%, Lag= 1.3 min Discarded = 0.00 cfs @ 10.92 hrs, Volume= 87 cf Primary = 0.22 cfs @ 11.92 hrs, Volume= 65 cf Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 332.64' @ 11.92 hrs Surf.Area= 115 sf Storage= 46 cf Plug-Flow detention time= 162.1 min calculated for 152 cf (100% of inflow) Center-of-Mass det. time= 162.1 min ( 901.2 - 739.1 ) Volume Invert Avail.Storage Storage Description #1 331.50' 46 cf 1.00'W x 115.00'L x 1.00'H Prismatoid 115 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 332.45'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.92 hrs HW=331.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.21 cfs @ 11.92 hrs HW=332.63' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.21 cfs @ 1.15 fps) Summary for Pond SMA12: Inflow Area = 996 sf,100.00% Impervious, Inflow Depth = 1.94" for 10 year event Inflow = 0.14 cfs @ 11.90 hrs, Volume= 161 cf Outflow = 0.15 cfs @ 11.90 hrs, Volume= 161 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 8.81 hrs, Volume= 82 cf Primary = 0.14 cfs @ 11.90 hrs, Volume= 79 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 331.09' @ 11.90 hrs Surf.Area= 81 sf Storage= 32 cf Plug-Flow detention time= 150.3 min calculated for 161 cf (100% of inflow) Center-of-Mass det. time= 150.3 min ( 892.4 - 742.1 ) Volume Invert Avail.Storage Storage Description #1 330.00' 32 cf 1.00'W x 81.00'L x 1.00'H Prismatoid 81 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 330.95'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 330.00'0.500 in/hr Exfiltration over Surface area Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 8.81 hrs HW=330.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.14 cfs @ 11.90 hrs HW=331.09' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.14 cfs @ 1.01 fps) Summary for Pond SMA13: Inflow Area = 556 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 year event Inflow = 0.08 cfs @ 11.90 hrs, Volume= 152 cf Outflow = 0.08 cfs @ 11.90 hrs, Volume= 152 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.00 cfs @ 9.51 hrs, Volume= 111 cf Primary = 0.08 cfs @ 11.90 hrs, Volume= 41 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 332.55' @ 11.90 hrs Surf.Area= 115 sf Storage= 46 cf Plug-Flow detention time= 212.9 min calculated for 152 cf (100% of inflow) Center-of-Mass det. time= 212.9 min ( 957.9 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 331.50' 46 cf 1.00'W x 115.00'L x 1.00'H Prismatoid 115 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 332.45'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 9.51 hrs HW=331.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.08 cfs @ 11.90 hrs HW=332.54' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.83 fps) Summary for Pond SMA14: Inflow Area = 242 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 year event Inflow = 0.03 cfs @ 11.90 hrs, Volume= 66 cf Outflow = 0.00 cfs @ 12.53 hrs, Volume= 66 cf, Atten= 95%, Lag= 38.0 min Discarded = 0.00 cfs @ 10.51 hrs, Volume= 65 cf Primary = 0.00 cfs @ 12.53 hrs, Volume= 1 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 331.95' @ 12.53 hrs Surf.Area= 80 sf Storage= 30 cf Plug-Flow detention time= 266.9 min calculated for 66 cf (100% of inflow) Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Center-of-Mass det. time= 266.9 min ( 1,011.8 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 331.00' 32 cf 2.00'W x 40.00'L x 1.00'H Prismatoid 80 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 331.95'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.00'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.51 hrs HW=331.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 12.53 hrs HW=331.95' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.14 fps) Summary for Pond SMA2: depression2 Inflow Area = 5,567 sf, 6.59% Impervious, Inflow Depth = 1.72" for 10 year event Inflow = 0.34 cfs @ 12.02 hrs, Volume= 796 cf Outflow = 0.34 cfs @ 12.02 hrs, Volume= 797 cf, Atten= 0%, Lag= 0.2 min Discarded = 0.01 cfs @ 12.02 hrs, Volume= 517 cf Primary = 0.33 cfs @ 12.02 hrs, Volume= 280 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 325.96' @ 12.02 hrs Surf.Area= 436 sf Storage= 191 cf Plug-Flow detention time= 161.6 min calculated for 796 cf (100% of inflow) Center-of-Mass det. time= 161.9 min ( 997.1 - 835.2 ) Volume Invert Avail.Storage Storage Description #1 325.25' 208 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.25 128 0 0 325.50 218 43 43 325.75 321 67 111 326.00 457 97 208 Device Routing Invert Outlet Devices #1 Discarded 325.25'1.000 in/hr Exfiltration over Surface area #2 Primary 325.95'100.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.02 hrs HW=325.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.33 cfs @ 12.02 hrs HW=325.96' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.33 cfs @ 0.27 fps) Summary for Pond SMA3: dep Inflow Area = 750 sf,100.00% Impervious, Inflow Depth = 1.97" for 10 year event Inflow = 0.06 cfs @ 11.90 hrs, Volume= 123 cf Outflow = 0.01 cfs @ 12.06 hrs, Volume= 123 cf, Atten= 89%, Lag= 9.6 min Discarded = 0.01 cfs @ 12.06 hrs, Volume= 123 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 325.38' @ 12.06 hrs Surf.Area= 295 sf Storage= 38 cf Plug-Flow detention time= 31.1 min calculated for 123 cf (100% of inflow) Center-of-Mass det. time= 31.1 min ( 776.1 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 325.25' 74 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.25 289 0 0 325.50 300 74 74 Device Routing Invert Outlet Devices #1 Discarded 325.25'1.000 in/hr Exfiltration over Surface area #2 Primary 325.45'70.0' 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 Discarded OutFlow Max=0.01 cfs @ 12.06 hrs HW=325.38' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA4: paver Inflow Area = 950 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 year event Inflow = 0.13 cfs @ 11.90 hrs, Volume= 259 cf Outflow = 0.00 cfs @ 10.78 hrs, Volume= 259 cf, Atten= 97%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.78 hrs, Volume= 259 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 325.12' @ 13.30 hrs Surf.Area= 350 sf Storage= 122 cf Plug-Flow detention time= 247.9 min calculated for 259 cf (100% of inflow) Center-of-Mass det. time= 247.9 min ( 992.9 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 324.25' 210 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.25 350 0.0 0 0 325.75 350 40.0 210 210 326.50 350 0.0 0 210 Device Routing Invert Outlet Devices #1 Discarded 324.25'0.500 in/hr Exfiltration over Surface area #2 Primary 326.25'60.0' 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 Discarded OutFlow Max=0.00 cfs @ 10.78 hrs HW=324.27' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA5: depression1 Inflow Area = 7,440 sf, 49.87% Impervious, Inflow Depth = 1.02" for 10 year event Inflow = 0.27 cfs @ 12.01 hrs, Volume= 631 cf Outflow = 0.04 cfs @ 12.43 hrs, Volume= 631 cf, Atten= 86%, Lag= 25.3 min Discarded = 0.01 cfs @ 12.43 hrs, Volume= 609 cf Primary = 0.02 cfs @ 12.43 hrs, Volume= 22 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 324.95' @ 12.43 hrs Surf.Area= 610 sf Storage= 302 cf Plug-Flow detention time= 270.8 min calculated for 631 cf (100% of inflow) Center-of-Mass det. time= 270.8 min ( 1,102.7 - 831.9 ) Volume Invert Avail.Storage Storage Description #1 324.00' 334 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 324.00 116 0 0 324.25 190 38 38 324.50 315 63 101 324.75 446 95 197 325.00 650 137 334 Device Routing Invert Outlet Devices #1 Discarded 324.00'1.000 in/hr Exfiltration over Surface area #2 Primary 324.95'178.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 12.43 hrs HW=324.95' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 12.43 hrs HW=324.95' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.05 fps) Summary for Pond SMA6: paver Inflow Area = 300 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 year event Inflow = 0.04 cfs @ 11.90 hrs, Volume= 82 cf Outflow = 0.00 cfs @ 11.61 hrs, Volume= 82 cf, Atten= 91%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.61 hrs, Volume= 82 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 324.22' @ 12.20 hrs Surf.Area= 325 sf Storage= 29 cf Plug-Flow detention time= 51.1 min calculated for 82 cf (100% of inflow) Center-of-Mass det. time= 51.1 min ( 796.1 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 324.00' 130 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.00 325 0.0 0 0 325.00 325 40.0 130 130 326.25 325 0.0 0 130 Device Routing Invert Outlet Devices #1 Discarded 324.00'0.500 in/hr Exfiltration over Surface area #2 Primary 325.70'60.0' 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 Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.61 hrs HW=324.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA7: Inflow Area = 242 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 year event Inflow = 0.03 cfs @ 11.90 hrs, Volume= 66 cf Outflow = 0.00 cfs @ 12.53 hrs, Volume= 66 cf, Atten= 95%, Lag= 38.0 min Discarded = 0.00 cfs @ 10.51 hrs, Volume= 65 cf Primary = 0.00 cfs @ 12.53 hrs, Volume= 1 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 331.95' @ 12.53 hrs Surf.Area= 80 sf Storage= 30 cf Plug-Flow detention time= 266.9 min calculated for 66 cf (100% of inflow) Center-of-Mass det. time= 266.9 min ( 1,011.8 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 331.00' 32 cf 2.00'W x 40.00'L x 1.00'H Prismatoid 80 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 331.95'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.00'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.51 hrs HW=331.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 12.53 hrs HW=331.95' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.14 fps) Summary for Pond SMA8: Inflow Area = 556 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 year event Inflow = 0.08 cfs @ 11.90 hrs, Volume= 152 cf Outflow = 0.08 cfs @ 11.90 hrs, Volume= 152 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.00 cfs @ 9.51 hrs, Volume= 111 cf Primary = 0.08 cfs @ 11.90 hrs, Volume= 41 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev= 332.55' @ 11.90 hrs Surf.Area= 115 sf Storage= 46 cf Plug-Flow detention time= 212.9 min calculated for 152 cf (100% of inflow) Center-of-Mass det. time= 212.9 min ( 957.9 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 331.50' 46 cf 1.00'W x 115.00'L x 1.00'H Prismatoid 115 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 332.45'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 9.51 hrs HW=331.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.08 cfs @ 11.90 hrs HW=332.54' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.83 fps) Summary for Pond SMA9: Inflow Area = 996 sf,100.00% Impervious, Inflow Depth = 1.94" for 10 year event Inflow = 0.14 cfs @ 11.90 hrs, Volume= 161 cf Outflow = 0.15 cfs @ 11.90 hrs, Volume= 161 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 8.81 hrs, Volume= 82 cf Primary = 0.14 cfs @ 11.90 hrs, Volume= 79 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 331.09' @ 11.90 hrs Surf.Area= 81 sf Storage= 32 cf Plug-Flow detention time= 150.3 min calculated for 161 cf (100% of inflow) Center-of-Mass det. time= 150.3 min ( 892.4 - 742.1 ) Volume Invert Avail.Storage Storage Description #1 330.00' 32 cf 1.00'W x 81.00'L x 1.00'H Prismatoid 81 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 330.95'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 330.00'0.500 in/hr Exfiltration over Surface area Type II 24-hr 10 year Rainfall=3.51"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 8.81 hrs HW=330.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.14 cfs @ 11.90 hrs HW=331.09' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.14 cfs @ 1.01 fps) Summary for Link OFF1: WEST LOT Inflow Area = 21,014 sf, 27.49% Impervious, Inflow Depth = 0.67" for 10 year event Inflow = 0.52 cfs @ 11.90 hrs, Volume= 1,166 cf Primary = 0.52 cfs @ 11.90 hrs, Volume= 1,166 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Summary for Link OFF2: EAST LOT Inflow Area = 28,742 sf, 10.46% Impervious, Inflow Depth = 1.40" for 10 year event Inflow = 0.59 cfs @ 12.43 hrs, Volume= 3,360 cf Primary = 0.59 cfs @ 12.43 hrs, Volume= 3,360 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.01 hrs, 20001 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=3,210 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S1: Tc=0.0 min CN=98 Runoff=0.53 cfs 1,077 cf Runoff Area=440 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S10: Tc=0.0 min CN=98 Runoff=0.07 cfs 148 cf Runoff Area=265 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S11: Tc=0.0 min CN=98 Runoff=0.04 cfs 89 cf Runoff Area=25,736 sf 0.00% Impervious Runoff Depth=2.10"Subcatchment S12: Flow Length=280' Tc=44.4 min CN=78 Runoff=0.81 cfs 4,496 cf Runoff Area=265 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S13: Tc=0.0 min CN=98 Runoff=0.04 cfs 89 cf Runoff Area=440 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S14: Tc=0.0 min CN=98 Runoff=0.07 cfs 148 cf Runoff Area=556 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S15: Tc=0.0 min CN=98 Runoff=0.09 cfs 186 cf Runoff Area=242 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S16: Tc=0.0 min CN=98 Runoff=0.04 cfs 81 cf Runoff Area=5,567 sf 6.59% Impervious Runoff Depth=2.34"Subcatchment S2: Flow Length=75' Slope=0.0400 '/' Tc=9.7 min CN=81 Runoff=0.47 cfs 1,086 cf Runoff Area=6,307 sf 0.00% Impervious Runoff Depth=2.26"Subcatchment S3: Tc=0.0 min CN=80 Runoff=0.71 cfs 1,187 cf Runoff Area=450 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S4: Tc=0.0 min CN=98 Runoff=0.07 cfs 151 cf Runoff Area=950 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S5: Tc=0.0 min CN=98 Runoff=0.16 cfs 319 cf Runoff Area=4,230 sf 11.82% Impervious Runoff Depth=2.43"Subcatchment S6: Flow Length=89' Slope=0.0600 '/' Tc=9.5 min CN=82 Runoff=0.37 cfs 855 cf Runoff Area=300 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S7: Tc=0.0 min CN=98 Runoff=0.05 cfs 101 cf Runoff Area=242 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S8: Tc=0.0 min CN=98 Runoff=0.04 cfs 81 cf Runoff Area=556 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S9: Tc=0.0 min CN=98 Runoff=0.09 cfs 186 cf Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Avg. Flow Depth=0.00' Max Vel=0.12 fps Inflow=0.02 cfs 11 cfReach R1: n=0.100 L=250.0' S=0.0120 '/' Capacity=66.22 cfs Outflow=0.00 cfs 11 cf Avg. Flow Depth=0.00' Max Vel=0.07 fps Inflow=0.02 cfs 11 cfReach R2: n=0.100 L=260.0' S=0.0038 '/' Capacity=138.97 cfs Outflow=0.00 cfs 11 cf Peak Elev=324.91' Storage=395 cf Inflow=0.53 cfs 1,077 cfPond SMA1: paver Discarded=0.03 cfs 1,077 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 1,077 cf Peak Elev=332.69' Storage=46 cf Inflow=0.21 cfs 215 cfPond SMA10: Discarded=0.00 cfs 95 cf Primary=0.31 cfs 120 cf Outflow=0.31 cfs 215 cf Peak Elev=332.69' Storage=46 cf Inflow=0.21 cfs 215 cfPond SMA11: Discarded=0.00 cfs 95 cf Primary=0.31 cfs 120 cf Outflow=0.31 cfs 215 cf Peak Elev=331.11' Storage=32 cf Inflow=0.18 cfs 214 cfPond SMA12: Discarded=0.00 cfs 88 cf Primary=0.17 cfs 126 cf Outflow=0.17 cfs 214 cf Peak Elev=332.57' Storage=46 cf Inflow=0.09 cfs 186 cfPond SMA13: Discarded=0.00 cfs 120 cf Primary=0.11 cfs 66 cf Outflow=0.11 cfs 186 cf Peak Elev=331.99' Storage=32 cf Inflow=0.04 cfs 81 cfPond SMA14: Discarded=0.00 cfs 70 cf Primary=0.02 cfs 11 cf Outflow=0.02 cfs 81 cf Peak Elev=325.96' Storage=192 cf Inflow=0.47 cfs 1,086 cfPond SMA2: depression2 Discarded=0.01 cfs 578 cf Primary=0.45 cfs 508 cf Outflow=0.46 cfs 1,085 cf Peak Elev=325.42' Storage=49 cf Inflow=0.07 cfs 151 cfPond SMA3: dep Discarded=0.01 cfs 151 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 151 cf Peak Elev=325.38' Storage=158 cf Inflow=0.16 cfs 319 cfPond SMA4: paver Discarded=0.00 cfs 319 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 319 cf Peak Elev=324.96' Storage=307 cf Inflow=0.37 cfs 855 cfPond SMA5: depression1 Discarded=0.01 cfs 680 cf Primary=0.34 cfs 176 cf Outflow=0.35 cfs 855 cf Peak Elev=324.28' Storage=37 cf Inflow=0.05 cfs 101 cfPond SMA6: paver Discarded=0.00 cfs 101 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 101 cf Peak Elev=331.99' Storage=32 cf Inflow=0.04 cfs 81 cfPond SMA7: Discarded=0.00 cfs 70 cf Primary=0.02 cfs 11 cf Outflow=0.02 cfs 81 cf Peak Elev=332.57' Storage=46 cf Inflow=0.09 cfs 186 cfPond SMA8: Discarded=0.00 cfs 120 cf Primary=0.11 cfs 66 cf Outflow=0.11 cfs 186 cf Peak Elev=331.11' Storage=32 cf Inflow=0.18 cfs 214 cfPond SMA9: Discarded=0.00 cfs 88 cf Primary=0.17 cfs 126 cf Outflow=0.17 cfs 214 cf Inflow=0.83 cfs 1,870 cfLink OFF1: WEST LOT Primary=0.83 cfs 1,870 cf Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Inflow=0.83 cfs 4,757 cfLink OFF2: EAST LOT Primary=0.83 cfs 4,757 cf Total Runoff Area = 49,756 sf Runoff Volume = 10,279 cf Average Runoff Depth = 2.48" 82.35% Pervious = 40,973 sf 17.65% Impervious = 8,783 sf Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.53 cfs @ 11.90 hrs, Volume= 1,077 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 2,050 98 Paved parking, HSG D 1,160 98 Roofs, HSG D 3,210 98 Weighted Average 3,210 100.00% Impervious Area Summary for Subcatchment S10: Runoff = 0.07 cfs @ 11.90 hrs, Volume= 148 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 440 98 Paved parking, HSG D 440 100.00% Impervious Area Summary for Subcatchment S11: Runoff = 0.04 cfs @ 11.90 hrs, Volume= 89 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 265 98 Paved parking, HSG D 265 100.00% Impervious Area Summary for Subcatchment S12: Runoff = 0.81 cfs @ 12.43 hrs, Volume= 4,496 cf, Depth= 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 19,629 77 Woods, Good, HSG D 6,107 80 >75% Grass cover, Good, HSG D 25,736 78 Weighted Average 25,736 100.00% Pervious Area Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.9 100 0.0075 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.51" 8.5 180 0.0050 0.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 44.4 280 Total Summary for Subcatchment S13: Runoff = 0.04 cfs @ 11.90 hrs, Volume= 89 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 265 98 Paved parking, HSG D 265 100.00% Impervious Area Summary for Subcatchment S14: Runoff = 0.07 cfs @ 11.90 hrs, Volume= 148 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 440 98 Paved parking, HSG D 440 100.00% Impervious Area Summary for Subcatchment S15: Runoff = 0.09 cfs @ 11.90 hrs, Volume= 186 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 556 98 Paved parking, HSG D 556 100.00% Impervious Area Summary for Subcatchment S16: Runoff = 0.04 cfs @ 11.90 hrs, Volume= 81 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Description 242 98 Paved parking, HSG D 242 100.00% Impervious Area Summary for Subcatchment S2: Runoff = 0.47 cfs @ 12.01 hrs, Volume= 1,086 cf, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 5,200 80 >75% Grass cover, Good, HSG D 367 98 Unconnected roofs, HSG D 5,567 81 Weighted Average 5,200 93.41% Pervious Area 367 6.59% Impervious Area 367 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 75 0.0400 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Subcatchment S3: Runoff = 0.71 cfs @ 11.90 hrs, Volume= 1,187 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 6,307 80 >75% Grass cover, Good, HSG D 6,307 100.00% Pervious Area Summary for Subcatchment S4: Runoff = 0.07 cfs @ 11.90 hrs, Volume= 151 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 450 98 Roofs, HSG D 450 100.00% Impervious Area Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 0.16 cfs @ 11.90 hrs, Volume= 319 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 625 98 Roofs, HSG D 325 98 Unconnected pavement, HSG D 950 98 Weighted Average 950 100.00% Impervious Area 325 34.21% Unconnected Summary for Subcatchment S6: Runoff = 0.37 cfs @ 12.01 hrs, Volume= 855 cf, Depth= 2.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 500 98 Roofs, HSG D 3,730 80 >75% Grass cover, Good, HSG D 4,230 82 Weighted Average 3,730 88.18% Pervious Area 500 11.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 89 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.51" Summary for Subcatchment S7: Runoff = 0.05 cfs @ 11.90 hrs, Volume= 101 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 300 98 Unconnected pavement, HSG B 300 100.00% Impervious Area 300 100.00% Unconnected Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Runoff = 0.04 cfs @ 11.90 hrs, Volume= 81 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 242 98 Paved parking, HSG D 242 100.00% Impervious Area Summary for Subcatchment S9: Runoff = 0.09 cfs @ 11.90 hrs, Volume= 186 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 556 98 Paved parking, HSG D 556 100.00% Impervious Area Summary for Reach R1: Inflow Area = 242 sf,100.00% Impervious, Inflow Depth = 0.54" for 25 year event Inflow = 0.02 cfs @ 11.96 hrs, Volume= 11 cf Outflow = 0.00 cfs @ 12.91 hrs, Volume= 11 cf, Atten= 88%, Lag= 57.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Max. Velocity= 0.12 fps, Min. Travel Time= 34.8 min Avg. Velocity = 0.12 fps, Avg. Travel Time= 34.8 min Peak Storage= 5 cf @ 12.33 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 2.00' Flow Area= 30.0 sf, Capacity= 66.22 cfs 15.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Length= 250.0' Slope= 0.0120 '/' Inlet Invert= 332.00', Outlet Invert= 329.00' ‡ Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Reach R2: Inflow Area = 242 sf,100.00% Impervious, Inflow Depth = 0.54" for 25 year event Inflow = 0.02 cfs @ 11.96 hrs, Volume= 11 cf Outflow = 0.00 cfs @ 13.53 hrs, Volume= 11 cf, Atten= 92%, Lag= 93.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Max. Velocity= 0.07 fps, Min. Travel Time= 63.9 min Avg. Velocity = 0.07 fps, Avg. Travel Time= 63.9 min Peak Storage= 6 cf @ 12.46 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 2.00' Flow Area= 100.0 sf, Capacity= 138.97 cfs 50.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Length= 260.0' Slope= 0.0038 '/' Inlet Invert= 331.00', Outlet Invert= 330.00' ‡ Summary for Pond SMA1: paver Inflow Area = 3,210 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.53 cfs @ 11.90 hrs, Volume= 1,077 cf Outflow = 0.03 cfs @ 11.49 hrs, Volume= 1,077 cf, Atten= 93%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.49 hrs, Volume= 1,077 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 324.91' @ 12.40 hrs Surf.Area= 1,500 sf Storage= 395 cf Plug-Flow detention time= 73.9 min calculated for 1,077 cf (100% of inflow) Center-of-Mass det. time= 73.9 min ( 815.1 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 324.25' 600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.25 1,500 0.0 0 0 325.25 1,500 40.0 600 600 325.70 1,500 0.0 0 600 Device Routing Invert Outlet Devices #1 Discarded 324.25'1.000 in/hr Exfiltration over Surface area #2 Primary 325.65'60.0' long x 1.0' breadth Broad-Crested Rectangular Weir Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 33HydroCAD® 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 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 Discarded OutFlow Max=0.03 cfs @ 11.49 hrs HW=324.26' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA10: Inflow Area = 1,261 sf,100.00% Impervious, Inflow Depth = 2.04" for 25 year event Inflow = 0.21 cfs @ 11.89 hrs, Volume= 215 cf Outflow = 0.31 cfs @ 11.89 hrs, Volume= 215 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.61 hrs, Volume= 95 cf Primary = 0.31 cfs @ 11.89 hrs, Volume= 120 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 332.69' @ 11.89 hrs Surf.Area= 115 sf Storage= 46 cf Plug-Flow detention time= 127.0 min calculated for 215 cf (100% of inflow) Center-of-Mass det. time= 127.0 min ( 864.2 - 737.2 ) Volume Invert Avail.Storage Storage Description #1 331.50' 46 cf 1.00'W x 115.00'L x 1.00'H Prismatoid 115 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 332.45'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.61 hrs HW=331.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.30 cfs @ 11.89 hrs HW=332.68' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.30 cfs @ 1.30 fps) Summary for Pond SMA11: Inflow Area = 1,261 sf,100.00% Impervious, Inflow Depth = 2.04" for 25 year event Inflow = 0.21 cfs @ 11.89 hrs, Volume= 215 cf Outflow = 0.31 cfs @ 11.89 hrs, Volume= 215 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.61 hrs, Volume= 95 cf Primary = 0.31 cfs @ 11.89 hrs, Volume= 120 cf Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 34HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 332.69' @ 11.89 hrs Surf.Area= 115 sf Storage= 46 cf Plug-Flow detention time= 127.0 min calculated for 215 cf (100% of inflow) Center-of-Mass det. time= 127.0 min ( 864.2 - 737.2 ) Volume Invert Avail.Storage Storage Description #1 331.50' 46 cf 1.00'W x 115.00'L x 1.00'H Prismatoid 115 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 332.45'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.61 hrs HW=331.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.30 cfs @ 11.89 hrs HW=332.68' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.30 cfs @ 1.30 fps) Summary for Pond SMA12: Inflow Area = 996 sf,100.00% Impervious, Inflow Depth = 2.58" for 25 year event Inflow = 0.18 cfs @ 11.89 hrs, Volume= 214 cf Outflow = 0.17 cfs @ 11.89 hrs, Volume= 214 cf, Atten= 4%, Lag= 0.0 min Discarded = 0.00 cfs @ 8.26 hrs, Volume= 88 cf Primary = 0.17 cfs @ 11.89 hrs, Volume= 126 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 331.11' @ 11.89 hrs Surf.Area= 81 sf Storage= 32 cf Plug-Flow detention time= 125.3 min calculated for 214 cf (100% of inflow) Center-of-Mass det. time= 125.3 min ( 864.2 - 738.9 ) Volume Invert Avail.Storage Storage Description #1 330.00' 32 cf 1.00'W x 81.00'L x 1.00'H Prismatoid 81 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 330.95'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 330.00'0.500 in/hr Exfiltration over Surface area Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 35HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 8.26 hrs HW=330.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.17 cfs @ 11.89 hrs HW=331.11' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.17 cfs @ 1.07 fps) Summary for Pond SMA13: Inflow Area = 556 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.09 cfs @ 11.90 hrs, Volume= 186 cf Outflow = 0.11 cfs @ 11.89 hrs, Volume= 186 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 8.54 hrs, Volume= 120 cf Primary = 0.11 cfs @ 11.89 hrs, Volume= 66 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 332.57' @ 11.89 hrs Surf.Area= 115 sf Storage= 46 cf Plug-Flow detention time= 191.9 min calculated for 186 cf (100% of inflow) Center-of-Mass det. time= 191.9 min ( 933.1 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 331.50' 46 cf 1.00'W x 115.00'L x 1.00'H Prismatoid 115 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 332.45'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 8.54 hrs HW=331.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.11 cfs @ 11.89 hrs HW=332.57' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.11 cfs @ 0.91 fps) Summary for Pond SMA14: Inflow Area = 242 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.04 cfs @ 11.90 hrs, Volume= 81 cf Outflow = 0.02 cfs @ 11.96 hrs, Volume= 81 cf, Atten= 51%, Lag= 3.8 min Discarded = 0.00 cfs @ 10.12 hrs, Volume= 70 cf Primary = 0.02 cfs @ 11.96 hrs, Volume= 11 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 331.99' @ 11.96 hrs Surf.Area= 80 sf Storage= 32 cf Plug-Flow detention time= 240.5 min calculated for 81 cf (100% of inflow) Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 36HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Center-of-Mass det. time= 240.5 min ( 981.7 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 331.00' 32 cf 2.00'W x 40.00'L x 1.00'H Prismatoid 80 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 331.95'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.00'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.12 hrs HW=331.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.02 cfs @ 11.96 hrs HW=331.99' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.02 cfs @ 0.51 fps) Summary for Pond SMA2: depression2 Inflow Area = 5,567 sf, 6.59% Impervious, Inflow Depth = 2.34" for 25 year event Inflow = 0.47 cfs @ 12.01 hrs, Volume= 1,086 cf Outflow = 0.46 cfs @ 12.02 hrs, Volume= 1,085 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.01 cfs @ 12.02 hrs, Volume= 578 cf Primary = 0.45 cfs @ 12.02 hrs, Volume= 508 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 325.96' @ 12.02 hrs Surf.Area= 438 sf Storage= 192 cf Plug-Flow detention time= 136.1 min calculated for 1,085 cf (100% of inflow) Center-of-Mass det. time= 135.5 min ( 961.9 - 826.3 ) Volume Invert Avail.Storage Storage Description #1 325.25' 208 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.25 128 0 0 325.50 218 43 43 325.75 321 67 111 326.00 457 97 208 Device Routing Invert Outlet Devices #1 Discarded 325.25'1.000 in/hr Exfiltration over Surface area #2 Primary 325.95'100.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 37HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 12.02 hrs HW=325.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.44 cfs @ 12.02 hrs HW=325.96' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.44 cfs @ 0.30 fps) Summary for Pond SMA3: dep Inflow Area = 750 sf,100.00% Impervious, Inflow Depth = 2.41" for 25 year event Inflow = 0.07 cfs @ 11.90 hrs, Volume= 151 cf Outflow = 0.01 cfs @ 12.20 hrs, Volume= 151 cf, Atten= 91%, Lag= 18.2 min Discarded = 0.01 cfs @ 12.20 hrs, Volume= 151 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 325.42' @ 12.20 hrs Surf.Area= 296 sf Storage= 49 cf Plug-Flow detention time= 42.2 min calculated for 151 cf (100% of inflow) Center-of-Mass det. time= 42.2 min ( 783.4 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 325.25' 74 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.25 289 0 0 325.50 300 74 74 Device Routing Invert Outlet Devices #1 Discarded 325.25'1.000 in/hr Exfiltration over Surface area #2 Primary 325.45'70.0' 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 Discarded OutFlow Max=0.01 cfs @ 12.20 hrs HW=325.42' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA4: paver Inflow Area = 950 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.16 cfs @ 11.90 hrs, Volume= 319 cf Outflow = 0.00 cfs @ 10.43 hrs, Volume= 319 cf, Atten= 97%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.43 hrs, Volume= 319 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 38HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 325.38' @ 13.68 hrs Surf.Area= 350 sf Storage= 158 cf Plug-Flow detention time= 329.2 min calculated for 319 cf (100% of inflow) Center-of-Mass det. time= 329.2 min ( 1,070.4 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 324.25' 210 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.25 350 0.0 0 0 325.75 350 40.0 210 210 326.50 350 0.0 0 210 Device Routing Invert Outlet Devices #1 Discarded 324.25'0.500 in/hr Exfiltration over Surface area #2 Primary 326.25'60.0' 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 Discarded OutFlow Max=0.00 cfs @ 10.43 hrs HW=324.27' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.25' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA5: depression1 Inflow Area = 7,440 sf, 49.87% Impervious, Inflow Depth = 1.38" for 25 year event Inflow = 0.37 cfs @ 12.01 hrs, Volume= 855 cf Outflow = 0.35 cfs @ 12.07 hrs, Volume= 855 cf, Atten= 4%, Lag= 3.7 min Discarded = 0.01 cfs @ 12.07 hrs, Volume= 680 cf Primary = 0.34 cfs @ 12.07 hrs, Volume= 176 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 324.96' @ 12.07 hrs Surf.Area= 616 sf Storage= 307 cf Plug-Flow detention time= 227.0 min calculated for 855 cf (100% of inflow) Center-of-Mass det. time= 227.0 min ( 1,050.3 - 823.2 ) Volume Invert Avail.Storage Storage Description #1 324.00' 334 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 39HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 324.00 116 0 0 324.25 190 38 38 324.50 315 63 101 324.75 446 95 197 325.00 650 137 334 Device Routing Invert Outlet Devices #1 Discarded 324.00'1.000 in/hr Exfiltration over Surface area #2 Primary 324.95'178.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 12.07 hrs HW=324.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.25 cfs @ 12.07 hrs HW=324.96' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.25 cfs @ 0.20 fps) Summary for Pond SMA6: paver Inflow Area = 300 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.05 cfs @ 11.90 hrs, Volume= 101 cf Outflow = 0.00 cfs @ 11.58 hrs, Volume= 101 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.58 hrs, Volume= 101 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 324.28' @ 12.32 hrs Surf.Area= 325 sf Storage= 37 cf Plug-Flow detention time= 66.6 min calculated for 101 cf (100% of inflow) Center-of-Mass det. time= 66.6 min ( 807.8 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 324.00' 130 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.00 325 0.0 0 0 325.00 325 40.0 130 130 326.25 325 0.0 0 130 Device Routing Invert Outlet Devices #1 Discarded 324.00'0.500 in/hr Exfiltration over Surface area #2 Primary 325.70'60.0' 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 Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 40HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.58 hrs HW=324.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA7: Inflow Area = 242 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.04 cfs @ 11.90 hrs, Volume= 81 cf Outflow = 0.02 cfs @ 11.96 hrs, Volume= 81 cf, Atten= 51%, Lag= 3.8 min Discarded = 0.00 cfs @ 10.12 hrs, Volume= 70 cf Primary = 0.02 cfs @ 11.96 hrs, Volume= 11 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 331.99' @ 11.96 hrs Surf.Area= 80 sf Storage= 32 cf Plug-Flow detention time= 240.5 min calculated for 81 cf (100% of inflow) Center-of-Mass det. time= 240.5 min ( 981.7 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 331.00' 32 cf 2.00'W x 40.00'L x 1.00'H Prismatoid 80 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 331.95'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.00'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.12 hrs HW=331.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.02 cfs @ 11.96 hrs HW=331.99' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.02 cfs @ 0.51 fps) Summary for Pond SMA8: Inflow Area = 556 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.09 cfs @ 11.90 hrs, Volume= 186 cf Outflow = 0.11 cfs @ 11.89 hrs, Volume= 186 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 8.54 hrs, Volume= 120 cf Primary = 0.11 cfs @ 11.89 hrs, Volume= 66 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 41HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev= 332.57' @ 11.89 hrs Surf.Area= 115 sf Storage= 46 cf Plug-Flow detention time= 191.9 min calculated for 186 cf (100% of inflow) Center-of-Mass det. time= 191.9 min ( 933.1 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 331.50' 46 cf 1.00'W x 115.00'L x 1.00'H Prismatoid 115 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 332.45'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 331.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 8.54 hrs HW=331.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.11 cfs @ 11.89 hrs HW=332.57' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.11 cfs @ 0.91 fps) Summary for Pond SMA9: Inflow Area = 996 sf,100.00% Impervious, Inflow Depth = 2.58" for 25 year event Inflow = 0.18 cfs @ 11.89 hrs, Volume= 214 cf Outflow = 0.17 cfs @ 11.89 hrs, Volume= 214 cf, Atten= 4%, Lag= 0.0 min Discarded = 0.00 cfs @ 8.26 hrs, Volume= 88 cf Primary = 0.17 cfs @ 11.89 hrs, Volume= 126 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 331.11' @ 11.89 hrs Surf.Area= 81 sf Storage= 32 cf Plug-Flow detention time= 125.3 min calculated for 214 cf (100% of inflow) Center-of-Mass det. time= 125.3 min ( 864.2 - 738.9 ) Volume Invert Avail.Storage Storage Description #1 330.00' 32 cf 1.00'W x 81.00'L x 1.00'H Prismatoid 81 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 330.95'1.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 330.00'0.500 in/hr Exfiltration over Surface area Type II 24-hr 25 year Rainfall=4.26"postdevelopment2 Printed 5/5/2022Prepared by {enter your company name here} Page 42HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 8.26 hrs HW=330.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.17 cfs @ 11.89 hrs HW=331.11' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.17 cfs @ 1.07 fps) Summary for Link OFF1: WEST LOT Inflow Area = 21,014 sf, 27.49% Impervious, Inflow Depth = 1.07" for 25 year event Inflow = 0.83 cfs @ 11.94 hrs, Volume= 1,870 cf Primary = 0.83 cfs @ 11.94 hrs, Volume= 1,870 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Summary for Link OFF2: EAST LOT Inflow Area = 28,742 sf, 10.46% Impervious, Inflow Depth = 1.99" for 25 year event Inflow = 0.83 cfs @ 12.43 hrs, Volume= 4,757 cf Primary = 0.83 cfs @ 12.43 hrs, Volume= 4,757 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs