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Stormwater Narrative900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com STORMWATER MANAGEMENT NARRATIVE PROPOSED WEST RESIDENCE TOWN OF QUEENSBURY, NY Prepared by: Environmental Design Partnership Clifton Park, NY 12065 JANUARY 2022 Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 1.0 INTRODUCTION The applicant is proposing to demolish an existing residential building and construct a new single-family residence on an approximate 0.91 acre parcel and construct a single-family house on the neighboring 0.34 acre vacant parcel. The project site is located to the north side of Bay Parkway, off of Assembly Point Rd north of the intersection with Ridge Rd, in the Town of Queensbury, New York. The two proposed projects will result in total combined soil disturbance on the order of 33,164 square feet and approximately 16,713 square feet of impervious surface which is an increase of 8,733 square feet from existing. A stormwater management system will be designed to provide reduction of the stormwater runoff rates and volumes in accordance with the Town of Queensbury Stormwater Management Regulations. The proposed project includes less than 1 acre of disturbance therefore is not required to gain coverage under NYSDEC SPDES permit. The proposed stormwater management system will include 6 rain gardens, 1 porous pavers area, 3 grass depressions and 2 drip edges with a total storage volume on the order of 2,843 cubic feet. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed site improvements. The purpose of the stormwater management narrative is to assure that changes in the surface runoff characteristics, as a result of the proposed construction, will not adversely impact adjacent or downstream properties. On-site stormwater management will be implemented in accordance with the Town of Queensbury Stormwater Management Regulations, Chapter 147 of the Town Code, to accommodate runoff rate and volumes. 2.0 EXISTING SITE CONDITIONS The existing site consists of a single-family house, detached garage, several sheds, paved driveway and lawn area. The runoff flows to the north or west of the property eventually running into Lake George. The topography of the site is flat with the majority of the slopes around or below 5%. 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 SuB (Sutton Loam). The Soil Survey identifies SuB soil series as Hydrologic Soil Group (HSG) “B/D”. A hydraulic model of the preexisting site was prepared using the Hydrocad program. One (1) subcatchment was used to represent the existing drainage characteristics, see Figure 2. The existing parameters of topography, vegetation, slope and soil type are all incorporated into the predevelopment hydraulic model, the entire drainage area was modeled as “woods good” for the predevelopment model. The results for the existing condition model are summarized later in this report and have been included in Appendix A. Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 3.0 POST DEVELOPMENT STORMWATER ANALYSIS Site improvements to the property consist of removal of a single-family house, detached garage, several sheds, paved driveway and construction of a single-family house and driveway. Stormwater management practices have been designed to provide filtration, infiltration capacity and attenuation of stormwater runoff from the site area. The proposed stormwater management system shall consist of six (6) rain gardens, one (1) porous paver area, three (3) grass depressions and two (2) drip edges. The rain gardens will collect the stormwater runoff from portions of the dwelling roof and allow the runoff to be filtered and infiltrated into the ground. The six rain gardens have been sized accordingly to allow for the complete attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. The rain gardens have been designed with a planting soil media and a stone reservoir in order to allow for filtering of the contributing stormwater runoff. The proposed rain gardens will contain overflow weirs or stand pipes in order to keep water from backing up towards the dwelling. The proposed dwelling will not have a full basement. Overflow from the rain gardens will be directed to Lake George to follow pre development site conditions. The porous paver area has been designed to collect, attenuate and infiltrate the stormwater runoff from portions of the roof. Only areas that can meet the required 2’ separation from ground water are modeled as porous pavers in the stormwater calculations. The runoff will flow through the permeable pavers and into a stone reservoir below that will attenuate and infiltrate the runoff. The contributing area to the permeable paver areas will be approximately 0.03 acres of impervious area. The stormwater management area should be able to fully drain in less than 24 hours. The grass depressions have been designed to collect, attenuate and infiltrate the stormwater runoff from part of the driveway as well as from portions of the lawn and roof. Grass depressions #1 and #3 have been designed without infiltration because of the separation to ground water but will include an underdrain. The grass depressions have been sized accordingly to provide attenuation and infiltration of stormwater runoff for storms up to and including the 25-year design storm. Overflow from the grass depressions will be directed to Lake George to follow pre development site conditions. The drip edges are designed to college, attenuate and infiltrate the stormwater from the covered walk way. The drip edges have been sized accordingly to provide attenuation and infiltration of stormwater runoff for storms up to and including the 25-year design storm. Overflow from the drip edges will be directed to Lake George to follow pre development site conditions. 3.1 Town of Queensbury Stormwater Regulations The project consists of greater than 15,000 square feet of disturbance and therefore, according the Chapter 147 of the town code, is considered a major project. The proposed stormwater Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 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 Predevelopment Runoff Volume (cf) Post-Development Runoff Volume (cf) 1 6,608 6,191 Table 2: 25-Year (4.25 inch) Design Storm Runoff Rate Design Point Predevelopment Runoff Rate (cfs) Post-Development Runoff Rate (cfs) 1 3.90 3.22 4.0 SUMMARY Development of the proposed site has changed the stormwater drainage characteristics of the site; impervious area was added and the site was re-graded to support the improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the Queensbury Town Code. The proposed stormwater management system will comply with the recommendations in these standards related to runoff volume and flow rate reduction. Through the implementation of acceptable stormwater management practices, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: Evan Klein, E.I.T. Reviewed by: Brandon M. Ferguson, P.E. Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 5.0 REFERENCES HydroCAD version 6.00, Applied Microcomputer Systems, Chocura, New Hampshire. NYSDEC, 1990. “Technical and Operational Guidance Series (5.1.8) Stormwater Management Guidelines for New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 1992. “Reducing the Impacts of Stormwater Runoff from New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 2015. “New York State Stormwater Management Design Manual”, Center for Watershed Protection, Ellicott City, MD. Rawls, W.J., Brakensiek, D.L., and Saxton, K. E., 1982. “Estimation of Soil Properties”, Transactions of the American Society of Agricultural Engineers, Vol. 25, No. J, pp. 1316-1320. S.C.S., 1982. “TR-20 Project Formulation-Hydrology, Technical Release No. 20”, U.S. Department of Agriculture, Soil Conservation Service, Hydrology Unit Division of Engineering. Stormwater Management Narrative Bay Parkway. 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 LANDS N/F OFO'KEEFESTEPSIPF465'± ALONG THE SHOREMEAN HIGH WATERELEVATION 320.20MEAN LOW WATERELEVATION OF 317.74 X X X X X X X X X X XXDECKGarageShedS H E D 2 STORY LOG HOMEDock DOCKCOVEREDBOAT LIFTPATIOG A Z E B O FF=324.45 30.0'METALCOVERINV. 4" PVC=321.66INV. 4" PVC=321.62Shed18" Beech14" Tree14" Spruce14" Spruce14" Spruce14" Cedar14" Spruce12" Spruce20" Cherry26" Ash16" Spruce8" Spruce10" Spruce16" Pine38" Pine14" Spruce14" S p r u c e12" S p r u c e14" S p r u c e 6" SpruceSp r u c e RowCeda r S h r ub RowIRFIPFCIRSCIRS14600.5± Sq. Feet0.34± AcresAreaLands N/F ofPamela GoldeB:1306 P218226.15-5-15DockLandingUtility Pole 135'± Along Shore Line10'± to Shore9'± to ShoreDockDeckIPFCe d a r S h r u b R ow Wood Fence Bench MarkRR Spike InUP NG 3Elev. = 328.74'327327326326326326325325325325324324323323322322321321320320320328327 UPSteps Edge PlanterEdge PlanterEdge P l an te rEdge PlanterEdge PlanterSteps Typ.320325 3 2 3 324326322 3223251" = 40'2R:\WARREN\QUEENSBURY\BAY PARKWAY\106-108 WEST\05-DWG\Detailed Plans\FIGURES\STORMWATER COMBINED.dwg Jan 17, 2022 11:17:02AM, PROPERTY ON LAKE GEORGE 106 BAY PARKWAY TOWN OF QUEENSBURY APRIL 27, 2021 WEST RESIDENCEPREDEVELOPMENT WARREN COUNTY, NEW YORK TAX MAP. No. 226.15-1-17900 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. LANDS N/F OFO'KEEFESTEPSIPF465'± ALONG THE SHOREMEAN HIGH WATERELEVATION 320.20MEAN LOW WATERELEVATION OF 317.74 X X X X X X X X X X XXDockDOCKCOVEREDBOAT LIFT18" Beech14" Tree14" Spruce14" Spruce14" Spruce14" Cedar14" Spruce12" Spruce20" Cherry26" Ash16" Spruce8" Spruce10" Spruce16" Pine38" Pine14" Spruce14" S p r u c e12" S p r u c e14" S p r u c e 6" SpruceSp r u c e RowCeda r S h r ub RowIRFIPFCIRSCIRS14600.5± Sq. Feet0.34± AcresAreaLands N/F ofPamela GoldeB:1306 P218226.15-5-15DockLandingUtility Pole 135'± Along Shore Line10'± to Shore9'± to ShoreDockDeckIPFCe d a r S h r u b R ow Wood Fence Bench MarkRR Spike InUP NG 3Elev. = 328.74'327327326326326326325325325325324324323323322322321321320320320328327 UPSteps Edge PlanterSteps Typ.320325 3 2 3 324326322 3223251" = 40'3R:\WARREN\QUEENSBURY\BAY PARKWAY\106-108 WEST\05-DWG\Detailed Plans\FIGURES\STORMWATER COMBINED.dwg Jan 17, 2022 11:17:25AM, PROPERTY ON LAKE GEORGE 106 BAY PARKWAY TOWN OF QUEENSBURY APRIL 27, 2021 WEST RESIDENCEPOSTDEVELOPMENTWARREN COUNTY, NEW YORK TAX MAP. No. 226.15-1-17900 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. Stormwater Management Narrative Bay Parkway. 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 5/14/2021 Page 1 of 3481418048142004814220481424048142604814280481430048143204814340481418048142004814220481424048142604814280481430048143204814340608450608470608490608510608530608550608570 608450 608470 608490 608510 608530 608550 608570 43° 28' 26'' N 73° 39' 33'' W43° 28' 26'' N73° 39' 27'' W43° 28' 21'' N 73° 39' 33'' W43° 28' 21'' N 73° 39' 27'' 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: 1:853 if printed on A portrait (8.5" x 11") 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 20, Jun 11, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2015—Mar 29, 2017 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 5/14/2021 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI SuB Sutton loam, 3 to 8 percent slopes 2.0 57.0% W Water 1.5 43.0% Totals for Area of Interest 3.5 100.0% Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/14/2021 Page 3 of 3 Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix B Predevelopment Stormwater Modeling Calculations S1 DP Routing Diagram for PREDEVELOPMENT Prepared by {enter your company name here}, Printed 1/17/2022 HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 YR Type II 24-hr Default 24.00 1 2.13 2 2 10 YR Type II 24-hr Default 24.00 1 3.51 2 3 25 YR Type II 24-hr Default 24.00 1 4.25 2 PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 55,144 77 Woods, Good, HSG D (S1) 55,144 77 TOTAL AREA PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 0 HSG B 0 HSG C 55,144 HSG D S1 0 Other 55,144 TOTAL AREA PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-3a s/n 11387 © 2020 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 55,144 0 55,144 Woods, Good S 1 0 0 0 55,144 0 55,144 TOTAL AREA Type II 24-hr 1 YR Rainfall=2.13"PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 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=55,144 sf 0.00% Impervious Runoff Depth=0.52"Subcatchment S1: Flow Length=249' Tc=9.7 min CN=77 Runoff=0.93 cfs 2,388 cf Inflow=0.93 cfs 2,388 cfLink DP: Primary=0.93 cfs 2,388 cf Total Runoff Area = 55,144 sf Runoff Volume = 2,388 cf Average Runoff Depth = 0.52" 100.00% Pervious = 55,144 sf 0.00% Impervious = 0 sf Type II 24-hr 1 YR Rainfall=2.13"PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.93 cfs @ 12.03 hrs, Volume= 2,388 cf, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 55,144 77 Woods, Good, HSG D 55,144 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 92 0.0380 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.2 8 0.0250 0.80 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.1 15 0.0270 3.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 64 0.0270 2.46 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.0 70 0.0550 1.17 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 249 Total Summary for Link DP: Inflow Area = 55,144 sf, 0.00% Impervious, Inflow Depth = 0.52" for 1 YR event Inflow = 0.93 cfs @ 12.03 hrs, Volume= 2,388 cf Primary = 0.93 cfs @ 12.03 hrs, Volume= 2,388 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51"PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 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=55,144 sf 0.00% Impervious Runoff Depth=1.44"Subcatchment S1: Flow Length=249' Tc=9.7 min CN=77 Runoff=2.78 cfs 6,608 cf Inflow=2.78 cfs 6,608 cfLink DP: Primary=2.78 cfs 6,608 cf Total Runoff Area = 55,144 sf Runoff Volume = 6,608 cf Average Runoff Depth = 1.44" 100.00% Pervious = 55,144 sf 0.00% Impervious = 0 sf Type II 24-hr 10 YR Rainfall=3.51"PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 2.78 cfs @ 12.02 hrs, Volume= 6,608 cf, Depth= 1.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 55,144 77 Woods, Good, HSG D 55,144 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 92 0.0380 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.2 8 0.0250 0.80 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.1 15 0.0270 3.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 64 0.0270 2.46 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.0 70 0.0550 1.17 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 249 Total Summary for Link DP: Inflow Area = 55,144 sf, 0.00% Impervious, Inflow Depth = 1.44" for 10 YR event Inflow = 2.78 cfs @ 12.02 hrs, Volume= 6,608 cf Primary = 2.78 cfs @ 12.02 hrs, Volume= 6,608 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25"PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 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=55,144 sf 0.00% Impervious Runoff Depth=2.01"Subcatchment S1: Flow Length=249' Tc=9.7 min CN=77 Runoff=3.90 cfs 9,234 cf Inflow=3.90 cfs 9,234 cfLink DP: Primary=3.90 cfs 9,234 cf Total Runoff Area = 55,144 sf Runoff Volume = 9,234 cf Average Runoff Depth = 2.01" 100.00% Pervious = 55,144 sf 0.00% Impervious = 0 sf Type II 24-hr 25 YR Rainfall=4.25"PREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 3.90 cfs @ 12.01 hrs, Volume= 9,234 cf, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 55,144 77 Woods, Good, HSG D 55,144 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 92 0.0380 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.2 8 0.0250 0.80 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.1 15 0.0270 3.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 64 0.0270 2.46 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.0 70 0.0550 1.17 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 249 Total Summary for Link DP: Inflow Area = 55,144 sf, 0.00% Impervious, Inflow Depth = 2.01" for 25 YR event Inflow = 3.90 cfs @ 12.01 hrs, Volume= 9,234 cf Primary = 3.90 cfs @ 12.01 hrs, Volume= 9,234 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Table of ContentsPREDEVELOPMENT Printed 1/17/2022Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 1 YR Event 6 Node Listing 7 Subcat S1: 8 Link DP: 10 YR Event 8 Node Listing 9 Subcat S1: 10 Link DP: 25 YR Event 10 Node Listing 11 Subcat S1: 12 Link DP: Stormwater Management Narrative Bay Parkway. 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 S1 S10S11S12 S13 S2 S3 S4 S5 S6 S7 S8 S9 1R 2R 3R 4R SMA#1 RAIN GARDEN #1 SMA#10 RAIN GARDEN #5 SMA#11 RAIN GARDEN #6 SMA#12 GRASS DEPRESSION #3 SMA#2 RAIN GARDEN #2 SMA#3 DRIP EDGE #1 SMA#4 RAIN GARDEN #3 SMA#5 GRASS DEPRESSION #1 SMA#6 RAIN GARDEN #4 SMA#7 DRIP EDGE #2 SMA#8 GRASS DEPRESSION #2 SMA#9 POROUS PAVERS #3 DP Routing Diagram for POSTDEVELOPMENT COMBINED Prepared by {enter your company name here}, Printed 1/17/2022 HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 YR Type II 24-hr Default 24.00 1 2.13 2 2 10 YR Type II 24-hr Default 24.00 1 3.51 2 3 25 YR Type II 24-hr Default 24.00 1 4.25 2 POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 37,334 80 >75% Grass cover, Good, HSG D (S1, S11, S12, S13, S2, S3, S4, S5, S6, S7, S8, S9) 8,383 98 Paved parking, HSG D (S1, S10, S13, S6, S9) 569 98 Roofs, HSG D (S1, S10) 7,662 98 Unconnected roofs, HSG D (S11, S12, S13, S2, S3, S4, S5, S6, S7, S8) 1,193 77 Woods, Good, HSG D (S1) 55,141 85 TOTAL AREA POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 0 HSG B 0 HSG C 55,141 HSG D S1, S10, S11, S12, S13, S2, S3, S4, S5, S6, S7, S8, S9 0 Other 55,141 TOTAL AREA POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-3a s/n 11387 © 2020 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 37,334 0 37,334 >75% Grass cover, Good 0 0 0 8,383 0 8,383 Paved parking 0 0 0 569 0 569 Roofs 0 0 0 7,662 0 7,662 Unconnected roofs 0 0 0 1,193 0 1,193 Woods, Good 0 0 0 55,141 0 55,141 TOTAL AREA POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 SMA#1 322.00 322.00 40.0 0.0000 0.010 6.0 0.0 0.0 2 SMA#10 324.00 324.00 40.0 0.0000 0.010 6.0 0.0 0.0 3 SMA#4 322.00 322.00 60.0 0.0000 0.010 6.0 0.0 0.0 Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 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=29,696 sf 7.06% Impervious Runoff Depth=0.69"Subcatchment S1: Flow Length=100' Slope=0.0440 '/' Tc=8.1 min CN=81 Runoff=0.75 cfs 1,704 cf Runoff Area=1,240 sf 100.00% Impervious Runoff Depth=1.90"Subcatchment S10: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=98 Runoff=0.08 cfs 197 cf Runoff Area=749 sf 71.30% Impervious Runoff Depth=1.43"Subcatchment S11: Tc=0.0 min CN=93 Runoff=0.05 cfs 90 cf Runoff Area=661 sf 79.88% Impervious Runoff Depth=1.52"Subcatchment S12: Tc=0.0 min CN=94 Runoff=0.04 cfs 84 cf Runoff Area=2,822 sf 30.26% Impervious Runoff Depth=0.89"Subcatchment S13: Tc=0.0 min CN=85 Runoff=0.12 cfs 210 cf Runoff Area=1,360 sf 77.35% Impervious Runoff Depth=1.52"Subcatchment S2: Tc=0.0 min CN=94 Runoff=0.09 cfs 172 cf Runoff Area=782 sf 83.76% Impervious Runoff Depth=1.61"Subcatchment S3: Tc=0.0 min CN=95 Runoff=0.05 cfs 105 cf Runoff Area=518 sf 76.06% Impervious Runoff Depth=1.52"Subcatchment S4: Tc=0.0 min CN=94 Runoff=0.03 cfs 66 cf Runoff Area=1,621 sf 87.48% Impervious Runoff Depth=1.70"Subcatchment S5: Tc=0.0 min CN=96 Runoff=0.12 cfs 230 cf Runoff Area=12,686 sf 49.65% Impervious Runoff Depth=1.14"Subcatchment S6: Flow Length=100' Slope=0.0100 '/' Tc=14.0 min CN=89 Runoff=0.44 cfs 1,202 cf Runoff Area=346 sf 68.50% Impervious Runoff Depth=1.35"Subcatchment S7: Tc=0.0 min CN=92 Runoff=0.02 cfs 39 cf Runoff Area=380 sf 61.84% Impervious Runoff Depth=1.28"Subcatchment S8: Tc=0.0 min CN=91 Runoff=0.02 cfs 40 cf Runoff Area=2,280 sf 46.97% Impervious Runoff Depth=1.07"Subcatchment S9: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=88 Runoff=0.10 cfs 203 cf Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach 1R: n=0.030 L=41.0' S=0.0244 '/' Capacity=1,246.09 cfs Outflow=0.00 cfs 0 cf Avg. Flow Depth=0.00' Max Vel=1.49 fps Inflow=0.02 cfs 307 cfReach 2R: n=0.030 L=36.0' S=0.0667 '/' Capacity=2,678.20 cfs Outflow=0.02 cfs 307 cf Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach 3R: n=0.030 L=40.0' S=0.0750 '/' Capacity=2,840.66 cfs Outflow=0.00 cfs 0 cf Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach 4R: n=0.030 L=70.0' S=0.0643 '/' Capacity=5,107.70 cfs Outflow=0.00 cfs 0 cf Peak Elev=323.59' Storage=82 cf Inflow=0.09 cfs 172 cfPond SMA#1: RAIN GARDEN #1 Discarded=0.00 cfs 172 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 172 cf Peak Elev=326.21' Storage=40 cf Inflow=0.05 cfs 90 cfPond SMA#10: RAIN GARDEN #5 Discarded=0.00 cfs 90 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 90 cf Peak Elev=327.12' Storage=43 cf Inflow=0.04 cfs 84 cfPond SMA#11: RAIN GARDEN #6 Discarded=0.00 cfs 84 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 84 cf Peak Elev=325.28' Storage=210 cf Inflow=0.12 cfs 210 cfPond SMA#12: GRASS DEPRESSION #3 Outflow=0.00 cfs 0 cf Peak Elev=324.50' Storage=61 cf Inflow=0.05 cfs 105 cfPond SMA#2: RAIN GARDEN #2 Discarded=0.00 cfs 105 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 105 cf Peak Elev=324.23' Storage=3 cf Inflow=0.02 cfs 39 cfPond SMA#3: DRIP EDGE #1 Discarded=0.01 cfs 40 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 40 cf Peak Elev=324.20' Storage=31 cf Inflow=0.03 cfs 66 cfPond SMA#4: RAIN GARDEN #3 Discarded=0.00 cfs 66 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 66 cf Peak Elev=323.41' Storage=905 cf Inflow=0.44 cfs 1,202 cfPond SMA#5: GRASS DEPRESSION #1 Outflow=0.02 cfs 307 cf Peak Elev=325.37' Storage=137 cf Inflow=0.12 cfs 230 cfPond SMA#6: RAIN GARDEN #4 Discarded=0.00 cfs 230 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 230 cf Peak Elev=324.09' Storage=1 cf Inflow=0.02 cfs 40 cfPond SMA#7: DRIP EDGE #2 Discarded=0.02 cfs 41 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 41 cf Peak Elev=324.75' Storage=50 cf Inflow=0.10 cfs 203 cfPond SMA#8: GRASS DEPRESSION #2 Discarded=0.03 cfs 203 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 203 cf Peak Elev=325.50' Storage=1 cf Inflow=0.08 cfs 197 cfPond SMA#9: POROUS PAVERS #3 Discarded=0.08 cfs 197 cf Primary=0.00 cfs 0 cf Outflow=0.08 cfs 197 cf Inflow=0.75 cfs 2,011 cfLink DP: Primary=0.75 cfs 2,011 cf Total Runoff Area = 55,141 sf Runoff Volume = 4,340 cf Average Runoff Depth = 0.94" 69.87% Pervious = 38,527 sf 30.13% Impervious = 16,614 sf Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.75 cfs @ 12.00 hrs, Volume= 1,704 cf, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 26,405 80 >75% Grass cover, Good, HSG D 78 98 Roofs, HSG D 2,020 98 Paved parking, HSG D 1,193 77 Woods, Good, HSG D 29,696 81 Weighted Average 27,598 92.94% Pervious Area 2,098 7.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0440 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment S10: Runoff = 0.08 cfs @ 11.96 hrs, Volume= 197 cf, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 0 80 >75% Grass cover, Good, HSG D 491 98 Roofs, HSG D 749 98 Paved parking, HSG D 1,240 98 Weighted Average 1,240 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S11: Runoff = 0.05 cfs @ 11.89 hrs, Volume= 90 cf, Depth= 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 215 80 >75% Grass cover, Good, HSG D 534 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 749 93 Weighted Average 215 28.70% Pervious Area 534 71.30% Impervious Area 534 100.00% Unconnected Summary for Subcatchment S12: Runoff = 0.04 cfs @ 11.89 hrs, Volume= 84 cf, Depth= 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 133 80 >75% Grass cover, Good, HSG D 528 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 661 94 Weighted Average 133 20.12% Pervious Area 528 79.88% Impervious Area 528 100.00% Unconnected Summary for Subcatchment S13: Runoff = 0.12 cfs @ 11.89 hrs, Volume= 210 cf, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 1,968 80 >75% Grass cover, Good, HSG D 688 98 Unconnected roofs, HSG D 166 98 Paved parking, HSG D 2,822 85 Weighted Average 1,968 69.74% Pervious Area 854 30.26% Impervious Area 688 80.56% Unconnected Summary for Subcatchment S2: Runoff = 0.09 cfs @ 11.89 hrs, Volume= 172 cf, Depth= 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 308 80 >75% Grass cover, Good, HSG D 1,052 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 1,360 94 Weighted Average 308 22.65% Pervious Area 1,052 77.35% Impervious Area 1,052 100.00% Unconnected Summary for Subcatchment S3: Runoff = 0.05 cfs @ 11.89 hrs, Volume= 105 cf, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 127 80 >75% Grass cover, Good, HSG D 655 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 782 95 Weighted Average 127 16.24% Pervious Area 655 83.76% Impervious Area 655 100.00% Unconnected Summary for Subcatchment S4: Runoff = 0.03 cfs @ 11.89 hrs, Volume= 66 cf, Depth= 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 124 80 >75% Grass cover, Good, HSG D 394 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 518 94 Weighted Average 124 23.94% Pervious Area 394 76.06% Impervious Area 394 100.00% Unconnected Summary for Subcatchment S5: Runoff = 0.12 cfs @ 11.89 hrs, Volume= 230 cf, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 203 80 >75% Grass cover, Good, HSG D 1,418 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 1,621 96 Weighted Average 203 12.52% Pervious Area 1,418 87.48% Impervious Area 1,418 100.00% Unconnected Summary for Subcatchment S6: Runoff = 0.44 cfs @ 12.06 hrs, Volume= 1,202 cf, Depth= 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 6,388 80 >75% Grass cover, Good, HSG D 1,921 98 Unconnected roofs, HSG D 4,377 98 Paved parking, HSG D 12,686 89 Weighted Average 6,388 50.35% Pervious Area 6,298 49.65% Impervious Area 1,921 30.50% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 20 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.4 16 0.0100 0.64 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 8.0 47 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.3 12 0.0100 0.60 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.3 5 0.0100 0.06 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 14.0 100 Total Summary for Subcatchment S7: Runoff = 0.02 cfs @ 11.89 hrs, Volume= 39 cf, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 109 80 >75% Grass cover, Good, HSG D 237 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 346 92 Weighted Average 109 31.50% Pervious Area 237 68.50% Impervious Area 237 100.00% Unconnected Summary for Subcatchment S8: Runoff = 0.02 cfs @ 11.89 hrs, Volume= 40 cf, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 145 80 >75% Grass cover, Good, HSG D 235 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 380 91 Weighted Average 145 38.16% Pervious Area 235 61.84% Impervious Area 235 100.00% Unconnected Summary for Subcatchment S9: Runoff = 0.10 cfs @ 11.97 hrs, Volume= 203 cf, Depth= 1.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 1,209 80 >75% Grass cover, Good, HSG D 0 98 Roofs, HSG D 1,071 98 Paved parking, HSG D 2,280 88 Weighted Average 1,209 53.03% Pervious Area 1,071 46.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 2,001 sf, 82.61% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 80.0 sf, Capacity= 1,246.09 cfs 20.00' x 4.00' deep channel, n= 0.030 Short grass Length= 41.0' Slope= 0.0244 '/' Inlet Invert= 324.00', Outlet Invert= 323.00' Summary for Reach 2R: Inflow Area = 18,207 sf, 56.36% Impervious, Inflow Depth = 0.20" for 1 YR event Inflow = 0.02 cfs @ 15.15 hrs, Volume= 307 cf Outflow = 0.02 cfs @ 15.17 hrs, Volume= 307 cf, Atten= 0%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 1.49 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.49 fps, Avg. Travel Time= 0.4 min Peak Storage= 0 cf @ 15.16 hrs Average Depth at Peak Storage= 0.00' , Surface Width= 25.00' Bank-Full Depth= 4.00' Flow Area= 100.0 sf, Capacity= 2,678.20 cfs 25.00' x 4.00' deep channel, n= 0.030 Short grass Length= 36.0' Slope= 0.0667 '/' Inlet Invert= 323.40', Outlet Invert= 321.00' Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Reach 3R: Inflow Area = 1,128 sf, 79.08% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 100.0 sf, Capacity= 2,840.66 cfs 25.00' x 4.00' deep channel, n= 0.030 Short grass Length= 40.0' Slope= 0.0750 '/' Inlet Invert= 324.00', Outlet Invert= 321.00' Summary for Reach 4R: Inflow Area = 3,483 sf, 39.68% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 4.00' Flow Area= 180.0 sf, Capacity= 5,107.70 cfs 45.00' x 4.00' deep channel, n= 0.030 Short grass Length= 70.0' Slope= 0.0643 '/' Inlet Invert= 325.50', Outlet Invert= 321.00' ‡ Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Pond SMA#1: RAIN GARDEN #1 Inflow Area = 1,360 sf, 77.35% Impervious, Inflow Depth = 1.52" for 1 YR event Inflow = 0.09 cfs @ 11.89 hrs, Volume= 172 cf Outflow = 0.00 cfs @ 11.35 hrs, Volume= 172 cf, Atten= 96%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.35 hrs, Volume= 172 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 323.59' @ 13.10 hrs Surf.Area= 308 sf Storage= 82 cf Plug-Flow detention time= 204.6 min calculated for 172 cf (100% of inflow) Center-of-Mass det. time= 204.5 min ( 997.2 - 792.6 ) Volume Invert Avail.Storage Storage Description #1 322.75' 354 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 322.75 308 0.0 0 0 323.25 308 40.0 62 62 324.25 308 20.0 62 123 325.00 308 100.0 231 354 Device Routing Invert Outlet Devices #1 Discarded 322.75'0.500 in/hr Exfiltration over Surface area #2 Device 3 324.75'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 322.00'6.0" Round Culvert L= 40.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 322.00' / 322.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 11.35 hrs HW=322.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=322.75' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.41 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#10: RAIN GARDEN #5 Inflow Area = 749 sf, 71.30% Impervious, Inflow Depth = 1.43" for 1 YR event Inflow = 0.05 cfs @ 11.89 hrs, Volume= 90 cf Outflow = 0.00 cfs @ 11.55 hrs, Volume= 90 cf, Atten= 95%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.55 hrs, Volume= 90 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 326.21' @ 12.71 hrs Surf.Area= 215 sf Storage= 40 cf Plug-Flow detention time= 134.4 min calculated for 89 cf (100% of inflow) Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Center-of-Mass det. time= 134.4 min ( 933.3 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 325.75' 247 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.75 215 0.0 0 0 326.25 215 40.0 43 43 327.25 215 20.0 43 86 328.00 215 100.0 161 247 Device Routing Invert Outlet Devices #1 Discarded 325.75'0.500 in/hr Exfiltration over Surface area #2 Device 3 327.75'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 324.00'6.0" Round Culvert L= 40.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 324.00' / 324.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 11.55 hrs HW=325.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.75' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.91 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#11: RAIN GARDEN #6 Inflow Area = 661 sf, 79.88% Impervious, Inflow Depth = 1.52" for 1 YR event Inflow = 0.04 cfs @ 11.89 hrs, Volume= 84 cf Outflow = 0.00 cfs @ 11.15 hrs, Volume= 84 cf, Atten= 97%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.15 hrs, Volume= 84 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 327.12' @ 13.62 hrs Surf.Area= 115 sf Storage= 43 cf Plug-Flow detention time= 304.3 min calculated for 84 cf (100% of inflow) Center-of-Mass det. time= 304.2 min ( 1,096.9 - 792.6 ) Volume Invert Avail.Storage Storage Description #1 325.75' 132 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.75 115 0.0 0 0 326.25 115 40.0 23 23 327.25 115 20.0 23 46 328.00 115 100.0 86 132 Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 327.75'10.0' 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 325.75'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 11.15 hrs HW=325.77' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.75' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#12: GRASS DEPRESSION #3 Inflow Area = 2,822 sf, 30.26% Impervious, Inflow Depth = 0.89" for 1 YR event Inflow = 0.12 cfs @ 11.89 hrs, Volume= 210 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.28' @ 24.05 hrs Surf.Area= 402 sf Storage= 210 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 324.50' 448 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.50 184 59.0 0 0 184 325.00 280 69.0 115 115 291 325.50 515 88.0 196 311 531 325.75 582 93.0 137 448 607 Device Routing Invert Outlet Devices #1 Primary 325.50'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Pond SMA#2: RAIN GARDEN #2 Inflow Area = 782 sf, 83.76% Impervious, Inflow Depth = 1.61" for 1 YR event Inflow = 0.05 cfs @ 11.89 hrs, Volume= 105 cf Outflow = 0.00 cfs @ 10.50 hrs, Volume= 105 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.50 hrs, Volume= 105 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.50' @ 15.07 hrs Surf.Area= 93 sf Storage= 61 cf Plug-Flow detention time= 537.2 min calculated for 105 cf (100% of inflow) Center-of-Mass det. time= 537.3 min ( 1,322.9 - 785.6 ) Volume Invert Avail.Storage Storage Description #1 322.75' 107 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 322.75 93 0.0 0 0 323.25 93 40.0 19 19 324.25 93 20.0 19 37 325.00 93 100.0 70 107 Device Routing Invert Outlet Devices #1 Primary 324.75'10.0' 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 322.75'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.50 hrs HW=322.77' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=322.75' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#3: DRIP EDGE #1 Inflow Area = 346 sf, 68.50% Impervious, Inflow Depth = 1.35" for 1 YR event Inflow = 0.02 cfs @ 11.89 hrs, Volume= 39 cf Outflow = 0.01 cfs @ 11.85 hrs, Volume= 40 cf, Atten= 40%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.85 hrs, Volume= 40 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.23' @ 11.95 hrs Surf.Area= 110 sf Storage= 3 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 324.17' 15 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.17 110 0.0 0 0 324.50 110 40.0 15 15 Device Routing Invert Outlet Devices #1 Discarded 324.17'5.000 in/hr Exfiltration over Surface area #2 Primary 324.49'65.0' 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 @ 11.85 hrs HW=324.18' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.17' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#4: RAIN GARDEN #3 Inflow Area = 518 sf, 76.06% Impervious, Inflow Depth = 1.52" for 1 YR event Inflow = 0.03 cfs @ 11.89 hrs, Volume= 66 cf Outflow = 0.00 cfs @ 11.40 hrs, Volume= 66 cf, Atten= 96%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.40 hrs, Volume= 66 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.20' @ 12.99 hrs Surf.Area= 124 sf Storage= 31 cf Plug-Flow detention time= 187.9 min calculated for 66 cf (100% of inflow) Center-of-Mass det. time= 187.8 min ( 980.5 - 792.6 ) Volume Invert Avail.Storage Storage Description #1 323.45' 143 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 323.45 124 0.0 0 0 323.95 124 40.0 25 25 324.95 124 20.0 25 50 325.70 124 100.0 93 143 Device Routing Invert Outlet Devices #1 Discarded 323.45'0.500 in/hr Exfiltration over Surface area #2 Device 3 325.45'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 322.00'6.0" Round Culvert Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC L= 60.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 322.00' / 322.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 11.40 hrs HW=323.47' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.45' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.71 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#5: GRASS DEPRESSION #1 Inflow Area = 18,207 sf, 56.36% Impervious, Inflow Depth = 0.79" for 1 YR event Inflow = 0.44 cfs @ 12.06 hrs, Volume= 1,202 cf Outflow = 0.02 cfs @ 15.15 hrs, Volume= 307 cf, Atten= 97%, Lag= 185.6 min Primary = 0.02 cfs @ 15.15 hrs, Volume= 307 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 323.41' @ 15.15 hrs Surf.Area= 2,055 sf Storage= 905 cf Plug-Flow detention time= 427.4 min calculated for 307 cf (26% of inflow) Center-of-Mass det. time= 292.2 min ( 1,124.9 - 832.7 ) Volume Invert Avail.Storage Storage Description #1 322.90' 1,105 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 322.90 1,536 338.0 0 0 1,536 323.00 1,637 340.0 159 159 1,649 323.40 2,050 348.0 736 894 2,108 323.50 2,155 350.0 210 1,105 2,225 Device Routing Invert Outlet Devices #1 Primary 323.40'15.0' 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 Primary OutFlow Max=0.01 cfs @ 15.15 hrs HW=323.41' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.19 fps) Summary for Pond SMA#6: RAIN GARDEN #4 Inflow Area = 1,621 sf, 87.48% Impervious, Inflow Depth = 1.70" for 1 YR event Inflow = 0.12 cfs @ 11.89 hrs, Volume= 230 cf Outflow = 0.00 cfs @ 10.15 hrs, Volume= 230 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.15 hrs, Volume= 230 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.37' @ 15.49 hrs Surf.Area= 177 sf Storage= 137 cf Plug-Flow detention time= 626.0 min calculated for 230 cf (100% of inflow) Center-of-Mass det. time= 626.2 min ( 1,403.8 - 777.6 ) Volume Invert Avail.Storage Storage Description #1 323.50' 204 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 323.50 177 0.0 0 0 324.00 177 40.0 35 35 325.00 177 20.0 35 71 325.75 177 100.0 133 204 Device Routing Invert Outlet Devices #1 Primary 325.50'10.0' 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 323.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.15 hrs HW=323.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#7: DRIP EDGE #2 Inflow Area = 380 sf, 61.84% Impervious, Inflow Depth = 1.28" for 1 YR event Inflow = 0.02 cfs @ 11.89 hrs, Volume= 40 cf Outflow = 0.02 cfs @ 11.85 hrs, Volume= 41 cf, Atten= 25%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.85 hrs, Volume= 41 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.09' @ 11.93 hrs Surf.Area= 145 sf Storage= 1 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 324.07' 19 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.07 145 0.0 0 0 324.40 145 40.0 19 19 Device Routing Invert Outlet Devices #1 Discarded 324.07'5.000 in/hr Exfiltration over Surface area #2 Primary 324.39'65.0' 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=0.02 cfs @ 11.85 hrs HW=324.08' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.07' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#8: GRASS DEPRESSION #2 Inflow Area = 3,520 sf, 65.65% Impervious, Inflow Depth = 0.69" for 1 YR event Inflow = 0.10 cfs @ 11.97 hrs, Volume= 203 cf Outflow = 0.03 cfs @ 12.12 hrs, Volume= 203 cf, Atten= 74%, Lag= 9.1 min Discarded = 0.03 cfs @ 12.12 hrs, Volume= 203 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.75' @ 12.12 hrs Surf.Area= 218 sf Storage= 50 cf Plug-Flow detention time= 11.2 min calculated for 203 cf (100% of inflow) Center-of-Mass det. time= 11.2 min ( 840.9 - 829.8 ) Volume Invert Avail.Storage Storage Description #1 324.50' 267 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.50 175 56.0 0 0 175 325.50 372 75.0 267 267 384 Device Routing Invert Outlet Devices #1 Discarded 324.50'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.03 cfs @ 12.12 hrs HW=324.75' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#9: POROUS PAVERS #3 Inflow Area = 1,240 sf,100.00% Impervious, Inflow Depth = 1.90" for 1 YR event Inflow = 0.08 cfs @ 11.96 hrs, Volume= 197 cf Outflow = 0.08 cfs @ 11.97 hrs, Volume= 197 cf, Atten= 1%, Lag= 0.4 min Discarded = 0.08 cfs @ 11.97 hrs, Volume= 197 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.50' @ 11.97 hrs Surf.Area= 749 sf Storage= 1 cf Plug-Flow detention time= 0.3 min calculated for 197 cf (100% of inflow) Center-of-Mass det. time= 0.3 min ( 762.4 - 762.1 ) Volume Invert Avail.Storage Storage Description #1 325.50' 150 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.50 749 0.0 0 0 326.00 749 40.0 150 150 Device Routing Invert Outlet Devices #1 Discarded 325.50'5.000 in/hr Exfiltration over Surface area #2 Primary 326.00'65.0' 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=0.09 cfs @ 11.97 hrs HW=325.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP: Inflow Area = 55,141 sf, 30.13% Impervious, Inflow Depth = 0.44" for 1 YR event Inflow = 0.75 cfs @ 12.00 hrs, Volume= 2,011 cf Primary = 0.75 cfs @ 12.00 hrs, Volume= 2,011 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 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=29,696 sf 7.06% Impervious Runoff Depth=1.72"Subcatchment S1: Flow Length=100' Slope=0.0440 '/' Tc=8.1 min CN=81 Runoff=1.91 cfs 4,248 cf Runoff Area=1,240 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S10: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=98 Runoff=0.14 cfs 339 cf Runoff Area=749 sf 71.30% Impervious Runoff Depth=2.74"Subcatchment S11: Tc=0.0 min CN=93 Runoff=0.09 cfs 171 cf Runoff Area=661 sf 79.88% Impervious Runoff Depth=2.85"Subcatchment S12: Tc=0.0 min CN=94 Runoff=0.08 cfs 157 cf Runoff Area=2,822 sf 30.26% Impervious Runoff Depth=2.03"Subcatchment S13: Tc=0.0 min CN=85 Runoff=0.26 cfs 476 cf Runoff Area=1,360 sf 77.35% Impervious Runoff Depth=2.85"Subcatchment S2: Tc=0.0 min CN=94 Runoff=0.16 cfs 322 cf Runoff Area=782 sf 83.76% Impervious Runoff Depth=2.95"Subcatchment S3: Tc=0.0 min CN=95 Runoff=0.10 cfs 192 cf Runoff Area=518 sf 76.06% Impervious Runoff Depth=2.85"Subcatchment S4: Tc=0.0 min CN=94 Runoff=0.06 cfs 123 cf Runoff Area=1,621 sf 87.48% Impervious Runoff Depth=3.06"Subcatchment S5: Tc=0.0 min CN=96 Runoff=0.20 cfs 413 cf Runoff Area=12,686 sf 49.65% Impervious Runoff Depth=2.37"Subcatchment S6: Flow Length=100' Slope=0.0100 '/' Tc=14.0 min CN=89 Runoff=0.90 cfs 2,502 cf Runoff Area=346 sf 68.50% Impervious Runoff Depth=2.65"Subcatchment S7: Tc=0.0 min CN=92 Runoff=0.04 cfs 76 cf Runoff Area=380 sf 61.84% Impervious Runoff Depth=2.55"Subcatchment S8: Tc=0.0 min CN=91 Runoff=0.04 cfs 81 cf Runoff Area=2,280 sf 46.97% Impervious Runoff Depth=2.28"Subcatchment S9: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=88 Runoff=0.20 cfs 433 cf Avg. Flow Depth=0.01' Max Vel=0.90 fps Inflow=0.22 cfs 124 cfReach 1R: n=0.030 L=41.0' S=0.0244 '/' Capacity=1,246.09 cfs Outflow=0.14 cfs 125 cf Avg. Flow Depth=0.02' Max Vel=1.49 fps Inflow=0.73 cfs 1,732 cfReach 2R: n=0.030 L=36.0' S=0.0667 '/' Capacity=2,678.20 cfs Outflow=0.74 cfs 1,732 cf Avg. Flow Depth=0.00' Max Vel=1.58 fps Inflow=0.04 cfs 45 cfReach 3R: n=0.030 L=40.0' S=0.0750 '/' Capacity=2,840.66 cfs Outflow=0.04 cfs 45 cf Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.00' Max Vel=1.47 fps Inflow=0.01 cfs 165 cfReach 4R: n=0.030 L=70.0' S=0.0643 '/' Capacity=5,107.70 cfs Outflow=0.01 cfs 165 cf Peak Elev=324.43' Storage=179 cf Inflow=0.16 cfs 322 cfPond SMA#1: RAIN GARDEN #1 Discarded=0.00 cfs 322 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 322 cf Peak Elev=327.26' Storage=89 cf Inflow=0.09 cfs 171 cfPond SMA#10: RAIN GARDEN #5 Discarded=0.00 cfs 171 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 171 cf Peak Elev=327.67' Storage=94 cf Inflow=0.08 cfs 157 cfPond SMA#11: RAIN GARDEN #6 Discarded=0.00 cfs 157 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 157 cf Peak Elev=325.51' Storage=315 cf Inflow=0.26 cfs 476 cfPond SMA#12: GRASS DEPRESSION #3 Outflow=0.01 cfs 165 cf Peak Elev=324.76' Storage=85 cf Inflow=0.10 cfs 192 cfPond SMA#2: RAIN GARDEN #2 Discarded=0.00 cfs 147 cf Primary=0.04 cfs 45 cf Outflow=0.04 cfs 192 cf Peak Elev=324.47' Storage=13 cf Inflow=0.04 cfs 76 cfPond SMA#3: DRIP EDGE #1 Discarded=0.01 cfs 76 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 76 cf Peak Elev=325.09' Storage=67 cf Inflow=0.06 cfs 123 cfPond SMA#4: RAIN GARDEN #3 Discarded=0.00 cfs 123 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 123 cf Peak Elev=323.47' Storage=1,039 cf Inflow=0.93 cfs 2,626 cfPond SMA#5: GRASS DEPRESSION #1 Outflow=0.73 cfs 1,732 cf Peak Elev=325.54' Storage=166 cf Inflow=0.20 cfs 413 cfPond SMA#6: RAIN GARDEN #4 Discarded=0.00 cfs 288 cf Primary=0.22 cfs 124 cf Outflow=0.23 cfs 413 cf Peak Elev=324.26' Storage=11 cf Inflow=0.04 cfs 81 cfPond SMA#7: DRIP EDGE #2 Discarded=0.02 cfs 81 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 81 cf Peak Elev=325.12' Storage=142 cf Inflow=0.20 cfs 433 cfPond SMA#8: GRASS DEPRESSION #2 Discarded=0.03 cfs 433 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 433 cf Peak Elev=325.57' Storage=21 cf Inflow=0.14 cfs 339 cfPond SMA#9: POROUS PAVERS #3 Discarded=0.09 cfs 339 cf Primary=0.00 cfs 0 cf Outflow=0.09 cfs 339 cf Inflow=1.95 cfs 6,191 cfLink DP: Primary=1.95 cfs 6,191 cf Total Runoff Area = 55,141 sf Runoff Volume = 9,533 cf Average Runoff Depth = 2.07" 69.87% Pervious = 38,527 sf 30.13% Impervious = 16,614 sf Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 1.91 cfs @ 12.00 hrs, Volume= 4,248 cf, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 26,405 80 >75% Grass cover, Good, HSG D 78 98 Roofs, HSG D 2,020 98 Paved parking, HSG D 1,193 77 Woods, Good, HSG D 29,696 81 Weighted Average 27,598 92.94% Pervious Area 2,098 7.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0440 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment S10: Runoff = 0.14 cfs @ 11.96 hrs, Volume= 339 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 0 80 >75% Grass cover, Good, HSG D 491 98 Roofs, HSG D 749 98 Paved parking, HSG D 1,240 98 Weighted Average 1,240 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S11: Runoff = 0.09 cfs @ 11.89 hrs, Volume= 171 cf, Depth= 2.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 215 80 >75% Grass cover, Good, HSG D 534 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 749 93 Weighted Average 215 28.70% Pervious Area 534 71.30% Impervious Area 534 100.00% Unconnected Summary for Subcatchment S12: Runoff = 0.08 cfs @ 11.89 hrs, Volume= 157 cf, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 133 80 >75% Grass cover, Good, HSG D 528 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 661 94 Weighted Average 133 20.12% Pervious Area 528 79.88% Impervious Area 528 100.00% Unconnected Summary for Subcatchment S13: Runoff = 0.26 cfs @ 11.89 hrs, Volume= 476 cf, Depth= 2.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 1,968 80 >75% Grass cover, Good, HSG D 688 98 Unconnected roofs, HSG D 166 98 Paved parking, HSG D 2,822 85 Weighted Average 1,968 69.74% Pervious Area 854 30.26% Impervious Area 688 80.56% Unconnected Summary for Subcatchment S2: Runoff = 0.16 cfs @ 11.89 hrs, Volume= 322 cf, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 308 80 >75% Grass cover, Good, HSG D 1,052 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 1,360 94 Weighted Average 308 22.65% Pervious Area 1,052 77.35% Impervious Area 1,052 100.00% Unconnected Summary for Subcatchment S3: Runoff = 0.10 cfs @ 11.89 hrs, Volume= 192 cf, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 127 80 >75% Grass cover, Good, HSG D 655 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 782 95 Weighted Average 127 16.24% Pervious Area 655 83.76% Impervious Area 655 100.00% Unconnected Summary for Subcatchment S4: Runoff = 0.06 cfs @ 11.89 hrs, Volume= 123 cf, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 124 80 >75% Grass cover, Good, HSG D 394 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 518 94 Weighted Average 124 23.94% Pervious Area 394 76.06% Impervious Area 394 100.00% Unconnected Summary for Subcatchment S5: Runoff = 0.20 cfs @ 11.89 hrs, Volume= 413 cf, Depth= 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 203 80 >75% Grass cover, Good, HSG D 1,418 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 1,621 96 Weighted Average 203 12.52% Pervious Area 1,418 87.48% Impervious Area 1,418 100.00% Unconnected Summary for Subcatchment S6: Runoff = 0.90 cfs @ 12.06 hrs, Volume= 2,502 cf, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 6,388 80 >75% Grass cover, Good, HSG D 1,921 98 Unconnected roofs, HSG D 4,377 98 Paved parking, HSG D 12,686 89 Weighted Average 6,388 50.35% Pervious Area 6,298 49.65% Impervious Area 1,921 30.50% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 20 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.4 16 0.0100 0.64 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 8.0 47 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.3 12 0.0100 0.60 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.3 5 0.0100 0.06 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 14.0 100 Total Summary for Subcatchment S7: Runoff = 0.04 cfs @ 11.89 hrs, Volume= 76 cf, Depth= 2.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 109 80 >75% Grass cover, Good, HSG D 237 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 346 92 Weighted Average 109 31.50% Pervious Area 237 68.50% Impervious Area 237 100.00% Unconnected Summary for Subcatchment S8: Runoff = 0.04 cfs @ 11.89 hrs, Volume= 81 cf, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 145 80 >75% Grass cover, Good, HSG D 235 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 380 91 Weighted Average 145 38.16% Pervious Area 235 61.84% Impervious Area 235 100.00% Unconnected Summary for Subcatchment S9: Runoff = 0.20 cfs @ 11.97 hrs, Volume= 433 cf, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 1,209 80 >75% Grass cover, Good, HSG D 0 98 Roofs, HSG D 1,071 98 Paved parking, HSG D 2,280 88 Weighted Average 1,209 53.03% Pervious Area 1,071 46.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 2,001 sf, 82.61% Impervious, Inflow Depth = 0.75" for 10 YR event Inflow = 0.22 cfs @ 11.95 hrs, Volume= 124 cf Outflow = 0.14 cfs @ 11.97 hrs, Volume= 125 cf, Atten= 39%, Lag= 1.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 0.90 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.90 fps, Avg. Travel Time= 0.8 min Peak Storage= 8 cf @ 11.96 hrs Average Depth at Peak Storage= 0.01' , Surface Width= 20.00' Bank-Full Depth= 4.00' Flow Area= 80.0 sf, Capacity= 1,246.09 cfs 20.00' x 4.00' deep channel, n= 0.030 Short grass Length= 41.0' Slope= 0.0244 '/' Inlet Invert= 324.00', Outlet Invert= 323.00' Summary for Reach 2R: Inflow Area = 18,207 sf, 56.36% Impervious, Inflow Depth = 1.14" for 10 YR event Inflow = 0.73 cfs @ 12.15 hrs, Volume= 1,732 cf Outflow = 0.74 cfs @ 12.17 hrs, Volume= 1,732 cf, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 1.49 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.49 fps, Avg. Travel Time= 0.4 min Peak Storage= 19 cf @ 12.16 hrs Average Depth at Peak Storage= 0.02' , Surface Width= 25.00' Bank-Full Depth= 4.00' Flow Area= 100.0 sf, Capacity= 2,678.20 cfs 25.00' x 4.00' deep channel, n= 0.030 Short grass Length= 36.0' Slope= 0.0667 '/' Inlet Invert= 323.40', Outlet Invert= 321.00' Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 33HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Reach 3R: Inflow Area = 1,128 sf, 79.08% Impervious, Inflow Depth = 0.48" for 10 YR event Inflow = 0.04 cfs @ 11.98 hrs, Volume= 45 cf Outflow = 0.04 cfs @ 11.99 hrs, Volume= 45 cf, Atten= 4%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 1.58 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.58 fps, Avg. Travel Time= 0.4 min Peak Storage= 1 cf @ 11.99 hrs Average Depth at Peak Storage= 0.00' , Surface Width= 25.00' Bank-Full Depth= 4.00' Flow Area= 100.0 sf, Capacity= 2,840.66 cfs 25.00' x 4.00' deep channel, n= 0.030 Short grass Length= 40.0' Slope= 0.0750 '/' Inlet Invert= 324.00', Outlet Invert= 321.00' Summary for Reach 4R: Inflow Area = 3,483 sf, 39.68% Impervious, Inflow Depth = 0.57" for 10 YR event Inflow = 0.01 cfs @ 13.17 hrs, Volume= 165 cf Outflow = 0.01 cfs @ 13.20 hrs, Volume= 165 cf, Atten= 0%, Lag= 1.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 1.47 fps, Min. Travel Time= 0.8 min Avg. Velocity = 1.47 fps, Avg. Travel Time= 0.8 min Peak Storage= 1 cf @ 13.18 hrs Average Depth at Peak Storage= 0.00' , Surface Width= 45.00' Bank-Full Depth= 4.00' Flow Area= 180.0 sf, Capacity= 5,107.70 cfs 45.00' x 4.00' deep channel, n= 0.030 Short grass Length= 70.0' Slope= 0.0643 '/' Inlet Invert= 325.50', Outlet Invert= 321.00' ‡ Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 34HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Pond SMA#1: RAIN GARDEN #1 Inflow Area = 1,360 sf, 77.35% Impervious, Inflow Depth = 2.85" for 10 YR event Inflow = 0.16 cfs @ 11.89 hrs, Volume= 322 cf Outflow = 0.00 cfs @ 10.45 hrs, Volume= 322 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.45 hrs, Volume= 322 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.43' @ 14.51 hrs Surf.Area= 308 sf Storage= 179 cf Plug-Flow detention time= 467.9 min calculated for 322 cf (100% of inflow) Center-of-Mass det. time= 468.0 min ( 1,243.2 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 322.75' 354 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 322.75 308 0.0 0 0 323.25 308 40.0 62 62 324.25 308 20.0 62 123 325.00 308 100.0 231 354 Device Routing Invert Outlet Devices #1 Discarded 322.75'0.500 in/hr Exfiltration over Surface area #2 Device 3 324.75'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 322.00'6.0" Round Culvert L= 40.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 322.00' / 322.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 10.45 hrs HW=322.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=322.75' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.41 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#10: RAIN GARDEN #5 Inflow Area = 749 sf, 71.30% Impervious, Inflow Depth = 2.74" for 10 YR event Inflow = 0.09 cfs @ 11.89 hrs, Volume= 171 cf Outflow = 0.00 cfs @ 10.90 hrs, Volume= 171 cf, Atten= 97%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.90 hrs, Volume= 171 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 327.26' @ 13.70 hrs Surf.Area= 215 sf Storage= 89 cf Plug-Flow detention time= 328.9 min calculated for 171 cf (100% of inflow) Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 35HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Center-of-Mass det. time= 328.9 min ( 1,109.6 - 780.7 ) Volume Invert Avail.Storage Storage Description #1 325.75' 247 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.75 215 0.0 0 0 326.25 215 40.0 43 43 327.25 215 20.0 43 86 328.00 215 100.0 161 247 Device Routing Invert Outlet Devices #1 Discarded 325.75'0.500 in/hr Exfiltration over Surface area #2 Device 3 327.75'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 324.00'6.0" Round Culvert L= 40.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 324.00' / 324.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 10.90 hrs HW=325.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.75' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.91 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#11: RAIN GARDEN #6 Inflow Area = 661 sf, 79.88% Impervious, Inflow Depth = 2.85" for 10 YR event Inflow = 0.08 cfs @ 11.89 hrs, Volume= 157 cf Outflow = 0.00 cfs @ 10.00 hrs, Volume= 157 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.00 hrs, Volume= 157 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 327.67' @ 15.63 hrs Surf.Area= 115 sf Storage= 94 cf Plug-Flow detention time= 660.5 min calculated for 157 cf (100% of inflow) Center-of-Mass det. time= 660.7 min ( 1,435.9 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 325.75' 132 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.75 115 0.0 0 0 326.25 115 40.0 23 23 327.25 115 20.0 23 46 328.00 115 100.0 86 132 Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 36HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 327.75'10.0' 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 325.75'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.00 hrs HW=325.77' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.75' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#12: GRASS DEPRESSION #3 Inflow Area = 2,822 sf, 30.26% Impervious, Inflow Depth = 2.03" for 10 YR event Inflow = 0.26 cfs @ 11.89 hrs, Volume= 476 cf Outflow = 0.01 cfs @ 13.17 hrs, Volume= 165 cf, Atten= 96%, Lag= 76.6 min Primary = 0.01 cfs @ 13.17 hrs, Volume= 165 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.51' @ 13.17 hrs Surf.Area= 517 sf Storage= 315 cf Plug-Flow detention time= 333.1 min calculated for 165 cf (35% of inflow) Center-of-Mass det. time= 207.1 min ( 1,020.5 - 813.4 ) Volume Invert Avail.Storage Storage Description #1 324.50' 448 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.50 184 59.0 0 0 184 325.00 280 69.0 115 115 291 325.50 515 88.0 196 311 531 325.75 582 93.0 137 448 607 Device Routing Invert Outlet Devices #1 Primary 325.50'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.01 cfs @ 13.17 hrs HW=325.51' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.23 fps) Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 37HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Pond SMA#2: RAIN GARDEN #2 Inflow Area = 782 sf, 83.76% Impervious, Inflow Depth = 2.95" for 10 YR event Inflow = 0.10 cfs @ 11.89 hrs, Volume= 192 cf Outflow = 0.04 cfs @ 11.98 hrs, Volume= 192 cf, Atten= 55%, Lag= 5.5 min Discarded = 0.00 cfs @ 8.65 hrs, Volume= 147 cf Primary = 0.04 cfs @ 11.98 hrs, Volume= 45 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.76' @ 12.00 hrs Surf.Area= 93 sf Storage= 85 cf Plug-Flow detention time= 567.2 min calculated for 192 cf (100% of inflow) Center-of-Mass det. time= 567.6 min ( 1,336.8 - 769.2 ) Volume Invert Avail.Storage Storage Description #1 322.75' 107 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 322.75 93 0.0 0 0 323.25 93 40.0 19 19 324.25 93 20.0 19 37 325.00 93 100.0 70 107 Device Routing Invert Outlet Devices #1 Primary 324.75'10.0' 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 322.75'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 8.65 hrs HW=322.77' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.03 cfs @ 11.98 hrs HW=324.76' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.27 fps) Summary for Pond SMA#3: DRIP EDGE #1 Inflow Area = 346 sf, 68.50% Impervious, Inflow Depth = 2.65" for 10 YR event Inflow = 0.04 cfs @ 11.89 hrs, Volume= 76 cf Outflow = 0.01 cfs @ 11.70 hrs, Volume= 76 cf, Atten= 68%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.70 hrs, Volume= 76 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.47' @ 11.99 hrs Surf.Area= 110 sf Storage= 13 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.0 min ( 789.7 - 785.7 ) Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 38HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 324.17' 15 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.17 110 0.0 0 0 324.50 110 40.0 15 15 Device Routing Invert Outlet Devices #1 Discarded 324.17'5.000 in/hr Exfiltration over Surface area #2 Primary 324.49'65.0' 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 @ 11.70 hrs HW=324.17' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.17' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#4: RAIN GARDEN #3 Inflow Area = 518 sf, 76.06% Impervious, Inflow Depth = 2.85" for 10 YR event Inflow = 0.06 cfs @ 11.89 hrs, Volume= 123 cf Outflow = 0.00 cfs @ 10.55 hrs, Volume= 123 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.55 hrs, Volume= 123 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.09' @ 14.24 hrs Surf.Area= 124 sf Storage= 67 cf Plug-Flow detention time= 434.2 min calculated for 123 cf (100% of inflow) Center-of-Mass det. time= 434.2 min ( 1,209.5 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 323.45' 143 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 323.45 124 0.0 0 0 323.95 124 40.0 25 25 324.95 124 20.0 25 50 325.70 124 100.0 93 143 Device Routing Invert Outlet Devices #1 Discarded 323.45'0.500 in/hr Exfiltration over Surface area #2 Device 3 325.45'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 322.00'6.0" Round Culvert Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 39HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC L= 60.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 322.00' / 322.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 10.55 hrs HW=323.47' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.45' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.71 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#5: GRASS DEPRESSION #1 Inflow Area = 18,207 sf, 56.36% Impervious, Inflow Depth = 1.73" for 10 YR event Inflow = 0.93 cfs @ 12.03 hrs, Volume= 2,626 cf Outflow = 0.73 cfs @ 12.15 hrs, Volume= 1,732 cf, Atten= 21%, Lag= 7.3 min Primary = 0.73 cfs @ 12.15 hrs, Volume= 1,732 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 323.47' @ 12.15 hrs Surf.Area= 2,122 sf Storage= 1,039 cf Plug-Flow detention time= 170.8 min calculated for 1,731 cf (66% of inflow) Center-of-Mass det. time= 71.4 min ( 881.1 - 809.8 ) Volume Invert Avail.Storage Storage Description #1 322.90' 1,105 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 322.90 1,536 338.0 0 0 1,536 323.00 1,637 340.0 159 159 1,649 323.40 2,050 348.0 736 894 2,108 323.50 2,155 350.0 210 1,105 2,225 Device Routing Invert Outlet Devices #1 Primary 323.40'15.0' 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 Primary OutFlow Max=0.72 cfs @ 12.15 hrs HW=323.47' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.72 cfs @ 0.70 fps) Summary for Pond SMA#6: RAIN GARDEN #4 Inflow Area = 1,621 sf, 87.48% Impervious, Inflow Depth = 3.06" for 10 YR event Inflow = 0.20 cfs @ 11.89 hrs, Volume= 413 cf Outflow = 0.23 cfs @ 11.95 hrs, Volume= 413 cf, Atten= 0%, Lag= 3.6 min Discarded = 0.00 cfs @ 8.20 hrs, Volume= 288 cf Primary = 0.22 cfs @ 11.95 hrs, Volume= 124 cf Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 40HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.54' @ 11.95 hrs Surf.Area= 177 sf Storage= 166 cf Plug-Flow detention time= 515.0 min calculated for 412 cf (100% of inflow) Center-of-Mass det. time= 515.5 min ( 1,277.8 - 762.3 ) Volume Invert Avail.Storage Storage Description #1 323.50' 204 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 323.50 177 0.0 0 0 324.00 177 40.0 35 35 325.00 177 20.0 35 71 325.75 177 100.0 133 204 Device Routing Invert Outlet Devices #1 Primary 325.50'10.0' 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 323.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 8.20 hrs HW=323.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.21 cfs @ 11.95 hrs HW=325.54' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.21 cfs @ 0.53 fps) Summary for Pond SMA#7: DRIP EDGE #2 Inflow Area = 380 sf, 61.84% Impervious, Inflow Depth = 2.55" for 10 YR event Inflow = 0.04 cfs @ 11.89 hrs, Volume= 81 cf Outflow = 0.02 cfs @ 11.75 hrs, Volume= 81 cf, Atten= 61%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.75 hrs, Volume= 81 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.26' @ 11.98 hrs Surf.Area= 145 sf Storage= 11 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.1 min ( 792.5 - 790.4 ) Volume Invert Avail.Storage Storage Description #1 324.07' 19 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 41HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.07 145 0.0 0 0 324.40 145 40.0 19 19 Device Routing Invert Outlet Devices #1 Discarded 324.07'5.000 in/hr Exfiltration over Surface area #2 Primary 324.39'65.0' 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=0.02 cfs @ 11.75 hrs HW=324.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.07' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#8: GRASS DEPRESSION #2 Inflow Area = 3,520 sf, 65.65% Impervious, Inflow Depth = 1.48" for 10 YR event Inflow = 0.20 cfs @ 11.97 hrs, Volume= 433 cf Outflow = 0.03 cfs @ 12.18 hrs, Volume= 433 cf, Atten= 83%, Lag= 12.8 min Discarded = 0.03 cfs @ 12.18 hrs, Volume= 433 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.12' @ 12.18 hrs Surf.Area= 288 sf Storage= 142 cf Plug-Flow detention time= 29.7 min calculated for 433 cf (100% of inflow) Center-of-Mass det. time= 29.7 min ( 838.0 - 808.2 ) Volume Invert Avail.Storage Storage Description #1 324.50' 267 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.50 175 56.0 0 0 175 325.50 372 75.0 267 267 384 Device Routing Invert Outlet Devices #1 Discarded 324.50'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 42HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.03 cfs @ 12.18 hrs HW=325.12' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#9: POROUS PAVERS #3 Inflow Area = 1,240 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 YR event Inflow = 0.14 cfs @ 11.96 hrs, Volume= 339 cf Outflow = 0.09 cfs @ 11.90 hrs, Volume= 339 cf, Atten= 37%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.90 hrs, Volume= 339 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.57' @ 12.04 hrs Surf.Area= 749 sf Storage= 21 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.9 min ( 751.4 - 750.6 ) Volume Invert Avail.Storage Storage Description #1 325.50' 150 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.50 749 0.0 0 0 326.00 749 40.0 150 150 Device Routing Invert Outlet Devices #1 Discarded 325.50'5.000 in/hr Exfiltration over Surface area #2 Primary 326.00'65.0' 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=0.09 cfs @ 11.90 hrs HW=325.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP: Inflow Area = 55,141 sf, 30.13% Impervious, Inflow Depth = 1.35" for 10 YR event Inflow = 1.95 cfs @ 12.00 hrs, Volume= 6,191 cf Primary = 1.95 cfs @ 12.00 hrs, Volume= 6,191 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 43HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 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=29,696 sf 7.06% Impervious Runoff Depth=2.33"Subcatchment S1: Flow Length=100' Slope=0.0440 '/' Tc=8.1 min CN=81 Runoff=2.58 cfs 5,774 cf Runoff Area=1,240 sf 100.00% Impervious Runoff Depth=4.01"Subcatchment S10: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=98 Runoff=0.17 cfs 415 cf Runoff Area=749 sf 71.30% Impervious Runoff Depth=3.46"Subcatchment S11: Tc=0.0 min CN=93 Runoff=0.11 cfs 216 cf Runoff Area=661 sf 79.88% Impervious Runoff Depth=3.57"Subcatchment S12: Tc=0.0 min CN=94 Runoff=0.10 cfs 197 cf Runoff Area=2,822 sf 30.26% Impervious Runoff Depth=2.68"Subcatchment S13: Tc=0.0 min CN=85 Runoff=0.35 cfs 631 cf Runoff Area=1,360 sf 77.35% Impervious Runoff Depth=3.57"Subcatchment S2: Tc=0.0 min CN=94 Runoff=0.20 cfs 405 cf Runoff Area=782 sf 83.76% Impervious Runoff Depth=3.68"Subcatchment S3: Tc=0.0 min CN=95 Runoff=0.12 cfs 240 cf Runoff Area=518 sf 76.06% Impervious Runoff Depth=3.57"Subcatchment S4: Tc=0.0 min CN=94 Runoff=0.08 cfs 154 cf Runoff Area=1,621 sf 87.48% Impervious Runoff Depth=3.79"Subcatchment S5: Tc=0.0 min CN=96 Runoff=0.25 cfs 512 cf Runoff Area=12,686 sf 49.65% Impervious Runoff Depth=3.06"Subcatchment S6: Flow Length=100' Slope=0.0100 '/' Tc=14.0 min CN=89 Runoff=1.15 cfs 3,233 cf Runoff Area=346 sf 68.50% Impervious Runoff Depth=3.36"Subcatchment S7: Tc=0.0 min CN=92 Runoff=0.05 cfs 97 cf Runoff Area=380 sf 61.84% Impervious Runoff Depth=3.26"Subcatchment S8: Tc=0.0 min CN=91 Runoff=0.05 cfs 103 cf Runoff Area=2,280 sf 46.97% Impervious Runoff Depth=2.96"Subcatchment S9: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=88 Runoff=0.26 cfs 563 cf Avg. Flow Depth=0.01' Max Vel=0.90 fps Inflow=0.31 cfs 210 cfReach 1R: n=0.030 L=41.0' S=0.0244 '/' Capacity=1,246.09 cfs Outflow=0.22 cfs 210 cf Avg. Flow Depth=0.03' Max Vel=1.49 fps Inflow=1.15 cfs 2,563 cfReach 2R: n=0.030 L=36.0' S=0.0667 '/' Capacity=2,678.20 cfs Outflow=1.14 cfs 2,563 cf Avg. Flow Depth=0.00' Max Vel=1.58 fps Inflow=0.14 cfs 95 cfReach 3R: n=0.030 L=40.0' S=0.0750 '/' Capacity=2,840.66 cfs Outflow=0.13 cfs 95 cf Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 44HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.00' Max Vel=1.47 fps Inflow=0.09 cfs 341 cfReach 4R: n=0.030 L=70.0' S=0.0643 '/' Capacity=5,107.70 cfs Outflow=0.07 cfs 341 cf Peak Elev=324.62' Storage=238 cf Inflow=0.20 cfs 405 cfPond SMA#1: RAIN GARDEN #1 Discarded=0.00 cfs 405 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 405 cf Peak Elev=327.40' Storage=119 cf Inflow=0.11 cfs 216 cfPond SMA#10: RAIN GARDEN #5 Discarded=0.00 cfs 216 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 216 cf Peak Elev=327.75' Storage=104 cf Inflow=0.10 cfs 197 cfPond SMA#11: RAIN GARDEN #6 Discarded=0.00 cfs 175 cf Primary=0.01 cfs 21 cf Outflow=0.01 cfs 197 cf Peak Elev=325.54' Storage=330 cf Inflow=0.35 cfs 631 cfPond SMA#12: GRASS DEPRESSION #3 Outflow=0.09 cfs 320 cf Peak Elev=324.79' Storage=87 cf Inflow=0.12 cfs 240 cfPond SMA#2: RAIN GARDEN #2 Discarded=0.00 cfs 154 cf Primary=0.12 cfs 86 cf Outflow=0.12 cfs 240 cf Peak Elev=324.50' Storage=15 cf Inflow=0.05 cfs 97 cfPond SMA#3: DRIP EDGE #1 Discarded=0.01 cfs 88 cf Primary=0.05 cfs 9 cf Outflow=0.06 cfs 97 cf Peak Elev=325.27' Storage=89 cf Inflow=0.08 cfs 154 cfPond SMA#4: RAIN GARDEN #3 Discarded=0.00 cfs 154 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 154 cf Peak Elev=323.49' Storage=1,091 cf Inflow=1.20 cfs 3,457 cfPond SMA#5: GRASS DEPRESSION #1 Outflow=1.15 cfs 2,563 cf Peak Elev=325.55' Storage=168 cf Inflow=0.25 cfs 512 cfPond SMA#6: RAIN GARDEN #4 Discarded=0.00 cfs 301 cf Primary=0.31 cfs 210 cf Outflow=0.31 cfs 512 cf Peak Elev=324.39' Storage=18 cf Inflow=0.05 cfs 103 cfPond SMA#7: DRIP EDGE #2 Discarded=0.02 cfs 104 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 104 cf Peak Elev=325.27' Storage=188 cf Inflow=0.26 cfs 563 cfPond SMA#8: GRASS DEPRESSION #2 Discarded=0.04 cfs 549 cf Primary=0.04 cfs 14 cf Outflow=0.07 cfs 563 cf Peak Elev=325.63' Storage=40 cf Inflow=0.17 cfs 415 cfPond SMA#9: POROUS PAVERS #3 Discarded=0.09 cfs 415 cf Primary=0.00 cfs 0 cf Outflow=0.09 cfs 415 cf Inflow=3.22 cfs 8,773 cfLink DP: Primary=3.22 cfs 8,773 cf Total Runoff Area = 55,141 sf Runoff Volume = 12,539 cf Average Runoff Depth = 2.73" 69.87% Pervious = 38,527 sf 30.13% Impervious = 16,614 sf Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 45HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 2.58 cfs @ 12.00 hrs, Volume= 5,774 cf, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 26,405 80 >75% Grass cover, Good, HSG D 78 98 Roofs, HSG D 2,020 98 Paved parking, HSG D 1,193 77 Woods, Good, HSG D 29,696 81 Weighted Average 27,598 92.94% Pervious Area 2,098 7.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0440 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment S10: Runoff = 0.17 cfs @ 11.96 hrs, Volume= 415 cf, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 0 80 >75% Grass cover, Good, HSG D 491 98 Roofs, HSG D 749 98 Paved parking, HSG D 1,240 98 Weighted Average 1,240 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S11: Runoff = 0.11 cfs @ 11.89 hrs, Volume= 216 cf, Depth= 3.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 46HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 215 80 >75% Grass cover, Good, HSG D 534 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 749 93 Weighted Average 215 28.70% Pervious Area 534 71.30% Impervious Area 534 100.00% Unconnected Summary for Subcatchment S12: Runoff = 0.10 cfs @ 11.89 hrs, Volume= 197 cf, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 133 80 >75% Grass cover, Good, HSG D 528 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 661 94 Weighted Average 133 20.12% Pervious Area 528 79.88% Impervious Area 528 100.00% Unconnected Summary for Subcatchment S13: Runoff = 0.35 cfs @ 11.89 hrs, Volume= 631 cf, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 1,968 80 >75% Grass cover, Good, HSG D 688 98 Unconnected roofs, HSG D 166 98 Paved parking, HSG D 2,822 85 Weighted Average 1,968 69.74% Pervious Area 854 30.26% Impervious Area 688 80.56% Unconnected Summary for Subcatchment S2: Runoff = 0.20 cfs @ 11.89 hrs, Volume= 405 cf, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 47HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 308 80 >75% Grass cover, Good, HSG D 1,052 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 1,360 94 Weighted Average 308 22.65% Pervious Area 1,052 77.35% Impervious Area 1,052 100.00% Unconnected Summary for Subcatchment S3: Runoff = 0.12 cfs @ 11.89 hrs, Volume= 240 cf, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 127 80 >75% Grass cover, Good, HSG D 655 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 782 95 Weighted Average 127 16.24% Pervious Area 655 83.76% Impervious Area 655 100.00% Unconnected Summary for Subcatchment S4: Runoff = 0.08 cfs @ 11.89 hrs, Volume= 154 cf, Depth= 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 124 80 >75% Grass cover, Good, HSG D 394 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 518 94 Weighted Average 124 23.94% Pervious Area 394 76.06% Impervious Area 394 100.00% Unconnected Summary for Subcatchment S5: Runoff = 0.25 cfs @ 11.89 hrs, Volume= 512 cf, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 48HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 203 80 >75% Grass cover, Good, HSG D 1,418 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 1,621 96 Weighted Average 203 12.52% Pervious Area 1,418 87.48% Impervious Area 1,418 100.00% Unconnected Summary for Subcatchment S6: Runoff = 1.15 cfs @ 12.05 hrs, Volume= 3,233 cf, Depth= 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 6,388 80 >75% Grass cover, Good, HSG D 1,921 98 Unconnected roofs, HSG D 4,377 98 Paved parking, HSG D 12,686 89 Weighted Average 6,388 50.35% Pervious Area 6,298 49.65% Impervious Area 1,921 30.50% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 20 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.4 16 0.0100 0.64 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 8.0 47 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.3 12 0.0100 0.60 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.3 5 0.0100 0.06 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 14.0 100 Total Summary for Subcatchment S7: Runoff = 0.05 cfs @ 11.89 hrs, Volume= 97 cf, Depth= 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 49HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 109 80 >75% Grass cover, Good, HSG D 237 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 346 92 Weighted Average 109 31.50% Pervious Area 237 68.50% Impervious Area 237 100.00% Unconnected Summary for Subcatchment S8: Runoff = 0.05 cfs @ 11.89 hrs, Volume= 103 cf, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 145 80 >75% Grass cover, Good, HSG D 235 98 Unconnected roofs, HSG D 0 98 Paved parking, HSG D 380 91 Weighted Average 145 38.16% Pervious Area 235 61.84% Impervious Area 235 100.00% Unconnected Summary for Subcatchment S9: Runoff = 0.26 cfs @ 11.97 hrs, Volume= 563 cf, Depth= 2.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 1,209 80 >75% Grass cover, Good, HSG D 0 98 Roofs, HSG D 1,071 98 Paved parking, HSG D 2,280 88 Weighted Average 1,209 53.03% Pervious Area 1,071 46.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 50HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Inflow Area = 2,001 sf, 82.61% Impervious, Inflow Depth = 1.26" for 25 YR event Inflow = 0.31 cfs @ 11.90 hrs, Volume= 210 cf Outflow = 0.22 cfs @ 11.93 hrs, Volume= 210 cf, Atten= 27%, Lag= 1.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 0.90 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.90 fps, Avg. Travel Time= 0.8 min Peak Storage= 12 cf @ 11.92 hrs Average Depth at Peak Storage= 0.01' , Surface Width= 20.00' Bank-Full Depth= 4.00' Flow Area= 80.0 sf, Capacity= 1,246.09 cfs 20.00' x 4.00' deep channel, n= 0.030 Short grass Length= 41.0' Slope= 0.0244 '/' Inlet Invert= 324.00', Outlet Invert= 323.00' Summary for Reach 2R: Inflow Area = 18,207 sf, 56.36% Impervious, Inflow Depth = 1.69" for 25 YR event Inflow = 1.15 cfs @ 12.10 hrs, Volume= 2,563 cf Outflow = 1.14 cfs @ 12.11 hrs, Volume= 2,563 cf, Atten= 1%, Lag= 0.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 1.49 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.49 fps, Avg. Travel Time= 0.4 min Peak Storage= 28 cf @ 12.10 hrs Average Depth at Peak Storage= 0.03' , Surface Width= 25.00' Bank-Full Depth= 4.00' Flow Area= 100.0 sf, Capacity= 2,678.20 cfs 25.00' x 4.00' deep channel, n= 0.030 Short grass Length= 36.0' Slope= 0.0667 '/' Inlet Invert= 323.40', Outlet Invert= 321.00' Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 51HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Reach 3R: Inflow Area = 1,128 sf, 79.08% Impervious, Inflow Depth = 1.01" for 25 YR event Inflow = 0.14 cfs @ 11.93 hrs, Volume= 95 cf Outflow = 0.13 cfs @ 11.94 hrs, Volume= 95 cf, Atten= 2%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 1.58 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.58 fps, Avg. Travel Time= 0.4 min Peak Storage= 4 cf @ 11.94 hrs Average Depth at Peak Storage= 0.00' , Surface Width= 25.00' Bank-Full Depth= 4.00' Flow Area= 100.0 sf, Capacity= 2,840.66 cfs 25.00' x 4.00' deep channel, n= 0.030 Short grass Length= 40.0' Slope= 0.0750 '/' Inlet Invert= 324.00', Outlet Invert= 321.00' Summary for Reach 4R: Inflow Area = 3,483 sf, 39.68% Impervious, Inflow Depth = 1.18" for 25 YR event Inflow = 0.09 cfs @ 12.01 hrs, Volume= 341 cf Outflow = 0.07 cfs @ 12.06 hrs, Volume= 341 cf, Atten= 17%, Lag= 2.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 1.47 fps, Min. Travel Time= 0.8 min Avg. Velocity = 1.47 fps, Avg. Travel Time= 0.8 min Peak Storage= 4 cf @ 12.05 hrs Average Depth at Peak Storage= 0.00' , Surface Width= 45.00' Bank-Full Depth= 4.00' Flow Area= 180.0 sf, Capacity= 5,107.70 cfs 45.00' x 4.00' deep channel, n= 0.030 Short grass Length= 70.0' Slope= 0.0643 '/' Inlet Invert= 325.50', Outlet Invert= 321.00' ‡ Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 52HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Pond SMA#1: RAIN GARDEN #1 Inflow Area = 1,360 sf, 77.35% Impervious, Inflow Depth = 3.57" for 25 YR event Inflow = 0.20 cfs @ 11.89 hrs, Volume= 405 cf Outflow = 0.00 cfs @ 10.00 hrs, Volume= 405 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.00 hrs, Volume= 405 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.62' @ 15.39 hrs Surf.Area= 308 sf Storage= 238 cf Plug-Flow detention time= 615.2 min calculated for 404 cf (100% of inflow) Center-of-Mass det. time= 615.4 min ( 1,384.6 - 769.2 ) Volume Invert Avail.Storage Storage Description #1 322.75' 354 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 322.75 308 0.0 0 0 323.25 308 40.0 62 62 324.25 308 20.0 62 123 325.00 308 100.0 231 354 Device Routing Invert Outlet Devices #1 Discarded 322.75'0.500 in/hr Exfiltration over Surface area #2 Device 3 324.75'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 322.00'6.0" Round Culvert L= 40.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 322.00' / 322.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 10.00 hrs HW=322.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=322.75' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.41 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#10: RAIN GARDEN #5 Inflow Area = 749 sf, 71.30% Impervious, Inflow Depth = 3.46" for 25 YR event Inflow = 0.11 cfs @ 11.89 hrs, Volume= 216 cf Outflow = 0.00 cfs @ 10.50 hrs, Volume= 216 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.50 hrs, Volume= 216 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 327.40' @ 14.30 hrs Surf.Area= 215 sf Storage= 119 cf Plug-Flow detention time= 441.5 min calculated for 216 cf (100% of inflow) Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 53HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Center-of-Mass det. time= 441.5 min ( 1,215.9 - 774.4 ) Volume Invert Avail.Storage Storage Description #1 325.75' 247 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.75 215 0.0 0 0 326.25 215 40.0 43 43 327.25 215 20.0 43 86 328.00 215 100.0 161 247 Device Routing Invert Outlet Devices #1 Discarded 325.75'0.500 in/hr Exfiltration over Surface area #2 Device 3 327.75'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 324.00'6.0" Round Culvert L= 40.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 324.00' / 324.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 10.50 hrs HW=325.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.75' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.91 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#11: RAIN GARDEN #6 Inflow Area = 661 sf, 79.88% Impervious, Inflow Depth = 3.57" for 25 YR event Inflow = 0.10 cfs @ 11.89 hrs, Volume= 197 cf Outflow = 0.01 cfs @ 12.35 hrs, Volume= 197 cf, Atten= 91%, Lag= 27.7 min Discarded = 0.00 cfs @ 9.10 hrs, Volume= 175 cf Primary = 0.01 cfs @ 12.35 hrs, Volume= 21 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 327.75' @ 12.35 hrs Surf.Area= 115 sf Storage= 104 cf Plug-Flow detention time= 652.3 min calculated for 197 cf (100% of inflow) Center-of-Mass det. time= 652.6 min ( 1,421.8 - 769.2 ) Volume Invert Avail.Storage Storage Description #1 325.75' 132 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.75 115 0.0 0 0 326.25 115 40.0 23 23 327.25 115 20.0 23 46 328.00 115 100.0 86 132 Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 54HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 327.75'10.0' 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 325.75'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 9.10 hrs HW=325.77' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 12.35 hrs HW=327.75' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.16 fps) Summary for Pond SMA#12: GRASS DEPRESSION #3 Inflow Area = 2,822 sf, 30.26% Impervious, Inflow Depth = 2.68" for 25 YR event Inflow = 0.35 cfs @ 11.89 hrs, Volume= 631 cf Outflow = 0.09 cfs @ 12.01 hrs, Volume= 320 cf, Atten= 75%, Lag= 7.5 min Primary = 0.09 cfs @ 12.01 hrs, Volume= 320 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.54' @ 12.02 hrs Surf.Area= 524 sf Storage= 330 cf Plug-Flow detention time= 231.2 min calculated for 320 cf (51% of inflow) Center-of-Mass det. time= 117.3 min ( 922.6 - 805.4 ) Volume Invert Avail.Storage Storage Description #1 324.50' 448 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.50 184 59.0 0 0 184 325.00 280 69.0 115 115 291 325.50 515 88.0 196 311 531 325.75 582 93.0 137 448 607 Device Routing Invert Outlet Devices #1 Primary 325.50'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.08 cfs @ 12.01 hrs HW=325.53' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.48 fps) Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 55HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Pond SMA#2: RAIN GARDEN #2 Inflow Area = 782 sf, 83.76% Impervious, Inflow Depth = 3.68" for 25 YR event Inflow = 0.12 cfs @ 11.89 hrs, Volume= 240 cf Outflow = 0.12 cfs @ 11.91 hrs, Volume= 240 cf, Atten= 0%, Lag= 1.5 min Discarded = 0.00 cfs @ 7.90 hrs, Volume= 154 cf Primary = 0.12 cfs @ 11.91 hrs, Volume= 86 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.79' @ 11.92 hrs Surf.Area= 93 sf Storage= 87 cf Plug-Flow detention time= 476.7 min calculated for 240 cf (100% of inflow) Center-of-Mass det. time= 477.2 min ( 1,240.8 - 763.5 ) Volume Invert Avail.Storage Storage Description #1 322.75' 107 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 322.75 93 0.0 0 0 323.25 93 40.0 19 19 324.25 93 20.0 19 37 325.00 93 100.0 70 107 Device Routing Invert Outlet Devices #1 Primary 324.75'10.0' 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 322.75'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 7.90 hrs HW=322.77' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.10 cfs @ 11.91 hrs HW=324.77' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.10 cfs @ 0.42 fps) Summary for Pond SMA#3: DRIP EDGE #1 Inflow Area = 346 sf, 68.50% Impervious, Inflow Depth = 3.36" for 25 YR event Inflow = 0.05 cfs @ 11.89 hrs, Volume= 97 cf Outflow = 0.06 cfs @ 11.95 hrs, Volume= 97 cf, Atten= 0%, Lag= 3.6 min Discarded = 0.01 cfs @ 11.65 hrs, Volume= 88 cf Primary = 0.05 cfs @ 11.95 hrs, Volume= 9 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.50' @ 11.93 hrs Surf.Area= 110 sf Storage= 15 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.1 min ( 782.3 - 779.1 ) Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 56HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 324.17' 15 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.17 110 0.0 0 0 324.50 110 40.0 15 15 Device Routing Invert Outlet Devices #1 Discarded 324.17'5.000 in/hr Exfiltration over Surface area #2 Primary 324.49'65.0' 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 @ 11.65 hrs HW=324.17' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.04 cfs @ 11.95 hrs HW=324.49' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.17 fps) Summary for Pond SMA#4: RAIN GARDEN #3 Inflow Area = 518 sf, 76.06% Impervious, Inflow Depth = 3.57" for 25 YR event Inflow = 0.08 cfs @ 11.89 hrs, Volume= 154 cf Outflow = 0.00 cfs @ 10.10 hrs, Volume= 154 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.10 hrs, Volume= 154 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.27' @ 15.17 hrs Surf.Area= 124 sf Storage= 89 cf Plug-Flow detention time= 572.4 min calculated for 154 cf (100% of inflow) Center-of-Mass det. time= 572.5 min ( 1,341.8 - 769.2 ) Volume Invert Avail.Storage Storage Description #1 323.45' 143 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 323.45 124 0.0 0 0 323.95 124 40.0 25 25 324.95 124 20.0 25 50 325.70 124 100.0 93 143 Device Routing Invert Outlet Devices #1 Discarded 323.45'0.500 in/hr Exfiltration over Surface area #2 Device 3 325.45'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 322.00'6.0" Round Culvert Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 57HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC L= 60.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 322.00' / 322.00' S= 0.0000 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 10.10 hrs HW=323.47' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.45' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 0.71 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SMA#5: GRASS DEPRESSION #1 Inflow Area = 18,207 sf, 56.36% Impervious, Inflow Depth = 2.28" for 25 YR event Inflow = 1.20 cfs @ 12.05 hrs, Volume= 3,457 cf Outflow = 1.15 cfs @ 12.10 hrs, Volume= 2,563 cf, Atten= 4%, Lag= 2.8 min Primary = 1.15 cfs @ 12.10 hrs, Volume= 2,563 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 323.49' @ 12.10 hrs Surf.Area= 2,148 sf Storage= 1,091 cf Plug-Flow detention time= 142.8 min calculated for 2,563 cf (74% of inflow) Center-of-Mass det. time= 54.3 min ( 856.2 - 801.9 ) Volume Invert Avail.Storage Storage Description #1 322.90' 1,105 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 322.90 1,536 338.0 0 0 1,536 323.00 1,637 340.0 159 159 1,649 323.40 2,050 348.0 736 894 2,108 323.50 2,155 350.0 210 1,105 2,225 Device Routing Invert Outlet Devices #1 Primary 323.40'15.0' 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 Primary OutFlow Max=1.14 cfs @ 12.10 hrs HW=323.49' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.14 cfs @ 0.82 fps) Summary for Pond SMA#6: RAIN GARDEN #4 Inflow Area = 1,621 sf, 87.48% Impervious, Inflow Depth = 3.79" for 25 YR event Inflow = 0.25 cfs @ 11.89 hrs, Volume= 512 cf Outflow = 0.31 cfs @ 11.90 hrs, Volume= 512 cf, Atten= 0%, Lag= 0.9 min Discarded = 0.00 cfs @ 6.85 hrs, Volume= 301 cf Primary = 0.31 cfs @ 11.90 hrs, Volume= 210 cf Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 58HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.55' @ 11.90 hrs Surf.Area= 177 sf Storage= 168 cf Plug-Flow detention time= 435.7 min calculated for 512 cf (100% of inflow) Center-of-Mass det. time= 435.7 min ( 1,192.8 - 757.2 ) Volume Invert Avail.Storage Storage Description #1 323.50' 204 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 323.50 177 0.0 0 0 324.00 177 40.0 35 35 325.00 177 20.0 35 71 325.75 177 100.0 133 204 Device Routing Invert Outlet Devices #1 Primary 325.50'10.0' 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 323.50'0.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 6.85 hrs HW=323.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.29 cfs @ 11.90 hrs HW=325.55' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.29 cfs @ 0.60 fps) Summary for Pond SMA#7: DRIP EDGE #2 Inflow Area = 380 sf, 61.84% Impervious, Inflow Depth = 3.26" for 25 YR event Inflow = 0.05 cfs @ 11.89 hrs, Volume= 103 cf Outflow = 0.02 cfs @ 11.70 hrs, Volume= 104 cf, Atten= 69%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.70 hrs, Volume= 104 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 324.39' @ 11.99 hrs Surf.Area= 145 sf Storage= 18 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.0 min ( 787.5 - 783.5 ) Volume Invert Avail.Storage Storage Description #1 324.07' 19 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 59HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 324.07 145 0.0 0 0 324.40 145 40.0 19 19 Device Routing Invert Outlet Devices #1 Discarded 324.07'5.000 in/hr Exfiltration over Surface area #2 Primary 324.39'65.0' 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=0.02 cfs @ 11.70 hrs HW=324.08' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=324.07' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#8: GRASS DEPRESSION #2 Inflow Area = 3,520 sf, 65.65% Impervious, Inflow Depth = 1.92" for 25 YR event Inflow = 0.26 cfs @ 11.97 hrs, Volume= 563 cf Outflow = 0.07 cfs @ 12.12 hrs, Volume= 563 cf, Atten= 72%, Lag= 9.1 min Discarded = 0.04 cfs @ 12.12 hrs, Volume= 549 cf Primary = 0.04 cfs @ 12.12 hrs, Volume= 14 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.27' @ 12.12 hrs Surf.Area= 321 sf Storage= 188 cf Plug-Flow detention time= 35.6 min calculated for 562 cf (100% of inflow) Center-of-Mass det. time= 35.6 min ( 836.4 - 800.8 ) Volume Invert Avail.Storage Storage Description #1 324.50' 267 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.50 175 56.0 0 0 175 325.50 372 75.0 267 267 384 Device Routing Invert Outlet Devices #1 Discarded 324.50'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} Page 60HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.04 cfs @ 12.12 hrs HW=325.27' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.03 cfs @ 12.12 hrs HW=325.27' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.35 fps) Summary for Pond SMA#9: POROUS PAVERS #3 Inflow Area = 1,240 sf,100.00% Impervious, Inflow Depth = 4.01" for 25 YR event Inflow = 0.17 cfs @ 11.96 hrs, Volume= 415 cf Outflow = 0.09 cfs @ 11.85 hrs, Volume= 415 cf, Atten= 48%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.85 hrs, Volume= 415 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.63' @ 12.06 hrs Surf.Area= 749 sf Storage= 40 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.6 min ( 748.4 - 746.8 ) Volume Invert Avail.Storage Storage Description #1 325.50' 150 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 325.50 749 0.0 0 0 326.00 749 40.0 150 150 Device Routing Invert Outlet Devices #1 Discarded 325.50'5.000 in/hr Exfiltration over Surface area #2 Primary 326.00'65.0' 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=0.09 cfs @ 11.85 hrs HW=325.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP: Inflow Area = 55,141 sf, 30.13% Impervious, Inflow Depth = 1.91" for 25 YR event Inflow = 3.22 cfs @ 12.03 hrs, Volume= 8,773 cf Primary = 3.22 cfs @ 12.03 hrs, Volume= 8,773 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Table of ContentsPOSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 6 Pipe Listing (all nodes) 1 YR Event 7 Node Listing 9 Subcat S1: 10 Subcat S10: 10 Subcat S11: 11 Subcat S12: 11 Subcat S13: 11 Subcat S2: 12 Subcat S3: 12 Subcat S4: 12 Subcat S5: 13 Subcat S6: 13 Subcat S7: 14 Subcat S8: 14 Subcat S9: 14 Reach 1R: 15 Reach 2R: 15 Reach 3R: 16 Reach 4R: 16 Pond SMA#1: RAIN GARDEN #1 17 Pond SMA#10: RAIN GARDEN #5 18 Pond SMA#11: RAIN GARDEN #6 19 Pond SMA#12: GRASS DEPRESSION #3 19 Pond SMA#2: RAIN GARDEN #2 20 Pond SMA#3: DRIP EDGE #1 21 Pond SMA#4: RAIN GARDEN #3 22 Pond SMA#5: GRASS DEPRESSION #1 22 Pond SMA#6: RAIN GARDEN #4 23 Pond SMA#7: DRIP EDGE #2 24 Pond SMA#8: GRASS DEPRESSION #2 25 Pond SMA#9: POROUS PAVERS #3 25 Link DP: 10 YR Event 25 Node Listing 27 Subcat S1: 28 Subcat S10: 28 Subcat S11: Table of ContentsPOSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC 29 Subcat S12: 29 Subcat S13: 29 Subcat S2: 30 Subcat S3: 30 Subcat S4: 30 Subcat S5: 31 Subcat S6: 31 Subcat S7: 32 Subcat S8: 32 Subcat S9: 32 Reach 1R: 33 Reach 2R: 33 Reach 3R: 34 Reach 4R: 34 Pond SMA#1: RAIN GARDEN #1 35 Pond SMA#10: RAIN GARDEN #5 36 Pond SMA#11: RAIN GARDEN #6 37 Pond SMA#12: GRASS DEPRESSION #3 37 Pond SMA#2: RAIN GARDEN #2 38 Pond SMA#3: DRIP EDGE #1 39 Pond SMA#4: RAIN GARDEN #3 40 Pond SMA#5: GRASS DEPRESSION #1 40 Pond SMA#6: RAIN GARDEN #4 41 Pond SMA#7: DRIP EDGE #2 42 Pond SMA#8: GRASS DEPRESSION #2 43 Pond SMA#9: POROUS PAVERS #3 43 Link DP: 25 YR Event 43 Node Listing 45 Subcat S1: 46 Subcat S10: 46 Subcat S11: 47 Subcat S12: 47 Subcat S13: 47 Subcat S2: 48 Subcat S3: 48 Subcat S4: 48 Subcat S5: 49 Subcat S6: 49 Subcat S7: 50 Subcat S8: 50 Subcat S9: 50 Reach 1R: 51 Reach 2R: 51 Reach 3R: 52 Reach 4R: 52 Pond SMA#1: RAIN GARDEN #1 Table of ContentsPOSTDEVELOPMENT COMBINED Printed 1/17/2022Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC 53 Pond SMA#10: RAIN GARDEN #5 54 Pond SMA#11: RAIN GARDEN #6 55 Pond SMA#12: GRASS DEPRESSION #3 55 Pond SMA#2: RAIN GARDEN #2 56 Pond SMA#3: DRIP EDGE #1 57 Pond SMA#4: RAIN GARDEN #3 58 Pond SMA#5: GRASS DEPRESSION #1 58 Pond SMA#6: RAIN GARDEN #4 59 Pond SMA#7: DRIP EDGE #2 60 Pond SMA#8: GRASS DEPRESSION #2 61 Pond SMA#9: POROUS PAVERS #3 61 Link DP: