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Stormwater Report-d
900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com STORMWATER MANAGEMENT NARRATIVE SITE IMPROVEMENTS FOR WEST RESIDENCE 79 KNOX ROAD TOWN OF QUEENSBURY, NY Prepared by: Environmental Design Partnership Clifton Park, NY 12065 SEPTEMBER 2022 Stormwater Management Narrative West Residence, 79 Knox Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 1.0 INTRODUCTION The applicant is proposing to demolish an existing residential building and construct a new single-family residence with detached garage on an existing 1.0 acre parcel. The project site located at 79 Knox Road on Assembly Point, in the Town of Queensbury, New York. The project will consist of 20,000 sf of soil disturbance and approximately _____ of impervious, a net ___________ sf from existing. A stormwater management system will be designed to provide reduction of the stormwater runoff rates and volumes in accordance with the Town of Queensbury Stormwater Management Regulations. The proposed project includes less than 1 acre of disturbance therefore is not required to gain coverage under NYSDEC SPDES permit. The proposed stormwater management system will include 3 shallow planted depressions, 1 grass depression, 1 dry well, 1 drip edge infiltration device, 1 stone absorption bed and 1 area of permeable pavers. 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, pavilion area, decks and lawn area. There is a high point in the north east corner of the property with runoff flowing towards Lake George. The majority of the runoff flows northeast of the high point and eventually running into Lake George. The topography of the site is relatively flat with slopes from 1% to 10%, with some sections around the house upwards of 30%. 2.1 Soil and Groundwater Conditions The NRCS Web Soil Survey identifies the primary soil groups within the area of the proposed site improvements to be BeC (Bice-Woodston). The Soil Survey identifies BeC soil series as Hydrologic Soil Group (HSG) “B”. 8 inches an hour was used as an exfiltration rate, confirmed with field infiltration testing. On site deep hole test pits depict a gravely loamy sand. With groundwater elevation around 320’, Lake George Mean High elevation A hydraulic model of the preexisting site was prepared using the Hydrocad program. Two (2) subcatchment was used to represent the existing drainage characteristics, see Figure 2. The existing parameters of topography, vegetation, slope and soil type are all incorporated into the preexisting hydraulic model, the entire drainage area was modeled as existing conditions 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 West Residence, 79 Knox Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 3.0 POST DEVELOPMENT STORMWATER ANALYSIS Site improvements to the property consist of removal of a single-family house, detached garage, and construction of a single-family house, two story garage, retaining walls and driveway will also be part of site improvements. Stormwater management practices have been designed to provide filtration, infiltration capacity and attenuation of stormwater runoff from the site area. The proposed stormwater management system shall consist of various stormwater management devices. The depressions will collect the stormwater runoff from portions of the relocated Brayton Lane, proposed driveway, garage and dwelling to be filtered and infiltrated into the ground. The depressions have been sized according to allow for maximum attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. Overflow from the grass depressions will be directed to Lake George and offsite to follow pre development site conditions. The rain gardens will collect the stormwater runoff from portions of the dwelling roof and allow the runoff to be filtered and infiltrated into the ground. The six rain gardens have been sized accordingly to allow for the complete attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. The rain gardens have been designed with a planting soil media and a stone reservoir in order to allow for filtering of the contributing stormwater runoff. The proposed rain gardens will contain overflow weirs or stand pipes in order to keep water from backing up towards the dwelling during large storm events. The proposed dwelling will not have a full basement. Overflow from the rain gardens will be directed to Lake George and designed depressions to follow pre development site conditions. 3.1 Town of Queensbury Stormwater Regulations The project consists of greater than 15,000 square feet of disturbance and therefore, according the Chapter 147 of the town code, is considered a major project. The proposed stormwater management has been designed in accordance with the Queensbury Town Code which requires that the volume of runoff for a ten-year storm shall be maintained after development and that the peak rate of runoff shall not be increased for the 25-year storm. The following tables summarize the stormwater modeling results. Table 1: 10-Year (3.51 inch) Design Storm Runoff Volume Design Point Pre existing Runoff Volume (cf) Post-Development Runoff Volume (cf) 1 1,368 726 2 1,830 1,287 Stormwater Management Narrative West Residence, 79 Knox Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Table 2: 25-Year (4.25 inch) Design Storm Runoff Rate Design Point Predevelopment Runoff Rate (cfs) Post-Development Runoff Rate (cfs) 1 0.62 0.33 2 1.03 0.65 4.0 SUMMARY Development of the proposed site has changed the stormwater drainage characteristics of the site; impervious area was added and the site was re-graded to support the improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the Queensbury Town Code. The proposed stormwater management system will comply with the recommendations in these standards related to runoff volume and flow rate reduction. Through the implementation of acceptable stormwater management practices, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: Connor DeMyer Reviewed by: Brandon M. Ferguson, P.E. Stormwater Management Narrative West Residence, 79 Knox Road 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 West Residence, 79 Knox Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Figure 1: Site Location SITE LOCATION Stormwater Management Narrative West Residence, 79 Knox Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix A USDA Soil Survey Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/16/2022 Page 1 of 34812960481298048130004813020481304048130604813080481310048129604812980481300048130204813040481306048130804813100608600608620608640608660608680608700 608600 608620 608640 608660 608680 608700 43° 27' 46'' N 73° 39' 27'' W43° 27' 46'' N73° 39' 22'' W43° 27' 41'' N 73° 39' 27'' W43° 27' 41'' N 73° 39' 22'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 35 70 140 210 Feet 0 10 20 40 60 Meters Map Scale: 1:780 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 21, Sep 1, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 1, 2020—Oct 1, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/16/2022 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI ChB Charlton fine sandy loam, 3 to 8 percent slopes 1.1 85.8% ChD Charlton fine sandy loam, 15 to 25 percent slopes 0.1 6.0% Sa Saprists and Aquepts, inundated 0.1 8.2% Totals for Area of Interest 1.3 100.0% Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/16/2022 Page 3 of 3 Stormwater Management Narrative West Residence, 79 Knox Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix B Predevelopment Stormwater Modeling Calculations 1" = 30'PRE EXISTINGS-1PROPOSED SITE IMPROVEMENTS FOR 79 KNOX ROAD TOWN OF QUEENSBURY JUNE 6, 2022 WEST RESIDENCE WARREN COUNTY, NEW YORK TAX MAP. No. 239.7-1-16900 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. RENEE & TOM WEST S1 S2 DP#1 DP#2 Routing Diagram for PREEXISTING Prepared by {enter your company name here}, Printed 8/25/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 39,113 61 >75% Grass cover, Good, HSG B (S1, S2) 1,870 98 Paved parking, HSG B (S1, S2) 2,900 98 Roofs, HSG B (S1, S2) 980 98 Unconnected roofs, HSG B (S2) 9,000 58 Woods/grass comb., Good, HSG B (S1, S2) 53,863 64 TOTAL AREA PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 53,863 HSG B S1, S2 0 HSG C 0 HSG D 0 Other 53,863 TOTAL AREA PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 39,113 0 0 0 39,113 >75% Grass cover, Good 0 1,870 0 0 0 1,870 Paved parking 0 2,900 0 0 0 2,900 Roofs 0 980 0 0 0 980 Unconnected roofs 0 9,000 0 0 0 9,000 Woods/grass comb., Good 0 53,863 0 0 0 53,863 TOTAL AREA Type II 24-hr 10 YR Rainfall=3.51"PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-80.00 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=23,110 sf 7.83% Impervious Runoff Depth=0.71"Subcatchment S1: Flow Length=100' Tc=18.6 min CN=64 Runoff=0.36 cfs 1,368 cf Runoff Area=30,753 sf 12.81% Impervious Runoff Depth=0.71"Subcatchment S2: Flow Length=230' Tc=12.4 min UI Adjusted CN=64 Runoff=0.61 cfs 1,820 cf Inflow=0.36 cfs 1,368 cfLink DP#1: Primary=0.36 cfs 1,368 cf Inflow=0.61 cfs 1,820 cfLink DP#2: Primary=0.61 cfs 1,820 cf Total Runoff Area = 53,863 sf Runoff Volume = 3,188 cf Average Runoff Depth = 0.71" 89.32% Pervious = 48,113 sf 10.68% Impervious = 5,750 sf Type II 24-hr 10 YR Rainfall=3.51"PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.36 cfs @ 12.14 hrs, Volume= 1,368 cf, Depth= 0.71" 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 19,800 61 >75% Grass cover, Good, HSG B 1,500 58 Woods/grass comb., Good, HSG B 1,040 98 Roofs, HSG B 770 98 Paved parking, HSG B 23,110 64 Weighted Average 21,300 92.17% Pervious Area 1,810 7.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 16 0.3130 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 16.7 84 0.0360 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 18.6 100 Total Summary for Subcatchment S2: Runoff = 0.61 cfs @ 12.06 hrs, Volume= 1,820 cf, Depth= 0.71" 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 Adj Description 19,313 61 >75% Grass cover, Good, HSG B 1,860 98 Roofs, HSG B 980 98 Unconnected roofs, HSG B 7,500 58 Woods/grass comb., Good, HSG B 1,100 98 Paved parking, HSG B 30,753 65 64 Weighted Average, UI Adjusted 26,813 87.19% Pervious Area 3,940 12.81% Impervious Area 980 24.87% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 100 0.1900 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.5 130 0.0310 0.88 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.4 230 Total Type II 24-hr 10 YR Rainfall=3.51"PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Link DP#1: Inflow Area = 23,110 sf, 7.83% Impervious, Inflow Depth = 0.71" for 10 YR event Inflow = 0.36 cfs @ 12.14 hrs, Volume= 1,368 cf Primary = 0.36 cfs @ 12.14 hrs, Volume= 1,368 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Summary for Link DP#2: Inflow Area = 30,753 sf, 12.81% Impervious, Inflow Depth = 0.71" for 10 YR event Inflow = 0.61 cfs @ 12.06 hrs, Volume= 1,820 cf Primary = 0.61 cfs @ 12.06 hrs, Volume= 1,820 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"PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 11387 © 2017 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=23,110 sf 7.83% Impervious Runoff Depth=1.12"Subcatchment S1: Flow Length=100' Tc=18.6 min CN=64 Runoff=0.62 cfs 2,149 cf Runoff Area=30,753 sf 12.81% Impervious Runoff Depth=1.12"Subcatchment S2: Flow Length=230' Tc=12.4 min UI Adjusted CN=64 Runoff=1.03 cfs 2,860 cf Inflow=0.62 cfs 2,149 cfLink DP#1: Primary=0.62 cfs 2,149 cf Inflow=1.03 cfs 2,860 cfLink DP#2: Primary=1.03 cfs 2,860 cf Total Runoff Area = 53,863 sf Runoff Volume = 5,010 cf Average Runoff Depth = 1.12" 89.32% Pervious = 48,113 sf 10.68% Impervious = 5,750 sf Type II 24-hr 25 YR Rainfall=4.25"PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.62 cfs @ 12.13 hrs, Volume= 2,149 cf, Depth= 1.12" 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 19,800 61 >75% Grass cover, Good, HSG B 1,500 58 Woods/grass comb., Good, HSG B 1,040 98 Roofs, HSG B 770 98 Paved parking, HSG B 23,110 64 Weighted Average 21,300 92.17% Pervious Area 1,810 7.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 16 0.3130 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 16.7 84 0.0360 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 18.6 100 Total Summary for Subcatchment S2: Runoff = 1.03 cfs @ 12.06 hrs, Volume= 2,860 cf, Depth= 1.12" 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 Adj Description 19,313 61 >75% Grass cover, Good, HSG B 1,860 98 Roofs, HSG B 980 98 Unconnected roofs, HSG B 7,500 58 Woods/grass comb., Good, HSG B 1,100 98 Paved parking, HSG B 30,753 65 64 Weighted Average, UI Adjusted 26,813 87.19% Pervious Area 3,940 12.81% Impervious Area 980 24.87% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.9 100 0.1900 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 2.5 130 0.0310 0.88 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.4 230 Total Type II 24-hr 25 YR Rainfall=4.25"PREEXISTING Printed 8/25/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Link DP#1: Inflow Area = 23,110 sf, 7.83% Impervious, Inflow Depth = 1.12" for 25 YR event Inflow = 0.62 cfs @ 12.13 hrs, Volume= 2,149 cf Primary = 0.62 cfs @ 12.13 hrs, Volume= 2,149 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Summary for Link DP#2: Inflow Area = 30,753 sf, 12.81% Impervious, Inflow Depth = 1.12" for 25 YR event Inflow = 1.03 cfs @ 12.06 hrs, Volume= 2,860 cf Primary = 1.03 cfs @ 12.06 hrs, Volume= 2,860 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Stormwater Management Narrative West Residence, 79 Knox Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix C Post-development Stormwater Modeling Calculations 1" = 30'POSTDEVELOPMENTS-2PROPOSED SITE IMPROVEMENTS FOR 79 KNOX ROAD TOWN OF QUEENSBURY JUNE 6, 2022 WEST RESIDENCE WARREN COUNTY, NEW YORK TAX MAP. No. 239.7-1-16900 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. RENEE & TOM WEST S1 S2 S3 S4 (new Subcat) S5 S6 S7 (new Subcat) S8 S9 (new Subcat) 1R R1 R2 2P SHALLOW GRASSED PLANTER #5 3 POROUS PAVERS #1 3P DRIP EDGE #1 9P STONE BED 10P SHALLOW GRASSED PLANTER #4 DW DW SMA#1 DEPRESSION DP#1 DP#2 Routing Diagram for POSTDEVELOPMENT COMBINED Prepared by {enter your company name here}, Printed 8/25/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 35,730 61 >75% Grass cover, Good, HSG B (S1, S3, S4, S9) 3,000 80 >75% Grass cover, Good, HSG D (S2, S5, S6, S8) 2,889 98 Paved parking, HSG B (S1, S4) 2,483 98 Roofs, HSG B (S1, S7) 2,075 98 Unconnected roofs, HSG D (S2, S5, S6, S8) 8,100 58 Woods/grass comb., Good, HSG B (S3, S9) 54,277 67 TOTAL AREA POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 49,202 HSG B S1, S3, S4, S7, S9 0 HSG C 5,075 HSG D S2, S5, S6, S8 0 Other 54,277 TOTAL AREA POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 35,730 0 3,000 0 38,730 >75% Grass cover, Good 0 2,889 0 0 0 2,889 Paved parking 0 2,483 0 0 0 2,483 Roofs 0 0 0 2,075 0 2,075 Unconnected roofs 0 8,100 0 0 0 8,100 Woods/grass comb., Good 0 49,202 0 5,075 0 54,277 TOTAL AREA Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-80.00 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=3,914 sf 51.97% Impervious Runoff Depth=1.64"Subcatchment S1: Tc=0.0 min CN=80 Runoff=0.30 cfs 536 cf Runoff Area=3,400 sf 20.59% Impervious Runoff Depth=1.79"Subcatchment S2: Tc=0.0 min UI Adjusted CN=82 Runoff=0.29 cfs 507 cf Runoff Area=13,850 sf 0.00% Impervious Runoff Depth=0.58"Subcatchment S3: Flow Length=121' Tc=17.8 min CN=61 Runoff=0.16 cfs 666 cf Runoff Area=7,400 sf 17.57% Impervious Runoff Depth=0.91"Subcatchment S4: (new Subcat) Flow Length=90' Tc=10.9 min CN=68 Runoff=0.21 cfs 559 cf Runoff Area=495 sf 79.80% Impervious Runoff Depth=2.85"Subcatchment S5: Tc=0.0 min CN=94 Runoff=0.06 cfs 117 cf Runoff Area=645 sf 84.50% Impervious Runoff Depth=2.95"Subcatchment S6: Tc=0.0 min CN=95 Runoff=0.08 cfs 159 cf Runoff Area=2,038 sf 100.00% Impervious Runoff Depth=3.28"Subcatchment S7: (new Subcat) Tc=0.0 min CN=98 Runoff=0.26 cfs 556 cf Runoff Area=535 sf 81.31% Impervious Runoff Depth=2.95"Subcatchment S8: Tc=0.0 min CN=95 Runoff=0.07 cfs 131 cf Runoff Area=22,000 sf 0.00% Impervious Runoff Depth=0.54"Subcatchment S9: (new Subcat) Flow Length=150' Tc=8.9 min CN=60 Runoff=0.33 cfs 982 cf Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach 1R: n=0.240 L=40.0' S=0.1000 '/' Capacity=95.37 cfs Outflow=0.00 cfs 0 cf Avg. Flow Depth=0.05' Max Vel=0.21 fps Inflow=0.28 cfs 305 cfReach R1: n=0.240 L=100.0' S=0.0600 '/' Capacity=5.91 cfs Outflow=0.14 cfs 305 cf Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach R2: n=0.240 L=135.0' S=0.0444 '/' Capacity=12.07 cfs Outflow=0.00 cfs 0 cf Peak Elev=325.97' Storage=22 cf Inflow=0.06 cfs 117 cfPond 2P: SHALLOW GRASSED PLANTER #5 Discarded=0.02 cfs 117 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 117 cf Peak Elev=323.54' Storage=18 cf Inflow=0.30 cfs 536 cfPond 3: POROUS PAVERS #1 Discarded=0.22 cfs 543 cf Primary=0.00 cfs 0 cf Outflow=0.22 cfs 543 cf Peak Elev=326.88' Storage=35 cf Inflow=0.07 cfs 131 cfPond 3P: DRIP EDGE #1 Discarded=0.01 cfs 131 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 131 cf Peak Elev=324.16' Storage=105 cf Inflow=0.26 cfs 556 cfPond 9P: STONE BED Discarded=0.07 cfs 556 cf Primary=0.00 cfs 0 cf Outflow=0.07 cfs 556 cf Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev=325.87' Storage=37 cf Inflow=0.08 cfs 159 cfPond 10P: SHALLOW GRASSED PLANTER #4 Discarded=0.02 cfs 159 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 159 cf Peak Elev=325.59' Storage=38 cf Inflow=0.21 cfs 559 cfPond DW: DW Discarded=0.01 cfs 255 cf Primary=0.28 cfs 305 cf Outflow=0.29 cfs 559 cf Peak Elev=323.31' Storage=115 cf Inflow=0.29 cfs 507 cfPond SMA#1: DEPRESSION Discarded=0.08 cfs 507 cf Primary=0.00 cfs 0 cf Outflow=0.08 cfs 507 cf Inflow=0.16 cfs 666 cfLink DP#1: Primary=0.16 cfs 666 cf Inflow=0.33 cfs 1,287 cfLink DP#2: Primary=0.33 cfs 1,287 cf Total Runoff Area = 54,277 sf Runoff Volume = 4,215 cf Average Runoff Depth = 0.93" 86.28% Pervious = 46,830 sf 13.72% Impervious = 7,447 sf Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.30 cfs @ 11.89 hrs, Volume= 536 cf, Depth= 1.64" 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 1,589 98 Paved parking, HSG B 1,880 61 >75% Grass cover, Good, HSG B 445 98 Roofs, HSG B 3,914 80 Weighted Average 1,880 48.03% Pervious Area 2,034 51.97% Impervious Area Summary for Subcatchment S2: Runoff = 0.29 cfs @ 11.89 hrs, Volume= 507 cf, Depth= 1.79" 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 10 YR Rainfall=3.51" Area (sf) CN Adj Description 2,700 80 >75% Grass cover, Good, HSG D 700 98 Unconnected roofs, HSG D 3,400 84 82 Weighted Average, UI Adjusted 2,700 79.41% Pervious Area 700 20.59% Impervious Area 700 100.00% Unconnected Summary for Subcatchment S3: Runoff = 0.16 cfs @ 12.14 hrs, Volume= 666 cf, Depth= 0.58" 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 12,750 61 >75% Grass cover, Good, HSG B 1,100 58 Woods/grass comb., Good, HSG B 13,850 61 Weighted Average 13,850 100.00% Pervious Area Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 16 0.3100 0.21 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 16.4 82 0.0130 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 0.2 23 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.8 121 Total Summary for Subcatchment S4: (new Subcat) Runoff = 0.21 cfs @ 12.04 hrs, Volume= 559 cf, Depth= 0.91" 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 1,300 98 Paved parking, HSG B 6,100 61 >75% Grass cover, Good, HSG B 7,400 68 Weighted Average 6,100 82.43% Pervious Area 1,300 17.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.2000 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 5.3 40 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 10.9 90 Total Summary for Subcatchment S5: Runoff = 0.06 cfs @ 11.89 hrs, Volume= 117 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 100 80 >75% Grass cover, Good, HSG D 395 98 Unconnected roofs, HSG D 495 94 Weighted Average 100 20.20% Pervious Area 395 79.80% Impervious Area 395 100.00% Unconnected Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff = 0.08 cfs @ 11.89 hrs, Volume= 159 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 100 80 >75% Grass cover, Good, HSG D 545 98 Unconnected roofs, HSG D 645 95 Weighted Average 100 15.50% Pervious Area 545 84.50% Impervious Area 545 100.00% Unconnected Summary for Subcatchment S7: (new Subcat) Runoff = 0.26 cfs @ 11.89 hrs, Volume= 556 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 2,038 98 Roofs, HSG B 2,038 100.00% Impervious Area Summary for Subcatchment S8: Runoff = 0.07 cfs @ 11.89 hrs, Volume= 131 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 100 80 >75% Grass cover, Good, HSG D 435 98 Unconnected roofs, HSG D 535 95 Weighted Average 100 18.69% Pervious Area 435 81.31% Impervious Area 435 100.00% Unconnected Summary for Subcatchment S9: (new Subcat) Runoff = 0.33 cfs @ 12.03 hrs, Volume= 982 cf, Depth= 0.54" 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 8/25/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Description 15,000 61 >75% Grass cover, Good, HSG B 7,000 58 Woods/grass comb., Good, HSG B 22,000 60 Weighted Average 22,000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.1000 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 0.4 50 0.0750 1.92 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.9 150 Total Summary for Reach 1R: Inflow Area = 7,314 sf, 37.38% Impervious, Inflow Depth = 0.00" for 10 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= 1.00' Flow Area= 50.0 sf, Capacity= 95.37 cfs 50.00' x 1.00' deep channel, n= 0.240 Sheet flow over Dense Grass Length= 40.0' Slope= 0.1000 '/' Inlet Invert= 324.00', Outlet Invert= 320.00' ‡ Summary for Reach R1: Inflow Area = 7,895 sf, 21.47% Impervious, Inflow Depth = 0.46" for 10 YR event Inflow = 0.28 cfs @ 12.01 hrs, Volume= 305 cf Outflow = 0.14 cfs @ 12.27 hrs, Volume= 305 cf, Atten= 51%, Lag= 16.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 0.21 fps, Min. Travel Time= 8.0 min Avg. Velocity = 0.06 fps, Avg. Travel Time= 27.9 min Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Storage= 67 cf @ 12.14 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.50' Flow Area= 6.5 sf, Capacity= 5.91 cfs 13.00' x 0.50' deep channel, n= 0.240 Sheet flow over Dense Grass Length= 100.0' Slope= 0.0600 '/' Inlet Invert= 326.00', Outlet Invert= 320.00' ‡ Summary for Reach R2: Inflow Area = 3,218 sf, 93.78% Impervious, Inflow Depth = 0.00" for 10 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= 0.50' Flow Area= 15.0 sf, Capacity= 12.07 cfs 30.00' x 0.50' deep channel, n= 0.240 Sheet flow over Dense Grass Length= 135.0' Slope= 0.0444 '/' Inlet Invert= 326.00', Outlet Invert= 320.00' ‡ Summary for Pond 2P: SHALLOW GRASSED PLANTER #5 Inflow Area = 495 sf, 79.80% Impervious, Inflow Depth = 2.85" for 10 YR event Inflow = 0.06 cfs @ 11.89 hrs, Volume= 117 cf Outflow = 0.02 cfs @ 11.70 hrs, Volume= 117 cf, Atten= 69%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.70 hrs, Volume= 117 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 Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev= 325.97' @ 11.99 hrs Surf.Area= 100 sf Storage= 22 cf Plug-Flow detention time= 4.9 min calculated for 117 cf (100% of inflow) Center-of-Mass det. time= 5.0 min ( 780.2 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 325.75' 100 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.75 100 0 0 326.75 100 100 100 Device Routing Invert Outlet Devices #1 Primary 326.40'10.0' 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 325.75'8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 11.70 hrs HW=325.76' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 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 3: POROUS PAVERS #1 Inflow Area = 3,914 sf, 51.97% Impervious, Inflow Depth = 1.64" for 10 YR event Inflow = 0.30 cfs @ 11.89 hrs, Volume= 536 cf Outflow = 0.22 cfs @ 11.85 hrs, Volume= 543 cf, Atten= 27%, Lag= 0.0 min Discarded = 0.22 cfs @ 11.85 hrs, Volume= 543 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= 323.54' @ 11.94 hrs Surf.Area= 1,200 sf Storage= 18 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 #1 323.50' 240 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 1,200 0.0 0 0 324.00 1,200 40.0 240 240 Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 323.50'8.000 in/hr Exfiltration over Surface area #2 Primary 323.95'65.0' 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=0.22 cfs @ 11.85 hrs HW=323.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: DRIP EDGE #1 Inflow Area = 535 sf, 81.31% Impervious, Inflow Depth = 2.95" for 10 YR event Inflow = 0.07 cfs @ 11.89 hrs, Volume= 131 cf Outflow = 0.01 cfs @ 11.60 hrs, Volume= 131 cf, Atten= 82%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.60 hrs, Volume= 131 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= 326.88' @ 12.02 hrs Surf.Area= 64 sf Storage= 35 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 14.5 min ( 783.6 - 769.2 ) Volume Invert Avail.Storage Storage Description #1 325.50' 51 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 64 0.0 0 0 327.50 64 40.0 51 51 Device Routing Invert Outlet Devices #1 Discarded 325.50'8.000 in/hr Exfiltration over Surface area #2 Primary 327.25'65.0' 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 @ 11.60 hrs HW=325.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond 9P: STONE BED Inflow Area = 2,038 sf,100.00% Impervious, Inflow Depth = 3.28" for 10 YR event Inflow = 0.26 cfs @ 11.89 hrs, Volume= 556 cf Outflow = 0.07 cfs @ 11.70 hrs, Volume= 556 cf, Atten= 72%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.70 hrs, Volume= 556 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= 324.16' @ 12.00 hrs Surf.Area= 400 sf Storage= 105 cf Plug-Flow detention time= 5.7 min calculated for 556 cf (100% of inflow) Center-of-Mass det. time= 5.7 min ( 750.7 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 323.50' 320 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 323.50 400 0.0 0 0 325.50 400 40.0 320 320 Device Routing Invert Outlet Devices #1 Discarded 323.50'8.000 in/hr Exfiltration over Surface area #2 Primary 325.25'65.0' 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=0.07 cfs @ 11.70 hrs HW=323.53' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 10P: SHALLOW GRASSED PLANTER #4 Inflow Area = 645 sf, 84.50% Impervious, Inflow Depth = 2.95" for 10 YR event Inflow = 0.08 cfs @ 11.89 hrs, Volume= 159 cf Outflow = 0.02 cfs @ 11.65 hrs, Volume= 159 cf, Atten= 77%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.65 hrs, Volume= 159 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= 325.87' @ 12.01 hrs Surf.Area= 100 sf Storage= 37 cf Plug-Flow detention time= 9.1 min calculated for 158 cf (100% of inflow) Center-of-Mass det. time= 9.1 min ( 778.3 - 769.2 ) Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 325.50' 125 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.50 100 0 0 326.75 100 125 125 Device Routing Invert Outlet Devices #1 Primary 326.50'10.0' 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 325.50'8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 11.65 hrs HW=325.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond DW: DW Inflow Area = 7,400 sf, 17.57% Impervious, Inflow Depth = 0.91" for 10 YR event Inflow = 0.21 cfs @ 12.04 hrs, Volume= 559 cf Outflow = 0.29 cfs @ 12.01 hrs, Volume= 559 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.75 hrs, Volume= 255 cf Primary = 0.28 cfs @ 12.01 hrs, Volume= 305 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.59' @ 12.00 hrs Surf.Area= 28 sf Storage= 38 cf Plug-Flow detention time= 44.7 min calculated for 559 cf (100% of inflow) Center-of-Mass det. time= 44.7 min ( 922.0 - 877.2 ) Volume Invert Avail.Storage Storage Description #1 324.00' 25 cf 4.00'D x 2.00'H Vertical Cone/Cylinder Inside #2 34 cf Overall - 4.0" Wall Thickness = 25 cf #2 323.00' 20 cf 6.00'D x 3.00'H Vertical Cone/Cylinder 85 cf Overall - 34 cf Embedded = 51 cf x 40.0% Voids 45 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 323.00'8.000 in/hr Exfiltration over Surface area #2 Primary 325.45'2.0' 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 8/25/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 11.75 hrs HW=323.11' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.25 cfs @ 12.01 hrs HW=325.58' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.25 cfs @ 0.97 fps) Summary for Pond SMA#1: DEPRESSION Inflow Area = 3,400 sf, 20.59% Impervious, Inflow Depth = 1.79" for 10 YR event Inflow = 0.29 cfs @ 11.89 hrs, Volume= 507 cf Outflow = 0.08 cfs @ 12.01 hrs, Volume= 507 cf, Atten= 73%, Lag= 6.8 min Discarded = 0.08 cfs @ 12.01 hrs, Volume= 507 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= 323.31' @ 12.01 hrs Surf.Area= 411 sf Storage= 115 cf Plug-Flow detention time= 7.6 min calculated for 507 cf (100% of inflow) Center-of-Mass det. time= 7.6 min ( 830.7 - 823.1 ) Volume Invert Avail.Storage Storage Description #1 323.00' 462 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 330 0 0 324.00 593 462 462 Device Routing Invert Outlet Devices #1 Primary 323.75'7.0' 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 323.00'8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.08 cfs @ 12.01 hrs HW=323.31' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP#1: Inflow Area = 21,164 sf, 12.92% Impervious, Inflow Depth = 0.38" for 10 YR event Inflow = 0.16 cfs @ 12.14 hrs, Volume= 666 cf Primary = 0.16 cfs @ 12.14 hrs, Volume= 666 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 8/25/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Link DP#2: Inflow Area = 33,113 sf, 14.23% Impervious, Inflow Depth = 0.47" for 10 YR event Inflow = 0.33 cfs @ 12.03 hrs, Volume= 1,287 cf Primary = 0.33 cfs @ 12.03 hrs, Volume= 1,287 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 8/25/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.00-20 s/n 11387 © 2017 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=3,914 sf 51.97% Impervious Runoff Depth=2.25"Subcatchment S1: Tc=0.0 min CN=80 Runoff=0.41 cfs 734 cf Runoff Area=3,400 sf 20.59% Impervious Runoff Depth=2.42"Subcatchment S2: Tc=0.0 min UI Adjusted CN=82 Runoff=0.38 cfs 685 cf Runoff Area=13,850 sf 0.00% Impervious Runoff Depth=0.94"Subcatchment S3: Flow Length=121' Tc=17.8 min CN=61 Runoff=0.30 cfs 1,088 cf Runoff Area=7,400 sf 17.57% Impervious Runoff Depth=1.37"Subcatchment S4: (new Subcat) Flow Length=90' Tc=10.9 min CN=68 Runoff=0.33 cfs 842 cf Runoff Area=495 sf 79.80% Impervious Runoff Depth=3.57"Subcatchment S5: Tc=0.0 min CN=94 Runoff=0.07 cfs 147 cf Runoff Area=645 sf 84.50% Impervious Runoff Depth=3.68"Subcatchment S6: Tc=0.0 min CN=95 Runoff=0.10 cfs 198 cf Runoff Area=2,038 sf 100.00% Impervious Runoff Depth=4.01"Subcatchment S7: (new Subcat) Tc=0.0 min CN=98 Runoff=0.32 cfs 682 cf Runoff Area=535 sf 81.31% Impervious Runoff Depth=3.68"Subcatchment S8: Tc=0.0 min CN=95 Runoff=0.08 cfs 164 cf Runoff Area=22,000 sf 0.00% Impervious Runoff Depth=0.89"Subcatchment S9: (new Subcat) Flow Length=150' Tc=8.9 min CN=60 Runoff=0.63 cfs 1,627 cf Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0 cfReach 1R: n=0.240 L=40.0' S=0.1000 '/' Capacity=95.37 cfs Outflow=0.00 cfs 0 cf Avg. Flow Depth=0.08' Max Vel=0.27 fps Inflow=0.33 cfs 564 cfReach R1: n=0.240 L=100.0' S=0.0600 '/' Capacity=5.91 cfs Outflow=0.26 cfs 564 cf Avg. Flow Depth=0.00' Max Vel=0.04 fps Inflow=0.03 cfs 5 cfReach R2: n=0.240 L=135.0' S=0.0444 '/' Capacity=12.07 cfs Outflow=0.00 cfs 5 cf Peak Elev=326.07' Storage=32 cf Inflow=0.07 cfs 147 cfPond 2P: SHALLOW GRASSED PLANTER #5 Discarded=0.02 cfs 147 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 147 cf Peak Elev=323.63' Storage=61 cf Inflow=0.41 cfs 734 cfPond 3: POROUS PAVERS #1 Discarded=0.22 cfs 735 cf Primary=0.00 cfs 0 cf Outflow=0.22 cfs 735 cf Peak Elev=327.26' Storage=45 cf Inflow=0.08 cfs 164 cfPond 3P: DRIP EDGE #1 Discarded=0.01 cfs 159 cf Primary=0.03 cfs 5 cf Outflow=0.04 cfs 164 cf Peak Elev=324.43' Storage=150 cf Inflow=0.32 cfs 682 cfPond 9P: STONE BED Discarded=0.07 cfs 682 cf Primary=0.00 cfs 0 cf Outflow=0.07 cfs 682 cf Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev=326.01' Storage=51 cf Inflow=0.10 cfs 198 cfPond 10P: SHALLOW GRASSED PLANTER #4 Discarded=0.02 cfs 198 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 198 cf Peak Elev=325.61' Storage=39 cf Inflow=0.33 cfs 842 cfPond DW: DW Discarded=0.01 cfs 279 cf Primary=0.33 cfs 564 cf Outflow=0.34 cfs 842 cf Peak Elev=323.47' Storage=182 cf Inflow=0.38 cfs 685 cfPond SMA#1: DEPRESSION Discarded=0.08 cfs 685 cf Primary=0.00 cfs 0 cf Outflow=0.08 cfs 685 cf Inflow=0.30 cfs 1,088 cfLink DP#1: Primary=0.30 cfs 1,088 cf Inflow=0.65 cfs 2,196 cfLink DP#2: Primary=0.65 cfs 2,196 cf Total Runoff Area = 54,277 sf Runoff Volume = 6,168 cf Average Runoff Depth = 1.36" 86.28% Pervious = 46,830 sf 13.72% Impervious = 7,447 sf Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.41 cfs @ 11.89 hrs, Volume= 734 cf, Depth= 2.25" 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 1,589 98 Paved parking, HSG B 1,880 61 >75% Grass cover, Good, HSG B 445 98 Roofs, HSG B 3,914 80 Weighted Average 1,880 48.03% Pervious Area 2,034 51.97% Impervious Area Summary for Subcatchment S2: Runoff = 0.38 cfs @ 11.89 hrs, Volume= 685 cf, Depth= 2.42" 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 Adj Description 2,700 80 >75% Grass cover, Good, HSG D 700 98 Unconnected roofs, HSG D 3,400 84 82 Weighted Average, UI Adjusted 2,700 79.41% Pervious Area 700 20.59% Impervious Area 700 100.00% Unconnected Summary for Subcatchment S3: Runoff = 0.30 cfs @ 12.13 hrs, Volume= 1,088 cf, Depth= 0.94" 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 12,750 61 >75% Grass cover, Good, HSG B 1,100 58 Woods/grass comb., Good, HSG B 13,850 61 Weighted Average 13,850 100.00% Pervious Area Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 16 0.3100 0.21 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 16.4 82 0.0130 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 0.2 23 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.8 121 Total Summary for Subcatchment S4: (new Subcat) Runoff = 0.33 cfs @ 12.04 hrs, Volume= 842 cf, Depth= 1.37" 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 25 YR Rainfall=4.25" Area (sf) CN Description 1,300 98 Paved parking, HSG B 6,100 61 >75% Grass cover, Good, HSG B 7,400 68 Weighted Average 6,100 82.43% Pervious Area 1,300 17.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.2000 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.50" 5.3 40 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 10.9 90 Total Summary for Subcatchment S5: Runoff = 0.07 cfs @ 11.89 hrs, Volume= 147 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 100 80 >75% Grass cover, Good, HSG D 395 98 Unconnected roofs, HSG D 495 94 Weighted Average 100 20.20% Pervious Area 395 79.80% Impervious Area 395 100.00% Unconnected Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff = 0.10 cfs @ 11.89 hrs, Volume= 198 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 100 80 >75% Grass cover, Good, HSG D 545 98 Unconnected roofs, HSG D 645 95 Weighted Average 100 15.50% Pervious Area 545 84.50% Impervious Area 545 100.00% Unconnected Summary for Subcatchment S7: (new Subcat) Runoff = 0.32 cfs @ 11.89 hrs, Volume= 682 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 2,038 98 Roofs, HSG B 2,038 100.00% Impervious Area Summary for Subcatchment S8: Runoff = 0.08 cfs @ 11.89 hrs, Volume= 164 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 100 80 >75% Grass cover, Good, HSG D 435 98 Unconnected roofs, HSG D 535 95 Weighted Average 100 18.69% Pervious Area 435 81.31% Impervious Area 435 100.00% Unconnected Summary for Subcatchment S9: (new Subcat) Runoff = 0.63 cfs @ 12.02 hrs, Volume= 1,627 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 25 YR Rainfall=4.25" Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Description 15,000 61 >75% Grass cover, Good, HSG B 7,000 58 Woods/grass comb., Good, HSG B 22,000 60 Weighted Average 22,000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.1000 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 0.4 50 0.0750 1.92 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.9 150 Total Summary for Reach 1R: Inflow Area = 7,314 sf, 37.38% Impervious, Inflow Depth = 0.00" for 25 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= 1.00' Flow Area= 50.0 sf, Capacity= 95.37 cfs 50.00' x 1.00' deep channel, n= 0.240 Sheet flow over Dense Grass Length= 40.0' Slope= 0.1000 '/' Inlet Invert= 324.00', Outlet Invert= 320.00' ‡ Summary for Reach R1: Inflow Area = 7,895 sf, 21.47% Impervious, Inflow Depth = 0.86" for 25 YR event Inflow = 0.33 cfs @ 12.04 hrs, Volume= 564 cf Outflow = 0.26 cfs @ 12.21 hrs, Volume= 564 cf, Atten= 20%, Lag= 10.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 0.27 fps, Min. Travel Time= 6.2 min Avg. Velocity = 0.06 fps, Avg. Travel Time= 26.8 min Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Storage= 99 cf @ 12.11 hrs Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.50' Flow Area= 6.5 sf, Capacity= 5.91 cfs 13.00' x 0.50' deep channel, n= 0.240 Sheet flow over Dense Grass Length= 100.0' Slope= 0.0600 '/' Inlet Invert= 326.00', Outlet Invert= 320.00' ‡ Summary for Reach R2: Inflow Area = 3,218 sf, 93.78% Impervious, Inflow Depth = 0.02" for 25 YR event Inflow = 0.03 cfs @ 12.00 hrs, Volume= 5 cf Outflow = 0.00 cfs @ 13.07 hrs, Volume= 5 cf, Atten= 95%, Lag= 64.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Max. Velocity= 0.04 fps, Min. Travel Time= 59.0 min Avg. Velocity = 0.04 fps, Avg. Travel Time= 59.0 min Peak Storage= 5 cf @ 12.07 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 0.50' Flow Area= 15.0 sf, Capacity= 12.07 cfs 30.00' x 0.50' deep channel, n= 0.240 Sheet flow over Dense Grass Length= 135.0' Slope= 0.0444 '/' Inlet Invert= 326.00', Outlet Invert= 320.00' ‡ Summary for Pond 2P: SHALLOW GRASSED PLANTER #5 Inflow Area = 495 sf, 79.80% Impervious, Inflow Depth = 3.57" for 25 YR event Inflow = 0.07 cfs @ 11.89 hrs, Volume= 147 cf Outflow = 0.02 cfs @ 11.65 hrs, Volume= 147 cf, Atten= 75%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.65 hrs, Volume= 147 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 Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev= 326.07' @ 12.00 hrs Surf.Area= 100 sf Storage= 32 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 7.6 min ( 776.9 - 769.2 ) Volume Invert Avail.Storage Storage Description #1 325.75' 100 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.75 100 0 0 326.75 100 100 100 Device Routing Invert Outlet Devices #1 Primary 326.40'10.0' 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 325.75'8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 11.65 hrs HW=325.76' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 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 3: POROUS PAVERS #1 Inflow Area = 3,914 sf, 51.97% Impervious, Inflow Depth = 2.25" for 25 YR event Inflow = 0.41 cfs @ 11.89 hrs, Volume= 734 cf Outflow = 0.22 cfs @ 11.80 hrs, Volume= 735 cf, Atten= 46%, Lag= 0.0 min Discarded = 0.22 cfs @ 11.80 hrs, Volume= 735 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= 323.63' @ 11.96 hrs Surf.Area= 1,200 sf Storage= 61 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.8 min ( 821.1 - 820.3 ) Volume Invert Avail.Storage Storage Description #1 323.50' 240 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 1,200 0.0 0 0 324.00 1,200 40.0 240 240 Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Discarded 323.50'8.000 in/hr Exfiltration over Surface area #2 Primary 323.95'65.0' 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=0.22 cfs @ 11.80 hrs HW=323.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: DRIP EDGE #1 Inflow Area = 535 sf, 81.31% Impervious, Inflow Depth = 3.68" for 25 YR event Inflow = 0.08 cfs @ 11.89 hrs, Volume= 164 cf Outflow = 0.04 cfs @ 12.00 hrs, Volume= 164 cf, Atten= 48%, Lag= 6.7 min Discarded = 0.01 cfs @ 11.60 hrs, Volume= 159 cf Primary = 0.03 cfs @ 12.00 hrs, Volume= 5 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 327.26' @ 11.99 hrs Surf.Area= 64 sf Storage= 45 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 17.8 min ( 781.3 - 763.5 ) Volume Invert Avail.Storage Storage Description #1 325.50' 51 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 64 0.0 0 0 327.50 64 40.0 51 51 Device Routing Invert Outlet Devices #1 Discarded 325.50'8.000 in/hr Exfiltration over Surface area #2 Primary 327.25'65.0' 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 @ 11.60 hrs HW=325.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.01 cfs @ 12.00 hrs HW=327.25' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.11 fps) Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond 9P: STONE BED Inflow Area = 2,038 sf,100.00% Impervious, Inflow Depth = 4.01" for 25 YR event Inflow = 0.32 cfs @ 11.89 hrs, Volume= 682 cf Outflow = 0.07 cfs @ 11.65 hrs, Volume= 682 cf, Atten= 77%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.65 hrs, Volume= 682 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' @ 12.01 hrs Surf.Area= 400 sf Storage= 150 cf Plug-Flow detention time= 8.5 min calculated for 681 cf (100% of inflow) Center-of-Mass det. time= 8.5 min ( 749.7 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 323.50' 320 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 323.50 400 0.0 0 0 325.50 400 40.0 320 320 Device Routing Invert Outlet Devices #1 Discarded 323.50'8.000 in/hr Exfiltration over Surface area #2 Primary 325.25'65.0' 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=0.07 cfs @ 11.65 hrs HW=323.53' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 10P: SHALLOW GRASSED PLANTER #4 Inflow Area = 645 sf, 84.50% Impervious, Inflow Depth = 3.68" for 25 YR event Inflow = 0.10 cfs @ 11.89 hrs, Volume= 198 cf Outflow = 0.02 cfs @ 11.65 hrs, Volume= 198 cf, Atten= 81%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.65 hrs, Volume= 198 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= 326.01' @ 12.02 hrs Surf.Area= 100 sf Storage= 51 cf Plug-Flow detention time= 13.4 min calculated for 198 cf (100% of inflow) Center-of-Mass det. time= 13.4 min ( 776.9 - 763.5 ) Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT COMBINED Printed 8/25/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 325.50' 125 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.50 100 0 0 326.75 100 125 125 Device Routing Invert Outlet Devices #1 Primary 326.50'10.0' 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 325.50'8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 11.65 hrs HW=325.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond DW: DW Inflow Area = 7,400 sf, 17.57% Impervious, Inflow Depth = 1.37" for 25 YR event Inflow = 0.33 cfs @ 12.04 hrs, Volume= 842 cf Outflow = 0.34 cfs @ 12.04 hrs, Volume= 842 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.01 cfs @ 11.50 hrs, Volume= 279 cf Primary = 0.33 cfs @ 12.04 hrs, Volume= 564 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.61' @ 12.04 hrs Surf.Area= 28 sf Storage= 39 cf Plug-Flow detention time= 34.3 min calculated for 842 cf (100% of inflow) Center-of-Mass det. time= 34.4 min ( 898.2 - 863.8 ) Volume Invert Avail.Storage Storage Description #1 324.00' 25 cf 4.00'D x 2.00'H Vertical Cone/Cylinder Inside #2 34 cf Overall - 4.0" Wall Thickness = 25 cf #2 323.00' 20 cf 6.00'D x 3.00'H Vertical Cone/Cylinder 85 cf Overall - 34 cf Embedded = 51 cf x 40.0% Voids 45 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 323.00'8.000 in/hr Exfiltration over Surface area #2 Primary 325.45'2.0' 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 8/25/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 11.50 hrs HW=323.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.32 cfs @ 12.04 hrs HW=325.60' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.32 cfs @ 1.05 fps) Summary for Pond SMA#1: DEPRESSION Inflow Area = 3,400 sf, 20.59% Impervious, Inflow Depth = 2.42" for 25 YR event Inflow = 0.38 cfs @ 11.89 hrs, Volume= 685 cf Outflow = 0.08 cfs @ 12.01 hrs, Volume= 685 cf, Atten= 78%, Lag= 7.3 min Discarded = 0.08 cfs @ 12.01 hrs, Volume= 685 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= 323.47' @ 12.01 hrs Surf.Area= 452 sf Storage= 182 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.1 min ( 826.6 - 814.5 ) Volume Invert Avail.Storage Storage Description #1 323.00' 462 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 330 0 0 324.00 593 462 462 Device Routing Invert Outlet Devices #1 Primary 323.75'7.0' 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 323.00'8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.08 cfs @ 12.01 hrs HW=323.46' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link DP#1: Inflow Area = 21,164 sf, 12.92% Impervious, Inflow Depth = 0.62" for 25 YR event Inflow = 0.30 cfs @ 12.13 hrs, Volume= 1,088 cf Primary = 0.30 cfs @ 12.13 hrs, Volume= 1,088 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 8/25/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Link DP#2: Inflow Area = 33,113 sf, 14.23% Impervious, Inflow Depth = 0.80" for 25 YR event Inflow = 0.65 cfs @ 12.04 hrs, Volume= 2,196 cf Primary = 0.65 cfs @ 12.04 hrs, Volume= 2,196 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Stormwater Management Narrative West Residence, 79 Knox Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix D Stormwater Maintenance Agreement