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Stormwater Report900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com STORMWATER MANAGEMENT NARRATIVE SITE IMPROVEMENTS FOR 3 ANTIGUA ROAD LLC 3 & 5 ANTIGUA ROAD TOWN OF LAKE GEORGE & QUEENSBURY, NY Prepared by: Environmental Design Partnership Clifton Park, NY 12065 APRIL 2022 Stormwater Management Narrative 3 Antigua Road LLC, 3&5 Antigua 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 rebuild a burned down camp structure located in the Town of Queensbury along with site improvements located in both the Town of Lake George and Queensbury. There is a total of 4 (four) lots owned by the applicant with a total area of 1.82 acres. The project is located at 3&5 Antigua Road Queensbury, New York. The project will consist of 18,000 sf of soil disturbance and approximately 20,000 sf of impervious, a net increase of 4,000 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 and Lake George Park Commission Stormwater Management Regulations. The proposed project includes less than 1 acre of disturbance therefore is not required to gain coverage under NYSDEC SPDES permit. The proposed stormwater management system will include 2 grass depressions, 3 areas of permeable block pavers, 2 infiltration trenches and 2 dry wells (1 existing and 1 proposed) 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, along with the Town of Lake George Stormwater Management Regulations, Chapter 148 of the Town Code, to accommodate runoff rate and volumes. 2.0 EXISTING SITE CONDITIONS The existing site consists of a single-family house, a single-family guest cottage, one shed, paved driveways for both cottage and main house, a large patio and walkway paths. The runoff of the property slopes down off of Route 9L and Antigua Road and then runs into Lake George. There is currently only one stormwater management device on site which includes a drywell on the existing large driveway with a large contribution area, the drywell appears to overflow along the western side of the house, then into Lake George. The topography of the site is sloped around 15% to 20% towards Lake George. 2.1 Soil and Groundwater Conditions The NRCS Web Soil Survey identifies the primary soil groups within the area of the proposed site improvements to be BdC (Bice-Woodston). The Soil Survey identifies BdC soil series as Hydrologic Soil Group (HSG) “B”. Per soil testing, Soil Group “B” is accurate, on site borings depict deep fine to medium coarse sand to depths of eight feet or greater. 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, hard surfaces, slope and soil type are all Stormwater Management Narrative 3 Antigua Road LLC, 3&5 Antigua Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com incorporated into the predevelopment hydraulic model, the entire drainage area was modeled with pre-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. 3.0 POST DEVELOPMENT STORMWATER ANALYSIS Site improvements to the property consist of construction of a new single-family dwelling, reshaping and repaving of an existing driveway for new dwelling, retaining walls, permeable block paver patios/walkways and shoreline 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 will include 2 grass depressions, 3 areas of permeable block pavers, 1 infiltration trench and 2 dry wells (1 existing and 1 proposed). Per soil and infiltration testing, infiltration rates stabilized at roughly 36 inches an hour. A conservative 12 inches per hour was used in HydroCAD modelling. The depressions will collect the stormwater runoff from portions of the existing residence along with surface flows from Antigua Road and existing vegetated surface. The depressions have been sized according to allow for the complete attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. Overflow from the grass depressions will be directed to Lake George to follow pre-existing site conditions. The permeable block pavers will collect the stormwater runoff from portions of the existing residence, proposed dwelling, vegetation surrounding and all rain that falls directly on pavers and allow the runoff to be filtered and infiltrated into the ground. The pavers have been sized to allow maximum attenuation and infiltration if the contributing stormwater runoff for storms up to the 25-year storm event. The permeable block pavers have been designed with different layers of stone to allow filtering contributing stormwater runoff. Overflow from the pavers will be directed to Lake George to follow pre-existing site conditions. The infiltration trenches will collect the stormwater runoff from a portion of the proposed dwelling and driveway while allowing the runoff to be filtered and infiltrated into the ground. The trench has been sized to allow complete attenuation and infiltration of the contributing stormwater runoff for storms up to and including the 25-year storm event. The trenches have been designed to include a filter fabric along the top of the trench to allow filtration prior to runoff infiltrating into the ground. Overflow from the trench will be directed to other management devices then directed to Lake George to follow pre-existing conditions. The dry well will collect the stormwater runoff from portions of the existing driveway, to be reshaped, for the proposed dwelling along with portions of proposed dwelling roof runoff. The drywell has been sized to allow full attenuation and infiltration of new impervious flowing towards it and allow maximum attenuation and infiltration of the existing driveway for storms up to the 25-year storm event. Overflows from the dry well will be directed to Lake George to follow pre-existing conditions. Stormwater Management Narrative 3 Antigua Road LLC, 3&5 Antigua Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 3.1 Town of Queensbury Stormwater Regulations The project consists of greater than 15,000 square feet of disturbance and therefore, according the Chapter 147 of the town code, is considered a major project. The proposed stormwater management has been designed in accordance with the Queensbury Town Code which requires that the volume of runoff for a ten-year storm shall be maintained after development and that the peak rate of runoff shall not be increased for the 25-year storm. The following tables summarize the stormwater modeling results. 3.2 Town of Lake George Stormwater Regulations The proposed project will consist of greater than 15,000 square feet of disturbance and therefore, according the Chapter 148 of the town code, is considered a major project. The proposed stormwater management has been designed in accordance with the Lake George Town Code which mandates that the volume of runoff for a ten-year storm must be maintained after development and that the peak rate of runoff must not be increased for the 25-year storm. The following tables summarize the stormwater modeling results. Table 1: 10-Year (3.52 inch) Design Storm Runoff Volume Design Point Pre-Existing Runoff Volume (cf) Post-Development Runoff Volume (cf) 1 6,009 3,802 Table 2: 25-Year (4.26 inch) Design Storm Runoff Rate Design Point Predevelopment Runoff Rate (cfs) Post-Development Runoff Rate (cfs) 1 5.63 1.62 Stormwater Management Narrative 3 Antigua Road LLC, 3&5 Antigua 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 SUMMARY Development of the proposed site has changed the stormwater drainage characteristics of the site; impervious area was added and the site was re-graded to support the improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the Queensbury Town Code. The proposed stormwater management system will comply with the recommendations in these standards related to runoff volume and flow rate reduction. Through the implementation of acceptable stormwater management practices, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: Connor DeMyer Stormwater Management Narrative 3 Antigua Road LLC, 3&5 Antigua Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 2.0 REFERENCES HydroCAD version 6.00, Applied Microcomputer Systems, Chocura, New Hampshire. NYSDEC, 1990. “Technical and Operational Guidance Series (5.1.8) Stormwater Management Guidelines for New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 1992. “Reducing the Impacts of Stormwater Runoff from New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 2015. “New York State Stormwater Management Design Manual”, Center for Watershed Protection, Ellicott City, MD. Rawls, W.J., Brakensiek, D.L., and Saxton, K. E., 1982. “Estimation of Soil Properties”, Transactions of the American Society of Agricultural Engineers, Vol. 25, No. J, pp. 1316-1320. S.C.S., 1982. “TR-20 Project Formulation-Hydrology, Technical Release No. 20”, U.S. Department of Agriculture, Soil Conservation Service, Hydrology Unit Division of Engineering. Stormwater Management Narrative 3 Antigua Road LLC, 3&5 Antigua 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 3 Antigua Road LLC, 3&5 Antigua Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix A USDA Soil Survey Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/10/2022 Page 1 of 3481079048108104810830481085048108704810890481091048109304810950481079048108104810830481085048108704810890481091048109304810950606760606780606800606820606840606860606880 606760 606780 606800 606820 606840 606860 606880 43° 26' 37'' N 73° 40' 50'' W43° 26' 37'' N73° 40' 44'' W43° 26' 32'' N 73° 40' 50'' W43° 26' 32'' N 73° 40' 44'' 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: 1:813 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 3/10/2022 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BdC Bice very bouldery fine sandy loam, sloping 1.7 99.7% BdE Bice very bouldery fine sandy loam, steep 0.0 0.3% W Water 0.0 0.0% Totals for Area of Interest 1.7 100.0% Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/10/2022 Page 3 of 3 Stormwater Management Narrative 3 Antigua Road LLC, 3&5 Antigua Road Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix B Pre-existing Stormwater Modeling Calculations S1 S2 DW DW OFF LAKE GEORGE Routing Diagram for pre-existing Prepared by {enter your company name here}, Printed 4/7/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link pre-existing Printed 4/7/2022Prepared 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) 62,959 61 >75% Grass cover, Good, HSG B (S1) 8,900 98 Paved parking, HSG B (S1, S2) 5,450 98 Roofs, HSG B (S1, S2) 2,135 98 Unconnected pavement, HSG B (S1) 79,444 69 TOTAL AREA pre-existing Printed 4/7/2022Prepared 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 79,444 HSG B S1, S2 0 HSG C 0 HSG D 0 Other 79,444 TOTAL AREA pre-existing Printed 4/7/2022Prepared 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 62,959 0 0 0 62,959 >75% Grass cover, Good 0 8,900 0 0 0 8,900 Paved parking 0 5,450 0 0 0 5,450 Roofs 0 2,135 0 0 0 2,135 Unconnected pavement 0 79,444 0 0 0 79,444 TOTAL AREA Type II 24-hr 10 year Rainfall=3.52"pre-existing Printed 4/7/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.01 hrs, 20001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=75,694 sf 16.82% Impervious Runoff Depth=0.86"Subcatchment S1: Tc=0.0 min CN=67 Runoff=3.24 cfs 5,433 cf Runoff Area=3,750 sf 100.00% Impervious Runoff Depth=3.29"Subcatchment S2: Tc=0.0 min CN=98 Runoff=0.51 cfs 1,027 cf Peak Elev=340.70' Storage=23 cf Inflow=0.51 cfs 1,027 cfPond DW: DW Discarded=0.01 cfs 451 cf Primary=0.50 cfs 576 cf Outflow=0.51 cfs 1,027 cf Inflow=3.74 cfs 6,009 cfLink OFF: LAKE GEORGE Primary=3.74 cfs 6,009 cf Total Runoff Area = 79,444 sf Runoff Volume = 6,460 cf Average Runoff Depth = 0.98" 79.25% Pervious = 62,959 sf 20.75% Impervious = 16,485 sf Type II 24-hr 10 year Rainfall=3.52"pre-existing Printed 4/7/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 3.24 cfs @ 11.90 hrs, Volume= 5,433 cf, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 3,200 98 Roofs, HSG B 2,350 98 Paved parking, HSG B 2,135 98 Unconnected pavement, HSG B 1,500 98 Roofs, HSG B 3,550 98 Paved parking, HSG B 62,959 61 >75% Grass cover, Good, HSG B 75,694 67 Weighted Average 62,959 83.18% Pervious Area 12,735 16.82% Impervious Area 2,135 16.76% Unconnected Summary for Subcatchment S2: Runoff = 0.51 cfs @ 11.90 hrs, Volume= 1,027 cf, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 750 98 Roofs, HSG B 3,000 98 Paved parking, HSG B 3,750 98 Weighted Average 3,750 100.00% Impervious Area Summary for Pond DW: DW Inflow Area = 3,750 sf,100.00% Impervious, Inflow Depth = 3.29" for 10 year event Inflow = 0.51 cfs @ 11.90 hrs, Volume= 1,027 cf Outflow = 0.51 cfs @ 11.90 hrs, Volume= 1,027 cf, Atten= 1%, Lag= 0.1 min Discarded = 0.01 cfs @ 8.69 hrs, Volume= 451 cf Primary = 0.50 cfs @ 11.90 hrs, Volume= 576 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 340.70' @ 11.90 hrs Surf.Area= 28 sf Storage= 23 cf Plug-Flow detention time= 9.2 min calculated for 1,027 cf (100% of inflow) Center-of-Mass det. time= 9.2 min ( 754.1 - 744.9 ) Type II 24-hr 10 year Rainfall=3.52"pre-existing Printed 4/7/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 340.50' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder Inside #2 86 cf Overall - 4.0" Wall Thickness = 63 cf #2 338.75' 48 cf 6.00'D x 7.25'H Vertical Cone/Cylinder 205 cf Overall - 86 cf Embedded = 119 cf x 40.0% Voids 111 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 338.75'12.000 in/hr Exfiltration over Surface area #2 Primary 340.50'2.0' 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 Discarded OutFlow Max=0.01 cfs @ 8.69 hrs HW=338.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.50 cfs @ 11.90 hrs HW=340.70' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.50 cfs @ 1.22 fps) Summary for Link OFF: LAKE GEORGE Inflow Area = 79,444 sf, 20.75% Impervious, Inflow Depth = 0.91" for 10 year event Inflow = 3.74 cfs @ 11.90 hrs, Volume= 6,009 cf Primary = 3.74 cfs @ 11.90 hrs, Volume= 6,009 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26"pre-existing Printed 4/7/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.01 hrs, 20001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=75,694 sf 16.82% Impervious Runoff Depth=1.31"Subcatchment S1: Tc=0.0 min CN=67 Runoff=5.02 cfs 8,250 cf Runoff Area=3,750 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S2: Tc=0.0 min CN=98 Runoff=0.62 cfs 1,258 cf Peak Elev=340.73' Storage=24 cf Inflow=0.62 cfs 1,258 cfPond DW: DW Discarded=0.01 cfs 506 cf Primary=0.61 cfs 751 cf Outflow=0.62 cfs 1,258 cf Inflow=5.63 cfs 9,001 cfLink OFF: LAKE GEORGE Primary=5.63 cfs 9,001 cf Total Runoff Area = 79,444 sf Runoff Volume = 9,508 cf Average Runoff Depth = 1.44" 79.25% Pervious = 62,959 sf 20.75% Impervious = 16,485 sf Type II 24-hr 25 year Rainfall=4.26"pre-existing Printed 4/7/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 5.02 cfs @ 11.90 hrs, Volume= 8,250 cf, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 3,200 98 Roofs, HSG B 2,350 98 Paved parking, HSG B 2,135 98 Unconnected pavement, HSG B 1,500 98 Roofs, HSG B 3,550 98 Paved parking, HSG B 62,959 61 >75% Grass cover, Good, HSG B 75,694 67 Weighted Average 62,959 83.18% Pervious Area 12,735 16.82% Impervious Area 2,135 16.76% Unconnected Summary for Subcatchment S2: Runoff = 0.62 cfs @ 11.90 hrs, Volume= 1,258 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 750 98 Roofs, HSG B 3,000 98 Paved parking, HSG B 3,750 98 Weighted Average 3,750 100.00% Impervious Area Summary for Pond DW: DW Inflow Area = 3,750 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.62 cfs @ 11.90 hrs, Volume= 1,258 cf Outflow = 0.62 cfs @ 11.90 hrs, Volume= 1,258 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.01 cfs @ 8.16 hrs, Volume= 506 cf Primary = 0.61 cfs @ 11.90 hrs, Volume= 751 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 340.73' @ 11.90 hrs Surf.Area= 28 sf Storage= 24 cf Plug-Flow detention time= 9.5 min calculated for 1,258 cf (100% of inflow) Center-of-Mass det. time= 9.5 min ( 750.7 - 741.2 ) Type II 24-hr 25 year Rainfall=4.26"pre-existing Printed 4/7/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 340.50' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder Inside #2 86 cf Overall - 4.0" Wall Thickness = 63 cf #2 338.75' 48 cf 6.00'D x 7.25'H Vertical Cone/Cylinder 205 cf Overall - 86 cf Embedded = 119 cf x 40.0% Voids 111 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 338.75'12.000 in/hr Exfiltration over Surface area #2 Primary 340.50'2.0' 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 Discarded OutFlow Max=0.01 cfs @ 8.16 hrs HW=338.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.60 cfs @ 11.90 hrs HW=340.73' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.60 cfs @ 1.30 fps) Summary for Link OFF: LAKE GEORGE Inflow Area = 79,444 sf, 20.75% Impervious, Inflow Depth = 1.36" for 25 year event Inflow = 5.63 cfs @ 11.90 hrs, Volume= 9,001 cf Primary = 5.63 cfs @ 11.90 hrs, Volume= 9,001 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Stormwater Management Narrative 3 Antigua Road LLC, 3&5 Antigua 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 S1 existing not touched S10 S2 S3 S4 S5S6 house corner S7 g roof S8 g house S9 ex h & patioDW DW SMA#1 depression SMA#2 trench SMA#3 pavers SMA#4 depression SMA#5 Dry Well SMA#6 pavers SMA7 pavers SMA8 trench OFF LAKE GEORGE Routing Diagram for postdevelopment Prepared by {enter your company name here}, Printed 4/7/2022 HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link postdevelopment Printed 4/7/2022Prepared 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) 59,303 61 >75% Grass cover, Good, HSG B (S1, S2, S3, S5, S6, S9) 8,350 98 Paved parking, HSG B (S10, S2, S3, S4) 6,162 98 Roofs, HSG B (S1, S2, S4, S5, S6, S7, S8, S9) 4,500 98 Unconnected pavement, HSG B (S5, S9) 78,315 70 TOTAL AREA postdevelopment Printed 4/7/2022Prepared 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 78,315 HSG B S1, S10, S2, S3, S4, S5, S6, S7, S8, S9 0 HSG C 0 HSG D 0 Other 78,315 TOTAL AREA postdevelopment Printed 4/7/2022Prepared 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 59,303 0 0 0 59,303 >75% Grass cover, Good 0 8,350 0 0 0 8,350 Paved parking 0 6,162 0 0 0 6,162 Roofs 0 4,500 0 0 0 4,500 Unconnected pavement 0 78,315 0 0 0 78,315 TOTAL AREA postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 11387 © 2017 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#5 343.75 343.00 35.0 0.0214 0.013 6.0 0.0 0.0 Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.10 hrs, 2001 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=44,682 sf 2.24% Impervious Runoff Depth=0.62"Subcatchment S1: existing not touched Flow Length=190' Slope=0.1600 '/' Tc=13.4 min CN=62 Runoff=0.67 cfs 2,327 cf Runoff Area=350 sf 100.00% Impervious Runoff Depth=3.29"Subcatchment S10: Tc=0.0 min CN=98 Runoff=0.04 cfs 96 cf Runoff Area=14,750 sf 38.98% Impervious Runoff Depth=1.32"Subcatchment S2: Tc=0.0 min CN=75 Runoff=0.84 cfs 1,618 cf Runoff Area=5,500 sf 9.09% Impervious Runoff Depth=0.72"Subcatchment S3: Flow Length=100' Slope=0.1600 '/' Tc=7.0 min CN=64 Runoff=0.13 cfs 328 cf Runoff Area=3,110 sf 100.00% Impervious Runoff Depth=3.29"Subcatchment S4: Tc=0.0 min CN=98 Runoff=0.37 cfs 852 cf Runoff Area=2,100 sf 85.71% Impervious Runoff Depth=2.75"Subcatchment S5: Tc=0.0 min CN=93 Runoff=0.23 cfs 482 cf Runoff Area=845 sf 32.54% Impervious Runoff Depth=1.19"Subcatchment S6: house corner Tc=0.0 min CN=73 Runoff=0.04 cfs 84 cf Runoff Area=787 sf 100.00% Impervious Runoff Depth=3.29"Subcatchment S7: g roof Tc=0.0 min CN=98 Runoff=0.09 cfs 216 cf Runoff Area=940 sf 100.00% Impervious Runoff Depth=3.29"Subcatchment S8: g house Tc=0.0 min CN=98 Runoff=0.11 cfs 257 cf Runoff Area=5,251 sf 85.70% Impervious Runoff Depth=2.75"Subcatchment S9: ex h & patio Tc=0.0 min CN=93 Runoff=0.57 cfs 1,205 cf Peak Elev=340.79' Storage=25 cf Inflow=0.84 cfs 1,618 cfPond DW: DW Discarded=0.01 cfs 396 cf Primary=0.83 cfs 1,222 cf Outflow=0.84 cfs 1,618 cf Peak Elev=345.23' Storage=78 cf Inflow=0.13 cfs 328 cfPond SMA#1: depression Outflow=0.02 cfs 328 cf Peak Elev=343.97' Storage=65 cf Inflow=0.09 cfs 216 cfPond SMA#2: trench Outflow=0.01 cfs 216 cf Peak Elev=344.54' Storage=23 cf Inflow=0.23 cfs 482 cfPond SMA#3: pavers Discarded=0.15 cfs 482 cf Primary=0.00 cfs 0 cf Outflow=0.15 cfs 482 cf Peak Elev=345.14' Storage=15 cf Inflow=0.04 cfs 84 cfPond SMA#4: depression Outflow=0.01 cfs 84 cf Peak Elev=343.27' Storage=298 cf Inflow=0.37 cfs 852 cfPond SMA#5: Dry Well Discarded=0.03 cfs 852 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 852 cf Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev=335.03' Storage=4 cf Inflow=0.11 cfs 257 cfPond SMA#6: pavers Discarded=0.10 cfs 257 cf Primary=0.00 cfs 0 cf Outflow=0.10 cfs 257 cf Peak Elev=334.57' Storage=40 cf Inflow=0.57 cfs 1,205 cfPond SMA7: pavers Discarded=0.42 cfs 1,221 cf Primary=0.00 cfs 0 cf Outflow=0.42 cfs 1,221 cf Peak Elev=344.05' Storage=25 cf Inflow=0.04 cfs 96 cfPond SMA8: trench Discarded=0.00 cfs 81 cf Primary=0.04 cfs 15 cf Outflow=0.04 cfs 96 cf Inflow=0.97 cfs 3,563 cfLink OFF: LAKE GEORGE Primary=0.97 cfs 3,563 cf Total Runoff Area = 78,315 sf Runoff Volume = 7,464 cf Average Runoff Depth = 1.14" 75.72% Pervious = 59,303 sf 24.28% Impervious = 19,012 sf Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: existing not touched Runoff = 0.67 cfs @ 12.09 hrs, Volume= 2,327 cf, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 1,000 98 Roofs, HSG B 43,682 61 >75% Grass cover, Good, HSG B 44,682 62 Weighted Average 43,682 97.76% Pervious Area 1,000 2.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 100 0.1600 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.53" 6.4 90 0.1600 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.53" 13.4 190 Total Summary for Subcatchment S10: Runoff = 0.04 cfs @ 11.88 hrs, Volume= 96 cf, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 350 98 Paved parking, HSG B 350 100.00% Impervious Area Summary for Subcatchment S2: Runoff = 0.84 cfs @ 11.89 hrs, Volume= 1,618 cf, Depth= 1.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 750 98 Roofs, HSG B 5,000 98 Paved parking, HSG B 9,000 61 >75% Grass cover, Good, HSG B 14,750 75 Weighted Average 9,000 61.02% Pervious Area 5,750 38.98% Impervious Area Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Runoff = 0.13 cfs @ 12.00 hrs, Volume= 328 cf, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 5,000 61 >75% Grass cover, Good, HSG B 500 98 Paved parking, HSG B 5,500 64 Weighted Average 5,000 90.91% Pervious Area 500 9.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 100 0.1600 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.53" Summary for Subcatchment S4: Runoff = 0.37 cfs @ 11.88 hrs, Volume= 852 cf, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 610 98 Roofs, HSG B 2,500 98 Paved parking, HSG B 3,110 98 Weighted Average 3,110 100.00% Impervious Area Summary for Subcatchment S5: Runoff = 0.23 cfs @ 11.88 hrs, Volume= 482 cf, Depth= 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 1,500 98 Unconnected pavement, HSG B 300 98 Roofs, HSG B 300 61 >75% Grass cover, Good, HSG B 2,100 93 Weighted Average 300 14.29% Pervious Area 1,800 85.71% Impervious Area 1,500 83.33% Unconnected Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S6: house corner Runoff = 0.04 cfs @ 11.89 hrs, Volume= 84 cf, Depth= 1.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 275 98 Roofs, HSG B 570 61 >75% Grass cover, Good, HSG B 845 73 Weighted Average 570 67.46% Pervious Area 275 32.54% Impervious Area Summary for Subcatchment S7: g roof Runoff = 0.09 cfs @ 11.88 hrs, Volume= 216 cf, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 787 98 Roofs, HSG B 787 100.00% Impervious Area Summary for Subcatchment S8: g house Runoff = 0.11 cfs @ 11.88 hrs, Volume= 257 cf, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Area (sf) CN Description 940 98 Roofs, HSG B 940 100.00% Impervious Area Summary for Subcatchment S9: ex h & patio Runoff = 0.57 cfs @ 11.88 hrs, Volume= 1,205 cf, Depth= 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 10 year Rainfall=3.52" Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Description 3,000 98 Unconnected pavement, HSG B 1,500 98 Roofs, HSG B 751 61 >75% Grass cover, Good, HSG B 5,251 93 Weighted Average 751 14.30% Pervious Area 4,500 85.70% Impervious Area 3,000 66.67% Unconnected Summary for Pond DW: DW Inflow Area = 14,750 sf, 38.98% Impervious, Inflow Depth = 1.32" for 10 year event Inflow = 0.84 cfs @ 11.89 hrs, Volume= 1,618 cf Outflow = 0.84 cfs @ 11.89 hrs, Volume= 1,618 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.01 cfs @ 11.10 hrs, Volume= 396 cf Primary = 0.83 cfs @ 11.89 hrs, Volume= 1,222 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 340.79' @ 11.89 hrs Surf.Area= 28 sf Storage= 25 cf Plug-Flow detention time= 9.7 min calculated for 1,617 cf (100% of inflow) Center-of-Mass det. time= 9.8 min ( 854.1 - 844.3 ) Volume Invert Avail.Storage Storage Description #1 340.50' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder Inside #2 86 cf Overall - 4.0" Wall Thickness = 63 cf #2 338.75' 48 cf 6.00'D x 7.25'H Vertical Cone/Cylinder 205 cf Overall - 86 cf Embedded = 119 cf x 40.0% Voids 111 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 338.75'12.000 in/hr Exfiltration over Surface area #2 Primary 340.50'2.0' 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 Discarded OutFlow Max=0.01 cfs @ 11.10 hrs HW=338.86' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.78 cfs @ 11.89 hrs HW=340.78' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.78 cfs @ 1.42 fps) Summary for Pond SMA#1: depression Inflow Area = 7,600 sf, 30.26% Impervious, Inflow Depth = 0.52" for 10 year event Inflow = 0.13 cfs @ 12.00 hrs, Volume= 328 cf Outflow = 0.02 cfs @ 12.33 hrs, Volume= 328 cf, Atten= 81%, Lag= 19.5 min Discarded = 0.02 cfs @ 12.33 hrs, Volume= 328 cf Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 345.23' @ 12.33 hrs Surf.Area= 211 sf Storage= 78 cf Plug-Flow detention time= 22.4 min calculated for 328 cf (100% of inflow) Center-of-Mass det. time= 22.4 min ( 911.1 - 888.7 ) Volume Invert Avail.Storage Storage Description #1 344.75' 186 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 344.75 110 0 0 345.00 167 35 35 345.50 262 107 142 345.65 333 45 186 Device Routing Invert Outlet Devices #1 Discarded 344.75'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 12.33 hrs HW=345.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Summary for Pond SMA#2: trench Inflow Area = 787 sf,100.00% Impervious, Inflow Depth = 3.29" for 10 year event Inflow = 0.09 cfs @ 11.88 hrs, Volume= 216 cf Outflow = 0.01 cfs @ 11.60 hrs, Volume= 216 cf, Atten= 86%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.60 hrs, Volume= 216 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 343.97' @ 12.12 hrs Surf.Area= 110 sf Storage= 65 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 27.6 min ( 772.5 - 744.9 ) Volume Invert Avail.Storage Storage Description #1 342.50' 132 cf Custom Stage Data (Prismatic) Listed below (Recalc) 330 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 342.50 110 0 0 345.50 110 330 330 Device Routing Invert Outlet Devices #1 Discarded 342.50'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 11.60 hrs HW=342.56' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA#3: pavers Inflow Area = 2,100 sf, 85.71% Impervious, Inflow Depth = 2.75" for 10 year event Inflow = 0.23 cfs @ 11.88 hrs, Volume= 482 cf Outflow = 0.15 cfs @ 11.95 hrs, Volume= 482 cf, Atten= 34%, Lag= 4.2 min Discarded = 0.15 cfs @ 11.95 hrs, Volume= 482 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 344.54' @ 11.93 hrs Surf.Area= 1,300 sf Storage= 23 cf Plug-Flow detention time= 1.1 min calculated for 482 cf (100% of inflow) Center-of-Mass det. time= 1.1 min ( 781.7 - 780.6 ) Volume Invert Avail.Storage Storage Description #1 344.50' 390 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 344.50 1,300 0.0 0 0 345.25 1,300 40.0 390 390 345.75 1,300 0.0 0 390 Device Routing Invert Outlet Devices #1 Discarded 344.50'5.000 in/hr Exfiltration over Surface area #2 Primary 345.70'50.0' 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=0.15 cfs @ 11.95 hrs HW=344.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=344.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#4: depression Inflow Area = 845 sf, 32.54% Impervious, Inflow Depth = 1.19" for 10 year event Inflow = 0.04 cfs @ 11.89 hrs, Volume= 84 cf Outflow = 0.01 cfs @ 12.03 hrs, Volume= 84 cf, Atten= 67%, Lag= 8.3 min Discarded = 0.01 cfs @ 12.03 hrs, Volume= 84 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 345.14' @ 12.03 hrs Surf.Area= 123 sf Storage= 15 cf Plug-Flow detention time= 5.4 min calculated for 84 cf (100% of inflow) Center-of-Mass det. time= 5.4 min ( 855.8 - 850.4 ) Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 345.00' 120 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 345.00 104 0 0 345.50 175 70 70 345.75 230 51 120 Device Routing Invert Outlet Devices #1 Discarded 345.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.03 hrs HW=345.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Summary for Pond SMA#5: Dry Well Inflow Area = 3,110 sf,100.00% Impervious, Inflow Depth = 3.29" for 10 year event Inflow = 0.37 cfs @ 11.88 hrs, Volume= 852 cf Outflow = 0.03 cfs @ 11.50 hrs, Volume= 852 cf, Atten= 91%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.50 hrs, Volume= 852 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 343.27' @ 12.33 hrs Surf.Area= 113 sf Storage= 298 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 58.7 min ( 803.6 - 744.9 ) Volume Invert Avail.Storage Storage Description #1 339.75' 201 cf 8.00'D x 4.00'H Vertical Cone/Cylinder Inside #2 236 cf Overall - 4.0" Wall Thickness = 201 cf #2 338.75' 166 cf 12.00'D x 5.75'H Vertical Cone/Cylinder 650 cf Overall - 236 cf Embedded = 414 cf x 40.0% Voids 367 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 338.75'12.000 in/hr Exfiltration over Surface area #2 Primary 343.75'6.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 343.75' / 343.00' S= 0.0214 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.03 cfs @ 11.50 hrs HW=338.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.75' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA#6: pavers Inflow Area = 940 sf,100.00% Impervious, Inflow Depth = 3.29" for 10 year event Inflow = 0.11 cfs @ 11.88 hrs, Volume= 257 cf Outflow = 0.10 cfs @ 11.88 hrs, Volume= 257 cf, Atten= 6%, Lag= 0.4 min Discarded = 0.10 cfs @ 11.88 hrs, Volume= 257 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 335.03' @ 11.89 hrs Surf.Area= 372 sf Storage= 4 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.5 min ( 745.4 - 744.9 ) Volume Invert Avail.Storage Storage Description #1 335.00' 223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 335.00 372 0.0 0 0 336.50 372 40.0 223 223 337.00 372 0.0 0 223 Device Routing Invert Outlet Devices #1 Discarded 335.00'12.000 in/hr Exfiltration over Surface area #2 Primary 336.55'35.0' 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=0.10 cfs @ 11.88 hrs HW=335.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=335.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA7: pavers Inflow Area = 5,251 sf, 85.70% Impervious, Inflow Depth = 2.75" for 10 year event Inflow = 0.57 cfs @ 11.88 hrs, Volume= 1,205 cf Outflow = 0.42 cfs @ 11.95 hrs, Volume= 1,221 cf, Atten= 26%, Lag= 4.2 min Discarded = 0.42 cfs @ 11.95 hrs, Volume= 1,221 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 334.57' @ 11.91 hrs Surf.Area= 1,500 sf Storage= 40 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 334.50' 900 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 334.50 1,500 0.0 0 0 336.00 1,500 40.0 900 900 336.50 1,500 0.0 0 900 Device Routing Invert Outlet Devices #1 Discarded 334.50'12.000 in/hr Exfiltration over Surface area #2 Primary 335.75'211.0' 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=0.42 cfs @ 11.95 hrs HW=334.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.42 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=334.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA8: trench Inflow Area = 350 sf,100.00% Impervious, Inflow Depth = 3.29" for 10 year event Inflow = 0.04 cfs @ 11.88 hrs, Volume= 96 cf Outflow = 0.04 cfs @ 12.00 hrs, Volume= 96 cf, Atten= 0%, Lag= 7.4 min Discarded = 0.00 cfs @ 11.50 hrs, Volume= 81 cf Primary = 0.04 cfs @ 12.00 hrs, Volume= 15 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 344.05' @ 11.96 hrs Surf.Area= 30 sf Storage= 25 cf Plug-Flow detention time= 26.3 min calculated for 96 cf (100% of inflow) Center-of-Mass det. time= 26.3 min ( 771.3 - 744.9 ) Volume Invert Avail.Storage Storage Description #1 342.00' 42 cf Custom Stage Data (Prismatic) Listed below (Recalc) 105 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 342.00 30 0 0 345.50 30 105 105 Device Routing Invert Outlet Devices #1 Discarded 342.00'5.000 in/hr Exfiltration over Surface area #2 Primary 344.00'10.0' 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 Type II 24-hr 10 year Rainfall=3.52"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.50 hrs HW=342.04' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.02 cfs @ 12.00 hrs HW=344.01' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.02 cfs @ 0.25 fps) Summary for Link OFF: LAKE GEORGE Inflow Area = 69,083 sf, 22.65% Impervious, Inflow Depth = 0.62" for 10 year event Inflow = 0.97 cfs @ 11.93 hrs, Volume= 3,563 cf Primary = 0.97 cfs @ 11.93 hrs, Volume= 3,563 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Time span=0.00-200.00 hrs, dt=0.10 hrs, 2001 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=44,682 sf 2.24% Impervious Runoff Depth=1.00"Subcatchment S1: existing not touched Flow Length=190' Slope=0.1600 '/' Tc=13.4 min CN=62 Runoff=1.19 cfs 3,741 cf Runoff Area=350 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S10: Tc=0.0 min CN=98 Runoff=0.05 cfs 117 cf Runoff Area=14,750 sf 38.98% Impervious Runoff Depth=1.86"Subcatchment S2: Tc=0.0 min CN=75 Runoff=1.19 cfs 2,291 cf Runoff Area=5,500 sf 9.09% Impervious Runoff Depth=1.12"Subcatchment S3: Flow Length=100' Slope=0.1600 '/' Tc=7.0 min CN=64 Runoff=0.22 cfs 514 cf Runoff Area=3,110 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S4: Tc=0.0 min CN=98 Runoff=0.45 cfs 1,043 cf Runoff Area=2,100 sf 85.71% Impervious Runoff Depth=3.47"Subcatchment S5: Tc=0.0 min CN=93 Runoff=0.28 cfs 608 cf Runoff Area=845 sf 32.54% Impervious Runoff Depth=1.72"Subcatchment S6: house corner Tc=0.0 min CN=73 Runoff=0.06 cfs 121 cf Runoff Area=787 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S7: g roof Tc=0.0 min CN=98 Runoff=0.11 cfs 264 cf Runoff Area=940 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment S8: g house Tc=0.0 min CN=98 Runoff=0.14 cfs 315 cf Runoff Area=5,251 sf 85.70% Impervious Runoff Depth=3.47"Subcatchment S9: ex h & patio Tc=0.0 min CN=93 Runoff=0.71 cfs 1,520 cf Peak Elev=340.86' Storage=26 cf Inflow=1.19 cfs 2,291 cfPond DW: DW Discarded=0.01 cfs 416 cf Primary=1.18 cfs 1,876 cf Outflow=1.19 cfs 2,292 cf Peak Elev=345.55' Storage=155 cf Inflow=0.22 cfs 514 cfPond SMA#1: depression Outflow=0.03 cfs 514 cf Peak Elev=344.41' Storage=84 cf Inflow=0.11 cfs 264 cfPond SMA#2: trench Outflow=0.01 cfs 264 cf Peak Elev=344.61' Storage=56 cf Inflow=0.28 cfs 608 cfPond SMA#3: pavers Discarded=0.15 cfs 608 cf Primary=0.00 cfs 0 cf Outflow=0.15 cfs 608 cf Peak Elev=345.24' Storage=29 cf Inflow=0.06 cfs 121 cfPond SMA#4: depression Outflow=0.02 cfs 121 cf Peak Elev=343.90' Storage=340 cf Inflow=0.45 cfs 1,043 cfPond SMA#5: Dry Well Discarded=0.03 cfs 991 cf Primary=0.07 cfs 52 cf Outflow=0.10 cfs 1,043 cf Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Peak Elev=335.06' Storage=9 cf Inflow=0.14 cfs 315 cfPond SMA#6: pavers Discarded=0.10 cfs 320 cf Primary=0.00 cfs 0 cf Outflow=0.10 cfs 320 cf Peak Elev=334.67' Storage=101 cf Inflow=0.71 cfs 1,520 cfPond SMA7: pavers Discarded=0.42 cfs 1,540 cf Primary=0.00 cfs 0 cf Outflow=0.42 cfs 1,540 cf Peak Elev=344.09' Storage=25 cf Inflow=0.05 cfs 117 cfPond SMA8: trench Discarded=0.00 cfs 97 cf Primary=0.03 cfs 20 cf Outflow=0.04 cfs 117 cf Inflow=1.62 cfs 5,689 cfLink OFF: LAKE GEORGE Primary=1.62 cfs 5,689 cf Total Runoff Area = 78,315 sf Runoff Volume = 10,535 cf Average Runoff Depth = 1.61" 75.72% Pervious = 59,303 sf 24.28% Impervious = 19,012 sf Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S1: existing not touched Runoff = 1.19 cfs @ 12.08 hrs, Volume= 3,741 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 1,000 98 Roofs, HSG B 43,682 61 >75% Grass cover, Good, HSG B 44,682 62 Weighted Average 43,682 97.76% Pervious Area 1,000 2.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 100 0.1600 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.53" 6.4 90 0.1600 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.53" 13.4 190 Total Summary for Subcatchment S10: Runoff = 0.05 cfs @ 11.88 hrs, Volume= 117 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 350 98 Paved parking, HSG B 350 100.00% Impervious Area Summary for Subcatchment S2: Runoff = 1.19 cfs @ 11.89 hrs, Volume= 2,291 cf, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 750 98 Roofs, HSG B 5,000 98 Paved parking, HSG B 9,000 61 >75% Grass cover, Good, HSG B 14,750 75 Weighted Average 9,000 61.02% Pervious Area 5,750 38.98% Impervious Area Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Runoff = 0.22 cfs @ 12.00 hrs, Volume= 514 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 5,000 61 >75% Grass cover, Good, HSG B 500 98 Paved parking, HSG B 5,500 64 Weighted Average 5,000 90.91% Pervious Area 500 9.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 100 0.1600 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.53" Summary for Subcatchment S4: Runoff = 0.45 cfs @ 11.88 hrs, Volume= 1,043 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 610 98 Roofs, HSG B 2,500 98 Paved parking, HSG B 3,110 98 Weighted Average 3,110 100.00% Impervious Area Summary for Subcatchment S5: Runoff = 0.28 cfs @ 11.88 hrs, Volume= 608 cf, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 1,500 98 Unconnected pavement, HSG B 300 98 Roofs, HSG B 300 61 >75% Grass cover, Good, HSG B 2,100 93 Weighted Average 300 14.29% Pervious Area 1,800 85.71% Impervious Area 1,500 83.33% Unconnected Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment S6: house corner Runoff = 0.06 cfs @ 11.89 hrs, Volume= 121 cf, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 275 98 Roofs, HSG B 570 61 >75% Grass cover, Good, HSG B 845 73 Weighted Average 570 67.46% Pervious Area 275 32.54% Impervious Area Summary for Subcatchment S7: g roof Runoff = 0.11 cfs @ 11.88 hrs, Volume= 264 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 787 98 Roofs, HSG B 787 100.00% Impervious Area Summary for Subcatchment S8: g house Runoff = 0.14 cfs @ 11.88 hrs, Volume= 315 cf, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Area (sf) CN Description 940 98 Roofs, HSG B 940 100.00% Impervious Area Summary for Subcatchment S9: ex h & patio Runoff = 0.71 cfs @ 11.88 hrs, Volume= 1,520 cf, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Type II 24-hr 25 year Rainfall=4.26" Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Area (sf) CN Description 3,000 98 Unconnected pavement, HSG B 1,500 98 Roofs, HSG B 751 61 >75% Grass cover, Good, HSG B 5,251 93 Weighted Average 751 14.30% Pervious Area 4,500 85.70% Impervious Area 3,000 66.67% Unconnected Summary for Pond DW: DW Inflow Area = 14,750 sf, 38.98% Impervious, Inflow Depth = 1.86" for 25 year event Inflow = 1.19 cfs @ 11.89 hrs, Volume= 2,291 cf Outflow = 1.19 cfs @ 11.89 hrs, Volume= 2,292 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.01 cfs @ 10.50 hrs, Volume= 416 cf Primary = 1.18 cfs @ 11.89 hrs, Volume= 1,876 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 340.86' @ 11.89 hrs Surf.Area= 28 sf Storage= 26 cf Plug-Flow detention time= 7.1 min calculated for 2,291 cf (100% of inflow) Center-of-Mass det. time= 7.3 min ( 841.2 - 834.0 ) Volume Invert Avail.Storage Storage Description #1 340.50' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder Inside #2 86 cf Overall - 4.0" Wall Thickness = 63 cf #2 338.75' 48 cf 6.00'D x 7.25'H Vertical Cone/Cylinder 205 cf Overall - 86 cf Embedded = 119 cf x 40.0% Voids 111 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 338.75'12.000 in/hr Exfiltration over Surface area #2 Primary 340.50'2.0' 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 Discarded OutFlow Max=0.01 cfs @ 10.50 hrs HW=338.83' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.11 cfs @ 11.89 hrs HW=340.85' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 1.11 cfs @ 1.60 fps) Summary for Pond SMA#1: depression Inflow Area = 7,600 sf, 30.26% Impervious, Inflow Depth = 0.81" for 25 year event Inflow = 0.22 cfs @ 12.00 hrs, Volume= 514 cf Outflow = 0.03 cfs @ 12.39 hrs, Volume= 514 cf, Atten= 85%, Lag= 23.6 min Discarded = 0.03 cfs @ 12.39 hrs, Volume= 514 cf Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 345.55' @ 12.39 hrs Surf.Area= 285 sf Storage= 155 cf Plug-Flow detention time= 40.5 min calculated for 514 cf (100% of inflow) Center-of-Mass det. time= 40.5 min ( 913.0 - 872.5 ) Volume Invert Avail.Storage Storage Description #1 344.75' 186 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 344.75 110 0 0 345.00 167 35 35 345.50 262 107 142 345.65 333 45 186 Device Routing Invert Outlet Devices #1 Discarded 344.75'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 12.39 hrs HW=345.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond SMA#2: trench Inflow Area = 787 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.11 cfs @ 11.88 hrs, Volume= 264 cf Outflow = 0.01 cfs @ 11.60 hrs, Volume= 264 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.60 hrs, Volume= 264 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 344.41' @ 12.16 hrs Surf.Area= 110 sf Storage= 84 cf Plug-Flow detention time= 37.7 min calculated for 264 cf (100% of inflow) Center-of-Mass det. time= 37.7 min ( 778.9 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 342.50' 132 cf Custom Stage Data (Prismatic) Listed below (Recalc) 330 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 342.50 110 0 0 345.50 110 330 330 Device Routing Invert Outlet Devices #1 Discarded 342.50'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 11.60 hrs HW=342.59' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA#3: pavers Inflow Area = 2,100 sf, 85.71% Impervious, Inflow Depth = 3.47" for 25 year event Inflow = 0.28 cfs @ 11.88 hrs, Volume= 608 cf Outflow = 0.15 cfs @ 11.80 hrs, Volume= 608 cf, Atten= 47%, Lag= 0.0 min Discarded = 0.15 cfs @ 11.80 hrs, Volume= 608 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 344.61' @ 11.97 hrs Surf.Area= 1,300 sf Storage= 56 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.8 min ( 776.1 - 774.3 ) Volume Invert Avail.Storage Storage Description #1 344.50' 390 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 344.50 1,300 0.0 0 0 345.25 1,300 40.0 390 390 345.75 1,300 0.0 0 390 Device Routing Invert Outlet Devices #1 Discarded 344.50'5.000 in/hr Exfiltration over Surface area #2 Primary 345.70'50.0' 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=0.15 cfs @ 11.80 hrs HW=344.53' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=344.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA#4: depression Inflow Area = 845 sf, 32.54% Impervious, Inflow Depth = 1.72" for 25 year event Inflow = 0.06 cfs @ 11.89 hrs, Volume= 121 cf Outflow = 0.02 cfs @ 12.04 hrs, Volume= 121 cf, Atten= 75%, Lag= 9.3 min Discarded = 0.02 cfs @ 12.04 hrs, Volume= 121 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 345.24' @ 12.04 hrs Surf.Area= 138 sf Storage= 29 cf Plug-Flow detention time= 9.8 min calculated for 121 cf (100% of inflow) Center-of-Mass det. time= 9.8 min ( 849.3 - 839.4 ) Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 345.00' 120 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 345.00 104 0 0 345.50 175 70 70 345.75 230 51 120 Device Routing Invert Outlet Devices #1 Discarded 345.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 12.04 hrs HW=345.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Summary for Pond SMA#5: Dry Well Inflow Area = 3,110 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.45 cfs @ 11.88 hrs, Volume= 1,043 cf Outflow = 0.10 cfs @ 12.03 hrs, Volume= 1,043 cf, Atten= 77%, Lag= 8.9 min Discarded = 0.03 cfs @ 11.40 hrs, Volume= 991 cf Primary = 0.07 cfs @ 12.03 hrs, Volume= 52 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 343.90' @ 12.00 hrs Surf.Area= 113 sf Storage= 340 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 63.7 min ( 804.9 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 339.75' 201 cf 8.00'D x 4.00'H Vertical Cone/Cylinder Inside #2 236 cf Overall - 4.0" Wall Thickness = 201 cf #2 338.75' 166 cf 12.00'D x 5.75'H Vertical Cone/Cylinder 650 cf Overall - 236 cf Embedded = 414 cf x 40.0% Voids 367 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 338.75'12.000 in/hr Exfiltration over Surface area #2 Primary 343.75'6.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 343.75' / 343.00' S= 0.0214 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.03 cfs @ 11.40 hrs HW=338.81' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.06 cfs @ 12.03 hrs HW=343.89' (Free Discharge) 2=Culvert (Inlet Controls 0.06 cfs @ 1.30 fps) Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Summary for Pond SMA#6: pavers Inflow Area = 940 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.14 cfs @ 11.88 hrs, Volume= 315 cf Outflow = 0.10 cfs @ 11.91 hrs, Volume= 320 cf, Atten= 23%, Lag= 2.2 min Discarded = 0.10 cfs @ 11.91 hrs, Volume= 320 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 335.06' @ 11.90 hrs Surf.Area= 372 sf Storage= 9 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.3 min ( 741.5 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 335.00' 223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 335.00 372 0.0 0 0 336.50 372 40.0 223 223 337.00 372 0.0 0 223 Device Routing Invert Outlet Devices #1 Discarded 335.00'12.000 in/hr Exfiltration over Surface area #2 Primary 336.55'35.0' 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=0.10 cfs @ 11.91 hrs HW=335.05' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=335.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA7: pavers Inflow Area = 5,251 sf, 85.70% Impervious, Inflow Depth = 3.47" for 25 year event Inflow = 0.71 cfs @ 11.88 hrs, Volume= 1,520 cf Outflow = 0.42 cfs @ 11.80 hrs, Volume= 1,540 cf, Atten= 41%, Lag= 0.0 min Discarded = 0.42 cfs @ 11.80 hrs, Volume= 1,540 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 334.67' @ 11.96 hrs Surf.Area= 1,500 sf Storage= 101 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.5 min ( 774.8 - 774.3 ) Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared 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 #1 334.50' 900 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 334.50 1,500 0.0 0 0 336.00 1,500 40.0 900 900 336.50 1,500 0.0 0 900 Device Routing Invert Outlet Devices #1 Discarded 334.50'12.000 in/hr Exfiltration over Surface area #2 Primary 335.75'211.0' 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=0.42 cfs @ 11.80 hrs HW=334.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.42 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=334.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SMA8: trench Inflow Area = 350 sf,100.00% Impervious, Inflow Depth = 4.02" for 25 year event Inflow = 0.05 cfs @ 11.88 hrs, Volume= 117 cf Outflow = 0.04 cfs @ 11.93 hrs, Volume= 117 cf, Atten= 25%, Lag= 3.0 min Discarded = 0.00 cfs @ 11.40 hrs, Volume= 97 cf Primary = 0.03 cfs @ 11.93 hrs, Volume= 20 cf Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs Peak Elev= 344.09' @ 11.95 hrs Surf.Area= 30 sf Storage= 25 cf Plug-Flow detention time= 32.8 min calculated for 117 cf (100% of inflow) Center-of-Mass det. time= 32.8 min ( 774.0 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 342.00' 42 cf Custom Stage Data (Prismatic) Listed below (Recalc) 105 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 342.00 30 0 0 345.50 30 105 105 Device Routing Invert Outlet Devices #1 Discarded 342.00'5.000 in/hr Exfiltration over Surface area #2 Primary 344.00'10.0' 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 Type II 24-hr 25 year Rainfall=4.26"postdevelopment Printed 4/7/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.00-20 s/n 11387 © 2017 HydroCAD Software Solutions LLC Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 11.40 hrs HW=342.04' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 11.93 hrs HW=344.01' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.22 fps) Summary for Link OFF: LAKE GEORGE Inflow Area = 69,083 sf, 22.65% Impervious, Inflow Depth = 0.99" for 25 year event Inflow = 1.62 cfs @ 11.93 hrs, Volume= 5,689 cf Primary = 1.62 cfs @ 11.93 hrs, Volume= 5,689 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-200.00 hrs, dt= 0.10 hrs