Loading...
STORMWATER_NARRATIVE_GUEST HOUSE900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com STORMWATER MANAGEMENT NARRATIVE PROPOSED GUEST HOUSE WEST RESIDENCE TOWN OF QUEENSBURY, NY Prepared by: Environmental Design Partnership Clifton Park, NY 12065 MAY 2021 Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 1.0 INTRODUCTION The applicant is proposing to construct a new single-family residence on a vacant approximate 0.34 acre parcel. The project site is located to the north side of Bay Parkway, off of Assembly Point Rd north of the intersection with ridge Rd, in the Town of Queensbury, New York. The proposed development will result in total soil disturbance on the order of 8,367 square feet and approximately 4,088 square feet of impervious surface 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 rain gardens with a total storage volume on the order of 1,390 cubic feet. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed site improvements. The purpose of the stormwater management narrative is to assure that changes in the surface runoff characteristi cs, 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 cleared lot containing only lawn area. The runoff flows either to the west of the property eventually running into Lake George or to the north onto a neighboring property. The topography of the site is flat with the majority of the slopes around or below 5%. 2.1 Soil and Groundwater Conditions The NRCS Web Soil Survey identifies the primary soil groups within the area of the proposed site improvements to be SuB (Sutton Loam). The Soil Survey identifies SuB soil series as Hydrologic Soil Group (HSG) “B/D”. A hydraulic model of the preexisting site was prepared using the Hydrocad program. Two (2) subcatchments were used to represent the existing drainage characteristics, see Figure 2. The existing parameters of topography, vegetation, slope and soil type are all incorporated into the predevelopment hydraulic model, the entire drainage area was modeled as “woods good” for the predevelopment model. The results for the existing condition model are summarized later in this report and have been included in Appendix A. Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 3.0 POST DEVELOPMENT STORMWATER ANALYSIS Site improvements to the property consist of constructing a single-family house and driveway. Stormwater management practices have been designed to provide filtration, infiltration capacity and attenuation of stormwater runoff from the site area. The proposed stormwater management system shall consist of three (3) rain gardens. The rain gardens have been designed to collect, attenuate and infiltrate the stormwater runoff from the driveway as well as from portions of the roof and lawn. The rain gardens are designed to provide attenuation and infiltration of the contributing stormwater runoff. 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 rain gardens have been sized accordingly to provide attenuation and infiltration of stormwater runoff for storms up to and including the 25-year design storm. Overflow from the rain gardens will be directed to Lake George or the neighboring property to follow pre development site conditions. 3.1 Town of Queensbury Stormwater Regulations The project consists of less than 15,000 square feet of disturbance and therefore, according the Chapter 147 of the town code, is not considered a major project, it was determined based on project conditions that it would be modeled as a major project despite not being over the 15,00 0 square foot requirement. The proposed stormwater management has been designed in accordance with the Queensbury 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 (3.51 inch) Design Storm Runoff Volume Design Point Predevelopment Runoff Volume (cf) Post-Development Runoff Volume (cf) 1 1,431 1,418 2 345 0 Table 2: 25-Year (4.25 inch) Design Storm Runoff Rate Design Point Predevelopment Runoff Rate (cfs) Post-Development Runoff Rate (cfs) 1 0.87 0.61 2 0.23 0.09 Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 4.0 SUMMARY Development of the proposed site has changed the stormwater drainage characteristics of the site; impervious area was added and the site was re-graded to support the improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the Queensbury Town Code. The proposed stormwater management system will comply with the recommendations in these standards related to runoff volume and flow rate reduction. Through the implementation of acceptable stormwater management practices, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: Evan Klein, E.I.T. Reviewed by: Brandon M. Ferguson, P.E. Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com 5.0 REFERENCES HydroCAD version 6.00, Applied Microcomputer Systems, Chocura, New Hampshire. NYSDEC, 1990. “Technical and Operational Guidance Series (5.1.8) Stormwater Management Guidelines for New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 1992. “Reducing the Impacts of Stormwater Runoff from New Development”, New York State Department of Environmental Conservation, Division of Water. NYSDEC, 2015. “New York State Stormwater Management Design Manual”, Center for Watershed Protection, Ellicott City, MD. Rawls, W.J., Brakensiek, D.L., and Saxton, K. E., 1982. “Estimation of Soil Properties”, Transactions of the American Society of Agricultural Engineers, Vol. 25, No. J, pp. 1316 -1320. S.C.S., 1982. “TR-20 Project Formulation-Hydrology, Technical Release No. 20”, U.S. Department of Agriculture, Soil Conservation Service, Hydrology Unit Division of Engineering. Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Figure 1: Site Location SITE LOCATION XXGarageShedDockShed18" Beech14" Tree14" Spruce14" Spruce14" Spruce14" Cedar14" Spruce12" Spruce20" Cherry26" Ash16" Spruce8" Spruce10" Spruce16" Pine38" Pine14" Spruce14" Spruce12" Spruce14" Spruce6" SpruceSp r u c e RowCedar Shrub RowIRFIPFCIRSCIRS14600.5± Sq. Feet0.34± AcresAreaLands N/F ofPamela GoldeB:1306 P218226.15-5-15DockLandingUtility Pole 135'± Along Shore Line9'± to ShoreDockDeckIPFCed a r S h r u b Row Wood Fence Bench MarkRR Spike InUP NG 3Elev. = 328.74'327327326326326326325325325325324324323323322322321321320320320328327 UPSteps Edge PlanterEdge PlanterEdge P l a n te rEdge PlanterEdge PlanterSteps Typ.325 3261" = 20'2Q:\WARREN\QUEENSBURY\BAY PARKWAY\106-108 WEST\05-DWG\Detailed Plans\FIGURES\STORMWATER GUEST HOUSE.dwg May 14, 2021 02:28:35PM, EHK PROPERTY ON LAKE GEORGE 108 BAY PARKWAY TOWN OF QUEENSBURY APRIL 27, 2021 WEST RESIDENCEPREDEVELOPMENT WARREN COUNTY, NEW YORK TAX MAP. No. 226.15-1-16900 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. XXGarageShedDockShed18" Beech14" Tree14" Spruce14" Spruce14" Spruce14" Cedar14" Spruce12" Spruce20" Cherry26" Ash16" Spruce8" Spruce10" Spruce16" Pine38" Pine14" Spruce14" Spruce12" Spruce14" Spruce6" SpruceSp r u c e RowCedar Shrub RowIRFIPFCIRSCIRS14600.5± Sq. Feet0.34± AcresAreaLands N/F ofPamela GoldeB:1306 P218226.15-5-15DockLandingUtility Pole 135'± Along Shore Line9'± to ShoreDockDeckIPFCed a r S h r u b Row Wood Fence Bench MarkRR Spike InUP NG 3Elev. = 328.74'327327326326326326325325325325324324323323322322321321320320320328327 UPSteps Edge PlanterEdge PlanterEdge P l a n te rEdge PlanterEdge PlanterSteps Typ.325 326R 1 2 3 . 8 0 ' L 6 3 . 9 7 '1" = 20'3Q:\WARREN\QUEENSBURY\BAY PARKWAY\106-108 WEST\05-DWG\Detailed Plans\FIGURES\STORMWATER GUEST HOUSE.dwg May 14, 2021 02:28:53PM, EHK PROPERTY ON LAKE GEORGE 108 BAY PARKWAY TOWN OF QUEENSBURY APRIL 27, 2021 WEST RESIDENCEPOSTDEVELOPMENTWARREN COUNTY, NEW YORK TAX MAP. No. 226.15-1-16900 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. Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix A USDA Soil Survey Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/14/2021 Page 1 of 3481418048142004814220481424048142604814280481430048143204814340481418048142004814220481424048142604814280481430048143204814340608450608470608490608510608530608550608570 608450 608470 608490 608510 608530 608550 608570 43° 28' 26'' N 73° 39' 33'' W43° 28' 26'' N73° 39' 27'' W43° 28' 21'' N 73° 39' 33'' W43° 28' 21'' N 73° 39' 27'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 40 80 160 240 Feet 0 10 20 40 60 Meters Map Scale: 1:853 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Warren County, New York Survey Area Data: Version 20, Jun 11, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2015—Mar 29, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/14/2021 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI SuB Sutton loam, 3 to 8 percent slopes 2.0 57.0% W Water 1.5 43.0% Totals for Area of Interest 3.5 100.0% Soil Map—Warren County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/14/2021 Page 3 of 3 Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix B Predevelopment Stormwater Modeling Calculations 2SS1DP1 DP2 Routing Diagram for PREDEVELOPMENT GUEST HOUSE Prepared by {enter your company name here}, Printed 5/14/2021 HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 YR Type II 24-hr Default 24.00 1 2.13 2 2 10 YR Type II 24-hr Default 24.00 1 3.51 2 3 25 YR Type II 24-hr Default 24.00 1 4.25 2 PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 14,825 77 Woods, Good, HSG D (2S, S1) 14,825 77 TOTAL AREA PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 0 HSG B 0 HSG C 14,825 HSG D 2S, S1 0 Other 14,825 TOTAL AREA PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 0 0 14,825 0 14,825 Woods, Good 2 S , S 1 0 0 0 14,825 0 14,825 TOTAL AREA Type II 24-hr 1 YR Rainfall=2.13"PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2,882 sf 0.00% Impervious Runoff Depth=0.52"Subcatchment 2S: Flow Length=52' Slope=0.0192 '/' Tc=6.7 min CN=77 Runoff=0.06 cfs 125 cf Runoff Area=11,943 sf 0.00% Impervious Runoff Depth=0.52"Subcatchment S1: Flow Length=123' Tc=9.0 min CN=77 Runoff=0.21 cfs 517 cf Inflow=0.21 cfs 517 cfLink DP1: Primary=0.21 cfs 517 cf Inflow=0.06 cfs 125 cfLink DP2: Primary=0.06 cfs 125 cf Total Runoff Area = 14,825 sf Runoff Volume = 642 cf Average Runoff Depth = 0.52" 100.00% Pervious = 14,825 sf 0.00% Impervious = 0 sf Type II 24-hr 1 YR Rainfall=2.13"PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.06 cfs @ 11.99 hrs, Volume= 125 cf, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 2,882 77 Woods, Good, HSG D 2,882 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 52 0.0192 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment S1: Runoff = 0.21 cfs @ 12.02 hrs, Volume= 517 cf, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 11,943 77 Woods, Good, HSG D 11,943 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 100 0.0350 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.1 23 0.1500 5.81 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.0 123 Total Summary for Link DP1: Inflow Area = 11,943 sf, 0.00% Impervious, Inflow Depth = 0.52" for 1 YR event Inflow = 0.21 cfs @ 12.02 hrs, Volume= 517 cf Primary = 0.21 cfs @ 12.02 hrs, Volume= 517 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Summary for Link DP2: Inflow Area = 2,882 sf, 0.00% Impervious, Inflow Depth = 0.52" for 1 YR event Inflow = 0.06 cfs @ 11.99 hrs, Volume= 125 cf Primary = 0.06 cfs @ 11.99 hrs, Volume= 125 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51"PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2,882 sf 0.00% Impervious Runoff Depth=1.44"Subcatchment 2S: Flow Length=52' Slope=0.0192 '/' Tc=6.7 min CN=77 Runoff=0.16 cfs 345 cf Runoff Area=11,943 sf 0.00% Impervious Runoff Depth=1.44"Subcatchment S1: Flow Length=123' Tc=9.0 min CN=77 Runoff=0.62 cfs 1,431 cf Inflow=0.62 cfs 1,431 cfLink DP1: Primary=0.62 cfs 1,431 cf Inflow=0.16 cfs 345 cfLink DP2: Primary=0.16 cfs 345 cf Total Runoff Area = 14,825 sf Runoff Volume = 1,776 cf Average Runoff Depth = 1.44" 100.00% Pervious = 14,825 sf 0.00% Impervious = 0 sf Type II 24-hr 10 YR Rainfall=3.51"PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.16 cfs @ 11.98 hrs, Volume= 345 cf, Depth= 1.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 2,882 77 Woods, Good, HSG D 2,882 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 52 0.0192 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment S1: Runoff = 0.62 cfs @ 12.01 hrs, Volume= 1,431 cf, Depth= 1.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 11,943 77 Woods, Good, HSG D 11,943 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 100 0.0350 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.1 23 0.1500 5.81 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.0 123 Total Summary for Link DP1: Inflow Area = 11,943 sf, 0.00% Impervious, Inflow Depth = 1.44" for 10 YR event Inflow = 0.62 cfs @ 12.01 hrs, Volume= 1,431 cf Primary = 0.62 cfs @ 12.01 hrs, Volume= 1,431 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Summary for Link DP2: Inflow Area = 2,882 sf, 0.00% Impervious, Inflow Depth = 1.44" for 10 YR event Inflow = 0.16 cfs @ 11.98 hrs, Volume= 345 cf Primary = 0.16 cfs @ 11.98 hrs, Volume= 345 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25"PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2,882 sf 0.00% Impervious Runoff Depth=2.01"Subcatchment 2S: Flow Length=52' Slope=0.0192 '/' Tc=6.7 min CN=77 Runoff=0.23 cfs 483 cf Runoff Area=11,943 sf 0.00% Impervious Runoff Depth=2.01"Subcatchment S1: Flow Length=123' Tc=9.0 min CN=77 Runoff=0.87 cfs 2,000 cf Inflow=0.87 cfs 2,000 cfLink DP1: Primary=0.87 cfs 2,000 cf Inflow=0.23 cfs 483 cfLink DP2: Primary=0.23 cfs 483 cf Total Runoff Area = 14,825 sf Runoff Volume = 2,482 cf Average Runoff Depth = 2.01" 100.00% Pervious = 14,825 sf 0.00% Impervious = 0 sf Type II 24-hr 25 YR Rainfall=4.25"PREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.23 cfs @ 11.98 hrs, Volume= 483 cf, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 2,882 77 Woods, Good, HSG D 2,882 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 52 0.0192 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" Summary for Subcatchment S1: Runoff = 0.87 cfs @ 12.01 hrs, Volume= 2,000 cf, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 11,943 77 Woods, Good, HSG D 11,943 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 100 0.0350 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.1 23 0.1500 5.81 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.0 123 Total Summary for Link DP1: Inflow Area = 11,943 sf, 0.00% Impervious, Inflow Depth = 2.01" for 25 YR event Inflow = 0.87 cfs @ 12.01 hrs, Volume= 2,000 cf Primary = 0.87 cfs @ 12.01 hrs, Volume= 2,000 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Summary for Link DP2: Inflow Area = 2,882 sf, 0.00% Impervious, Inflow Depth = 2.01" for 25 YR event Inflow = 0.23 cfs @ 11.98 hrs, Volume= 483 cf Primary = 0.23 cfs @ 11.98 hrs, Volume= 483 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Table of ContentsPREDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 1 YR Event 6 Node Listing 7 Subcat 2S: 8 Subcat S1: 8 Link DP1: 8 Link DP2: 10 YR Event 8 Node Listing 9 Subcat 2S: 10 Subcat S1: 10 Link DP1: 10 Link DP2: 25 YR Event 10 Node Listing 11 Subcat 2S: 12 Subcat S1: 12 Link DP1: 12 Link DP2: Stormwater Management Narrative Bay Parkway. Town of Queensbury, New York 900 New York 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Appendix C Post-development Stormwater Modeling Calculations S1S2 S3 S4 S5 S6 1P SMA #12P SMA #2 3P SMA #3 DP1 DP2 Routing Diagram for POSTDEVELOPMENT GUEST HOUSE Prepared by {enter your company name here}, Printed 5/14/2021 HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 YR Type II 24-hr Default 24.00 1 2.13 2 2 10 YR Type II 24-hr Default 24.00 1 3.51 2 3 25 YR Type II 24-hr Default 24.00 1 4.25 2 POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 10,731 80 >75% Grass cover, Good, HSG D (S1, S2, S3, S4, S5, S6) 1,926 98 Paved parking, HSG D (S1, S3, S4, S5) 2,168 98 Roofs, HSG D (S1, S2, S3, S4, S5, S6) 14,825 85 TOTAL AREA POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 0 HSG B 0 HSG C 14,825 HSG D S1, S2, S3, S4, S5, S6 0 Other 14,825 TOTAL AREA POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 0 0 10,731 0 10,731 >75% Grass cover, Good 0 0 0 1,926 0 1,926 Paved parking 0 0 0 2,168 0 2,168 Roofs 0 0 0 14,825 0 14,825 TOTAL AREA Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3,010 sf 49.60% Impervious Runoff Depth=1.14"Subcatchment S1: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=89 Runoff=0.13 cfs 285 cf Runoff Area=994 sf 32.29% Impervious Runoff Depth=0.95"Subcatchment S2: Flow Length=14' Slope=0.0500 '/' Tc=6.0 min CN=86 Runoff=0.04 cfs 79 cf Runoff Area=6,052 sf 6.53% Impervious Runoff Depth=0.69"Subcatchment S3: Flow Length=153' Tc=11.3 min CN=81 Runoff=0.14 cfs 347 cf Runoff Area=1,820 sf 36.10% Impervious Runoff Depth=0.95"Subcatchment S4: Flow Length=40' Tc=6.0 min CN=86 Runoff=0.07 cfs 144 cf Runoff Area=1,775 sf 68.85% Impervious Runoff Depth=1.35"Subcatchment S5: Tc=0.0 min CN=92 Runoff=0.11 cfs 200 cf Runoff Area=1,174 sf 0.51% Impervious Runoff Depth=0.64"Subcatchment S6: Flow Length=83' Tc=6.0 min CN=80 Runoff=0.03 cfs 63 cf Peak Elev=324.64' Storage=89 cf Inflow=0.13 cfs 285 cfPond 1P: SMA #1 Discarded=0.02 cfs 285 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 285 cf Peak Elev=323.02' Storage=3 cf Inflow=0.04 cfs 79 cfPond 2P: SMA #2 Discarded=0.04 cfs 79 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 79 cf Peak Elev=323.54' Storage=32 cf Inflow=0.07 cfs 144 cfPond 3P: SMA #3 Discarded=0.02 cfs 144 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 144 cf Inflow=0.19 cfs 610 cfLink DP1: Primary=0.19 cfs 610 cf Inflow=0.00 cfs 0 cfLink DP2: Primary=0.00 cfs 0 cf Total Runoff Area = 14,825 sf Runoff Volume = 1,118 cf Average Runoff Depth = 0.90" 72.38% Pervious = 10,731 sf 27.62% Impervious = 4,094 sf Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.13 cfs @ 11.97 hrs, Volume= 285 cf, Depth= 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Area (sf) CN Description 1,517 80 >75% Grass cover, Good, HSG D 328 98 Roofs, HSG D 1,165 98 Paved parking, HSG D 3,010 89 Weighted Average 1,517 50.40% Pervious Area 1,493 49.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S2: Runoff = 0.04 cfs @ 11.97 hrs, Volume= 79 cf, Depth= 0.95" 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 1 YR Rainfall=2.13" Area (sf) CN Description 673 80 >75% Grass cover, Good, HSG D 321 98 Roofs, HSG D 0 98 Paved parking, HSG D 994 86 Weighted Average 673 67.71% Pervious Area 321 32.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 14 0.0500 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.6 14 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S3: Runoff = 0.14 cfs @ 12.04 hrs, Volume= 347 cf, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 5,657 80 >75% Grass cover, Good, HSG D 371 98 Roofs, HSG D 24 98 Paved parking, HSG D 6,052 81 Weighted Average 5,657 93.47% Pervious Area 395 6.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.2 53 0.0750 4.11 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.3 153 Total Summary for Subcatchment S4: Runoff = 0.07 cfs @ 11.97 hrs, Volume= 144 cf, Depth= 0.95" 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 1 YR Rainfall=2.13" Area (sf) CN Description 1,163 80 >75% Grass cover, Good, HSG D 491 98 Roofs, HSG D 166 98 Paved parking, HSG D 1,820 86 Weighted Average 1,163 63.90% Pervious Area 657 36.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 16 0.5000 3.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.3 14 0.0200 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.9 10 0.1000 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.3 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S5: Runoff = 0.11 cfs @ 11.89 hrs, Volume= 200 cf, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.13" Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 553 80 >75% Grass cover, Good, HSG D 651 98 Roofs, HSG D 571 98 Paved parking, HSG D 1,775 92 Weighted Average 553 31.15% Pervious Area 1,222 68.85% Impervious Area Summary for Subcatchment S6: Runoff = 0.03 cfs @ 11.98 hrs, Volume= 63 cf, Depth= 0.64" 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 1 YR Rainfall=2.13" Area (sf) CN Description 1,168 80 >75% Grass cover, Good, HSG D 6 98 Roofs, HSG D 0 98 Paved parking, HSG D 1,174 80 Weighted Average 1,168 99.49% Pervious Area 6 0.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 3 0.5000 2.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 5.5 80 0.0750 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 5.5 83 Total, Increased to minimum Tc = 6.0 min Summary for Pond 1P: SMA #1 Inflow Area = 3,010 sf, 49.60% Impervious, Inflow Depth = 1.14" for 1 YR event Inflow = 0.13 cfs @ 11.97 hrs, Volume= 285 cf Outflow = 0.02 cfs @ 12.19 hrs, Volume= 285 cf, Atten= 83%, Lag= 13.4 min Discarded = 0.02 cfs @ 12.19 hrs, Volume= 285 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= 324.64' @ 12.19 hrs Surf.Area= 193 sf Storage= 89 cf Plug-Flow detention time= 28.0 min calculated for 285 cf (100% of inflow) Center-of-Mass det. time= 28.0 min ( 853.2 - 825.2 ) Volume Invert Avail.Storage Storage Description #1 323.00' 357 cf Custom Stage Data (Irregular) Listed below (Recalc) Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 161 58.0 0.0 0 0 161 323.50 161 58.0 40.0 32 32 190 324.50 161 58.0 20.0 32 64 248 325.50 448 85.0 100.0 293 357 563 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.02 cfs @ 12.19 hrs HW=324.64' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: SMA #2 Inflow Area = 994 sf, 32.29% Impervious, Inflow Depth = 0.95" for 1 YR event Inflow = 0.04 cfs @ 11.97 hrs, Volume= 79 cf Outflow = 0.04 cfs @ 12.00 hrs, Volume= 79 cf, Atten= 3%, Lag= 1.3 min Discarded = 0.04 cfs @ 12.00 hrs, Volume= 79 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= 323.02' @ 12.00 hrs Surf.Area= 370 sf Storage= 3 cf Plug-Flow detention time= 1.4 min calculated for 79 cf (100% of inflow) Center-of-Mass det. time= 1.4 min ( 839.8 - 838.4 ) Volume Invert Avail.Storage Storage Description #1 323.00' 690 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 370 78.0 0.0 0 0 370 323.50 370 78.0 40.0 74 74 409 324.50 370 78.0 20.0 74 148 487 325.50 734 103.0 100.0 542 690 858 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC 3.30 3.31 3.32 Discarded OutFlow Max=0.04 cfs @ 12.00 hrs HW=323.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: SMA #3 Inflow Area = 1,820 sf, 36.10% Impervious, Inflow Depth = 0.95" for 1 YR event Inflow = 0.07 cfs @ 11.97 hrs, Volume= 144 cf Outflow = 0.02 cfs @ 11.80 hrs, Volume= 144 cf, Atten= 74%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.80 hrs, Volume= 144 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' @ 12.13 hrs Surf.Area= 155 sf Storage= 32 cf Plug-Flow detention time= 9.4 min calculated for 144 cf (100% of inflow) Center-of-Mass det. time= 9.4 min ( 847.7 - 838.4 ) Volume Invert Avail.Storage Storage Description #1 323.00' 343 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 155 56.0 0.0 0 0 155 323.50 155 56.0 40.0 31 31 183 324.50 155 56.0 20.0 31 62 239 325.50 430 81.0 100.0 281 343 520 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.02 cfs @ 11.80 hrs HW=323.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1 YR Rainfall=2.13"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link DP1: Inflow Area = 10,821 sf, 21.07% Impervious, Inflow Depth = 0.68" for 1 YR event Inflow = 0.19 cfs @ 11.93 hrs, Volume= 610 cf Primary = 0.19 cfs @ 11.93 hrs, Volume= 610 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Summary for Link DP2: Inflow Area = 4,004 sf, 45.30% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3,010 sf 49.60% Impervious Runoff Depth=2.37"Subcatchment S1: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=89 Runoff=0.27 cfs 594 cf Runoff Area=994 sf 32.29% Impervious Runoff Depth=2.11"Subcatchment S2: Flow Length=14' Slope=0.0500 '/' Tc=6.0 min CN=86 Runoff=0.08 cfs 175 cf Runoff Area=6,052 sf 6.53% Impervious Runoff Depth=1.72"Subcatchment S3: Flow Length=153' Tc=11.3 min CN=81 Runoff=0.35 cfs 866 cf Runoff Area=1,820 sf 36.10% Impervious Runoff Depth=2.11"Subcatchment S4: Flow Length=40' Tc=6.0 min CN=86 Runoff=0.15 cfs 320 cf Runoff Area=1,775 sf 68.85% Impervious Runoff Depth=2.65"Subcatchment S5: Tc=0.0 min CN=92 Runoff=0.20 cfs 391 cf Runoff Area=1,174 sf 0.51% Impervious Runoff Depth=1.64"Subcatchment S6: Flow Length=83' Tc=6.0 min CN=80 Runoff=0.08 cfs 161 cf Peak Elev=325.14' Storage=216 cf Inflow=0.27 cfs 594 cfPond 1P: SMA #1 Discarded=0.04 cfs 594 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 594 cf Peak Elev=323.14' Storage=21 cf Inflow=0.08 cfs 175 cfPond 2P: SMA #2 Discarded=0.04 cfs 175 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 175 cf Peak Elev=324.74' Storage=105 cf Inflow=0.15 cfs 320 cfPond 3P: SMA #3 Discarded=0.02 cfs 320 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 320 cf Inflow=0.45 cfs 1,418 cfLink DP1: Primary=0.45 cfs 1,418 cf Inflow=0.00 cfs 0 cfLink DP2: Primary=0.00 cfs 0 cf Total Runoff Area = 14,825 sf Runoff Volume = 2,506 cf Average Runoff Depth = 2.03" 72.38% Pervious = 10,731 sf 27.62% Impervious = 4,094 sf Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.27 cfs @ 11.97 hrs, Volume= 594 cf, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Area (sf) CN Description 1,517 80 >75% Grass cover, Good, HSG D 328 98 Roofs, HSG D 1,165 98 Paved parking, HSG D 3,010 89 Weighted Average 1,517 50.40% Pervious Area 1,493 49.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S2: Runoff = 0.08 cfs @ 11.97 hrs, Volume= 175 cf, Depth= 2.11" 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 673 80 >75% Grass cover, Good, HSG D 321 98 Roofs, HSG D 0 98 Paved parking, HSG D 994 86 Weighted Average 673 67.71% Pervious Area 321 32.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 14 0.0500 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.6 14 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S3: Runoff = 0.35 cfs @ 12.03 hrs, Volume= 866 cf, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 5,657 80 >75% Grass cover, Good, HSG D 371 98 Roofs, HSG D 24 98 Paved parking, HSG D 6,052 81 Weighted Average 5,657 93.47% Pervious Area 395 6.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.2 53 0.0750 4.11 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.3 153 Total Summary for Subcatchment S4: Runoff = 0.15 cfs @ 11.97 hrs, Volume= 320 cf, Depth= 2.11" 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 1,163 80 >75% Grass cover, Good, HSG D 491 98 Roofs, HSG D 166 98 Paved parking, HSG D 1,820 86 Weighted Average 1,163 63.90% Pervious Area 657 36.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 16 0.5000 3.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.3 14 0.0200 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.9 10 0.1000 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.3 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S5: Runoff = 0.20 cfs @ 11.89 hrs, Volume= 391 cf, Depth= 2.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.51" Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 553 80 >75% Grass cover, Good, HSG D 651 98 Roofs, HSG D 571 98 Paved parking, HSG D 1,775 92 Weighted Average 553 31.15% Pervious Area 1,222 68.85% Impervious Area Summary for Subcatchment S6: Runoff = 0.08 cfs @ 11.97 hrs, Volume= 161 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 1,168 80 >75% Grass cover, Good, HSG D 6 98 Roofs, HSG D 0 98 Paved parking, HSG D 1,174 80 Weighted Average 1,168 99.49% Pervious Area 6 0.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 3 0.5000 2.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 5.5 80 0.0750 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 5.5 83 Total, Increased to minimum Tc = 6.0 min Summary for Pond 1P: SMA #1 Inflow Area = 3,010 sf, 49.60% Impervious, Inflow Depth = 2.37" for 10 YR event Inflow = 0.27 cfs @ 11.97 hrs, Volume= 594 cf Outflow = 0.04 cfs @ 12.23 hrs, Volume= 594 cf, Atten= 86%, Lag= 15.8 min Discarded = 0.04 cfs @ 12.23 hrs, Volume= 594 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= 325.14' @ 12.23 hrs Surf.Area= 327 sf Storage= 216 cf Plug-Flow detention time= 49.9 min calculated for 593 cf (100% of inflow) Center-of-Mass det. time= 49.9 min ( 854.2 - 804.4 ) Volume Invert Avail.Storage Storage Description #1 323.00' 357 cf Custom Stage Data (Irregular) Listed below (Recalc) Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 161 58.0 0.0 0 0 161 323.50 161 58.0 40.0 32 32 190 324.50 161 58.0 20.0 32 64 248 325.50 448 85.0 100.0 293 357 563 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.04 cfs @ 12.23 hrs HW=325.14' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: SMA #2 Inflow Area = 994 sf, 32.29% Impervious, Inflow Depth = 2.11" for 10 YR event Inflow = 0.08 cfs @ 11.97 hrs, Volume= 175 cf Outflow = 0.04 cfs @ 11.90 hrs, Volume= 175 cf, Atten= 48%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.90 hrs, Volume= 175 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= 323.14' @ 12.06 hrs Surf.Area= 370 sf Storage= 21 cf Plug-Flow detention time= 2.7 min calculated for 174 cf (100% of inflow) Center-of-Mass det. time= 2.7 min ( 818.2 - 815.5 ) Volume Invert Avail.Storage Storage Description #1 323.00' 690 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 370 78.0 0.0 0 0 370 323.50 370 78.0 40.0 74 74 409 324.50 370 78.0 20.0 74 148 487 325.50 734 103.0 100.0 542 690 858 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC 3.30 3.31 3.32 Discarded OutFlow Max=0.04 cfs @ 11.90 hrs HW=323.04' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: SMA #3 Inflow Area = 1,820 sf, 36.10% Impervious, Inflow Depth = 2.11" for 10 YR event Inflow = 0.15 cfs @ 11.97 hrs, Volume= 320 cf Outflow = 0.02 cfs @ 12.20 hrs, Volume= 320 cf, Atten= 84%, Lag= 13.6 min Discarded = 0.02 cfs @ 12.20 hrs, Volume= 320 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= 324.74' @ 12.20 hrs Surf.Area= 208 sf Storage= 105 cf Plug-Flow detention time= 32.3 min calculated for 319 cf (100% of inflow) Center-of-Mass det. time= 32.2 min ( 847.7 - 815.5 ) Volume Invert Avail.Storage Storage Description #1 323.00' 343 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 155 56.0 0.0 0 0 155 323.50 155 56.0 40.0 31 31 183 324.50 155 56.0 20.0 31 62 239 325.50 430 81.0 100.0 281 343 520 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.02 cfs @ 12.20 hrs HW=324.74' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.51"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link DP1: Inflow Area = 10,821 sf, 21.07% Impervious, Inflow Depth = 1.57" for 10 YR event Inflow = 0.45 cfs @ 11.96 hrs, Volume= 1,418 cf Primary = 0.45 cfs @ 11.96 hrs, Volume= 1,418 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Summary for Link DP2: Inflow Area = 4,004 sf, 45.30% Impervious, Inflow Depth = 0.00" for 10 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Time span=0.00-80.00 hrs, dt=0.05 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3,010 sf 49.60% Impervious Runoff Depth=3.06"Subcatchment S1: Flow Length=40' Slope=0.0500 '/' Tc=6.0 min CN=89 Runoff=0.35 cfs 767 cf Runoff Area=994 sf 32.29% Impervious Runoff Depth=2.77"Subcatchment S2: Flow Length=14' Slope=0.0500 '/' Tc=6.0 min CN=86 Runoff=0.11 cfs 230 cf Runoff Area=6,052 sf 6.53% Impervious Runoff Depth=2.33"Subcatchment S3: Flow Length=153' Tc=11.3 min CN=81 Runoff=0.47 cfs 1,177 cf Runoff Area=1,820 sf 36.10% Impervious Runoff Depth=2.77"Subcatchment S4: Flow Length=40' Tc=6.0 min CN=86 Runoff=0.19 cfs 421 cf Runoff Area=1,775 sf 68.85% Impervious Runoff Depth=3.36"Subcatchment S5: Tc=0.0 min CN=92 Runoff=0.26 cfs 497 cf Runoff Area=1,174 sf 0.51% Impervious Runoff Depth=2.25"Subcatchment S6: Flow Length=83' Tc=6.0 min CN=80 Runoff=0.10 cfs 220 cf Peak Elev=325.29' Storage=269 cf Inflow=0.35 cfs 767 cfPond 1P: SMA #1 Discarded=0.04 cfs 732 cf Primary=0.09 cfs 35 cf Outflow=0.14 cfs 767 cf Peak Elev=323.25' Storage=37 cf Inflow=0.11 cfs 230 cfPond 2P: SMA #2 Discarded=0.04 cfs 230 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 230 cf Peak Elev=324.92' Storage=146 cf Inflow=0.19 cfs 421 cfPond 3P: SMA #3 Discarded=0.03 cfs 421 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 421 cf Inflow=0.61 cfs 1,894 cfLink DP1: Primary=0.61 cfs 1,894 cf Inflow=0.09 cfs 35 cfLink DP2: Primary=0.09 cfs 35 cf Total Runoff Area = 14,825 sf Runoff Volume = 3,311 cf Average Runoff Depth = 2.68" 72.38% Pervious = 10,731 sf 27.62% Impervious = 4,094 sf Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 0.35 cfs @ 11.97 hrs, Volume= 767 cf, Depth= 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Area (sf) CN Description 1,517 80 >75% Grass cover, Good, HSG D 328 98 Roofs, HSG D 1,165 98 Paved parking, HSG D 3,010 89 Weighted Average 1,517 50.40% Pervious Area 1,493 49.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 40 0.0500 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 3.7 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S2: Runoff = 0.11 cfs @ 11.97 hrs, Volume= 230 cf, Depth= 2.77" 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 673 80 >75% Grass cover, Good, HSG D 321 98 Roofs, HSG D 0 98 Paved parking, HSG D 994 86 Weighted Average 673 67.71% Pervious Area 321 32.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 14 0.0500 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.6 14 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S3: Runoff = 0.47 cfs @ 12.03 hrs, Volume= 1,177 cf, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 5,657 80 >75% Grass cover, Good, HSG D 371 98 Roofs, HSG D 24 98 Paved parking, HSG D 6,052 81 Weighted Average 5,657 93.47% Pervious Area 395 6.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 0.2 53 0.0750 4.11 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.3 153 Total Summary for Subcatchment S4: Runoff = 0.19 cfs @ 11.97 hrs, Volume= 421 cf, Depth= 2.77" 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 1,163 80 >75% Grass cover, Good, HSG D 491 98 Roofs, HSG D 166 98 Paved parking, HSG D 1,820 86 Weighted Average 1,163 63.90% Pervious Area 657 36.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 16 0.5000 3.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.3 14 0.0200 0.82 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.9 10 0.1000 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 1.3 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment S5: Runoff = 0.26 cfs @ 11.89 hrs, Volume= 497 cf, Depth= 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR Rainfall=4.25" Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description 553 80 >75% Grass cover, Good, HSG D 651 98 Roofs, HSG D 571 98 Paved parking, HSG D 1,775 92 Weighted Average 553 31.15% Pervious Area 1,222 68.85% Impervious Area Summary for Subcatchment S6: Runoff = 0.10 cfs @ 11.97 hrs, Volume= 220 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 1,168 80 >75% Grass cover, Good, HSG D 6 98 Roofs, HSG D 0 98 Paved parking, HSG D 1,174 80 Weighted Average 1,168 99.49% Pervious Area 6 0.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 3 0.5000 2.19 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 5.5 80 0.0750 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.50" 5.5 83 Total, Increased to minimum Tc = 6.0 min Summary for Pond 1P: SMA #1 Inflow Area = 3,010 sf, 49.60% Impervious, Inflow Depth = 3.06" for 25 YR event Inflow = 0.35 cfs @ 11.97 hrs, Volume= 767 cf Outflow = 0.14 cfs @ 12.11 hrs, Volume= 767 cf, Atten= 61%, Lag= 8.4 min Discarded = 0.04 cfs @ 12.11 hrs, Volume= 732 cf Primary = 0.09 cfs @ 12.11 hrs, Volume= 35 cf Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Peak Elev= 325.29' @ 12.11 hrs Surf.Area= 374 sf Storage= 269 cf Plug-Flow detention time= 51.9 min calculated for 767 cf (100% of inflow) Center-of-Mass det. time= 51.9 min ( 849.0 - 797.1 ) Volume Invert Avail.Storage Storage Description #1 323.00' 357 cf Custom Stage Data (Irregular) Listed below (Recalc) Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 161 58.0 0.0 0 0 161 323.50 161 58.0 40.0 32 32 190 324.50 161 58.0 20.0 32 64 248 325.50 448 85.0 100.0 293 357 563 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.04 cfs @ 12.11 hrs HW=325.28' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.08 cfs @ 12.11 hrs HW=325.28' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.49 fps) Summary for Pond 2P: SMA #2 Inflow Area = 994 sf, 32.29% Impervious, Inflow Depth = 2.77" for 25 YR event Inflow = 0.11 cfs @ 11.97 hrs, Volume= 230 cf Outflow = 0.04 cfs @ 11.85 hrs, Volume= 230 cf, Atten= 60%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.85 hrs, Volume= 230 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= 323.25' @ 12.09 hrs Surf.Area= 370 sf Storage= 37 cf Plug-Flow detention time= 4.3 min calculated for 230 cf (100% of inflow) Center-of-Mass det. time= 4.3 min ( 812.0 - 807.7 ) Volume Invert Avail.Storage Storage Description #1 323.00' 690 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 370 78.0 0.0 0 0 370 323.50 370 78.0 40.0 74 74 409 324.50 370 78.0 20.0 74 148 487 325.50 734 103.0 100.0 542 690 858 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 25HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC 3.30 3.31 3.32 Discarded OutFlow Max=0.04 cfs @ 11.85 hrs HW=323.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: SMA #3 Inflow Area = 1,820 sf, 36.10% Impervious, Inflow Depth = 2.77" for 25 YR event Inflow = 0.19 cfs @ 11.97 hrs, Volume= 421 cf Outflow = 0.03 cfs @ 12.21 hrs, Volume= 421 cf, Atten= 85%, Lag= 14.5 min Discarded = 0.03 cfs @ 12.21 hrs, Volume= 421 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= 324.92' @ 12.21 hrs Surf.Area= 253 sf Storage= 146 cf Plug-Flow detention time= 40.3 min calculated for 420 cf (100% of inflow) Center-of-Mass det. time= 40.2 min ( 847.9 - 807.7 ) Volume Invert Avail.Storage Storage Description #1 323.00' 343 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 323.00 155 56.0 0.0 0 0 155 323.50 155 56.0 40.0 31 31 183 324.50 155 56.0 20.0 31 62 239 325.50 430 81.0 100.0 281 343 520 Device Routing Invert Outlet Devices #1 Discarded 323.00'5.000 in/hr Exfiltration over Surface area #2 Primary 325.25'5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.03 cfs @ 12.21 hrs HW=324.92' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 25 YR Rainfall=4.25"POSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} Page 26HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC Summary for Link DP1: Inflow Area = 10,821 sf, 21.07% Impervious, Inflow Depth = 2.10" for 25 YR event Inflow = 0.61 cfs @ 11.96 hrs, Volume= 1,894 cf Primary = 0.61 cfs @ 11.96 hrs, Volume= 1,894 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Summary for Link DP2: Inflow Area = 4,004 sf, 45.30% Impervious, Inflow Depth = 0.10" for 25 YR event Inflow = 0.09 cfs @ 12.11 hrs, Volume= 35 cf Primary = 0.09 cfs @ 12.11 hrs, Volume= 35 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-80.00 hrs, dt= 0.05 hrs Table of ContentsPOSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 1 YR Event 6 Node Listing 7 Subcat S1: 8 Subcat S2: 8 Subcat S3: 9 Subcat S4: 9 Subcat S5: 10 Subcat S6: 10 Pond 1P: SMA #1 11 Pond 2P: SMA #2 12 Pond 3P: SMA #3 12 Link DP1: 13 Link DP2: 10 YR Event 13 Node Listing 14 Subcat S1: 15 Subcat S2: 15 Subcat S3: 16 Subcat S4: 16 Subcat S5: 17 Subcat S6: 17 Pond 1P: SMA #1 18 Pond 2P: SMA #2 19 Pond 3P: SMA #3 19 Link DP1: 20 Link DP2: 25 YR Event 20 Node Listing 21 Subcat S1: 22 Subcat S2: 22 Subcat S3: 23 Subcat S4: 23 Subcat S5: 24 Subcat S6: 24 Pond 1P: SMA #1 25 Pond 2P: SMA #2 26 Pond 3P: SMA #3 Table of ContentsPOSTDEVELOPMENT GUEST HOUSE Printed 5/14/2021Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 10197 © 2020 HydroCAD Software Solutions LLC 26 Link DP1: 27 Link DP2: