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Stormwater Report900 Route 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com STORMWATER DESIGN REPORT GARVEY HYUNDAI 257 DIX AVENUE QUEENSBURY, NEW YORK January 2022 1. INTRODUCTION Garvey Hyundai is proposing site modifications to the existing automotive sales and service facility location at 257 Dix Avenue in the Town of Queensbury, New York. The existing site is an approximately 6.96-acre parcel containing a sales and service building and parking lot and vehicle display area. The proposed project includes modifications and additions to the existing sales and service building as well as expansion of the existing parking lot within the northern portion of the project site. The proposed modifications will result in a net increase of approximately 0.11 acres of impervious area on the site. The existing site contains and existing infiltration basin to attenuate and treat the stormwater runoff from the developed portions of the site. This existing infiltration basin will remain and runoff from the proposed parking expansion will be directed to this infiltration area via a grassed swale. The total disturbance for the site is on the order of 0.90 acres and therefore the site does not require coverage under a NYSDEC SPDES permit and does not require post construction stormwater designed in accordance with the NYSDEC Stormwater Management Design Manual. The project site is also located outside of the Lake George Park and therefore is not required to meet the stormwater management regulation of Section 147-11 of the Town of Queensbury Code. 2. EXISTING SITE CONDITIONS The existing site currently contains a sales and service building and the associated parking and travel surfaces. The topography of the site is relatively flat with the majority of slopes ranging from 1 % to 10%. The majority of the proposed parking surfaces as well as the existing building currently drain to a stormwater management basin located in the northwest corner of the project site. This basin was designed to attenuate, treat and infiltrate the stormwater runoff from the contributing pavement and building area. The USDA Web Soil Survey specifies the two soil types on the project site to be Oakville loamy fine sand, which is a deep well drained soil classified as hydrologic soil group “A”, and Farmington loam, which is a shallow well drained soil classified as hydrologic soil group “D”. The existing basin is located in the area of Oakville loamy fine sands and therefore a conservative infiltration rate of 5 in/hour was assumed for the design modeling. 2 900 Route 146 Clifton Park, NY 12065 (P) 518.371.7621 (F) 518.371.9540 edpllp.com Garvey Hyundai Stormwater Design Report 3. STORMWATER DESIGN The proposed project includes minor modifications to the existing stormwater basin in order to attenuate and infiltrate the runoff from the increase in impervious area. The existing contributing area to the stormwater basin is on the order of 3.57 aces with approximately 2.58 acres of impervious area (pavement and building). Under the proposed conditions the drainage area to the existing basin will remain the same, however, the impervious area will increase to approximately 2.69 acres. In order to minimize the impacts of the increase in the contributing impervious area the outlet pipe out of the existing basin will be raised by approximately 0.17 ft. This will allow the basin to discharge at the same or lesser rate than under the existing conditions. In accordance with section 179-6-080 of the Town of Queensbury code the stormwater management system has been designed to limit the post-development runoff rates and volumes for the 50-year, 24-hour design storm event to less than the predevelopment runoff rates and volumes in order to prevent impacts to the downstream drainage corridors. HydroCAD stormwater modeling software was used to analyze the existing and proposed site conditions with the results summarized in the following table. Table 1: 50-Year Design Storm, Runoff Rates and Volumes Design Storm Peak Runoff Rate (cfs) Runoff Volume (ac-ft) Predevelopment Post-Development Predevelopment Post-Development 50-year (5.22 in) 3.97 3.89 0.413 0.410 100-year (6.10 in) 4.48 4.40 0.555 0.550 4. SUMMARY The modifications to the proposed site will result in a slight increase in the amount of impervious area on the project site. While the drainage patterns will be generally the same as the existing conditions, minor modifications to the existing stormwater basin are proposed in order to improve drainage on the site and match or improve existing drainage conditions In conclusion the proposed site modifications will not result in any increases in runoff rates and volumes from the site and will not result in any flooding of downstream properties. Respectively Submitted, Brandon M. Ferguson, P.E. Environmental Design Partnership, LLP 1" = 80'STORMWATER ANALYSIS FOR 257 DIX AVENUE TOWN OF QUEENSBURY JANUARY 26, 2022 GARVEY HYUNDAIPREDEVELOPMENTSTORMWATERWARREN COUNTY, NEW YORK1 900 Route 146 Clifton Park, New York 12065 edpllp.com(518) 371-7621 E N V I R O N M E N T A L D E S I G N P A R T N E R S H I P, L L P. 1S 2S 3S CB CB EX CB P1 EXISTING BASIN 1 DISCHARGE Routing Diagram for PRE-DEVELOPMENT - GARVEY Prepared by {enter your company name here}, Printed 1/26/2022 HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 50 YEAR Type II 24-hr Default 24.00 1 5.22 2 2 100 YEAR Type II 24-hr Default 24.00 1 6.10 2 PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.023 39 >75% Grass cover, Good, HSG A (1S, 2S) 0.350 98 BUILDING (3S) 2.197 98 PAVEMENT (1S, 2S) 3.570 81 TOTAL AREA PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 1.023 HSG A 1S, 2S 0.000 HSG B 0.000 HSG C 0.000 HSG D 2.547 Other 1S, 2S, 3S 3.570 TOTAL AREA PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 1.023 0.000 0.000 0.000 0.000 1.023 >75% Grass cover, Good 1S, 2S 0.000 0.000 0.000 0.000 0.350 0.350 BUILDING 3S 0.000 0.000 0.000 0.000 2.197 2.197 PAVEMENT 1S, 2S 1.023 0.000 0.000 0.000 2.547 3.570 TOTAL AREA PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 3S 0.00 0.00 45.0 0.0050 0.012 15.0 0.0 0.0 2 CB 320.73 320.00 189.0 0.0039 0.012 15.0 0.0 0.0 3 P1 319.93 317.64 39.0 0.0587 0.012 12.0 0.0 0.0 Type II 24-hr 50 YEAR Rainfall=5.22"PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 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=119,470 sf 64.43% Impervious Runoff Depth>2.59"Subcatchment 1S: Flow Length=550' Tc=5.0 min CN=77 Runoff=13.79 cfs 0.593 af Runoff Area=20,810 sf 90.00% Impervious Runoff Depth>4.04"Subcatchment 2S: Flow Length=250' Tc=2.6 min CN=92 Runoff=3.57 cfs 0.161 af Runoff Area=15,230 sf 100.00% Impervious Runoff Depth>4.57"Subcatchment 3S: Flow Length=105' Tc=1.0 min CN=98 Runoff=2.88 cfs 0.133 af Peak Elev=323.53' Inflow=6.27 cfs 0.294 afPond CB: EX CB 15.0" Round Culvert n=0.012 L=189.0' S=0.0039 '/' Outflow=6.27 cfs 0.294 af Peak Elev=321.53' Storage=14,287 cf Inflow=19.40 cfs 0.887 afPond P1: EXISTING BASIN Discarded=1.42 cfs 0.449 af Primary=3.97 cfs 0.413 af Outflow=5.39 cfs 0.862 af Inflow=3.97 cfs 0.413 afLink 1: DISCHARGE Primary=3.97 cfs 0.413 af Total Runoff Area = 3.570 ac Runoff Volume = 0.887 af Average Runoff Depth = 2.98" 28.67% Pervious = 1.023 ac 71.33% Impervious = 2.547 ac Type II 24-hr 50 YEAR Rainfall=5.22"PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 13.79 cfs @ 11.96 hrs, Volume= 0.593 af, Depth> 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.22" Area (sf) CN Description * 76,970 98 PAVEMENT 42,500 39 >75% Grass cover, Good, HSG A 119,470 77 Weighted Average 42,500 35.57% Pervious Area 76,970 64.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 1.3 160 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 290 0.0120 2.52 8.82 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.50' Z= 8.0 '/' Top.W=11.00' n= 0.030 Earth, grassed & winding 5.0 550 Total Summary for Subcatchment 2S: Runoff = 3.57 cfs @ 11.93 hrs, Volume= 0.161 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.22" Area (sf) CN Description 2,080 39 >75% Grass cover, Good, HSG A * 18,730 98 PAVEMENT 20,810 92 Weighted Average 2,080 10.00% Pervious Area 18,730 90.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0150 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 1.1 150 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 250 Total Type II 24-hr 50 YEAR Rainfall=5.22"PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 2.88 cfs @ 11.90 hrs, Volume= 0.133 af, Depth> 4.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.22" Area (sf) CN Description * 15,230 98 BUILDING 15,230 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 60 0.0250 1.21 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 0.2 45 0.0050 4.03 4.95 Pipe Channel, 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.012 1.0 105 Total Summary for Pond CB: EX CB Inflow Area = 0.827 ac, 94.23% Impervious, Inflow Depth > 4.26" for 50 YEAR event Inflow = 6.27 cfs @ 11.91 hrs, Volume= 0.294 af Outflow = 6.27 cfs @ 11.91 hrs, Volume= 0.294 af, Atten= 0%, Lag= 0.0 min Primary = 6.27 cfs @ 11.91 hrs, Volume= 0.294 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 323.53' @ 11.91 hrs Device Routing Invert Outlet Devices #1 Primary 320.73'15.0" Round Culvert L= 189.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 320.73' / 320.00' S= 0.0039 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=6.13 cfs @ 11.91 hrs HW=323.44' (Free Discharge) 1=Culvert (Barrel Controls 6.13 cfs @ 4.99 fps) Summary for Pond P1: EXISTING BASIN Inflow Area = 3.570 ac, 71.33% Impervious, Inflow Depth > 2.98" for 50 YEAR event Inflow = 19.40 cfs @ 11.94 hrs, Volume= 0.887 af Outflow = 5.39 cfs @ 12.08 hrs, Volume= 0.862 af, Atten= 72%, Lag= 8.5 min Discarded = 1.42 cfs @ 12.08 hrs, Volume= 0.449 af Primary = 3.97 cfs @ 12.08 hrs, Volume= 0.413 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.22"PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Peak Elev= 321.53' @ 12.08 hrs Surf.Area= 12,253 sf Storage= 14,287 cf Plug-Flow detention time= 47.8 min calculated for 0.859 af (97% of inflow) Center-of-Mass det. time= 36.3 min ( 803.7 - 767.4 ) Volume Invert Avail.Storage Storage Description #1 319.00' 45,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.00 800 0 0 320.00 3,652 2,226 2,226 321.00 9,090 6,371 8,597 322.00 15,022 12,056 20,653 323.00 33,750 24,386 45,039 Device Routing Invert Outlet Devices #1 Primary 319.93'12.0" Round Culvert L= 39.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 319.93' / 317.64' S= 0.0587 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 322.50'10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Discarded 319.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.42 cfs @ 12.08 hrs HW=321.53' (Free Discharge) 3=Exfiltration (Exfiltration Controls 1.42 cfs) Primary OutFlow Max=3.97 cfs @ 12.08 hrs HW=321.53' (Free Discharge) 1=Culvert (Inlet Controls 3.97 cfs @ 5.05 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1: DISCHARGE Inflow Area = 3.570 ac, 71.33% Impervious, Inflow Depth = 1.39" for 50 YEAR event Inflow = 3.97 cfs @ 12.08 hrs, Volume= 0.413 af Primary = 3.97 cfs @ 12.08 hrs, Volume= 0.413 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10"PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 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=119,470 sf 64.43% Impervious Runoff Depth>3.31"Subcatchment 1S: Flow Length=550' Tc=5.0 min CN=77 Runoff=17.39 cfs 0.756 af Runoff Area=20,810 sf 90.00% Impervious Runoff Depth>4.84"Subcatchment 2S: Flow Length=250' Tc=2.6 min CN=92 Runoff=4.24 cfs 0.193 af Runoff Area=15,230 sf 100.00% Impervious Runoff Depth>5.36"Subcatchment 3S: Flow Length=105' Tc=1.0 min CN=98 Runoff=3.37 cfs 0.156 af Peak Elev=324.43' Inflow=7.39 cfs 0.349 afPond CB: EX CB 15.0" Round Culvert n=0.012 L=189.0' S=0.0039 '/' Outflow=7.39 cfs 0.349 af Peak Elev=321.83' Storage=18,230 cf Inflow=24.02 cfs 1.105 afPond P1: EXISTING BASIN Discarded=1.62 cfs 0.515 af Primary=4.48 cfs 0.555 af Outflow=6.10 cfs 1.070 af Inflow=4.48 cfs 0.555 afLink 1: DISCHARGE Primary=4.48 cfs 0.555 af Total Runoff Area = 3.570 ac Runoff Volume = 1.105 af Average Runoff Depth = 3.71" 28.67% Pervious = 1.023 ac 71.33% Impervious = 2.547 ac Type II 24-hr 100 YEAR Rainfall=6.10"PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 17.39 cfs @ 11.96 hrs, Volume= 0.756 af, Depth> 3.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10" Area (sf) CN Description * 76,970 98 PAVEMENT 42,500 39 >75% Grass cover, Good, HSG A 119,470 77 Weighted Average 42,500 35.57% Pervious Area 76,970 64.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 1.3 160 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 290 0.0120 2.52 8.82 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.50' Z= 8.0 '/' Top.W=11.00' n= 0.030 Earth, grassed & winding 5.0 550 Total Summary for Subcatchment 2S: Runoff = 4.24 cfs @ 11.93 hrs, Volume= 0.193 af, Depth> 4.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10" Area (sf) CN Description 2,080 39 >75% Grass cover, Good, HSG A * 18,730 98 PAVEMENT 20,810 92 Weighted Average 2,080 10.00% Pervious Area 18,730 90.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0150 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 1.1 150 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 250 Total Type II 24-hr 100 YEAR Rainfall=6.10"PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 3.37 cfs @ 11.90 hrs, Volume= 0.156 af, Depth> 5.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10" Area (sf) CN Description * 15,230 98 BUILDING 15,230 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 60 0.0250 1.21 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 0.2 45 0.0050 4.03 4.95 Pipe Channel, 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.012 1.0 105 Total Summary for Pond CB: EX CB Inflow Area = 0.827 ac, 94.23% Impervious, Inflow Depth > 5.06" for 100 YEAR event Inflow = 7.39 cfs @ 11.91 hrs, Volume= 0.349 af Outflow = 7.39 cfs @ 11.91 hrs, Volume= 0.349 af, Atten= 0%, Lag= 0.0 min Primary = 7.39 cfs @ 11.91 hrs, Volume= 0.349 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 324.43' @ 11.91 hrs Device Routing Invert Outlet Devices #1 Primary 320.73'15.0" Round Culvert L= 189.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 320.73' / 320.00' S= 0.0039 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=7.23 cfs @ 11.91 hrs HW=324.30' (Free Discharge) 1=Culvert (Barrel Controls 7.23 cfs @ 5.89 fps) Summary for Pond P1: EXISTING BASIN Inflow Area = 3.570 ac, 71.33% Impervious, Inflow Depth > 3.71" for 100 YEAR event Inflow = 24.02 cfs @ 11.94 hrs, Volume= 1.105 af Outflow = 6.10 cfs @ 12.09 hrs, Volume= 1.070 af, Atten= 75%, Lag= 9.1 min Discarded = 1.62 cfs @ 12.09 hrs, Volume= 0.515 af Primary = 4.48 cfs @ 12.09 hrs, Volume= 0.555 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10"PRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Peak Elev= 321.83' @ 12.09 hrs Surf.Area= 14,033 sf Storage= 18,230 cf Plug-Flow detention time= 48.4 min calculated for 1.070 af (97% of inflow) Center-of-Mass det. time= 35.6 min ( 799.5 - 763.9 ) Volume Invert Avail.Storage Storage Description #1 319.00' 45,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.00 800 0 0 320.00 3,652 2,226 2,226 321.00 9,090 6,371 8,597 322.00 15,022 12,056 20,653 323.00 33,750 24,386 45,039 Device Routing Invert Outlet Devices #1 Primary 319.93'12.0" Round Culvert L= 39.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 319.93' / 317.64' S= 0.0587 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 322.50'10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Discarded 319.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.62 cfs @ 12.09 hrs HW=321.83' (Free Discharge) 3=Exfiltration (Exfiltration Controls 1.62 cfs) Primary OutFlow Max=4.48 cfs @ 12.09 hrs HW=321.83' (Free Discharge) 1=Culvert (Inlet Controls 4.48 cfs @ 5.70 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1: DISCHARGE Inflow Area = 3.570 ac, 71.33% Impervious, Inflow Depth = 1.87" for 100 YEAR event Inflow = 4.48 cfs @ 12.09 hrs, Volume= 0.555 af Primary = 4.48 cfs @ 12.09 hrs, Volume= 0.555 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Table of ContentsPRE-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 6 Pipe Listing (all nodes) 50 YEAR Event 7 Node Listing 8 Subcat 1S: 9 Subcat 2S: 9 Subcat 3S: 10 Pond CB: EX CB 10 Pond P1: EXISTING BASIN 11 Link 1: DISCHARGE 100 YEAR Event 11 Node Listing 12 Subcat 1S: 13 Subcat 2S: 13 Subcat 3S: 14 Pond CB: EX CB 14 Pond P1: EXISTING BASIN 15 Link 1: DISCHARGE 900 Route 146 Clifton Park, New York 12065 edpllp.com(518) 371-7621 E N V I R O N M E N T A L D E S I G N P A R T N E R S H I P, L L P.1" = 80'STORMWATER ANALYSIS FOR 257 DIX AVENUE TOWN OF QUEENSBURY JANUARY 26, 2022 GARVEY HYUNDAIPOSTDEVELOPMENTSTORMWATERWARREN COUNTY, NEW YORK2 1S 2S 3S 1P EXISTING BASIN CB CB EX CB 1 DISCHARGE Routing Diagram for POST-DEVELOPMENT - GARVEY Prepared by {enter your company name here}, Printed 1/26/2022 HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 10 YEAR Type II 24-hr Default 24.00 1 6.10 2 2 50 YEAR Type II 24-hr Default 24.00 1 5.22 2 3 100 YEAR Type II 24-hr Default 24.00 1 6.10 2 POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.905 39 >75% Grass cover, Good, HSG A (1S, 2S) 0.490 98 BUILDING (3S) 2.175 98 PAVEMENT (1S, 2S) 3.570 83 TOTAL AREA POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.905 HSG A 1S, 2S 0.000 HSG B 0.000 HSG C 0.000 HSG D 2.665 Other 1S, 2S, 3S 3.570 TOTAL AREA POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.905 0.000 0.000 0.000 0.000 0.905 >75% Grass cover, Good 1S, 2S 0.000 0.000 0.000 0.000 0.490 0.490 BUILDING 3S 0.000 0.000 0.000 0.000 2.175 2.175 PAVEMENT 1S, 2S 0.905 0.000 0.000 0.000 2.665 3.570 TOTAL AREA POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 3S 0.00 0.00 45.0 0.0050 0.012 15.0 0.0 0.0 2 1P 320.10 317.64 39.0 0.0631 0.012 12.0 0.0 0.0 3 CB 320.73 320.00 189.0 0.0039 0.012 15.0 0.0 0.0 Type II 24-hr 50 YEAR Rainfall=5.22"POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 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=113,350 sf 67.05% Impervious Runoff Depth>2.77"Subcatchment 1S: Flow Length=620' Tc=5.7 min CN=79 Runoff=13.46 cfs 0.601 af Runoff Area=20,810 sf 90.00% Impervious Runoff Depth>4.04"Subcatchment 2S: Flow Length=250' Tc=2.6 min CN=92 Runoff=3.57 cfs 0.161 af Runoff Area=21,360 sf 100.00% Impervious Runoff Depth>4.57"Subcatchment 3S: Flow Length=105' Tc=1.0 min CN=98 Runoff=4.04 cfs 0.187 af Peak Elev=321.66' Storage=15,864 cf Inflow=19.79 cfs 0.948 afPond 1P: EXISTING BASIN Discarded=1.50 cfs 0.509 af Primary=3.89 cfs 0.410 af Outflow=5.39 cfs 0.919 af Peak Elev=324.45' Inflow=7.41 cfs 0.347 afPond CB: EX CB 15.0" Round Culvert n=0.012 L=189.0' S=0.0039 '/' Outflow=7.41 cfs 0.347 af Inflow=3.89 cfs 0.410 afLink 1: DISCHARGE Primary=3.89 cfs 0.410 af Total Runoff Area = 3.570 ac Runoff Volume = 0.948 af Average Runoff Depth = 3.19" 25.35% Pervious = 0.905 ac 74.65% Impervious = 2.665 ac Type II 24-hr 50 YEAR Rainfall=5.22"POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 13.46 cfs @ 11.97 hrs, Volume= 0.601 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.22" Area (sf) CN Description * 76,000 98 PAVEMENT 37,350 39 >75% Grass cover, Good, HSG A 113,350 79 Weighted Average 37,350 32.95% Pervious Area 76,000 67.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 1.5 170 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.4 350 0.0100 2.38 6.85 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.50' Z= 3.0 & 8.0 '/' Top.W=8.50' n= 0.030 Earth, grassed & winding 5.7 620 Total Summary for Subcatchment 2S: Runoff = 3.57 cfs @ 11.93 hrs, Volume= 0.161 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.22" Area (sf) CN Description 2,080 39 >75% Grass cover, Good, HSG A * 18,730 98 PAVEMENT 20,810 92 Weighted Average 2,080 10.00% Pervious Area 18,730 90.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0150 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 1.1 150 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 250 Total Type II 24-hr 50 YEAR Rainfall=5.22"POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 4.04 cfs @ 11.90 hrs, Volume= 0.187 af, Depth> 4.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.22" Area (sf) CN Description * 21,360 98 BUILDING 21,360 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 60 0.0250 1.21 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 0.2 45 0.0050 4.03 4.95 Pipe Channel, 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.012 1.0 105 Total Summary for Pond 1P: EXISTING BASIN Inflow Area = 3.570 ac, 74.65% Impervious, Inflow Depth > 3.19" for 50 YEAR event Inflow = 19.79 cfs @ 11.94 hrs, Volume= 0.948 af Outflow = 5.39 cfs @ 12.10 hrs, Volume= 0.919 af, Atten= 73%, Lag= 9.5 min Discarded = 1.50 cfs @ 12.10 hrs, Volume= 0.509 af Primary = 3.89 cfs @ 12.10 hrs, Volume= 0.410 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 321.66' @ 12.10 hrs Surf.Area= 12,994 sf Storage= 15,864 cf Plug-Flow detention time= 54.1 min calculated for 0.919 af (97% of inflow) Center-of-Mass det. time= 41.6 min ( 804.6 - 763.0 ) Volume Invert Avail.Storage Storage Description #1 319.00' 45,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.00 800 0 0 320.00 3,652 2,226 2,226 321.00 9,090 6,371 8,597 322.00 15,022 12,056 20,653 323.00 33,750 24,386 45,039 Device Routing Invert Outlet Devices #1 Primary 320.10'12.0" Round Culvert L= 39.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 320.10' / 317.64' S= 0.0631 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Type II 24-hr 50 YEAR Rainfall=5.22"POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC #2 Primary 322.50'10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Discarded 319.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.50 cfs @ 12.10 hrs HW=321.66' (Free Discharge) 3=Exfiltration (Exfiltration Controls 1.50 cfs) Primary OutFlow Max=3.89 cfs @ 12.10 hrs HW=321.66' (Free Discharge) 1=Culvert (Inlet Controls 3.89 cfs @ 4.95 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond CB: EX CB Inflow Area = 0.968 ac, 95.07% Impervious, Inflow Depth > 4.31" for 50 YEAR event Inflow = 7.41 cfs @ 11.91 hrs, Volume= 0.347 af Outflow = 7.41 cfs @ 11.91 hrs, Volume= 0.347 af, Atten= 0%, Lag= 0.0 min Primary = 7.41 cfs @ 11.91 hrs, Volume= 0.347 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 324.45' @ 11.91 hrs Device Routing Invert Outlet Devices #1 Primary 320.73'15.0" Round Culvert L= 189.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 320.73' / 320.00' S= 0.0039 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=7.28 cfs @ 11.91 hrs HW=324.34' (Free Discharge) 1=Culvert (Barrel Controls 7.28 cfs @ 5.93 fps) Summary for Link 1: DISCHARGE Inflow Area = 3.570 ac, 74.65% Impervious, Inflow Depth = 1.38" for 50 YEAR event Inflow = 3.89 cfs @ 12.10 hrs, Volume= 0.410 af Primary = 3.89 cfs @ 12.10 hrs, Volume= 0.410 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10"POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 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=113,350 sf 67.05% Impervious Runoff Depth>3.50"Subcatchment 1S: Flow Length=620' Tc=5.7 min CN=79 Runoff=16.81 cfs 0.760 af Runoff Area=20,810 sf 90.00% Impervious Runoff Depth>4.84"Subcatchment 2S: Flow Length=250' Tc=2.6 min CN=92 Runoff=4.24 cfs 0.193 af Runoff Area=21,360 sf 100.00% Impervious Runoff Depth>5.36"Subcatchment 3S: Flow Length=105' Tc=1.0 min CN=98 Runoff=4.72 cfs 0.219 af Peak Elev=321.96' Storage=19,984 cf Inflow=24.29 cfs 1.171 afPond 1P: EXISTING BASIN Discarded=1.71 cfs 0.583 af Primary=4.40 cfs 0.550 af Outflow=6.11 cfs 1.132 af Peak Elev=325.69' Inflow=8.73 cfs 0.412 afPond CB: EX CB 15.0" Round Culvert n=0.012 L=189.0' S=0.0039 '/' Outflow=8.73 cfs 0.412 af Inflow=4.40 cfs 0.550 afLink 1: DISCHARGE Primary=4.40 cfs 0.550 af Total Runoff Area = 3.570 ac Runoff Volume = 1.171 af Average Runoff Depth = 3.94" 25.35% Pervious = 0.905 ac 74.65% Impervious = 2.665 ac Type II 24-hr 100 YEAR Rainfall=6.10"POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 16.81 cfs @ 11.96 hrs, Volume= 0.760 af, Depth> 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10" Area (sf) CN Description * 76,000 98 PAVEMENT 37,350 39 >75% Grass cover, Good, HSG A 113,350 79 Weighted Average 37,350 32.95% Pervious Area 76,000 67.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 1.5 170 0.0090 1.93 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.4 350 0.0100 2.38 6.85 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.50' Z= 3.0 & 8.0 '/' Top.W=8.50' n= 0.030 Earth, grassed & winding 5.7 620 Total Summary for Subcatchment 2S: Runoff = 4.24 cfs @ 11.93 hrs, Volume= 0.193 af, Depth> 4.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10" Area (sf) CN Description 2,080 39 >75% Grass cover, Good, HSG A * 18,730 98 PAVEMENT 20,810 92 Weighted Average 2,080 10.00% Pervious Area 18,730 90.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 100 0.0150 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 1.1 150 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 250 Total Type II 24-hr 100 YEAR Rainfall=6.10"POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 4.72 cfs @ 11.90 hrs, Volume= 0.219 af, Depth> 5.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=6.10" Area (sf) CN Description * 21,360 98 BUILDING 21,360 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 60 0.0250 1.21 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.56" 0.2 45 0.0050 4.03 4.95 Pipe Channel, 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.012 1.0 105 Total Summary for Pond 1P: EXISTING BASIN Inflow Area = 3.570 ac, 74.65% Impervious, Inflow Depth > 3.94" for 100 YEAR event Inflow = 24.29 cfs @ 11.94 hrs, Volume= 1.171 af Outflow = 6.11 cfs @ 12.11 hrs, Volume= 1.132 af, Atten= 75%, Lag= 9.9 min Discarded = 1.71 cfs @ 12.11 hrs, Volume= 0.583 af Primary = 4.40 cfs @ 12.11 hrs, Volume= 0.550 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 321.96' @ 12.11 hrs Surf.Area= 14,756 sf Storage= 19,984 cf Plug-Flow detention time= 54.4 min calculated for 1.129 af (96% of inflow) Center-of-Mass det. time= 40.9 min ( 800.6 - 759.7 ) Volume Invert Avail.Storage Storage Description #1 319.00' 45,039 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 319.00 800 0 0 320.00 3,652 2,226 2,226 321.00 9,090 6,371 8,597 322.00 15,022 12,056 20,653 323.00 33,750 24,386 45,039 Device Routing Invert Outlet Devices #1 Primary 320.10'12.0" Round Culvert L= 39.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 320.10' / 317.64' S= 0.0631 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Type II 24-hr 100 YEAR Rainfall=6.10"POST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC #2 Primary 322.50'10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Discarded 319.00'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.71 cfs @ 12.11 hrs HW=321.95' (Free Discharge) 3=Exfiltration (Exfiltration Controls 1.71 cfs) Primary OutFlow Max=4.40 cfs @ 12.11 hrs HW=321.95' (Free Discharge) 1=Culvert (Inlet Controls 4.40 cfs @ 5.60 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond CB: EX CB Inflow Area = 0.968 ac, 95.07% Impervious, Inflow Depth > 5.10" for 100 YEAR event Inflow = 8.73 cfs @ 11.91 hrs, Volume= 0.412 af Outflow = 8.73 cfs @ 11.91 hrs, Volume= 0.412 af, Atten= 0%, Lag= 0.0 min Primary = 8.73 cfs @ 11.91 hrs, Volume= 0.412 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 325.69' @ 11.91 hrs Device Routing Invert Outlet Devices #1 Primary 320.73'15.0" Round Culvert L= 189.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 320.73' / 320.00' S= 0.0039 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=8.58 cfs @ 11.91 hrs HW=325.54' (Free Discharge) 1=Culvert (Barrel Controls 8.58 cfs @ 6.99 fps) Summary for Link 1: DISCHARGE Inflow Area = 3.570 ac, 74.65% Impervious, Inflow Depth = 1.85" for 100 YEAR event Inflow = 4.40 cfs @ 12.11 hrs, Volume= 0.550 af Primary = 4.40 cfs @ 12.11 hrs, Volume= 0.550 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Table of ContentsPOST-DEVELOPMENT - GARVEY Printed 1/26/2022Prepared by {enter your company name here} HydroCAD® 10.10-3a s/n 11387 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 6 Pipe Listing (all nodes) 50 YEAR Event 7 Node Listing 8 Subcat 1S: 9 Subcat 2S: 9 Subcat 3S: 10 Pond 1P: EXISTING BASIN 11 Pond CB: EX CB 11 Link 1: DISCHARGE 100 YEAR Event 11 Node Listing 12 Subcat 1S: 13 Subcat 2S: 13 Subcat 3S: 14 Pond 1P: EXISTING BASIN 15 Pond CB: EX CB 15 Link 1: DISCHARGE Sincerely, R. Daniel Mackay Deputy Commissioner for Historic Preservation Division for Historic Preservation Based upon this review, it is the opinion of OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Re: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6 NYCRR Part 617). January 27, 2022 Bailey Godson Environmental Design Partnership, LLP (EDP) 900 Route 146 Clifton Park, NY 12065 DEC Garvey Hyundai Facility 257 Dix Ave, Town of Queensbury, Warren County, NY 12804 22PR00479 Dear Bailey Godson: New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643‡https://parks.ny.gov/shpo KATHY HOCHUL Governor ERIK KULLESEID Commissioner