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HomeMy WebLinkAboutWPO202100069 Stormwater Management Maintenance Agree. 2021-12-07SHIMP ENGINEERING, P.C. Design Focused Engineering December 7.2021 Engineering Review Albemarle County Department of Community Development 401 McIntire Road Charlottesville, VA 22902 Regarding: Scottsville Tiger Fuel Market Stormwater Management Plan Dear Reviewer, The purpose of this project is to construct a 16-pump gas station and convenience store. The total area of disturbance is 3.49 acres. lid Lr :T?p 45183 1111 "k, Water Quantity: The stormwater management for this site will be addressed through the use of a bioretention basin that outfalls to a stormwater detention pond. The pond will release runoff at rates compliant with the Energy Balance Equation. Summaries of the pre and post development flow rates at the point of analysis are shown below. Please see drainage area maps located in this packet for more detail. Energy Balance Equation Summary Scottsville Tiger Fuel (POA 1) Qd..,,,yrd51.F.'(QF.ea ped RV,.o .;uiwd)/Rvd.,.W Od w, ,S (Q4.e W RVfMg")/RV&.;; ,d QpWsrabped = 0.52 0.052 Max Qd,.4= 0.07 cfs RVy� = 0.332 Achieved Posr-DeV Max RufwR Qlyr = 0.0 C I e CO7 es vA - - (3 4A Maximum Qioyr= 3.37 efs (predev) Achieved 010yr = 0.31 efs Water Quality: According to the VRRM Re -Development Spreadsheet, a TP Load Reduction of 3.23 Ib/yr is required. The nutrient treatment requirement will be met through the use of a bioretention basin and the purchase of nutrient credits. The bioretention basin treats 2.50 ac of the site and provides 2.27 Ib/yr of treatment. The remaining 0.96 Ib/yr of treatment will be provided through the purchase of nutrient credits. Best Regards, Chris Marshall, EIT Shimp Engineering, P.C. Contents: Pre -Development Stormwater Management Calculations: Pre -Development Drainage Area Map Pre -Development HydroCAD Analysis Time of Concentration Calculation Time of Concentration Nomographs Post -Development Stormwater Management Calculations: Post -Development Drainage Area Map Post -Development HydroCAD Analysis Energy Balance Equation Summary LD-204 Stormwater Inlet Computations LD-229 Storm Drain Design Computations Outlet Protection Calculations Stormwater Quality Calculations: VRRM Pre -Development Land Use Map VRRM Post -Development Land Use Map VRRM Re -Development Spreadsheet Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report Pre -Development Stormwater Management Calculations: Pre -Development Drainage Area Map Pre -Development HydroCAD Analysis Time of Concentration Calculation Time of Concentration Nomographs SCOTTSVILLE TIGER FUEL MARKET PREDEV DRAINAGE AREA MAP //�� f ` \ ( / /_�_ DRAINAGE AREA1: TOTAL AREA = 1.69 AC HSGTYPE B IMPERVIOUS= 0.00AC MANAGED TURF= 0.61 AC WOODS =0.66AC '� J, /// / \�\\\\ // / 1.-�•L r I\\ I I �� —\� — — /, HSG TYPE D IMPERVIOUS = 0.01 AC 1 \ I MANAGED TURF = 0.13 AC `,\ \ / WOODS =0.28AC TIME OF CONCENTRATION = 15.6 MINUTES \\ \ \(1 \ \ \ I '• �' � I I \ I 1 � \I I \ \ \\POA1 ,`�`—� I Il/jlll/IIIIII 100 TOC15.6MIN. \ / / III/IllllllJl Scale:1"=100' 1 1S DA 1 P edev 2L POA 1 Predev Subcat Reach on Link Drainage Diagram for Predev FpHydroCACOrepared by {enter your company name here}, Printed 12/3/2021 9.10 s/n 07054 0 2010 HydroCAD Software Solutions LLC PreDev Predev Type 11 24-hr 1 YR Rainfall=2.85" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 2 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 Predev Runoff Area=1.685 ac 0.36% Impervious Runoff Depth=0.37" Tc=15.6 min CN=63 Runoff=0.52 cfs 0.052 of Link 2L: POA 1 Predev Inflow=0.52 cfs 0.052 of Primary=0.52 cfs 0.052 of Total Runoff Area = 1.685 ac Runoff Volume = 0.052 of Average Runoff Depth = 0.37" 99.64% Pervious = 1.679 ac 0.36% Impervious = 0.006 ac PreDev Predev Type 11 24-hr 1 YR Rainfall=2.85" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 1S: DA 1 Predev Runoff = 0.52 cfs @ 12.12 hrs, Volume= 0.052 af, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1 YR Rainfall=2.85" Area (ac) CN Description 0.000 98 Paved parking, HSG B 0.006 98 Paved parking, HSG D 0.607 61 >75% Grass cover, Good, HSG B 0.135 80 >75% Grass cover, Good, HSG D 0.656 55 Woods, Good, HSG B 0.281 77 Woods, Good, HSG D 1.685 63 Weighted Average 1.679 99.64% Pervious Area 0.006 0.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Link 2L: POA 1 Predev Inflow Area = 1.685 ac, 0.36% Impervious, Inflow Depth = 0.37" for 1 YR event Inflow = 0.52 cfs @ 12.12 hrs, Volume= 0.052 of Primary = 0.52 cfs @ 12.12 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs PreDev Predev Type 11 24-hr 10 YR Rainfall=5.22" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 4 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 Predev Runoff Area=1.685 ac 0.36% Impervious Runoff Depth=1.65" Tc=15.6 min CN=63 Runoff=3.37 cfs 0.232 of Link 2L: POA 1 Predev Inflow=3.37 cfs 0.232 of Primary=3.37 cfs 0.232 of Total Runoff Area = 1.685 ac Runoff Volume = 0.232 of Average Runoff Depth = 1.65' 99.64% Pervious = 1.679 ac 0.36% Impervious = 0.006 ac PreDev Predev Type 11 24-hr 10 YR Rainfall=5.22" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 5 Summary for Subcatchment 1S: DA 1 Predev Runoff = 3.37 cfs @ 12.09 hrs, Volume= 0.232 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10 YR Rainfall=5.22" Area (ac) CN Description 0.000 98 Paved parking, HSG B 0.006 98 Paved parking, HSG D 0.607 61 >75% Grass cover, Good, HSG B 0.135 80 >75% Grass cover, Good, HSG D 0.656 55 Woods, Good, HSG B 0.281 77 Woods, Good, HSG D 1.685 63 Weighted Average 1.679 99.64% Pervious Area 0.006 0.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Link 2L: POA 1 Predev Inflow Area = 1.685 ac, 0.36% Impervious, Inflow Depth = 1.65" for 10 YR event Inflow = 3.37 cfs @ 12.09 hrs, Volume= 0.232 of Primary = 3.37 cfs @ 12.09 hrs, Volume= 0.232 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs PreDev Predev Type 11 24-hr 100 YR Rainfall=8.57" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 6 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 Predev Runoff Area=1.685 ac 0.36% Impervious Runoff Depth=4.12" Tc=15.6 min CN=63 Runoff=8.79 cfs 0.579 of Link 2L: POA 1 Predev Inflow=8.79 cfs 0.579 of Primary=8.79 cfs 0.579 of Total Runoff Area = 1.685 ac Runoff Volume = 0.579 of Average Runoff Depth = 4.12" 99.64% Pervious = 1.679 ac 0.36% Impervious = 0.006 ac PreDev Predev Type 11 24-hr 100 YR Rainfall=8.57" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 7 Summary for Subcatchment 1S: DA 1 Predev Runoff = 8.79 cfs @ 12.08 hrs, Volume= 0.579 af, Depth= 4.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100 YR Rainfall=8.57" Area (ac) CN Description 0.000 98 Paved parking, HSG B 0.006 98 Paved parking, HSG D 0.607 61 >75% Grass cover, Good, HSG B 0.135 80 >75% Grass cover, Good, HSG D 0.656 55 Woods, Good, HSG B 0.281 77 Woods, Good, HSG D 1.685 63 Weighted Average 1.679 99.64% Pervious Area 0.006 0.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Link 2L: POA 1 Predev Inflow Area = 1.685 ac, 0.36% Impervious, Inflow Depth = 4.12" for 100 YR event Inflow = 8.79 cfs @ 12.08 hrs, Volume= 0.579 of Primary = 8.79 cfs @ 12.08 hrs, Volume= 0.579 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Scottsville Tiger Fuel Time of Concentration Calculations - Predev 1 100 ft overland flow 3.5% slope 0.35 C-value 11.8 min Seelye Chart 342 ft s. c. flow 9.6% slope 1.5 fps velocity 3.8 min. NEH Figure 15-4 00 ft swale height min. Kirpich Chart 15.6 min. I 35 30 Roved V q z 25 c .e 300 or Bore W T o 20 N 200 Soil .• 'N, Poor W ~ z Grass s i F �Surfate Or i z 4vero Grasps u • -' 0.5 W _ 0 0 15 a 20 J90 N/ / / a 80 Dense Gleu O 70 L 5.0 W Q 60 3 10 z z O 50 J �� 20 Wa W u U J 40 10 c U co 30 9 W 2 J J B 20 7 10 6 I OVERLAND FLOW TIME (Seelye Chan) Source: Data Book for Civil Eneineers. E.E. Seelye Plau 5-1 1992 TRAVEL TIME FOR CHANNEL FLOW (Kirpich Chart) N (feet) GOO Tt (min.) 200 00 100 (feet) 10000 txe�p 50 )e — so 75000 Refs: o a Y (1) For use with natural chsnmLs;se g 10 (2) For {caved chemmis, witi PLY d 1000 n 10 Tt by 0.2 9 g 5 Soo 5 100 I I TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS Source: VDOT Plate 5-3 Post -Development Stormwater Management Calculations: Post -Development Drainage Area Map Post -Development HydroCAD Analysis Energy Balance Equation Summary LD-204 Stormwater Inlet Computations LD-229 Storm Drain Design Computations Outlet Protection Calculations SCOTTSVILLE TIGER FUEL MARKET POSTDEV DRAINAGE AREA MAP DRAINAGE AREA1: J 1 TOTAL AREA = 3.50 AC HSG TYPE B IMPERVIOUS = 1.77AC MANAGED TURF = 1.15 AC WOODS = 0.38 AC HSG TYPE D \,.! I 1 I \ IMPERVIOUS = 0.00 AC \\ \\ (\,\ 1 \\ \ \ \ \ MANAGED TURF = 0.14 AC WOODS =0.06AC ! - TIME OF CONCENTRATION ASSUMED 5.0 MINUTES J \ <7 let ,q To lllllll,lp/ 100 0 100 200 300 Scale: 1 "=100' DA 1 ostdev 2P 3P --p 2L BIORETENTION BASIN Pond POA 1 Postdev S4 Reach X 4on Llflk Postdev Postdev Type 11 24-hr 1 YR Rainfall=2.85" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 2 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 Postdev Runoff Area=3.495 ac 50.59% Impervious Runoff Depth=1.14" Tc=5.0 min CN=80 Runoff=7.36 cfs 0.332 of Link 2L: POA 1 Postdev Inflow=0.07 cfs 0.055 of Primary=0.07 cfs 0.055 of Pond 2P: BIORETENTION BASIN Peak EIev=405.01' Storage=12,034 cf Inflow=7.36 cfs 0.332 of Outflow=0.14 cfs 0.056 of Pond 3P: Pond Peak EIev=396.31' Storage=1,107 cf Inflow=0.14 cfs 0.056 of Outflow=0.07 cfs 0.055 of Total Runoff Area = 3.495 ac Runoff Volume = 0.332 of Average Runoff Depth = 1.14" 49.41% Pervious = 1.727 ac 50.59% Impervious = 1.768 ac PostDev Postdev Type 11 24-hr 1 YR Rainfall=2.85" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 1S: DA 1 Postdev Runoff = 7.36 cfs @ 11.97 hrs, Volume= 0.332 af, Depth= 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1 YR Rainfall=2.85" Area (ac) CN Description 1.768 98 Paved parking, HSG B 0.000 98 Paved parking, HSG D 1.148 61 >75% Grass cover, Good, HSG B 0.142 80 >75% Grass cover, Good, HSG D 0.375 55 Woods, Good, HSG B 0.062 77 Woods, Good, HSG D 3.495 80 Weighted Average 1.727 49.41 % Pervious Area 1.768 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 2L: POA 1 Postdev Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth > 0.19" for 1 YR event Inflow = 0.07 cfs @ 24.05 hrs, Volume= 0.055 of Primary = 0.07 cfs @ 24.05 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 2P: BIORETENTION BASIN Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth = 1.14" for 1 YR event Inflow = 7.36 cfs @ 11.97 hrs, Volume= 0.332 of Outflow = 0.14 cfs @ 17.57 hrs, Volume= 0.056 af, Atten= 98%, Lag= 336.4 min Primary = 0.14 cfs @ 17.57 hrs, Volume= 0.056 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 405.01' @ 17.57 hrs Surf.Area= 4,273 sf Storage= 12,034 cf Plug -Flow detention time= 524.0 min calculated for 0.056 of (17% of inflow) Center -of -Mass det. time= 380.8 min ( 1,225.5 - 844.6 ) Volume Invert #1 399.99' Avail. Descri 16,740 cf Bioretention Basin (Prismatic)Listed below (Recalc) PostDev Postdev Type 11 24-hr 1 YR Rainfall=2.85" Prepared by {enter your company name here) Printed 12/3/2021 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 4 Elevation (feet) Surf.Area (sq-ft) Voids M Inc.Store (cubic -feet) Cum.Store (cubic -feet) 399.99 3,800 0.0 0 0 400.00 3,800 40.0 15 15 402.50 3,800 25.0 2,375 2,390 404.50 3,800 100.0 7,600 9,990 406.00 5,200 100.0 6,750 16,740 Device Routing Invert Outlet Devices #1 Primary 405.00' 40.0' long (Profile 4) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.77 2.97 3.21 Primary OutFlow Max=0.06 cfs @ 17.57 hrs HW=405.01' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 0.06 cfs @ 0.22 fps) Summary for Pond 3P: Pond Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth = 0.19" for 1 YR event Inflow = 0.14 cfs @ 17.57 hrs, Volume= 0.056 of Outflow = 0.07 cfs @ 24.05 hrs, Volume= 0.055 af, Atten= 46%, Lag= 388.9 min Primary = 0.07 cfs @ 24.05 hrs, Volume= 0.055 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 396.31' @ 24.05 hrs Surf.Area= 3,664 sf Storage= 1,107 cf Plug -Flow detention time= 254.7 min calculated for 0.055 of (99% of inflow) Center -of -Mass det. time= 252.2 min ( 1,477.7 - 1,225.5 ) Volume Invert Avail.Storage Storage Description #1 396.00' 31,998 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 396.00 3,500 0 0 398.00 4,564 8,064 8,064 400.00 5,800 10,364 18,428 402.00 7,770 13,570 31,998 Device Routing Invert Outlet Devices #1 Primary 396.00' 12.0" Round 12" HDPE L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 396.00' / 392.00' S= 0.0800 T Cc= 0.900 n= 0.010 #2 Device 1 400.00' 36.0" Horiz. 36" Standpipe C= 0.600 Limited to weir flow at low heads #3 Device 1 396.00' 2.5" Vert. 1 yr control orifice C= 0.600 #4 Primary 401.00' 10.0' long x 22.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Postdev Prepared company name here) PostDev Type 11 24-hr 1 YR Rainfall=2.85" Primary OutFlow Max=0.07 cfs @ 24.05 hrs HW=396.31' (Free Discharge) 1=12" HDPE (Passes 0.07 cfs of 0.31 cfs potential flow) 2=36" Standpipe ( Controls 0.00 cfs) 3=1 yr control orifice (Orifice Controls 0.07 cfs @ 2.18 fps) = Broad-C rested Rectangular Weir( Controls 0.00 cfs) Printed 12/3/2021 Postdev Postdev Type 11 24-hr 10 YR Rainfall=5.22" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 6 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 Postdev Runoff Area=3.495 ac 50.59% Impervious Runoff Depth=3.09" Tc=5.0 min CN=80 Runoff=19.54 cfs 0.899 of Link 2L: POA 1 Postdev Inflow=0.31 cfs 0.615 of Primary=0.31 cfs 0.615 of Pond 2P: BIORETENTION BASIN Peak EIev=405.32' Storage=13,430 cf Inflow=19.54 cfs 0.899 of Outflow=20.04 cfs 0.623 of Pond 3P: Pond Peak EIev=399.59' Storage=16,110 cf Inflow=20.04 cfs 0.623 of Outflow=0.31 cfs 0.615 of Total Runoff Area = 3.495 ac Runoff Volume = 0.899 of Average Runoff Depth = 3.09" 49.41% Pervious = 1.727 ac 50.59% Impervious = 1.768 ac PostDev Postdev Type 11 24-hr 10 YR Rainfall=5.22" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 7 Summary for Subcatchment 1S: DA 1 Postdev Runoff = 19.54 cfs @ 11.96 hrs, Volume= 0.899 af, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10 YR Rainfall=5.22" Area (ac) CN Description 1.768 98 Paved parking, HSG B 0.000 98 Paved parking, HSG D 1.148 61 >75% Grass cover, Good, HSG B 0.142 80 >75% Grass cover, Good, HSG D 0.375 55 Woods, Good, HSG B 0.062 77 Woods, Good, HSG D 3.495 80 Weighted Average 1.727 49.41 % Pervious Area 1.768 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 2L: POA 1 Postdev Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth > 2.11" for 10 YR event Inflow = 0.31 cfs @ 17.61 hrs, Volume= 0.615 of Primary = 0.31 cfs @ 17.61 hrs, Volume= 0.615 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 2P: BIORETENTION BASIN Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth = 3.09" for 10 YR event Inflow = 19.54 cfs @ 11.96 hrs, Volume= 0.899 of Outflow = 20.04 cfs @ 11.98 hrs, Volume= 0.623 af, Atten= 0%, Lag= 1.4 min Primary = 20.04 cfs @ 11.98 hrs, Volume= 0.623 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 405.32' @ 11.98 hrs Surf.Area= 4,567 sf Storage= 13,430 cf Plug -Flow detention time= 161.0 min calculated for 0.623 of (69% of inflow) Center -of -Mass det. time= 59.5 min ( 875.4 - 815.9 ) Volume Invert #1 399.99' Avail. Descri 16,740 cf Bioretention Basin (Prismatic)Listed below (Recalc) PostDev Postdev Type 11 24-hr 10 YR Rainfall=5.22" Prepared by {enter your company name here) Printed 12/3/2021 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 8 Elevation (feet) Surf.Area (sq-ft) Voids M Inc.Store (cubic -feet) Cum.Store (cubic -feet) 399.99 3,800 0.0 0 0 400.00 3,800 40.0 15 15 402.50 3,800 25.0 2,375 2,390 404.50 3,800 100.0 7,600 9,990 406.00 5,200 100.0 6,750 16,740 Device Routing Invert Outlet Devices #1 Primary 405.00' 40.0' long (Profile 4) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.77 2.97 3.21 Primary OutFlow Max=18.33 cfs @ 11.98 hrs HW=405.30' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 18.33 cfs @ 1.52 fps) Summary for Pond 3P: Pond Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth = 2.14" for 10 YR event Inflow = 20.04 cfs @ 11.98 hrs, Volume= 0.623 of Outflow = 0.31 cfs @ 17.61 hrs, Volume= 0.615 af, Atten= 98%, Lag= 337.6 min Primary = 0.31 cfs @ 17.61 hrs, Volume= 0.615 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 399.59' @ 17.61 hrs Surf.Area= 5,547 sf Storage= 16,110 cf Plug -Flow detention time= 667.8 min calculated for 0.614 of (99% of inflow) Center -of -Mass det. time= 660.7 min ( 1,536.0 - 875.4 ) Volume Invert Avail.Storage Storage Description #1 396.00' 31,998 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 396.00 3,500 0 0 398.00 4,564 8,064 8,064 400.00 5,800 10,364 18,428 402.00 7,770 13,570 31,998 Device Routing Invert Outlet Devices #1 Primary 396.00' 12.0" Round 12" HDPE L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 396.00' / 392.00' S= 0.0800 T Cc= 0.900 n= 0.010 #2 Device 1 400.00' 36.0" Horiz. 36" Standpipe C= 0.600 Limited to weir flow at low heads #3 Device 1 396.00' 2.5" Vert. 1 yr control orifice C= 0.600 #4 Primary 401.00' 10.0' long x 22.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 PostDev Postdev Type 11 24-hr 10 YR Rainfall=5.22" Prepared by {enter your company name here) Printed 12/3/2021 Primary OutFlow Max=0.31 cfs @ 17.61 hrs HW=399.59' (Free Discharge) 1=12" HDPE (Passes 0.31 cfs of 5.25 cfs potential flow) 2=36" Standpipe ( Controls 0.00 cfs) 3=1 yr control orifice (Orifice Controls 0.31 cfs @ 8.99 fps) = Broad-C rested Rectangular Weir( Controls 0.00 cfs) Postdev Postdev Type 11 24-hr 100 YR Rainfall=8.57" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 10 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 Postdev Runoff Area=3.495 ac 50.59% Impervious Runoff Depth=6.16" Tc=5.0 min CN=80 Runoff=37.62 cfs 1.794 of Link 2L: POA 1 Postdev Inflow=12.41 cfs 1.498 of Primary=12.41 cfs 1.498 of Pond 2P: BIORETENTION BASIN Peak EIev=405.48' Storage=14,171 cf Inflow=37.62 cfs 1.794 of Outflow=37.17 cfs 1.519 of Pond 3P: Pond Peak EIev=401.36' Storage=27,225 cf Inflow=37.17 cfs 1.519 of Outflow=12.41 cfs 1.498 of Total Runoff Area = 3.495 ac Runoff Volume = 1.794 of Average Runoff Depth = 6.16" 49.41% Pervious = 1.727 ac 50.59% Impervious = 1.768 ac PostDev Postdev Type 11 24-hr 100 YR Rainfall=8.57" Prepared by {enter your company name here} Printed 12/3/2021 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 11 Summary for Subcatchment 1S: DA 1 Postdev Runoff = 37.62 cfs @ 11.96 hrs, Volume= 1.794 af, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100 YR Rainfall=8.57" Area (ac) CN Description 1.768 98 Paved parking, HSG B 0.000 98 Paved parking, HSG D 1.148 61 >75% Grass cover, Good, HSG B 0.142 80 >75% Grass cover, Good, HSG D 0.375 55 Woods, Good, HSG B 0.062 77 Woods, Good, HSG D 3.495 80 Weighted Average 1.727 49.41 % Pervious Area 1.768 50.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 2L: POA 1 Postdev Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth > 5.14" for 100 YR event Inflow = 12.41 cfs @ 12.09 hrs, Volume= 1.498 of Primary = 12.41 cfs @ 12.09 hrs, Volume= 1.498 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 2P: BIORETENTION BASIN Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth = 6.16" for 100 YR event Inflow = 37.62 cfs @ 11.96 hrs, Volume= 1.794 of Outflow = 37.17 cfs @ 11.97 hrs, Volume= 1.519 af, Atten= 1 %, Lag= 0.6 min Primary = 37.17 cfs @ 11.97 hrs, Volume= 1.519 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 405.48' @ 11.97 hrs Surf.Area= 4,716 sf Storage= 14,171 cf Plug -Flow detention time= 103.6 min calculated for 1.519 of (85% of inflow) Center -of -Mass det. time= 34.6 min ( 830.9 - 796.3 ) Volume Invert #1 399.99' Avail. Descri 16,740 cf Bioretention Basin (Prismatic)Listed below (Recalc) PostDev Postdev Type 11 24-hr 100 YR Rainfall=8.57" Prepared by {enter your company name here) Printed 12/3/2021 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 12 Elevation (feet) Surf.Area (sq-ft) Voids M Inc.Store (cubic -feet) Cum.Store (cubic -feet) 399.99 3,800 0.0 0 0 400.00 3,800 40.0 15 15 402.50 3,800 25.0 2,375 2,390 404.50 3,800 100.0 7,600 9,990 406.00 5,200 100.0 6,750 16,740 Device Routing Invert Outlet Devices #1 Primary 405.00' 40.0' long (Profile 4) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.77 2.97 3.21 Primary OutFlow Max=36.92 cfs @ 11.97 hrs HW=405.48' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 36.92 cfs @ 1.92 fps) Summary for Pond 3P: Pond Inflow Area = 3.495 ac, 50.59% Impervious, Inflow Depth = 5.21" for 100 YR event Inflow = 37.17 cfs @ 11.97 hrs, Volume= 1.519 of Outflow = 12.41 cfs @ 12.09 hrs, Volume= 1.498 af, Atten= 67%, Lag= 7.4 min Primary = 12.41 cfs @ 12.09 hrs, Volume= 1.498 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 401.36' @ 12.09 hrs Surf.Area= 7,139 sf Storage= 27,225 cf Plug -Flow detention time= 365.1 min calculated for 1.498 of (99% of inflow) Center -of -Mass det. time= 357.0 min ( 1,187.9 - 830.9 ) Volume Invert Avail.Storage Storage Description #1 396.00' 31,998 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 396.00 3,500 0 0 398.00 4,564 8,064 8,064 400.00 5,800 10,364 18,428 402.00 7,770 13,570 31,998 Device Routing Invert Outlet Devices #1 Primary 396.00' 12.0" Round 12" HDPE L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 396.00' / 392.00' S= 0.0800 T Cc= 0.900 n= 0.010 #2 Device 1 400.00' 36.0" Horiz. 36" Standpipe C= 0.600 Limited to weir flow at low heads #3 Device 1 396.00' 2.5" Vert. 1 yr control orifice C= 0.600 #4 Primary 401.00' 10.0' long x 22.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 PostDev Postdev Type 11 24-hr 100 YR Rainfall=8.57" Prepared by {enter your company name here) Printed 12/3/2021 Primary OutFlow Max=12.35 cfs @ 12.09 hrs HW=401.36' (Free Discharge) 1=12" HDPE (Inlet Controls 6.58 cfs @ 8.38 fps) 2=36" Standpipe (Passes < 39.66 cfs potential flow) 3=1 yr control orifice (Passes < 0.38 cfs potential flow) = Broad-C rested Rectangular Weir(Weir Controls 5.77 cfs @ 1.61 fps) Energy Balance Equation Summary Scottsville Tiger Fuel (POA 1) Qdevelaped!� I.F. *(Qpre-developed*RVPre-Developed)/Redeveloped Qdevelaped!� Qforested RVforested) Redeveloped Qpre-developed — O.S2 RVPre-Developed — O.OS2 MaxOdevel,= 0.07Cfs RVDeveloped Achieved Post-Dev Max Runoff 01yr = 0.07 cfs. Site complies with 9VAC25-870-66-(3)A Maximum 01oyr= 3.37 cfs (predev) Achieved 010yr = 0.31 cfs Scottsville Tiger Fuel Market LD-204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only 0 0 o z 0 w p E p g K$ 0 ° a i$ r n m N N w U @@@ $N$ a> `' W JC m Q N b 7 41 Q U 2 5 0 i S y 4 4 mz 0 0< rc U � o 0 O t7 M U' rw` 1 2 3 4 5 1 6 1 8 1 9 10 1 11 1 12 1 13 1 14 15 16 17 18 1 19 1 20 21 22 23 24 (ft) m (ac) I (1r ,) I (cts) (cfs) (cfs) ('r) fr) V) (ft) (ft) (cts) (cfs) (ft) (fl) (ft) A6 DI-3C 8 9,828 0.23 0.90 0.20 5.2 1.05 1.05 0.016 0.02 0.06 0.02 3.34 2.41 100.0% 1.05 0.00 0.124 0.6 0.248 2.069 6.2 1.25 1.25 0.015 0.02 0.06 0.02 3.57 2.57 100.0% 1.18 0.07 0.139 0.5 0.278 2.324 AS DI-3C 8 2,880 0.07 0.90 0.06 5.2 0.31 0.31 0.015 0.02 0.05 0.02 2.37 1.42 100.0% 0.31 0.00 0.055 0.5 0.11 1.101 6.2 0.37 0.37 0.015 0.02 0.05 0.02 2.53 1.52 100.0% 0.37 0.00 0.062 0.5 0.124 1.239 A4 DI-3C 10 15,032 0.35 0.90 0.31 5.2 1.61 1.61 0.015 0.02 0.04 0.02 4.40 2.64 100.0% 1.61 0.00 0.142 0.5 0.284 3.557 6.2 1.92 1.92 0.015 0.02 0.04 0.02 4.70 2.82 100.0% 1.92 0.00 0.16 0.5 0.32 4 A2 DI-3C 8 22,212 0.51 0.90 0.46 5.2 2.37 2.37 0.015 0.02 0.03 0.02 7.00 2.52 100.0% 2.37 0.00 0.214 0.6 0.428 7.121 6.2 2.94 2.84 0.015 0.02 0.03 0.02 7.49 2.70 100.0% 2.84 0.00 0.241 0.5 0.482 8.034 A2A DI-3B 8 13,555 0.31 0.90 0.28 5.2 1.45 1.45 0.015 0.02 0.03 0.02 5.82 2.09 100.0% 1.45 0.00 0.154 0.5 0.308 5.132 6.2 1.73 1.73 0.015 0.02 0.03 0.02 6.22 2.24 100.0% 1.73 0.00 0.173 0.5 0.346 5.773 Scottsville Tiger Fuel Market LD-229 Storm Drain Design Computations From To Catch. Rune Increment Accum. To[al 10.yr 10.yr Up D. Pipe Invert Pipe Pipe Velociy Flown. Stnrclura Slrucium Area Ccef AC AC TOC In[ersly Fbw Invert Invert Length Slope Diameter Capacity Increment (ac) (min) (iNM1r) (cfs) Elev. Elev. (fl) % net (cfs) (Ns) (min) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 M A5 0.23 0.90 0.21 0.21 5.00 6.18 1.28 416.75 415.60 108.50 1.06% 15 1.6 3.8 0.48 A5 A6 D.D] 0.90 0.06 0.27 5.00 6.18 1.67 41560 414A9 141.00 1.00% 15 2.0 4.0 0.59 Trench Drain As 0.18 0.90 0.16 0.16 6.00 6.18 1.00 419]2 416.00 97.00 3.84% 12 23 5.7 0.28 AO A3 D.35 0.90 DM 0.75 5.D0 6.18 4.62 414.19 413A7 71.50 1.01% 15 4.7 5.1 0.23 A3 Ara 0.00 0.90 0.00 0.75 5.00 6.18 4.62 413.47 411.00 220.00 1.12% 15 4.9 5.3 0.69 A24 Ara 0.31 09D 0.28 0.28 5A0 6.18 1.72 41600 413AD 214.00 140% 15 2.4 4.5 419 Ara At 0.51 0.90 0.46 1.49 5.00 6.18 9.18 411.00 408.00 68.00 4.41% 18 18.2 10.7 0.11 c a Outlet Protection Calculations - Reference Nomograph 3.18-3 �'��f�f�" 1•�0f�f�f�f�R0f�70f 0�oo®o©m©o� WtIet W..mr, 16 3: !l3iliui'�IiIuBH�lll� = Stormwater Quality Calculations: VRRM Pre -Development Land Use Map VRRM Post -Development Land Use Map VRRM Re -Development Spreadsheet SCOTTSVILLE TIGER FUEL MARKET PREDEV LAND USE MAP // ;jZ ------------- ... ::::............::... / \ ................... l l � � /::.:�.:;':._.-....�.•�.�: , \ \ � r I I I III \\` Jill / � � � � � — I': ?i:�::�::: �:•: :•: :•: :•:•: :•: :•: \ `\ \ L —/ / / I I I III\\\\lo ....4:::.:.'yr'• .•/fJl PROPERTY AREA & LIMITS OF DISTURBANCE = 4.29 AC USG TYPE B SOILS IMPERVIOUS = 0.23 AC MANAGED TURF = 0.80 AC WOODS = 1.05 AC USG TYPE D SOILS IMPERVIOUS = 0.27 AC MANAGED TURF = 1.06 AC WOODS = 0.88 AC Ro IMPERVIOUS AREA 12 MANAGED TURF Im WOODS N 300 SCOTTSVILLE TIGER FUEL MARKET POSTDEV LAND USE MAP /i /� 1 i 1 I // �• , oa \ \ % J// / / ' I // /� /// // °' • '• aaaaaaaa aaaaa (� L � ) / // � / ::� •i}:•:.•'•: as / a aaa aaaaaaaac, '' �` �\ \ \ / / /// // I �::• �_•-.-� :•:}:'•':v. aaa aaa aaa, / ' ' ' ' ' � ' • •"::: •"`�•''•'• aaaaaaaa ' / aaaaa aaaaaaaaaa •:.,;.\�� \ \ \\ '�� � / � \ $aaaa°°°O°°aoopaa ''�, '• \\ \\ \ \\ � % J / ��-� \ ` � \ a ooaa PROPERTY AREA & LIMITS OF DISTURBANCE = 4.29 AC USG TYPE B SOILS IMPERVIOUS = 0.73 AC MANAGED TURF = 1.23 AC WOODS = 0.12 AC USG TYPE D SOILS IMPERVIOUS = 1.30 AC MANAGED TURF = 0.67 AC WOODS = 0.24 AC aaa°c° • ' •i Qaa�a aaaa a . ;:..� \\\ \\ \ \\ \ \ \ (1�\ �\ 1 \ \\\ aaaa°°d ;a�doQa aaaa as ::'.:':':• \ 1 ` \ `���\\�\ \Y`�; I\ \\ IMPERVIOUS AREA °aaaa°a°a .•:i': " I 1 \ \\ \ 1 �\\\ 1 �\ \I, I / \ l� aaaaaaaoaa •• / I? \\ 1\ \ �\ \�\\\\;\� I// \���\\ 1� I MANAGED TURF �aaaaaaao aaa° •:};.• .� 1 I I 1 \ \ \I �\\� 1\ l h� �\ •' � � ��-� � II \MIAAA��1��VI IA�\IIIIIAA \\ I1 I\111\\ WOODS III\\1111� \\\Q\\ :•.. \ �\ \\ I Ill \ I� ''` •:'. ��;_::: \ — \ \� \ � � � r I I I ! III 11 11\ a'•••• �:>3•...;• ��� \\\ �\ J r//l� rl/Ill � � /� �l I Scale:1"=100' PA11,1 N 300 CfQ Kryinu RuroJjRMUN'an AMMatl RnOevelapnenf Wlp'ionu Sp eotlsM1eef - Verso.... omsstuPswam.aneseemlmenm 030nxren arn.sra,aam.enesaercun,. pmkuxDoc srmnnm smnn'v Bo unea, ve,.eloPmen P,mem xo Site Information __ Post -Development Project (Treatment Volume and Loads) Enter Total orsWrbea Area loeres/ az9 Chants: -_ EMPOunyn Spenote nn, u,t, 20331 staa6 xo —RI? Pre xaoeeelepmem land Inver(am—) _.._ _____ nreNole oel�l-wm"ma '.. nar3.1marel-muu roo '.., aqux�smrarlarecl 0.D �> ''. Port-0evxolmrmtt Le. corm 1 M. A sea A. Ate aurareerveryrw�sgaevrelommuw reaeo u moxµMrerea agaru�smnl>sl ''. ..I 0. I al �s°w/pevepu__ mvve�n°vvmre weurtawgre°awq/aewre°nmemm '. pnnetentt -- - Runoff (neXrtiee M l0.v - -- waeaeailveesl e3 A. asaY [stlY a5nna ' mlaegr ran rnanagra>un 655 6ID n11 6II oxz M:wlrmyenan'u-'rem M1l Mg n-d meld=eon "o _. _. sonarea..wgtnnex �nue, .vmmwR.� e.rrn..s..erw r�ee�°,me"r enee .eluu` uveme..ax..l�mn.n°r wnnmaaw�w rone/oren." vxprm ayuesp pq to, Rn4MabtieYe n°wown wre a°,e-lenerl .n n.n mrwnw• �,e. nu weanwnrn°,enl om nm wognrm m{mevrl om .me " ae.hoeri - m`reoe:i rx:e eimm relent -eal>oq xe�ee>wa... w4�ux'Inp va ..oneem xe�ee>.g sx�eemg nta Imle�vruaryresl a50 650 n. —ol-reel zmrb`wrwba0a wta�pernry ss ae4acemax a ayx.n,u.g on xrp.e.gu3 xlmwm+a »% � ximw^auv eM xuw— tB% muse eM av"levcl iM arevl reasxe oy eD °d ufe Ll{ -..-.. -..- ImW saw n2i ntl nuemoevsuw OS eeoe�meu R! Treatment Volume and Nutrient Load Treatment Volume and Nutrient Load >vn wu Vo° amg3 noam nssss omss a renmamP. �ivli��re neaeileoerN m IaN lap ne armor �releen so, wme vi—rerev%aen uOkulnrmnla °° 3,.r 3,a, nmmrvm° assa ar us 3)ffi arelr°dertnl� Mlaugay eq venn nnu e9 —ae ce _nme 332 L9en'Pon,v+ Lf 5 em5.. mnaert�lM%P-M Ilb/o) u0m. lo/r.l - r.numwmwwer. MGM no oee as vu-wmvu�nun na pes W+iWe•M Me.e Hasa. va are urv•reeas"em.ermm.mm - -amenM`"'r�°r'"°"'v^ we°we 0.35 see i0 nrfl.�roeee weep"e.nmw� � me enm b l" eo mrxremw�mmmamzunwxm w.y lnwrmw�°f -- i i �mwnmumrer{ mem(v rex anwrvwmra lu%ewnev ii bq"ene¢°exn�[ae, wysrre/wwl i TP bad 0.eau[sion Repaired 116/yrI 333 N um en loads (Reformational Purposes Only) e novame�naxmlmlllp5h ss.gi ro Vert.p i me-oal 3947 li.n �-A 17 MO o�000 a�000 a0000 00000 00000 00000 00000 00000 00000 00000 00000 o�000 00000 00000 00000 00000 00000 om000 00000 00000 00000 a0000 a0000 00000 00000 00000 0 Site Results (Water Quality Compliance) Area Checks O.A.A O.A.B O.A.0 A. D.A.E ARMEM FOREST/OVEN SPACE (a[) 0.11 O.M 0.00 i0.00 O.W OK. IMPERVnMCOVERTRENTFDIa[I 1.77 0.00 0.00�M. OWOK. MANAGEDMRFARENIa[) 0.62 O.00 0.00 00.W OK. MANAGED TURF AREA TREATED (a[) 0.62 O.00 0.00 0.00 OK. AREA CHECK M OK. OK. OK. Site Treatment VOIUMe (ffa) 8,558 Runoff Reduction Volume and TP By Drainage Area O.A. A O.A. C D.A. D O.A. E TOTALRUNOFF REDUMM VOLUME ACHIEVED pF) 2,635 0 0 02,635 AL Qb/yr LOADAVAINBLE FNhh 4.14 MAI 0.00 0.00OW4.14 TP LOAD REOUCTIED pb/yr) 2.27 0.00002.27 TP LOADING Ilb/yr) 1.87 0.00 0.00 O.W 1.87 NITROGEN MD REDUCTIED pb/yr) 18.93 O.W 0.00 0.00 O.W 18.93 TotphorusFINAL POST-DEVELOPMAD Qb/yr)W TP LOAD REDUCTIRED pb/yrlTP MAD REDUCTIED pb/yr)W LOADREMAINING Qb/N): REMAINING TP LOAD REDUCTION REQUIRED pbM: O.M Total Nitrogen (For Information Purposes) POST-DEVEMPMEM MAD (Ib/yr)jj 38A7 NITROGEN LOAD REDUCTION ACHIEVED (Ib/Vr)jj 18.93 REMAINING POST-DEV M MEM NRRWEN LOAD)Ib/yr) 19.53 o�a0000 ��00000 �00000 ®©ooa0 �00000 �00000 ®©ooa0 �00000 ©0000 m00000 Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report 3A4 WN 3P W8 N 3 Hydrologic Soil Group —Albemarle County, Virginia 3 b (Scottsville Tiger Fuel Market) I 79" 71910 719 725010 72MM 72D110 i 100 3 3 Map Scale: 1:2,110 (priltd on A ppbait (8.5' z 11") sheet Metes � nN 0 30 BO 12JFeet ,\ 0 100 200 400 000 Map pmjemm: Web Maomr Canlermadhatm:WGS&1 Edgeb6:UIMZone17NWGS84 USDA Natural Resources Web Soil Survey 111512021 Conservation Service National Cooperative Soil Survey Page 1 of 4 3A WN MAPLEGEND Area of Interest (A01) 0 Area of Interest AOI) Solis Soil Rating Polygons 0 A Q AID o B Q BID o C 0 CID 0 D 0 Not rated or not available Soil Rating Lines . r A ,y AID rV B ram/ B/D N C N CID i D . . Not rated or not available Soil Rating Points A Q AID O B 0 BID Hydrologic Soil Group —Albemarle County, Virginia (Scottsville Tiger Fuel Market) 0 C CID D 13 Not rated or not available Water Features Streams and Canals Transportation µ� Rails N Interstate Highways �y US Routes Major Roads Local Roads Background . Aerial Photography MAP INFORMATION 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: Albemarle County, Virginia Survey Area Data: Version 15, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 14, 2019--Oct 15, 2019 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. USDA Natural Resources Web Soil Survey 11/52021 Conservation Service National Cooperative Soil Survey Page 2 of Hydrologic Soil Group —Albemarle County, Virginia Scottsville Tiger Fuel Market Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 49B Manassas silt loam, 2 to 7 percent slopes, occasionally flooded B 0.1 0.8% 51 E Bugley channery silt loam, 25 to 45 percent slopes D 3.5 32.5% 62B Buffstat silt loam, 2 to 7 percent slopes B 4.0 36.8% 68C Penn silt loam, 7 to 15 percent slopes B 0.0 0.0% 91 Urban land 3.2 29.9% Totals for Area of Interest 10.8 100.0% Natural Resources Web Soil Survey 11/5/2021 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Albemarle County, Virginia Scottsville Tiger Fuel Market Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher Natural Resources Web Soil Survey 11/5/2021 Conservation Service National Cooperative Soil Survey Page 4 of 4 NOAA Atlas 14, Volume 2, Version 3 Location name: Scottsville, Virginia, USA* Latitude: 37.8091°, Longitude:-78.5007° Elevation: 421.91 ft** source: ESRI Maps A -- source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta. and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)+ Average recurrence interval (years) Duretion 1 100 zoo soo +000 0.339 0.96 072-0582) 074-0711) 073 0-783 015-0916) Sartin (0.305-0377) (0.3573--0.440) (0.401 0509) (04 (0.529-0653) (OS (0.613-0.2764) (0.648-0812) (0.684-0.867) (0. 1.17 +o-min (0.48 0601) (0.5071--0.3704) (0.662-0816) (0: 54-0930) (0.8431.04) (0.914-1.13) (0.975-11.21) (1.03L29) (1.08-�37) (113L44) 0. F 1- +s-min (0.6110-0.752) (0: 80885) (0. 377--103) (0.954-11.18) (1.071932) o. 6-1043) (1.23-31953) (1.30L3) (1.36--1.73) (1.41-6L81) 3o-min (0836-�03) (0.992-11.22) (1.19-3147) (1.38-11..71) (1.58-�95) (1: 2616) (1.892335) (2.02293) (2.?�75) (2:92.3) IF 3.85 6o-min53) (1.04 129) (1.25-� (1.53--61988) (1.802.22) (2.121 2 60) (2.36-2.3) (2.60 333 24) (2.-3.55) (3.131 3..94) (3.344.28) 2-hI (1.24--31956) (1.47-OL86) (1.81 2329) (216-2.72) (2.54 3822) (2.88-3.67) (3. 0 4710) (3.524754) (3. 3�12) (4.275?64) 2.21 3-hI (1.34-5.71) (1.59-22..03) (1.962.50) (2.32 2397) (2.6-3.52) (3.1314.00) (3.464.56 848) (3.814'96) (4: 495.60) (4.616.15) 6-hr (1. 0 2.17) (2.01-�58) (2.463815) (2.92 3?76) (3. 8 4749) (3.8-5.16) (4.53.84) 1 (4.966.56) 1 (5.61-7.54) 1 (6: 8-8.43) +2-hr (2. 22872) (2.523323) (3. 8378) (3.684.75) (4.205.73) (5106.66) (5.77-761) (6.48-8.65) (7. 5---10.1) (8.33-121.5) 24-hr (2.570) 20) (3.131 3 87) 1 (3.974795) (4.675?84) 1 (5.6A216) (6.58-8.29) (7.52 9753) (8.52-810.9) (9.97-12.9) (11 2314.7) 2-day (3.023573) (3.664551) (4.655573) (5.456.73) (6.608717) (7.3-9.37) (8. 3-610.7) (9.5912.1) (111z14.2) 1 (12.3-6.0) 5. 3-day (3.24-3..95) (3.924'78) (4.97�07) (5.3-7.12) (7.048364) (8.049.91) (9.10-121.3) (102- 2.8) 1 (118-15.0) 1 (13.1--16.8) 4-day (3. 5-4.17) (4.��05) (5.29$40) (6: 0?51) (74 99.11) (8.56-10.4) (9.67-111.9) (10.913.5) (12.6-15.8) (13.9107.7) 13.3 7-day (4.014777) (4.84524) (6. 3---7717) (7.008.34) (8.3710.0) (9.49-11.4) (107--12.9) (11.9-14.5) (13.6 6.8) 1 (15.018.8) IF 10 dey (4.575536) (5. 96.44) (6. 6-37394) (7: 8-9.16) (9.21- 0.9) (10.3-2.3) (11.5-13.8) (12.8-15.3) (144617.6) (15.8-19.4) F20aay (6. 2-57..04) (7. 08.39) (8.81- 0.1) (9.98- 1.5) (116-13.3) (12.8-14.8) (140516.3) (182-167.8) (16.9- 9.9) (18.1-21.6) 30-0ay (7.57--08..59) (8. 8--110.2) (10.6- 2.0) (11.8-13.4) (134415.3) (14.6-16.7) (15.8- 8.0) (16.919.4) (18.3-21.2) (19.322.6) 454ey (9.51--10.7) (112- 2.6) (131314.8) (14.5- 6.3) (162- 8.4) 1 (176-19.9) 1 (18?9-21.4) (20.022.8) (21?5-24.7) (22626.0) 27.1 60-0ay (11.3-12.6) (132-14.8) (152-127.1) (16.8-18.8) (187�- 0.9) (202122.5) (214�24.0) (22625.5) (2421 28.4) (2528.7) t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atias 14 document for more information. Back to Top