Loading...
HomeMy WebLinkAboutWPO202100034 Calculations 2021-06-22VICTORIAN HEIGHTS VSMP STORMWATER MANAGEMENT CALCULATIONS PACKET Date of Calculations June 4, 2021 PREPARED BY: COLLINS ENGI°-°''mRING 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 PH 434.293.2813 FX www.collins-engineering.com SCS TR-55 Calculations Si " . . !Database) Soils Table (Source: NRCS Web Soil Survey Online Database) Note: The soils' properties witin this development are predominantly composed of hydrologic group type B soils. Albemarle County, Virginia (VA003) Albemarle County, Virginia (VA003) Map Unit Map Unit Name Percent of AOI Symbol 27B Elioak loam, 2 to 7 6.8% percent slopes 27C Elioak loam, 7 to 37.2% 15 percent slopes 39D Hazel loam, 15 to 8.9% 25 percent slopes 65B Fairview sandy 47.2% loam, 2 to 7 percent slopes Totals for Area of 100.00yo Interest Precipitation Data (Source: NOAA's National Weather Service, Hydrometerorological Design Studies Center, Atlas 14 Point Precipitation Frequency Estimates) POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, VOIUtile 2, Version 3 PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)t Average recurrence interval (years) t 2 5 70 25 50 700 200 500 7000 24hr (2.70-3.37) (3.264.08) (4.15-5.21) (/.89b.1/) (5.97-7.52) (6.87-8.70) (7.85-10.0) (8.89-11.4) (10.a13.6) (11.6-15.4) 0-3. 3.63 4.64 5.48 6.-T 7.81 8.-1 10.3 722 .6-1 Map v 0 Tertam a or E 3 0 o a) Select location Move crosshair or double click b) Clkk on stedon icon ❑ Shaw stations on map Location information: South h h„ Name: Charlottesville. Virginia, USA' oe a Latitude: 38.0975° RSoutFork River �'a e Longitude:-78,46850 Reservolr a4�s y Elevation: 500.6 it I 90 O� Ce MFd lip ° u e x P^ ya W o.6e g n r- + 3 R e 200 v g0 4 I--� A Source,-ESRI Maps aWtt s °of "Source: USGS POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Ada. 14, Volume 2, Version 3 Channel and Flood Protection Calculations U.S. Department of Agriculture Natural Resources Conservation Service Project: Victorian Heights Location: Berkmar Drive Check One: Present X 1. Runoff curve Number (CN) Developed TR 55 Worksheet 2: Runoff Curve Number and Runoff Designed By: LMW, PE Checked By: SRC, PE FL-ENG-21A 06/04 Date: 4/20/2021 Date: 4/20/2021 Cover description CN (weighted) _Calculated Drainage Area Soil name and hydrologic (Cover type, treatment, and hydrologic condition; percent CN Area Product of CN x total product/ 'S' Description group (Appendix A) (Acres) Area Value impervious; unconnected/ connected impervious area ratio) total area Impervious Areas 98 0.06 5.9 DAA B Lawns in Good Condition (25%+/-) 61 0.08 4.9 57 7.69 (Pre-Dev.) Woods in Good Condition 55 1.86 102.3 Impervious Areas 98 0.10 9.8 DAB B Lawns in Good Condition (25%+/-) 61 0.30 18.3 58 7.36 (Pre-Dev.) Woods in Good Condition 55 1 1.93 1 106.2 Impervious Areas 98 3.12 305.8 DAA (Post-Dev) B Lawns in Good Condition 61 1.21 73.8 88 1.41 Woods in Good Condition 55 0.00 0.0 2. Runoff 1-Year Storm I 2-Year Storm I 10-Year Storm I Drainage Area Description Frequency -years 1 2 10 n/a Rainfall, P (24 hour)- inches 3.00 3.63 5.48 n/a Runoff, Q-inches 0.23 0.45 1.34 DA A(Pre-Dev.) Runoff, Q-inches 0.26 0.49 1.41 DA B(Pre-Dev) Runoff, Q-inches 1.79 2.36 4.09 DA A(Post-Dev) U.S. Department of Agriculture Natural Resources Conservation Service TR 55 Worksheet 3: Time of Concentration (TJ or Travel Time (Tt) Project: Victorian Heights Location: Berkmar Drive Check One: Present X Developed X Check One: T, X T, Segment ID, Sheet Flow: (Applicable to Tc only) 1 Surface description (Table 3-1) 2 Manning's roughness coeff., n (Table 3-1) 3 Flow length, L (total L < 100) (ft) 4 Two-year 24-hour rainfall, P,(in.) 5 Land slope, s (ft/ft) 6 Compute Tt = [0.007(n*L)"] / Pz .s s.4 Shallow Concentrated Flow: 7 Surface description (paved or unpaved) 8 Flow Length, L (ft) 9 Watercourse slope, s (ft/ft) 10 Average velocity, V (Figure 3-1) (ft/s) 11 Tt = L / 3600*V Channel Flow: 12 Cross sectional flow area, a (ft) 13 Wetted perimeter, Pw (ft) 14 Hydraulic radius, r= a/Pw (ft) 15 Channel Slope, s (ft/ft) 16 Manning's Roughness Coeff, n 17 V= [ 1.49r2l3s°"s ] / n 18 Flow length, L (ft) 19 Tt= L / 3600*V 20 Watershed or subarea Tor Tt (Add Tt in steps 6, 11 and 19) Designed By: LMW, PE Checked By: SRC, PE DA A DA B DA A (Pre-Dev.) (Pre-Dev.) (Post-Dev) Woods -Light Woods -Light Smooth Surface 0.4 0.4 0.011 83 58 26 3.63 3.63 3.63 0.05 0.02 0.02 0.20 0.22 0.01 Unpaved Unpaved Paved 403 194 209 0.07 0.23 0.03 4.3 7.8 3.2 0.03 0.01 0.02 0.23 0.23 0.10 n/a Date: 6/4/2021 Date: 6/4/2021 U.S. Department of Agriculture Natural Resources Conservation Service TR 55 Graphical Peak Discharge Method Project: Victorian Heights Location: Berkmar Drive Check One: Present X Developed X Designed By: LMW, PE Date: 6/4/2021 Checked By: SRC, PE Date: 6/4/2021 1. Data Drainage Area Description Drainage Area Description Drainage Area Description DA A (Pre-Dev.) Impervious Areas DA A (Post-Dev) Drainage Area (Am) in miles' = 0.0031 0.0036 0.0068 Runoff curve number CN= 57 58 88 Time of concentration (Tc)= 0.23 0.23 0.10 Rainfall distribution type= I Type II 1 Type II 1 Type II Pond and swamp areas spread throughout the watershed= 0 0 0 2. Frequency -years 1 2 10 1 2 10 1 2 10 3. Rainfall, P (24 hour)- inches 3.00 3.63 5.48 3.00 3.63 5.48 3 3.63 5.48 4. Initial Abstraction, la- inches 1.54 1.54 1.54 1.47 1.47 1.47 0.28 0.28 0.28 5. Compute la/P 0.51 0.42 0.28 0.49 0.41 0.27 0.09 0.08 0.05 6. Unit peak discharge, Qu- csm/in 350 525 700 350 525 700 990 1000 1000 7. Runoff, Q from Worksheet 2- inches 0.23 0.45 1.34 0.26 0.49 1.41 1.79 2.36 4.09 8. Pond and Swamp adjustment factor, Fp 1 1 1 1 1 1 1 1 1 9. Peak Discharge, Qp- cfs where Qp=Qu Am Q Fp 0.26 I 0.73 2.92 0.34 0.94 3.60 Routed through Underground Detention Basin WATERSHED SUMMARY Area, 1-year Flow, 2-year Flow, 10-year Flow, CN ac. cfs cfs cfs DA A & B (Pre-Dev) 57 4.33 0.59 1.67 6.53 Area, 1-year Flow, 2-year Flow, 10-year Flow, CN ac. cfs cfs cfs DA A (Post-Dev) 88 4.33 0.53 1.38 6.34 9 VAC 25-870-66 Section B: Channel Protection "Concentrated stormwater flow shall be released into a stormwater conveyance system and shall meet the criteria in subdivision 1, 2 or 3 of this subsection..." Section B.1: Manmade stormwater conveyance systems "When stormwater from a development is discharged to a manmade stormwater conveyance system, following the land -disturbing activity, either..." a. or b. shall be met: Section B.l.b. "The peak discharge requirements for concentrated stormwater flow to natural stormwater conveyance systems in subdivision 3 of this subsection shall be met." Section B.3 "... the maximum peak flow rate from the one-year 24-hour storm following the land -disturbing activity shall be calculated either." a. or b." Section B.3.a. In accordance with the following methodology: Q A11.d < I.F. * (Q Pre Do el p d * [RV Pre-oevel p d I ) / (RV oereioped ) Q A11.d Where: QPre Do el p d= CN Pr D . Io,d= S Pre Do elPd= RV Pre D.el p d= CN von -Developed= S von-ceV I.ped = RV Po.,,pmd I.F. = Q ce.I.ped < 0.07 cfs 0.59 cfs (From TR-55) 57 (From Curve Number Summary) 7.51 (From SCS TR-55 eq. 2-4) 0.25 in. (From SCS TR-55 eq. 2-3) 88 (From Curve Number Summary) 1.41 (From SCS TR-55 eq. 2-4) 1.79 in. (From SCS TR-55 eq. 2-3) 0.80 (Factor of Safety) = 0.52 cfs Section B.4 Limits of Analysis The analysis terminates at Post -Development Subarea A since subsection B.3.a is met. Please note, an exception request has been submitted to discharge a larger amount of runoff than what energy balance allows. 9 VAC 25-870-66 Section C: Flood Protection "Concentrated stormwater flow shall be released into a stormwater conveyance system and shall meet one of the following criteria as demonstrated by use of acceptable hydrologic and hydraulic methodologies:" Section C.2.b.: The point of discharge (Detention Basin B's Cutfall), "releases a postdevelopment peak flow rate for the 10-year 24-hour storm event that is less than the predevelopment peak flow rate from the 10-year 24-hour storm event. Downstream stormwater conveyance systems do not require any additional analysis to show compliance with flood protection criteria if this option is utilized." 10-Year, 24-Hour Pre -Development Subarea A Peak Flow Rate = 6.53 cfs 10-Year, 24-Hour Post -Development Subarea A Peak Flow Rate = 6.34 cfs Section C.3 Limits of Analysis The flood protection analysis terminates at Subarea A since subsection C.2.b is met. Post -Development Detention Basin Routings and Outflow Hydrographs The following routing calculations and outflow hydrographs reflect the post -development attenuation in Subarea A from the proposed underground detention facility. Post -Development DA A Inflow Hydrograph 0.0 0.00 0.5 0.08 1.0 0.09 1.5 0.09 2.0 0.10 2.5 0.10 3.0 0.10 3.5 0.11 4.0 0.11 4.5 0.12 5.0 0.13 5.5 0.13 6.0 0.14 6.5 0.15 7.0 0.16 7.5 0.17 8.0 0.17 8.5 0.21 9.0 0.25 9.5 0.25 10.0 0.31 10.5 0.40 11.0 0.55 11.3 0.75 11.6 1.75 11.9 9.94 12.0 7.95 12.1 2.65 12.2 1.44 12.3 1.18 12.4 1.00 12.5 0.81 12.6 0.69 12.7 0.64 12.8 0.60 13.0 0.51 13.2 0.45 13.4 0.42 13.6 0.37 13.8 0.34 14.0 0.30 14.3 0.28 14.6 0.26 15.0 0.24 15.5 0.21 16.0 0.18 16.5 0.18 17.0 0.17 17.5 0.16 18.0 0.14 19.0 0.12 20.0 0.10 22.0 0.10 26.0 0.00 26.5 0.00 27.0 0.00 27.5 0.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 -2.00 Inflow Hydrograph (1-yr Design Storm) 1.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 18.0 19.0 20.0 22.0 26.0 26.5 27.0 27.5 Post -Development DA A Inflow Hydrograph 0.11 0.12 0.12 0.13 0.13 0.14 0.14 0.15 0.16 0.17 0.17 0.19 0.19 0.21 0.22 0.23 0.27 0.33 0.33 0.41 0.53 0.72 0.98 2.29 13.06 10.44 3.48 1.89 1.54 1.31 1.07 0.91 0.84 0.78 0.67 0.59 0.55 0.48 0.44 0.40 0.37 0.35 0.32 0.28 0.24 0.23 0.22 0.21 0.19 0.16 0.14 0.13 0.00 0.00 0.00 0.00 16.00 14.00 12.00 10.00 8.00 s.m 4.00 zoo 0.00 0 -2.00 Inflow Hydrograph (2-yr Design Storm) 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 18.0 19.0 20.0 22.0 26.0 26.5 27.0 27.5 Post -Development DA A Inflow Hydrograph 0.18 0.20 0.20 0.22 0.22 0.23 0.24 0.25 0.27 0.29 0.29 0.32 0.33 0.36 0.38 0.40 0.47 0.57 0.58 0.70 0.91 1.25 1.70 3.96 22.57 20.31 6.02 3.27 2.67 2.27 1.85 1.56 1.46 1.35 1.17 1.02 0.94 0.84 0.76 0.69 0.63 0.60 0.54 0.49 0.42 0.40 0.38 0.36 0.33 0.27 0.24 0.22 0.00 0.00 0.00 0.00 25.00 20.00 15.m io.W 5.00 o.W -5.00 Inflow Hydrograph (10-yr Design Storm) MO BasinFlow printout INPUT: Basin: 0 Contour Areas Elevation(ft) Area(sf) Computed Vol.(cy) 3 Storage Pipes Storage pipe 0 name: name diameter (in) 120.000 length (ft) 122.330 invert (ft) 512.500 angle 0.287 volume (cy) 355.844 Storage pipe 1 name: name diameter (in) 120.000 length (ft) 122.330 invert (ft) 512.500 angle 0.287 volume (cy) 355.844 Storage pipe 2 name: name diameter (in) 120.000 length (ft) 122.330 invert (ft) 512.500 angle 0.287 volume (cy) 355.844 Start—Elevation(ft) 512.50 Vol.(cy) 6 Outlet Structures Outlet structure 0 Orifice name: BARREL area (sf) 1.227 diameter or depth (in) 15.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 512.400 multiple 1 discharge out of riser Outlet structure 1 Orifice name: LOW-RISE ORIFICE area (sf) 0.049 diameter or depth (in) 3.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 512.500 multiple 1 discharge into riser Outlet structure 2 Orifice name: MID -RISE ORIFICE area (sf) 0.196 diameter or depth (in) 6.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 517.700 multiple 1 discharge into riser Outlet structure 3 Orifice name: HIGH RISE ORIFICE area (sf) 0.417 diameter or depth (in) 6.000 width for rect. (in) 10.000 coefficient 0.600 invert (ft) 518.700 multiple 1 discharge into riser Outlet structure 4 Orifice name: EMERGENCY BYPASS PIPE area (sf) 1.227 diameter or depth (in) 15.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 521.250 multiple 1 discharge out of riser Outlet structure 5 Orifice name: OVERFLOW WEIR area (sf) 0.520 diameter or depth (in) 9.760 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 522.250 multiple 1 discharge into riser OUTPUT: Routing Method: storage -indication Hydrograph 0 Routing Summary of Peaks: 1 YR inflow (cfs) 9.943 at 11.92 (hrs) discharge (cfs) 0.531 at 12.72 (hrs) water level (ft) 517.676 at 12.90 (hrs) storage (cy) 515.993 Hydrograph 1 Routing Summary of Peaks: 2 YR inflow (cfs) 13.056 at 11.92 (hrs) discharge (cfs) 1.380 at 12.34 (hrs) water level (ft) 518.665 at 12.36 (hrs) storage (cy) 649.802 Hydrograph 2 Routing Summary of Peaks: 10 YR inflow (cfs) 22.567 at 11.92 (hrs) discharge (cfs) 6.335 at 12.08 (hrs) water level (ft) 522.250 at 12.08 (hrs) storage (cy) 1043.265 Post -Development DA A Outflow Hydrograph (From UGD Routings) 0.0 0.00 0.5 0.11 1.0 0.12 1.5 0.13 2.0 0.14 2.5 0.14 3.0 0.15 3.5 0.15 4.0 0.16 4.5 0.16 5.0 0.17 5.5 0.17 6.0 0.17 6.5 0.18 7.0 0.18 7.5 0.19 8.0 0.19 8.5 0.20 9.0 0.21 9.5 0.22 10.0 0.23 10.5 0.24 11.0 0.26 11.3 0.28 11.6 0.31 11.9 0.43 12.0 0.49 12.1 0.51 12.2 0.52 12.3 0.52 12.4 0.53 12.5 0.53 12.6 0.53 12.7 0.53 12.8 0.53 13.0 0.53 13.2 0.53 13.4 0.53 13.6 0.53 13.8 0.53 14.0 0.52 14.3 0.52 14.6 0.52 15.0 0.51 15.5 0.50 16.0 0.49 16.5 0.49 17.0 0.48 17.5 0.47 18.0 0.46 19.0 0.44 20.0 0.42 22.0 0.37 26.0 0.23 26.5 0.21 27.0 0.19 27.5 0.16 Outflow Hydrograph (1-yr Design Storm) 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.0 5.0 10.0 15.0 20.0 25.0 30.0 Post -Development DA A Outflow Hydrograph (From UGD Routings) 0.0 0.00 0.5 0.12 1.0 0.14 1.5 0.15 2.0 0.16 2.5 0.16 3.0 0.17 3.5 0.18 4.0 0.18 4.5 0.18 5.0 0.19 5.5 0.19 6.0 0.20 6.5 0.20 7.0 0.21 7.5 0.22 8.0 0.22 8.5 0.23 9.0 0.24 9.5 0.25 10.0 0.26 10.5 0.27 11.0 0.30 11.3 0.32 11.6 0.35 11.9 0.48 12.0 0.73 12.1 1.29 12.2 1.36 22.3 1.38 12.4 1.38 12.5 1.37 12.6 1.34 12.7 1.31 12.8 1.28 13.0 1.21 13.2 1.13 13.4 1.03 13.6 0.93 13.8 0.82 14.0 0.74 14.3 0.64 14.6 0.57 15.0 0.53 15.5 0.53 16.0 0.52 16.5 0.51 17.0 0.50 17.5 0.50 18.0 0.49 19.0 0.47 20.0 0.45 22.0 0.41 26.0 0.30 26.5 0.27 27.0 0.25 27.5 0.23 1.60 1.40 1.20 1.00 0.80 0.60 o.4a 0.20 0.00 0.0 Outflow Hydrograph (2-yr Design Storm) 5.0 10.0 15.0 20.0 25.0 30.0 Post -Development DA A Outflow Hydrograph (From UGD Routings) 0.0 #NIP 0.5 0.15 1.0 0.17 1.5 0.19 2.0 0.20 2.5 0.21 3.0 0.22 3.5 0.22 4.0 0.23 4.5 0.23 5.0 0.24 5.5 0.25 6.0 0.25 6.5 0.26 7.0 0.27 7.5 0.28 8.0 0.28 8.5 0.29 9.0 0.31 9.5 0.32 10.0 0.34 10.5 0.36 11.0 0.39 11.3 0.42 11.6 0.45 11.9 3.19 12.0 5.54 12.1 6.34 12.2 5.99 12.3 5.59 12.4 5.21 12.5 4.82 12.6 4.43 12.7 4.04 12.8 3.66 13.0 2.91 13.2 2.05 13.4 1.64 13.6 1.41 13.8 1.34 14.0 1.26 14.3 1.14 14.6 1.02 15.0 0.84 15.5 0.70 16.0 0.60 16.5 0.54 17.0 0.53 17.5 0.53 18.0 0.52 19.0 0.51 20.0 0.50 22.0 0.47 26.0 0.38 26.5 0.36 27.0 0.34 27.5 0.32 7.00 6.00 5.00 4.00 3.00 2.00 1.00 Outflow Hydrograph (10-yr Design Storm) 5.0 10.0 15.0 20.0 25.0 30.0 Virginia Runoff Reduction Method Water Quality Calculations (COMPLIANCE IS MET THROUGH THE BEST MANAGEMENT PRACTICE OF PURCHASING NUTRIENT CREDITS. THE VRRM BOUNDARY IS DEFINED BY THE LIMITS OF DISTURBANCE) pea Vld rao xueo9amureron mnboffer. Yziopmenrmmpaunce spreoe.Fen-verswn aid oaou ara.z.ee.aaeesPeall.�w.. oxavaamxamee.nmmam.ePe,m,.lom mer Nere, rn SmmelWevn� a/."Ex r urcar Cev to No P lea a - Site Information � �I -- ___-- --- Post -Development Project (Treatment Volume and Loads) EmerTmalnleturbeEarea(unes) spa Coate: .MP Deng°'eeiflmfion.13p13 Waft 5W5®Side. '® ar No ri°doodun meamre, on,:eerereem.remn J_-.. �'',, __ I � mreiai:mcmoreomrerear vi Pre-0.epeva.,deent Wne do —lacteal ' aeon. eeNN reolN peal. ..ma .......... nea.:p.a' i-md�.wm.° m .m.r.a.=o.a am am m...eannw—l-mmme,aa+.a rm w an, 91 -K�wa Px6WVN0Pmem t„e mY.r da.l fiae,ia.w.a'i m w ° ..we...�.am.�..eam am non mneam rvnr—1- °veu,maaraea a,.. .ua„w.° 19 ... re.Alm r.. opt enmmn. due.N eoemcems l.vl ---- m r6R .l wm6^a.:l tp.i. p45 pss 1-1 mrtur rvinne laud e.. .. as ass mm�me=eugmw iee m>m+laNaae •a l..a�ms�.-nmr xm�o..m a• .. reereee"diderei .mroe,Paerv/ew/ vea�ms mme Poe xe«eoeex.e.e,t x.me ad" ooeemP..axe .ate rmo.m�.mx.. .m.m won. . a. r.,e..eaa.e�.w.mw..e=I aae t.m rswmmw... w.e.r � -. w,.e/oem ye.. o..ro M Ded . aaw....l 1 de -- M .°..° e. ...`I...ml w. --. we,er,aa.wm — e os w..nm x,lwaai w..mamlw,e.a Ved de a�.e.�..w.e.r...s w.�.—. vbetuatea.a ead rvmudeewlmul N.dT.n :weed..° 3M—_ ma�.me.ien.i am a are.,a.m.e.w..ei mamtma 9 *� 1>� mini.—) aes wlma l l mmp.eo xe.w�l Treatment Volume and Nutrient Load Treatment Volume and Nutrient Load nexma.v�nnmdna.xue.e ama aaxae nib um'..e nxra wn n®mom nmm ev nxmr .m ISM wens. Ia>Ntl� ey n`Riditiv �' e"�� e, ne .�m.mv.a a;]m �+.rtm4..m vvM. oeexin .m re.� .a.lati. ]qaN laa.ree.l� 1�'� —I I'll 1*1 vee. v� PMeR ndearent.e. p.B9 p.6B eb real b ].69 aDe re i59 /ud llnr Wr'P m114^nl - x.mmarmnimw®. I.L-Ir w ... adi else/tea a vrwwpn.mn xYetlM an dar...aom mee o.Ma..a...�.,., «.e.. �,n..e�m. m.,elw e.., aaz eeaeaeee ae..mm a new �e „aoao uaumde aew.erm o.]s m..d uaumde ae9u eem.xe. sea non ..peaA a mr a...p..de.eaa.e..�..d ere.. i�m�m... n....eu..e w..m..nA....ew..aa.e...lr�a..... ', o..ew.•mrmeaa.,oumyme/ n ,iP laatl Petlue[ion 0.epuiretl Ilb/yrl 5.59 Site Results (Water Quality Compliance) Area Checks O.A.A O.A.B O.A.0 A. D.A.E ARMECK FOREST/OVEN SPACE (a[) am O.W 0.00 i0.00 O.W OK. IMPERWOUS MVER (ac) IMPERVnMCOVERTRENTFD)ac) am 0.00 0.00 0.00 0.00 0.00�M. 0.00 OWOK. OK.. MANAGEDTURFAREA(a[) 0.00 O.00 0.00 00.W OK. MANAGED TURF AREA TREATED(a[) am O.00 0.00 0.00 OK. AREA CHECK OK OK. OK. OK. Site Treatment VOIUme (ffa) 12,IM Runoff Reduction Volume and TP By Drainage Area O.A. A O.A. C D.AD O.A. E TOTALRUNOFF REDUMM VOLUME ACHIEVED pF) 0 0 0 00 AL Qb/1) LOADAVAKABLE FNhh 0.00 MAI 0.00 0.000.0.00 TPIDADREOUCTIED pb/yr) 0.00 0.00 0.00 O.W am TP LOADNG )Ib/yr) 0.00 0.00 0.00 O.W am NMWGEN IDAD REDUCTIEDpb/yr) am O.W 0.00 0.00 O.W 0.00 Totphorus FINAL POST-DEVELOPMAD Qb/yr)WTPLOADREDUCTIED pb/yr�TPIDADREDUCTIED pb/yr)W LOADREMAINING Qb/,): REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 5.59