Loading...
HomeMy WebLinkAboutWPO202100023 Calculations 2022-07-13SCOTT'S IVY EXXON VSMP STORMWATER MANAGEMENT CALCULATIONS PACKET WP0202100023 Date of Calculations APRIL 7, 2021 Resubmittal date: July 13, 2022 / Alb. county PREPARED BY: COLLINS i=Nt=iNk=ERIN 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 PH 434.293.2813 FX www.collins-engineering.com APPROVED by the Albemarle County Community Development Department Date 11/29/2022 File WP02021-00023 SCS TR-55 Calculations Soils Mapping (Source: NRCS Web Soil Survey Online Database) Soils Table (Source: NRCS Web Soil Survey Online Database) Albemarle County, Virginia (VAO03) Albemarle County, Virginia (VA003) Map Unit Map Unit Name Percent of Percent Symbol 16 Codorus silt loam, 43.5% 0 to 2 percent slopes, occasionally flooded 41C Yadkin loam, 7 to 16.8% 15 percent slopes 42C3 Yadkin clay loam, 7 39.7% to 15 percent slopes, severely eroded Total for Area of 100.00i0 Interest Note: The soils' properties witin this development are predominantly composed of hydrologic group type C soils. 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, Volume 2, Version 3 PDS-based precipitation frequency estimates with 90% confidence intervals (in inches)l Aveo9e axiamice WOWIW (years) 1 937 .i0Soo /0 70 (6� (9.0477.8) (10.&738) (17.475.7) Channel and Flood Protection Calculations U.S. Department of Agriculture Natural Resources Conservation Service Project: Scott's Ivy Exxon Location: 4260 Ivy Rd 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: 4/7/2021 Date: 4/7/2021 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) impervious; unconnected/ connected impervious area ratio) (Acres) Area total area Value Impervious Areas 98 0.92 90.2 DAA B Lawns in Good Condition (25%+/-) 61 0.50 30.5 84 1.97 (Pre-Dev.) Woods/Grass Combination 58 0.08 4.6 Impervious Areas 98 1.02 100.0 DAA (Post-Dev) B Lawns in Good Condition 61 0.40 24.4 86 1.63 Woods/Grass Combination 58 1 0.08 1 4.6 2. Runoff 1-Year Storm 2-Year Storm 30-Year Storm Drainage Area Description Frequency -years 1 2 10 n/a Rainfall, P (24 hour)- inches 3.04 3.67 5.55 n/a Runoff, Q- inches 1.52 2.05 3.73 DA A(Pre-Dev.) Runoff, Q- inches 1.70 2.25 3.98 DA A(Post-Dev) Runoff, Q-inches Runoff, Q-inches Runoff, Q-inches Runoff, Q-inches Runoff, Q-inches U.S. Department of Agriculture Natural Resources Conservation Service TR 55 Worksheet 3: Time of Concentration (TJ or Travel Time (TJ Project: Scott's Ivy Exxon Location: 4260 Ivy Rd 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, PZ (in.) 5 Land slope, s (ft/ft) 6 Compute Tt = [0.007(n*L)08] / PZ .5 s0.4 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 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: Designed By: Date: Checked By: Date: n/a DA A DA A (Pre-Dev.) (Post-Dev) Woods -Light Woods -Light 0.4 0.4 23 23 3.67 3.67 Unpaved Unpaved 104 104 0.16 0.16 6.2 6.2 0.00 0.00 Paved Paved 211 237 0.03 0.05 3.5 4.5 0.02 0.01 U.S. Department of Agriculture Natural Resources Conservation Service Project: Scott's Ivy Ex on Location: 4260 Ivy Rd TR 55 Graphical Peak Discharge Method Check One: Present X Developed X Designed By: Checked By: 1. Data Drainage Area Description Drainage Area Description DAA (Pre-Dev.) DAA (Post-Dev) Drainage Area (Am) in miles = 0.0023 0.0023 Runoff curve number CN= 84 86 Time of concentration (Tc)= 0.10 0.10 Rainfall distribution type= Type II Type II Pond and swamp areas spread throughout the watershed= 0 0 2. Frequency -years 1 2 10 1 2 10 3. Rainfall, P (24 hour)- inches 3.04 3.67 5.55 3.04 3.67 5.55 4. Initial Abstraction, la- inches 0.39 0.39 0.39 0.33 0.33 0.33 5. Compute la/P 0.13 0.11 0.07 0.11 0.09 0.06 6. Unit peak discharge, Qu-csm/in 990 995 1000 995 1000 1000 7. Runoff, Qfrom Worksheet 2- inches 1.52 2.05 3.73 1.70 2.25 3.98 8. Pond and Swamp adjustment factor, Fp 1 1 1 1 1 1 9. Peak Discharge, Qp- cfs where Qp=Qu Am Q Fp 3.52 4.77 8.74 Routed through proposed Detention Basin WATERSHED SUMMARY CN Area, ac. 1-year Flow, cfs 2-year Flow, cfs 10-year Flow, cfs DA A (Pre-Dev) 84 1.50 3.52 4.77 8.74 CN Area, 1-year Flow, 2-year Flow, 10-year Flow, DA A (Post-Dev) 86 1.50 2.46 3.51 7.41 Date: 4/7/2021 Date: 4/7/2021 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.1.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 Allowed <_ I•F• (Q Pre -Developed * (RV Pre -Developed)) (RV Developed ) Q Allowed < 2.51 cfs Where: QPre-Developed= 3.52 cfs (FromTR-55) CN Pre -Developed- 84 (From Curve Number Summary) Q Developed S Pre -Developed - 1.97 (From SCS TR-55 eq. 2-4) RV pre -Developed— 1.52 in. (From SCS TR-55 eq. 2-3) CN Post -Developed= 86 (From Curve Number Summary) S Post -Developed = 1.63 (From SCS TR-55 eq. 2-4) RV Post -Developed= 1.70 in. (From SCS TR-55 eq. 2-3) I.F. = 0.80 (Factor of Safety) = 2.46 cfs Section B.4 Limits of Analysis The analysis terminates at Post -Development Subarea A since subsection B.3.a is met. 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 = 8.74 cfs 10-Year, 24-Hour Post -Development Subarea A Peak Flow Rate = 7.41 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 detention basin. BasinFlow printout INPUT: Basin: 5 Contour Areas Elevation(ft) 511.00 512.00 513.00 514.00 514.64 Start—Elevation(ft) 4 Outlet Structures Outlet structure 0 Orifice Area(sf) Computed Vol 37.00 187.00 448.00 789.00 1037.00 511.00 Vol.(cy) name: riser outlet area (sf) 0.785 diameter or depth (in) 12.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 510.900 multiple 1 discharge out of riser Outlet structure 1 Orifice name: riser inlet area (sf) 0.349 diameter or depth (in) 8.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 511.000 multiple 1 discharge into riser Outlet structure 2 Weir name: diameter (in) side angle coefficient invert (ft) multiple discharge transition at (ft) orifice coef. riser top 24.000 0.000 3.300 513.360 1 into riser 0.729 0.600 (cy) 0.0 3.8 15.2 37.8 59.4 nr"r orifice area (sf) 3.142 Outlet structure 3 Weir name: emergency spillway length (ft) 48.000 side angle 0.000 coefficient 3.300 invert (ft) 513.500 multiple 1 discharge through dam 4 Inflow Hydrographs Hydrograph 0 SCS name: 1 yr Area (acres) 1.500 CN 86.000 Type 2 rainfall, P (in) 3.040 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 3.960 peak time (hrs) 11.917 volume (cy) 341.920 Hydrograph 1 SCS name: 2 yr Area (acres) 1.500 CN 86.000 Type 2 rainfall, P (in) 3.670 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 5.272 peak time (hrs) 11.917 volume (cy) 453.300 Hydrograph 2 SCS name: 10 yr Area (acres) 1.500 CN 86.000 Type rainfall, P (in) time of conc. (hrs) time increment (hrs) time limit (hrs) fudge factor routed peak flow (cfs) peak time (hrs) volume (cy) Hydrograph 3 SCS name: Area (acres) CN Type rainfall, P (in) time of conc. (hrs) time increment (hrs) time limit (hrs) fudge factor routed peak flow (cfs) peak time (hrs) volume (cy) OUTPUT: Pi 100 yr 2 5.550 0.1000 0.0200 30.000 1.00 true 9.342 11.917 802.653 9.130 0.1000 0.0200 30.000 1.00 true 14.143 11.917 1497.329 Routing Method: storage -indication Hydrograph 0 Routing Summary of Peaks: 1 yr inflow (cfs) 3.960 at 11.92 (hrs) discharge (cfs) 2.464 at 12.00 (hrs) water level (ft) 513.380 at 12.00 (hrs) storage (cy) 22.336 Hydrograph 1 Routing Summary of Peaks: 2 yr inflow (cfs) 5.272 at 11.92 (hrs) discharge (cfs) 3.508 at 11.94 (hrs) water level (ft) 513.496 at 11.94 (hrs) storage (cy) 24.837 Hydrograph 2 Routing Summary of Peaks: 10 yr inflow (cfs) 9.346 at 11.92 (hrs) discharge (cfs) 7.405 at 11.92 (hrs) water level (ft) 513.569 at 11.92 (hrs) storage (cy) Hydrograph 3 Routing Summary of inflow (cfs) discharge (cfs) water level (ft) storage (cy) 26.525 Peaks: 100 yr 14.077 at 14.081 at 513.641 at 28.239 11.92 (hrs) 11.92 (hrs) 11.92 (hrs) Post -Development DA A Inflow Hydrograph 0.0 0.00 0.5 0.03 1.0 0.03 1.5 0.03 2.0 0.03 2.5 0.03 3.0 0.03 3.5 0.03 4.0 0.04 4.5 0.04 5.0 0.04 5.5 0.04 6.0 0.05 6.5 0.05 7.0 0.05 7.5 0.05 8.0 0.06 8.5 0.07 9.0 0.08 9.5 0.08 10.0 0.10 10.5 0.13 11.0 0.18 11.3 0.24 11.6 0.57 11.9 3.96 12.0 2.57 12.1 0.86 12.2 0.47 12.3 0.38 12.4 0.32 12.5 0.26 12.6 0.22 12.7 0.21 12.8 0.19 13.0 0.17 13.2 0.15 13.4 0.13 13.6 0.12 13.8 0.11 14.0 0.10 14.3 0.09 14.6 0.09 15.0 0.08 15.5 0.07 16.0 0.06 16.5 0.06 17.0 0.05 17.5 0.05 18.0 0.05 19.0 0.04 20.0 0.03 22.0 0.03 26.0 0.00 26.5 0.00 27.0 0.00 27.5 0.00 4.50 4.00 3.50 3.00 2.50 zoo 1.50 1.00 0.50 0.00 0.50 0 Inflow Hydrograph (1-yr Design Storm) .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 0.04 0.D4 0.04 0.04 0.04 0.D4 0.05 0.05 0.05 0.05 0.06 0.06 0.06 0.07 0.07 0.08 0.09 0.11 0.11 0.13 0.17 0.24 0.32 0.75 5.27 3.41 1.14 0.62 0.50 0.43 0.35 0.30 0.28 0.26 0.22 0.19 0.18 0.16 0.14 0.13 0.12 0.11 0.10 0.09 0.08 0.08 0.07 0.07 0.06 0.05 0.05 0.04 0.00 0.00 0.00 0.00 5.00 5.00 400 3.00 2.00 1.00 0.00 -t.ao Inflow Hydrograph (2-yr Design Storm) 300 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 0.06 0.07 0.07 0.07 0.07 0.08 0.08 0.08 0.09 0.10 0.10 0.11 0.11 0.12 0.13 0.13 0.16 0.19 0.19 0.23 0.30 0.42 0.57 1.33 9.34 6.79 2.01 1.09 0.89 0.76 0.62 0.52 0.49 0.45 0.39 0.34 0.32 0.28 0.26 0.23 0.21 0.20 0.18 0.16 0.14 0.13 0.13 0.12 0.11 0.09 0.08 0.07 0.00 0.00 0.00 0.00 20.00 8.00 6.00 4.00 2.00 0.00 -2.00 Inflow Hydrograph (10-yr Design Storm) 30a Post -Development DA A Outflow Hydrograph (From Detention Basin Routings) 0.0 0.00 0.5 0.02 1.0 0.02 1.5 0.02 2.0 0.02 2.5 0.02 3.0 0.02 3.5 0.02 4.0 0.03 4.5 0.03 5.0 0.03 5.5 0.03 6.0 0.04 6.5 0.04 7.0 0.04 7.5 0.04 8.0 0.05 8.5 0.06 9.0 0.07 9.5 0.08 10.0 0.10 10.5 0.13 11.0 0.19 11.3 0.27 11.6 0.58 11.9 2.15 12.0 2.46 12.1 2.11 12.2 0.82 12.3 0.45 12.4 0.38 12.5 0.31 12.6 0.25 12.7 0.23 12.8 0.21 13.0 0.18 13.2 0.15 13.4 0.14 13.6 0.12 13.8 0.11 14.0 0.10 14.3 0.09 14.6 0.08 15.0 0.07 15.5 0.06 16.0 0.05 16.5 0.05 17.0 0.04 17.5 0.04 18.0 0.04 19.0 0.03 20.0 0.02 22.0 0.02 26.0 0.00 26.5 0.00 27.0 0.00 27.5 0.00 3.00 2.50 2.00 1.50 1.00 0.50 0.00 0.0 0.50 Outflow Hydrograph (1-yr Design Storm) 5.0 10.0 15.0 20.0 25.0 30.0 Post -Development DA A Outflow Hydrograph (From Detention Basin Routings) 0.0 0.00 0.5 0.03 1.0 0.03 1.5 0.03 2.0 0.03 2.5 0.03 3.0 0.03 3.5 0.04 4.0 0.04 4.5 0.04 5.0 0.05 5.5 0.05 6.0 0.05 6.5 0.05 7.0 0.06 7.5 0.06 8.0 0.07 8.5 0.08 9.0 0.11 9.5 0.11 10.0 0.14 10.5 0.19 11.0 0.26 11.3 0.37 11.6 0.85 11.9 3.51 12.0 3.21 12.1 2.26 12.2 1.32 12.3 0.59 12.4 0.51 12.5 0.41 12.6 0.35 12.7 0.32 12.8 0.29 13.0 0.25 13.2 0.21 13.4 0.19 13.6 0.17 13.8 0.15 14.0 0.14 14.3 0.12 14.6 0.11 15.0 0.10 15.5 0.09 16.0 0.07 16.5 0.07 17.0 0.06 17.5 0.06 18.0 0.05 19.0 0.04 20.0 0.04 22.0 0.03 26.0 0.00 26.5 0.00 27.0 0.00 27.5 0.00 4.00 3.50 3.00 2.50 2.00 1.50 1.00 0.50 0.00 0.0 -0.50 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 Detention Basin Routings) 0.0 0.00 0.5 0.05 1.0 0.06 1.5 0.06 2.0 0.07 2.5 0.07 3.0 0.07 3.5 0.07 4.0 0.08 4.5 0.09 5.0 0.09 5.5 0.10 6.0 0.11 6.5 0.11 7.0 0.12 7.5 0.13 8.0 0.14 8.5 0.17 9.0 0.21 9.5 0.21 10.0 0.26 10.5 0.35 11.0 0.48 11.3 0.61 11.6 1.19 11.9 7.41 12.0 5.50 12.1 2.48 12.2 2.00 12.3 1.21 12.4 0.89 12.5 0.62 12.6 0.60 12.7 0.56 12.8 0.53 13.0 0.46 13.2 0.40 13.4 0.37 13.6 0.32 13.8 0.29 14.0 0.26 14.3 0.24 14.6 0.22 15.0 0.20 15.5 0.17 16.0 0.15 16.5 0.14 17.0 0.13 17.5 0.12 18.0 0.11 19.0 0.09 20.0 0.07 22.0 0.07 26.0 0.00 26.5 0.00 27.0 0.00 27.5 0.00 8.00 2.00 6.00 5.00 4.00 IN 2.00 1.0o 0.00 0.0 -1.00 Outflow Hydrograph (10-yr Design Storm) 5.0 10.0 15.0 20.0 25.0 30.0 Post -Development DA A Outflow Hydrograph (From Detention Basin Routings) 0.0 0.00 0.5 0.12 1.0 0.13 1.5 0.13 2.0 0.14 2.5 0.14 3.0 0.15 3.5 0.16 4.0 0.17 4.5 0.18 5.0 0.20 5.5 0.20 6.0 0.22 6.5 0.23 7.0 0.25 7.5 0.27 8.0 0.28 8.5 0.34 9.0 0.41 9.5 0.42 10.0 0.50 10.5 0.61 11.0 0.87 11.3 1.10 11.6 1.80 11.9 14.08 12.0 11.23 12.1 3.47 12.2 2.37 12.3 2.16 12.4 1.84 12.5 1.41 12.6 1.09 12.7 1.01 12.8 0.95 13.0 0.84 13.2 0.62 13.4 0.62 13.6 0.59 13.8 0.55 14.0 0.50 14.3 0.46 14.6 0.43 15.0 0.39 15.5 0.35 16.0 0.30 16.5 0.28 17.0 0.27 17.5 0.25 18.0 0.23 19.0 0.19 20.0 0.16 22.0 0.14 26.0 0.16 26.5 0.16 27.0 0.16 27.5 0.15 16.00 14.00 1100 10.00 8.00 6.00 4.00 2.00 0.00 0.0 Outflow Hydrograph (100-yr Design Storm) 5.0 10.0 15.0 20.0 25.0 30.0 Proposed Outlet Protection Calculations OUTLET PROTECTION INTO DETENTION BASIN PER VESCH PLATE 3.18-1, DEPTH OF STONE (d) = 1.5 x MAX STONE DIAMETER d>_6" Q10= 1.50 CFS Qdesign= 3.5 CFS (MIN. DISCHARGE FOR 12" DIAMETER PIPE) PER VESCH PLATE 3.18-4 d50= 0.1 FT NOTE: VDOT CLASS Al STONE HAS A MEAN d50=0.9 FT AND EXCEEDS 0.5 FT La= 4 FT w1= 3*D0= 3 FT w2= DO+0.4La= 2.6 FT FINAL DESIGN OUTLET PROTECTION TO INCLUDE A FILTER FABRIC UNDERLAYMENT KEYED INTO THE EXISTING GROUND A MINIMUM OF 9" AT THE ENDS & ALONG THE PERIMETER. EDGES OF FABRIC SHALL OVERLAP A MINIMUM OF 9". STONE TO BE VDOT CLASS Al STONE WITH THE FOLLOWING DIMENSIONS: La= 19 FT (EXTENDED TO RISER TO PREVENT CLOGGING) w1= 3 FT w2= 3 FT DEPTH= 1.5 FT DEPTH (d) >_ 1.5 X 0.9' DEPTH (d) >_ 1.35' CURB INLET OUTLET PROTECTION PER VESCH PLATE 3.18-1, DEPTH OF STONE (d) = 1.5 x MAX STONE DIAMETER d>_6" Q10= 1.04 CFS (PER INLET) Qdesign= 3.5 CFS PER VESCH PLATE 3.18-3 d50= 0.1 FT NOTE: VDOT CLASS Al STONE HAS A MEAN d50=0.9 FT AND EXCEEDS 0.5 FT La= 8 FT w1= 3*D0= 3 FT w2= DO+0.4La= 4.2 FT FINAL DESIGN OUTLET PROTECTION TO INCLUDE A FILTER FABRIC UNDERLAYMENT KEYED INTO La= 8 FT (MIN.) (EXTENDED TO RISER TO PREVENT CLOGGING) w1= 3 FT w2= 4.2 FT DEPTH= 1.5 FT DEPTH (d) >_ 1.5 X 0.9' DEPTH (d) >_ 1.35' 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) osa.. em.smm.ews.wb�� ozo.s o,.x em. m.�w,e.res..aama,. pratiet.are, srny.Iw Even aiion [ V ear Develoymen roiem No Site Information lin Post-Development Project (Treatment Volume and Loads) Enter retal DIturbed 9rea (armed -3 dse Ebe.k: ..I Mslgn spe[I(Imxons lh[ 2M dax may&Specs '® llnece,in R) No .onaeo.ereree.emerm.o,remr' J � rarci.aareeenlercm J wnoxromm�nne m �.,aw=•w.a d is is HE Pal Pan me. ins I ..a" I a.r. a.. �1=1 rr mad nea.aion eeo•drca pbpN 0 is al Treatment Volume and Nutrient Load to m o Pis Site Results (Water Quality Compliance) Area Checks O.A.A O.A.B O.A.0 D.A.D D.A.E AREAMECK FOREST/WEN SPACE (a[) 0.00 O.N 0.00 1 0.00 0.00 OK. IMPERVIOUS DOVER I IMPERVIOUSCOVERTREATEDIa[ am 0.00 0.In�22. OWOK. MANAGED TURF AREA (ar) am 0.00 0.00 O.N OK. MANAGED TURF AREATRUM (a[) 0.m Om 0.00 0.00 OK. ARFAOIECK OIC OR. OK. OR. Site Treatment Volume (ff8) LLeaa Runoff Reduction Volume and TP By Drainage Area O.A.AO.A.0 D.A.D OA.E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (N°) 0 0 0 0 0 0 TP LOAD AVAILABLE FOR REMOVAL Qb/1) O.m O.m O.m O.m 0.m 0.00TPLOADREOUCTIONAOMEVED IIb/yr) O.m O.m O.OD O.m 0.m 0.00TP LOAD REMAINING IIb/yr) O.m 0.00 am O.m O.m am NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr)jj D.m O.m 0.00 O.m O.m D.m Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 1.85 TP LOAD REDUCTION REQUIRED (Ib/yr) 0.35 TP WAD REOUCTIONAOMEVED (Ib/yr) 0.00TP WAD REMAINING (Ib/yr): 1.85 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 0.35