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HomeMy WebLinkAboutWPO201900054 Calculations 2019-10-14WAHS Site Improvements ALBEMARLE COUNTY, VIRGINIA SCOTTSVILLE DISTRICT DESIGN CALCULATIONS & NARRATIVE SEPTEMBER 23, 2019 .•'0* • TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Jonathan Showalter, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.1681 (41P ���;��.TN 1.;c. No. U4U_U57l51 If),NA L �'�-JP Table of Contents Section Title Project Narrative 2.1 LD-204 Inlet Calculations 2.2 LD-229 Pipe Calculations 2.3 LD-347 Hydraulic Grade Line Analysis 2.4 LD269 Culvert Report 3 Virginia Runoff Reduction Method Worksheet Summary 3.1 Bio Retention Drainage Area Project Narrative: This project included site improvements to Western Albemarle High School including a new Softball Fieldhouse, widened access road, new ADA ramp to the bus loop, and related site work. The limits of disturbance is 0.75 acres. Water Quality: The current site contains an existing field house, narrow driveway, asphalt path, and associated ramps and stairs. 0.75 acres of disturbed area was analyzed for water quality. The site will require 0.30./year to be treated. The project proposes one Level 1 bioretention facility removing 0.30 lb./year. The required removal will be met by the Level 1 Bioretention Facility. Water Quantity: In the developed condition the runoff from the disturbed area will flow off as sheet flow. Level spreaders are provided at points of concentrated discharge to return runoff to sheet flow. this project fulfills the requirements of section 9VAC25-970-66 Section D. FORM LD 204 STORMWATER INLET COMPUTATIONS SHEET 1 OF 1 LD204 PROJECT WAHS Fieldhouse DESIGNER: A.MABEE DATE 9/24/2019 CHECKED: J. SHOWALTER UNITS ENGLISH ISag Inlets Only INLETSOFT BY ENSOFTEC DATE: 9/24/2019 LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: WAHS Fieldhouse LOCATION: COUNTY: Charlottesville NOAA STATION: Designed by: A.MABEE Checked by: J. SHOWALTER UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C., (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE RJR. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope RJR. NORMALFLOW FLOW TIME Sec. (17) REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) Lateral CFS Total Q CFS (9) UPPER END (10) LOWER END (11) Depth of Flow, do Ft. Area of Flow, An S,Ft Hrn Ft. Vn F:e (16) En Ft REFERENCE (1) STA. REFERENCE (2) STA. 201 202 200 0.00 0.00 0.03 5.29 6.45 0.00 0.20 675.39 672.43 25.72 0.11509 12 Circular 1 13.09 0.00000 0.09 0.03 0.06 6.07 0.66 4.24 203 204 202 0.00 0.00 0.03 5.22 6.47 0.00 0.20 679.46 675.60 28.58 0.13506 12 Circular 1 14.19 0.00000 0.28 0.03 0.05 6.41 0.72 4.46 205 206 204 1 0.00 1 0.00 0.03 5.04 6.53 1 0.00 0.20 680.26 679.56 1 34.92 0.020051 12 Circular 1 5.47 0.00000 0.13 0.06 0.08 3.29 0.30 10.61 207 208 206 0.07 0.43 0.03 0.03 5.00 6.54 0.00 0.20 680.53 680.36 8.55 0.01988 12 Circular 1 5.44 0.00000 0.13 0.06 0.08 3.29 0.30 2.60 301 302 300 0.65 0.47 0.31 0.31 10.00 5.26 0.00 1.61 658.27 656.86 35.24 0.04001 15 Circular 1 12.92 0.00060 0.30 0.22 0.18 7.18 1.10 4.91 401 402 400 0.41 0.58 0.24 0.37 5.11 6.51 0.00 2.39 667.16 663.96 53.28 0.06006 15 Circular 1 15.83 0,00140 0.33 0.26 0.19 9.30 1.67 5.73 403 404 402 0.37 0.35 0.13 0.13 5.00 6.54 0.00 0.85 668.58 667.26 37.80 0.03492 15 Circular 1 12.07 0.00020 0.22 0.15 0.14 5.68 0.73 6.66 501 502 500 0.01 0.90 0.01 0.11 5.41 6.41 0.00 0.74 663.26 663.10 21.55 0.00742 12 Circular 1 3.33 0.00040 0.32 0.22 0.18 3.40 0.50 6.33 503 504 502 0.01 0.90 0.01 0.10 5.33 6.44 0.00 0.68 663.39 663.26 16.89 0.00770 12 Circular 1 3.39 0.00030 0.30 0.20 2-23.37 0.48 5.01 505 506 504 0.01 0.90 0.01 0.10 5.24 6.47 0.00 0.62 663.51 663.39 16.89 0.00710 12 Circular 1 3.25 0.00030 0.30 0.19 0.17 3.19 0.45 5.29 507 508 506 0.22 0.35 0.08 0.09 5.16 6.49 0.00 0.56 663.64 663.51 16.13 0.00806 12 Circular 1 3.47 0.00020 0.27 0.17 0.16 3.25 0.44 4.97 509 510 1508 0.01 0.90 0.01 0.01 5.00 6.54 0.00 0.06 1 664.26 664.14 1 16.49 10.007281 6 Circular 1 0.52 0.00010 0.11 0.03 0.07 1.77 0.16 9.30 LD-347 PROJECT: WAHS Fieldhouse HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY -Year DESIGNED BY: A.MABEE Checked: J. SHOWALTER INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Do (CFS/CMS) LENGTH PIPE Lo (FtlM) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (FtlM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FUM) Inlet Shaping? Y/N 0.5 Ht (FUM) FINAL H (FtlM) Inlet Water Surface Elevation Top of MH Top of Inlet Elev. APPROX. Adjustment? V. Contr. Ho (FtlM) Vi Vi'2/2g Hi (Expn) 0.35'MAX. (V12/2g) SKEW Angle K Bend H (FUM) Sum HL (FtlM) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 200 672.930 202 672.430 1.00 673.230 12 0.196 25.72 0.00003 0.001 6.069 0.143 6.409 0.638 0.223 0.0 0.00 0.000 0.366 0.000 0.366 YES 0.183 0.184 675.475 678.910NK 204 675.600 1.00 676.400 12 0.196 28.58 0.00003 0.001 6.409 0.159 3.293 0.168 0.059 0.0 0.00 0.000 0.218 0.000 0.218 YES 0.109 0.110 679.542 683.250 206 679.560 1.00 680.360 12 0.196 34.92 0.00003 0.001 3.293 0.042 3.285 0.168 0.059 0.0 0.00 0.000 0.101 0.000 0.101 YES 0.050 0.051 680.411 683.480 208 680.360 1.00 681.160 12 0.196 8.55 0.00003 0.000 3.285 0.042 0.000 0.000 0.000 0.0 0.00 0.000 0.042 0.196 0.054 YES 0.027 0.027 681.187 684.450 300 657.360 302 656.860 1.25 657.860 15 1.608 35.24 0.00065 0.023 7.178 0.200 0.000 1 0.000 0.000 0.0 1 0.00 0.000 0.200 0.000 0.200 YES 0.100 0.123 658.568 663.500 O.K. 402 663.360 1.25 664.790 15 2.392 70.52 0.00143 0.101 7.791 0.236 5.677 0.500 0.175 0.0 0.00 0.000 0.411 1.542 0.534 YES 0.267 0.368 666.313 671.380 O.K. 404 666.040 1.25 667.040 15 0.850 37.80 0.00018 0.007 5.677 0.125 0.000 0.000 0.000 0.0 0.00 0.000 0.125 0.850 0.163 YES 0.081 0.088 667.584 672.630 O.K. 500 664.200 502 663.100 1.00 664.200 12 0.735 21.55 0.00038 0.008 3.403 0.045 3.369 0.176 0.062 0.0 0.00 0.000 0.107 0.058 0.107 YES 0.053 0.061 664.261 665.620 O.K. 504 663.260 1 1.00 664.261 12 0.677 16.89 0.00032 0.005 3.369 0.044 3.191 0.158 0.055 0.0 0.00 0.000 0.099 0.058 0.099 YES 0.050 0.055 664.317 665.620 O.K. 506 663.390 1.00 664.317 12 0.619 16.89 0.00027 0.005 3.191 0.040 3.247 0.164 0.057 0.0 0.00 0.000 0.097 0.058 0.097 YES 0.048 0.053 664.370 665.620 O.K. 508 663.510 1.00 664.370 12 0.561 16.13 0.00022 0.004 3.247 0.041 1.773 0.049 0.017 0.0 0.00 0.000 0.058 0.500 0.075 YES 0.038 0.041 664.411 665.000 O.K. 510 664.140 0.50 664.540 1 6 0.059 16.49 0.00010 0.002 1.773 0.012 0.000 0.000 0.000 1 0.0 1 0.00 0.000 1 0.012 0.059 1 0.016 1 YES 1 0.008 1 0.010 664.550 665.630 O.K. PROJECT WAHS Site Improvements SHEET UNITS OF ENGLISH CULVERT DESIGN FORM LD-269 DESIGNER: A. Mabee DATE: 9/24/2019 REVIEWER: J. Showalter ROAD COUNTY Albemarle (Zone 2) CULVERT 101 VA NOAA Station Charlottesville HYDROLOGICAL DATA Method: RATIONAL Drainage Area: 0.12 Acres Time of Concentration 5 Minutes DESIGN FLOWS Shldr. Elsf= Eli= Lr S= SKEW= Elev. Lt. ELBWd= 667.62 0.00 ft 667.84 ft 11.34 ft 3.00% 00 Roadway Width 0 ft ROADWAY ELEVATION 0.00 It It ft -------- 7 ------------------------------------------------------------ 1Hwi ------ ------- Stream Bed -- DEPRESSION 0 in. `"-' -- "n" Bed 0.013 Etc= Road Length -- H10 TW 667.50 0 Suface Type PAVED Freeboard= #VALUE! It Shldr. Elev. Rt. It TW DEPTH 0.12 ft TW VEL. 0.96 fps Channel Inv.El.. 667.50 It It R.I. (years) FLOW (cfs) Design 0.31 2 Check 0.24 10 Max. 0.31 CULVERT DESCRIPTION: TYPE: Single/Multiple Conforming Inlet Edge Description: Smooth Tapered Inlet Throat TOTAL FLOW Q cfs FLOW PER BARREL QIN cfs HEADWATER CALCULATIONS CONTROL HEADWATER ELEV It OUTLET VEL fps MINIMUM SHOULDER ELEV. it COMMENTS INLET CONTROL OUTLET CONTROL Single / Multiple Conforming / Broken Back Culverts HWi/D HWi It FALL ft ELHWi It TW ft do ft (dc+D)/2 ft ho It ke H it ELHWo ft MATERIAL SHAPE Size (in) N Mannings n Concrete Circular 12 1 0.01 0.31 0.3 -0.22 -0.22 0.00 667.62 0.12 0.23 0.62 0.61 0.20 -667.84 0.27 667.62 0.38 0.24 0.2 -0.24 -0.24 0.00 667.60 0.10 0.20 0.60 0.60 0.20 -667.84 0.26 667.60 0.25 0.31 0.3 -0.22 -0.22 0.00 667.62 0.12 0.23 0.62 0.61 0.20 -667.84 0.27 667.62 0.38 Broken Back Culvert TAILWATER DATA: TAILWATER RESULTS: ROADWAY DATA: ROADWAY OVERTOPPING: LENGTH Elev. SKEW' Channel Shape Trapezoidal " = 0.035 Discharge cfs Elevation ft Flow ft Velocity fps Shear force PSF , It Roadway Width, 0 Discharge Discharge cfs CfS Overtopping Elevation ft Bottom Width, It Side Slope Lt: (HA V) Side Slope Rt: (HA V) Channel Slope, ft/ft 2.50 Surface Type PAVED 2.00 Design 667.62 0.12 0.96 0.07 Top of Road Elevation, If 0 Design 0 667.62 2.00 Check 667.60 0.10 0.87 0.06 Length of Road, ft 0 Check 0 667.60 0.0100 Max. 1 667.62 1 0.12 1 0.96 1 0.07 Max. 0 667.62 Distance I I I I I I I Elevation E:� q TECHNICAL FOOTNOTES: (1) USE Q/NB FOR BOX CULVERTS (4) ELhi = HWi + ELi (INVERT OF INLET CONTROL SECTION) (6) ho = TW or (dc + D/2) (WHICHEVER IS GREATER) (2) HWi/D = HW/D OR HWi/D FROM DESIGN CHARTS (5) TW BASED ON DOWNSTREAM CONTROL OR FLOW (7) H = [1 + ke + (29n2L)/Rt 331v2/2g (3) FALL = HWI - (ELHWd - ELsf); FALL IS ZERO FOR CULVERTS ON GRADE DEPTH IN CHANNEL SUBSCRIPT DEFINITIONS: COMMENTS / DISCUSSION: CULVERT BARREL SELECTED HWd DESIGN HEADWATER i INLET SIZE: n: HWi HW IN INLET CONTROL o OUTLET SHAPE: MATERIAL: HWo HW IN OUTLET CONTROL sf Streambed ENTRANCE: @ culvert face CULVERTSOFT by ENSOFTEC, INC. PROJECT WAHS Site Improvements CULVERT DESIGN FORM LD-269 ROAD COUNTY Albemarle (Zone 2) SHEET OF DESIGNER: A. Mabee DATE: 9/24/2019 CULVERT 101 VA UNITS ENGLISH REVIEWER: J. Showalter NOAA Station Charlottesville H.W. ELEV V/S DISCHARGE 667.E 667.6—.._.._.._..--.._.._.._..--.._.._.._..--.._.._.._.._._.._. 667.6 W Ed367.6 3 M67.6 667.E 667.E r 0 0 0 0 0 0 0 0 DISCHARGE TW DEPTH V/S DISCHARGE 0.1 0.1 = 0.1—.._.._.._..—...... ...... —_.._.._.._.._..._.._.._.._.�.._.._.._.._..._.._.._.. ..�.._.._.._.._.. o0.1-.._.._.._..-I_. .._.._.._ .._.._.._.._..._ _.._.._.I� .._.._.._..._.. _.._...._ _.._.._.. 0.1 0 0 0 0 0 0 0 0 DISCHARGE CULVERTSOFT by ENSOFTEC, INC. OUTLET VELOCITY V/S DISCHARGE 0.4 0.4 0.3 U 0.3 O J > 0.2 w 0.2 Q 0.1 0.1 0.0 0 0 0 0 0 0 0 0 DISCHARGE TW VELOCITY V/S DISCHARGE 1.0 1.0 1.0 0.9 0.9_.._.._.._...._........ _..-j.._.._.._.._.._..l-.._.._.._.._..-L.._.._.._.._...._.._.._.. .._.I_.._.._.._.._.. w 0.9 > 09 3 T � F T 0.9 0.9...... 0.9 0 0 0 0 0 0 0 0 DISCHARGE data input cells Project Name: WAHS Site Improvements 9/23/2019 constant values Date: Linear Development Project? No calculation cells Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 0.75 Check. BMP Design Specifications List. 2013 Draft Stds & Specs Linear project? No 0.13 Land cover areas entered correctly? . - - 0.30 Total disturbed area entered? �I Pre-ReDevelopment Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed forest/open space 0.00 Managed Turf (acres) -- disturbed, graded for yards or other turf to be mowed/managed 0.49 0.49 Impervious Cover (acres) 0.26 0.26 0.75 Post -Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, protected forest/open space or reforested land 0.00 0.00 Managed Turf (acres) -- disturbed, graded for 0.36 yards or other turf to be mowed/managed 0.36 Impervious Cover (acres) 0.39 0.39 Area Check OK. OK. OK. 0.75 Constants Runoff Coefficients (Rv) Annual Rainfall (inches) 43 A Soils B Soils C Soils D Soils Target Rainfall Event (inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus (TP) EMC (mg/L) 0.26 Managed Turf 0.15 1 0.20 1 0.22 0.25 Total Nitrogen (TN) EMC (mg/L) 1.86 Impervious Cover 0.95 1 0.95 1 0.95 0.95 TargetTP Load (lb/acre/yr) 0.41 Pj (unitless correction factor) 0.90 COVERLAND •• • POST DEVELOPMENT Land Cover Summary -Pre Land Cover Summary -Post (Final) Land Cover Summary -Post Land Cover Summary -Post Pre-ReDevelopment Listed Adjusted Post ReDev. & New Impervious Post-ReDevelopment Post -Development New Impervious Forest/Open Space Cover (acres) 0.00 0.00 Forest/Open Space 0.00 Forest/Open Space 0.00 Cover (acres) cover (acres) Weighted Rv(forest) 0.00 %Forest 0% Managed Turf Cover 0.36 Weighted Rv(forest) 0.00 0.00 Weighted Rv(forest) 0.00 %Forest 0% 0% %Forest 0% Managed Turf Cover(acres) 0.49 0.36 Managed Turf Cover 0.36 (acres) (acres) Weighted Rv (turf) 0.20 New Impervious Cover 0.13 Weighted Rv(turf) 0.20 0.20 Weighted Rv (turf) 0.20 %Managed Turf 65% 58% %Managed Turf 48% %Managed Turf 58% Impervious Cover (acres) 0.26 0.26 Impervious Cover 0.39 ReDev. Impervious 0.26 (acres) Cover (acres) (acres) Rv(impervious) 0.95 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 35% 42% %Impervious 52% %Impervious 42% Total ReDev. Site Area 0.62 Total Site Area (acres) 0.75 0.62 Final Site Area (acres) 0.75 (acres) ReDev Site Rv 0.51 Volume and Nutrient Load Post -Development Site Rv 0.46 0.51 Final Post Dev Site Rv Final Post- 0.59 Treatment Treatment Volume and Nutrient Load Post-ReDevelopment Pre-ReDevelopment Treatment Volume 0.0288 0.0266 Development 0.0369 Treatment Volume 0.0266 Treatment Volume 0.0103 (acre-ft) Treatment Volume (acre-ft) (acre-ft) (acre-ft) Post-ReDevelopment Final Post- Post -Development Pre-ReDevelopment Treatment Volume 1,252 1,158 Development 1,606 Treatment Volume 1,158 Treatment Volume (cubic 448 (cubic feet) Treatment Volume (cubic feet) feet) (cubic feet) Post-ReDevelopment Post -Development TP Pre-ReDevelopment TP Load Final Post- (lb/yr) 0.79 0.73 Development TP Load 1.01 Load (TP) 0.73 Load (lb/yr) 0.28 (lb/yr) (lb/yr)* Post-ReDevelopment TP Pre-ReDevelopment TP Load per acre Final Post -Development TP (lb/acre/yr) 1.05 1.17 Load per acre Load per acre 1.17 (lb/acre/yr) (lb/acre/yr) Max. Reduction Required Baseline TP Load (lb/yr) (0.41 lbs/acre/yr applied to pre -redevelopment area excluding 0.25 (Below Pre- 10% land proposed for new impervious cover) ReDevelopment Load) TP Load Reduction Required for 0.07 i Adjusted Land Cover Summary: Pre ReDevelopment land cover minus pervious land cover (forest/open space or TP Load Reduction Required for New 0.23 managed turf) acreage proposed for new impervious cover. Redevelo ed Area p Impervious Area (Ib/yr) (Ib/yr) Adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column I shows load reduction requriement for new impervious cover (based on new development load limit 0.41 lbs/acre/year). Post -Development Requirement for Site Area TP Load Reduction Required (Ib/yr) 0.30 VRRM_ReDev_Cmpliance_Spreadsheet _J3_082017 D.A. A Drainage Area A nrainaee Area A I and rover tarred rh-k Sits Tnh In-d rover mead A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 0.50 0.50 0.20 Impervious Cover (acres) 0.15 0.15 0.95 Total 0.65 Stormwater Best Manaeement Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. A (lb/yr) 0.55 Post Development Treatment Volume in D.A. A (ft') 880 -Select from droodown lists - Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Load Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream a Runoff Volume Treatment Removal from Upstream Phosphorus Load Removed By Phosphorus Load Downstream Practice to be I,. Vegetated Roof (RR) Credit (%) Area (acres) Area (acres) Practice (ft') Reduction (ft) (ft') Volume (ff') Efficiency (%) Practices [lb) to Practice (Ib) Practice (lb) (Ib) Employed 0 0 0 0 0.00 0.00 0.00 1.a. Vegetated Roof #1 (Spec #5) 45 l.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0- ,2. Rooftop 4. Grass Channel (RR) 4.a. Grass Channel A/B Soils (Spec #3) 20 0 0 0 0 15 0.00 0.00 0.00 0.00 4.b. Grass Channel C/D Soils (Spec #3) 10 0 0 0 0 15 0.00 0.00 0.00 0.00 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) . Dry Swale (RR) 9/24/2019 1 of 2 10:14 AM VRRM_ReDev_ Compliance _Spreadsheet _J3_082017 D.A. A 6.a. Bioretention #1 or Micro-Bioretention #1 or Urban Bioretention (Spec 49) 40 0.50 D.15 0 352 528 880 25 0.00 0.55 0.30 0.25 6.1b. Bioretention #2 or Micro-Bioretention #2 (Spec #9) 80 0 0 0 0 50 0.00 0.00 0.00 0.00 !7. Infiltration (RR) Ta. Infiltration #1 (Spec #8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.b. Infiltration #2 (Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Detention 8.a. ED #1(Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED#2(Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 ,9. Sheetflow to Filter/Open Space (RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.1b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED(ac) 0.15 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.50 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. A (ft) 352 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (Ib/yr) 0.55 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (I,/yr) 0.30 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.25 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 9@4/2 19 2 of 2 10:14 AM