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WPO201900043 Calculations 2019-07-22
AutoZone COUNTY OF ALBEMARLE, VIRGINIA VSMP DESIGN CALCULATIONS & NARRATIVE JULY 16, 2019 Prepared by: Clint Shifflett, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.1690 Table of Contents Section Title 1 Project Narrative 2 Pipe and Inlet Computations 3 Virginia Runoff Reduction Method Worksheet Summary 4 Pre-Developed HydroCAD Calculations 5 Post-Developed HydroCAD Calculations Project Narrative: This project includes the construction of a new building, parking area, utilities, and associated site work. Limits of clearing and grading area is 1.38 acres. Water Quality Compliance: The disturbed area of 1.38 acres was used for the water quality analysis. In the proposed condition there will be 0.44 acres of managed turf, 0.94 acres of impervious cover. In the future development, there will be a total of 0.32 acres of managed turf and 1.06 acres of impervious cover. The 0.75 lb/yr of phosphorus removal required based on future development will be achieved through the purchase of nutrient credits. Water Quantity Compliance: Stormwater Quantity requirements for analysis point 1 will utilize a CMP detention system located within the parking area to meet all stormwater quantity requirements for this drainage area. Energy balance and channel protection for this analysis point are in compliance with all requirements. FORM LD 204 STORMWATER INLET COMPUTATIONS SHEET 1 OF 1 ROUTE PROJECT Autozone DESIGNER:CG DATE 6/10/2019 CHECKED:UNITSENGLISH INLET Sag Inlets Only NUMBERTYPELENGTH (FT; M)STATIONDRAINAGE AREA (AC; HA)CCASCAI (IN/HR; mm/HR)Q INCR. (CFS; CMS)Qc CARRYOVER (CFS; CMS)QT GUTTER FLOW (CFS; CMS)S GUTTER SLOPE (FT/FT; M/M)Sx CROSS SLOPE (FT/FT; M/M)T (SPREAD) (FT; M)W (GUTTER WIDTH) (FT; M)W/TSw (GUTTER SLOPE) (FT/FT; M/M)Sw/SxEo (App. 9C-8)a S'wSeCOMPUTED LENGTH LT (FT; M)L, SPECIFIED LENGTH (FT; M)L/LT E (App. 9C-18)Q INTERCEPTED (CFS; CMS) or d/hQb CARRYOVER (CFS; CMS)Depth at Curb (IN; MM)Allowable Ponding Depth d (FT; M)Height of Curb Opening h (FT; M)d/hDepth at Inlet (IN; MM) T SPREAD @ SAG (FT; M)REMARKS102 DI-1 2.000 0.070 0.83 0.0581 0.000'RIGHT 0.058 4 0.232 0 0.232 0.0100 0.0208 1.672 2.000 1.1962 0.0833 4.0048 1.000 3.50 0.1458 0.1666 2.971 2.000 0.673 1.000 0.232 0.000 1.671 108 DI-3B 2.000 0.130 0.83 0.1079 0.000'RIGHT 0.108 4 0.432 0 0.432 0.0100 0.0208 2.438 2.000 0.8203 0.0833 4.0048 0.999 3.50 0.1458 0.1664 3.861 2.000 0.518 0.731 0.316 0.116 2.109 110 DI-3C 6.000 0 4 0 0 Back/Lt. 0.000'RIGHT 0.300 0.74 0.222 Ahead/Rt. 0.222 4 0.888 0 0.001 0.0218 8.780 2.000 0.2278 0.0833 3.8211 3.48 Ahead/Rt. 0.888 0.001 6 0.888 1.407 0.174 0.333 0.52252 3.407 5.379 T > 8.0 ft 112 DI-3B 6.000 0.160 0.69 0.1104 0'RIGHT 0.11 4 0.44 0 0.440 0.0100 0.0256 2.403 2.000 0.8323 0.0833 3.2539 0.998 3.38 0.1410 0.1664 3.891 6.000 1.542 1.000 0.440 0.000 2.123 116 DI-3B 6.000 0.160 0.83 0.1328 0'RIGHT 0.133 4 0.532 0 0.532 0.0100 0.0195 3.161 2.000 0.6327 0.0833 4.2718 0.985 3.53 0.1471 0.1645 4.243 6.000 1.414 1.000 0.532 0.000 2.271 118 DI-3B 2.000 0.130 0.82 0.1066 0.000'RIGHT 0.107 4 0.428 0 0.428 0.0100 0.0208 2.409 2.000 0.8302 0.0833 4.0048 0.999 3.50 0.1458 0.1665 3.845 2.000 0.520 0.733 0.314 0.114 2.101 INLETSOFT BY ENSOFTEC DATE: 6/10/2019 LD-229 PROJECT:Autozone Designed by: CG STORM SEWER DESIGN COMPUTATIONS LOCATION: Charlottesville COUNTY:Charlottesville Checked by: STORM FREQUENCY 10 UNITS ENGLISH DRAIN. RUNOFF CA RAIN RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE SHAPE Number Capacity Friction NORMAL FLOW PIPE FROM POINT TO POINT AREA COEFF. INCRE- ACCUM- INLET FALL Lateral Total Q UPPER LOWER of Pipe (Dia. Or of Pipes Slope Depth of Area of Hrn Vn En INCRE-ACCUMU NO. REFERENCE STA. REFERENCE STA. "A" "C" MENT ULATED TIME END END Span/Rise) Flow, dn Flow, An MENT -LATED REMARKS Acre Minutes In/Hr CFS CFS Ft. Ft./Ft. In. CFS Ft./Ft. Ft. SqFt Ft. Ft/Sec Ft. Minutes Minutes (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (17) (18) 101 102 100 0.06 0.65 0.04 0.12 5.43 6.40 0.00 8.09 451.55 451.44 22.22 0.00495 21 Circular 1 11.15 0.00270 1.11 1.60 0.50 5.05 1.50 0.07 5.50 103 104 102 0.06 0.65 0.04 0.08 5.17 6.49 0.00 7.84 451.85 451.65 40.86 0.00489 18 Circular 1 7.96 0.00500 1.21 1.53 0.46 5.13 1.62 0.13 5.30 105 SWM 104 0.00 0.00 0.00 5.00 0.00 0.00 7.59 452.10 451.95 23.22 0.00646 18 Circular 1 9.15 0.00460 1.04 1.31 0.44 5.79 1.56 0.07 5.07 107 108 SWM 0.13 0.83 0.11 0.11 5.00 6.54 0.00 0.71 457.25 456.16 24.14 0.04515 12 Circular 1 8.20 0.00040 0.20 0.11 0.12 6.40 0.83 0.06 5.06 109 110 SWM 0.29 0.65 0.19 0.19 5.00 6.54 0.00 1.24 459.47 454.83 168.72 0.02750 12 Circular 1 6.40 0.00110 0.30 0.20 0.17 6.30 0.91 0.45 5.45 111 112 SWM 0.18 0.65 0.12 0.37 5.55 6.37 0.00 2.36 455.63 455.42 21.27 0.00987 12 Circular 1 3.84 0.00390 0.57 0.46 0.27 5.13 0.98 0.07 5.62 113 114 112 0.00 0.00 0.25 5.16 6.49 0.00 1.61 456.70 455.63 107.17 0.00998 12 Circular 1 3.86 0.00180 0.45 0.34 0.23 4.69 0.79 0.38 5.54 115 116 114 0.16 0.80 0.13 0.13 5.00 6.54 0.00 0.84 457.50 456.80 34.89 0.02006 12 Circular 1 5.47 0.00050 0.26 0.17 0.15 5.04 0.66 0.12 5.12 117 118 SWM 0.16 0.80 0.13 0.13 5.00 6.54 0.00 0.84 456.00 455.88 6.12 0.01961 12 Circular 1 5.41 0.00050 0.27 0.17 0.16 5.00 0.65 0.02 5.02 RD1 RD 114 0.15 0.90 0.14 0.14 5.00 6.54 0.00 0.88 458.75 457.79 47.75 0.02010 8 Circular 1 1.86 0.00480 0.32 0.17 0.16 5.26 0.75 0.15 5.15 FLOW TIME LD-347 PROJECT:Autozone DESIGNED BY:CG HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INVERT DEPTH OUTLET DIA. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS Adj. Ht Inlet Inlet Top of MH INLET STA. EL. OF FLOW WATER PIPE DISCH. PIPE SLOPE, Sfo LOSS Contr. Hi (Expn) SKEW Bend Sum SURFACE 1.3 Shaping? 0.5 FINAL Water Top of Inlet Adjustment? OR OUTFLOW OUTFLOW SURFACE Do Qo Lo (FT/FT) Hf Vo Ho Vi Vi*2/2g 0.35*MAX. Angle K H HL FLOW Ht Ht H Surface Elev. JUNCTION PIPE PIPE ELEV. (In/mm) (CFS/CMS) (Ft/M) (M/M) (Ft/M) (Ft/M) (Vi2/2g) (Ft/M) (Ft/M) (Ft/M) Y/N (Ft/M) (Ft/M) Elevation APPROX. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 452.840 102 451.440 1.75 452.840 21 8.093 22.22 0.00273 0.061 5.053 0.099 5.134 0.409 0.143 0.0 0.00 0.000 0.242 0.250 0.242 YES 0.121 0.182 453.022 456.150 O.K. 104 451.650 1.50 453.022 18 7.843 40.86 0.00497 0.203 5.134 0.102 5.787 0.520 0.182 0.0 0.00 0.000 0.284 0.000 0.284 YES 0.142 0.345 453.367 458.970 O.K. SWM 451.950 1.50 453.367 18 7.590 23.22 0.00465 0.108 5.787 0.130 5.133 0.409 0.143 0.0 0.00 0.000 0.273 0.000 0.273 YES 0.137 0.245 453.611 461.800 O.K. 112 455.420 1.00 456.220 12 2.356 21.27 0.00390 0.083 5.133 0.102 4.690 0.342 0.120 0.0 0.00 0.000 0.222 0.745 0.288 YES 0.144 0.227 456.447 462.790 O.K. 114 455.630 1.00 456.447 12 1.611 107.17 0.00182 0.195 4.690 0.085 5.255 0.429 0.150 0.0 0.00 0.000 0.235 0.000 0.235 YES 0.118 0.313 457.151 463.940 O.K. 116 456.800 1.00 457.600 12 0.837 34.89 0.00049 0.017 5.038 0.099 0.000 0.000 0.000 0.0 0.00 0.000 0.099 0.837 0.128 YES 0.064 0.081 457.764 463.940 O.K. 110 454.830 1.00 455.630 12 1.236 168.72 0.00107 0.181 6.301 0.154 0.000 0.000 0.000 0.0 0.00 0.000 0.154 1.236 0.200 YES 0.100 0.281 459.768 464.060 O.K. 118 455.880 1.00 456.680 12 0.837 6.12 0.00049 0.003 4.998 0.097 0.000 0.000 0.000 0.0 0.00 0.000 0.097 0.837 0.126 YES 0.063 0.066 456.746 460.690 O.K. 108 456.160 1.00 456.960 12 0.707 24.14 0.00035 0.008 6.396 0.159 0.000 0.000 0.000 0.0 0.00 0.000 0.159 0.707 0.206 YES 0.103 0.112 457.448 462.550 O.K. RD 457.790 0.67 458.323 8 0.883 47.75 0.00476 0.227 5.255 0.107 0.000 0.000 0.000 0.0 0.00 0.000 0.107 0.000 0.107 YES 0.054 0.281 459.074 464.540 O.K. Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method Re-Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List:2013 Draft Stds & Specs Site Summary 43 1.38 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres)0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres)0.00 0.00 0.00 0.51 0.51 37 Impervious Cover (acres)0.00 0.00 0.00 0.87 0.87 63 1.38 100 Post-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres)0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres)0.00 0.00 0.00 0.32 0.32 23 Impervious Cover (acres)0.00 0.00 0.00 1.06 1.06 77 1.38 100 Site Tv and Land Cover Nutrient Loads Post- ReDevelopment Post- Development (New Impervious) Adjusted Pre- ReDevelopment Pre- ReDevelopment TP Load per acre (lb/acre/yr) Final Post-Development TP Load per acre (lb/acre/yr) Post-ReDevelopment TP Load per acre (lb/acre/yr) Site Rv 0.76 0.95 0.76 1.74 1.80 1.74 Treatment Volume (ft3) 3,291 655 3,291 TP Load (lb/yr)2.07 0.41 2.07 Total TP Load Reduction Required (lb/yr)0.41 0.33 Pre- ReDevelopment TN Load (lb/yr)15.57 Site Compliance Summary Total Runoff Volume Reduction (ft3) 0 Final Post-Development Load (Post-ReDevelopment & New Impervious) 17.74 Maximum % Reduction Required Below Pre-ReDevelopment Load 20% 0.75 Final Post-Development (Post-ReDevelopment & New Impervious) 0.79 3,946 2.48 Total Disturbed Acreage: Total Rainfall (in): Summary Print Virginia Runoff Reduction Method Worksheet Total TP Load Reduction Achieved (lb/yr)0.00 Total TN Load Reduction Achieved (lb/yr)0.00 Remaining Post Development TP Load (lb/yr)2.48 Remaining TP Load Reduction (lb/yr) Required 0.75 Drainage Area Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total Forest/Open (acres)0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres)0.00 0.00 0.00 0.00 0.00 0.00 Impervious Cover (acres)0.00 0.00 0.00 0.00 0.00 0.00 Total Area (acres)0.00 0.00 0.00 0.00 0.00 0.00 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr)0.00 0.00 0.00 0.00 0.00 0.00 TN Load Reduced (lb/yr)0.00 0.00 0.00 0.00 0.00 0.00 Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres)0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres)0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres)0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Practice Managed Turf Credit Area (acres) Impervious Cover Credit Area (acres) BMP Treatment Volume (ft3) TP Load from Upstream Practices (lbs) Untreated TP Load to Practice (lbs) TP Removed (lb/yr) TP Remaining (lb/yr) Downstream Treatment to be Employed Total Impervious Cover Treated (acres)0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr)0.00 Total TN Load Reduction Achieved in D.A. (lb/yr)0.00 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area B Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres)0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres)0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres)0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Practice Managed Turf Credit Area (acres) Impervious Cover Credit Area (acres) BMP Treatment Volume (ft3) TP Load from Upstream Practices (lbs) Untreated TP Load to Practice (lbs) TP Removed (lb/yr) TP Remaining (lb/yr) Downstream Treatment to be Employed Total Impervious Cover Treated (acres)0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr)0.00 Total TN Load Reduction Achieved in D.A. (lb/yr)0.00 Drainage Area C Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres)0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres)0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres)0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Practice Managed Turf Credit Area (acres) Impervious Cover Credit Area (acres) BMP Treatment Volume (ft3) TP Load from Upstream Practices (lbs) Untreated TP Load to Practice (lbs) TP Removed (lb/yr) TP Remaining (lb/yr) Downstream Treatment to be Employed Total Impervious Cover Treated (acres)0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr)0.00 Total TN Load Reduction Achieved in D.A. (lb/yr)0.00 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area D Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres)0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres)0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres)0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Practice Managed Turf Credit Area (acres) Impervious Cover Credit Area (acres) BMP Treatment Volume (ft3) TP Load from Upstream Practices (lbs) Untreated TP Load to Practice (lbs) TP Removed (lb/yr) TP Remaining (lb/yr) Downstream Treatment to be Employed Total Impervious Cover Treated (acres)0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr)0.00 Total TN Load Reduction Achieved in D.A. (lb/yr)0.00 Drainage Area E Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres)0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres)0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres)0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Practice Managed Turf Credit Area (acres) Impervious Cover Credit Area (acres) BMP Treatment Volume (ft3) TP Load from Upstream Practices (lbs) Untreated TP Load to Practice (lbs) TP Removed (lb/yr) TP Remaining (lb/yr) Downstream Treatment to be Employed Total Impervious Cover Treated (acres)0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr)0.00 Total TN Load Reduction Achieved in D.A. (lb/yr)0.00 Runoff Volume and CN Calculations Summary Print Virginia Runoff Reduction Method Worksheet 1-year storm 2-year storm 10-year storm Target Rainfall Event (in)0.00 0.00 0.00 Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN 0 0 0 0 0 RR (ft3)0 0 0 0 0 RV wo RR (ws-in)0.00 0.00 0.00 0.00 0.00 RV w RR (ws-in)0.00 0.00 0.00 0.00 0.00 CN adjusted 0 0 0 0 0 RV wo RR (ws-in)0.00 0.00 0.00 0.00 0.00 RV w RR (ws-in)0.00 0.00 0.00 0.00 0.00 CN adjusted 0 0 0 0 0 RV wo RR (ws-in)0.00 0.00 0.00 0.00 0.00 RV w RR (ws-in)0.00 0.00 0.00 0.00 0.00 CN adjusted 0 0 0 0 0 1-year return period 2-year return period 10-year return period Summary Print 1S POST AREA 1-D 3S POST AREA 1-U 5S PRE ONSITE 6S POST AREA 1-D (FUTURE) 7S POST AREA 1-U (FUTURE) 7P SWM A 8P SWM A 4L ANALYSIS PT 1 5L ANALYSIS PT 1 Routing Diagram for AutoZone SWM Analysis Pre & Post Prepared by Timmons Group, Printed 6/11/2019 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 2HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.510 84 50-75% Grass cover, Fair, HSG D (5S) 0.700 80 >75% Grass cover, Good, HSG D (1S, 3S, 6S, 7S) 2.870 98 Paved parking, HSG D (1S, 3S, 5S, 6S, 7S) 4.080 93 TOTAL AREA AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 3HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 4.080 HSG D 1S, 3S, 5S, 6S, 7S 0.000 Other 4.080 TOTAL AREA AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 4HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.510 0.000 0.510 50-75% Grass cover, Fair 5S 0.000 0.000 0.000 0.700 0.000 0.700 >75% Grass cover, Good 1S, 3S, 6S, 7S 0.000 0.000 0.000 2.870 0.000 2.870 Paved parking 1S, 3S, 5S, 6S, 7S 0.000 0.000 0.000 4.080 0.000 4.080 TOTAL AREA AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 5HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 7P 452.10 451.44 75.0 0.0088 0.013 15.0 0.0 0.0 2 8P 452.10 451.44 75.0 0.0088 0.013 15.0 0.0 0.0 Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 6HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.990 ac 84.85% Impervious Runoff Depth=2.48"Subcatchment 1S: POST AREA 1-D Tc=6.0 min CN=95 Runoff=3.89 cfs 0.204 af Runoff Area=0.390 ac 25.64% Impervious Runoff Depth=1.61"Subcatchment 3S: POST AREA 1-U Tc=6.0 min CN=85 Runoff=1.08 cfs 0.052 af Runoff Area=1.380 ac 63.04% Impervious Runoff Depth=2.28"Subcatchment 5S: PRE ONSITE Tc=6.0 min CN=93 Runoff=5.13 cfs 0.263 af Runoff Area=1.020 ac 94.12% Impervious Runoff Depth=2.69"Subcatchment 6S: POST AREA 1-D Tc=6.0 min CN=97 Runoff=4.18 cfs 0.228 af Runoff Area=0.300 ac 33.33% Impervious Runoff Depth=1.69"Subcatchment 7S: POST AREA 1-U Tc=6.0 min CN=86 Runoff=0.87 cfs 0.042 af Peak Elev=455.00' Storage=0.019 af Inflow=3.89 cfs 0.204 afPond 7P: SWM A Outflow=2.83 cfs 0.204 af Peak Elev=455.30' Storage=0.022 af Inflow=4.18 cfs 0.228 afPond 8P: SWM A Outflow=2.99 cfs 0.228 af Inflow=3.80 cfs 0.257 afLink 4L: ANALYSIS PT 1 Primary=3.80 cfs 0.257 af Inflow=3.75 cfs 0.271 afLink 5L: ANALYSIS PT 1 Primary=3.75 cfs 0.271 af Total Runoff Area = 4.080 ac Runoff Volume = 0.790 af Average Runoff Depth = 2.32" 29.66% Pervious = 1.210 ac 70.34% Impervious = 2.870 ac Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 7HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: POST AREA 1-D Runoff = 3.89 cfs @ 11.96 hrs, Volume= 0.204 af, Depth= 2.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.840 98 Paved parking, HSG D 0.150 80 >75% Grass cover, Good, HSG D 0.990 95 Weighted Average 0.150 15.15% Pervious Area 0.840 84.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: POST AREA 1-D Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type II 24-hr 1-YR Rainfall=3.03" Runoff Area=0.990 ac Runoff Volume=0.204 af Runoff Depth=2.48" Tc=6.0 min CN=95 3.89 cfs Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 8HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: POST AREA 1-U Runoff = 1.08 cfs @ 11.97 hrs, Volume= 0.052 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.290 80 >75% Grass cover, Good, HSG D 0.100 98 Paved parking, HSG D 0.390 85 Weighted Average 0.290 74.36% Pervious Area 0.100 25.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: POST AREA 1-U Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type II 24-hr 1-YR Rainfall=3.03" Runoff Area=0.390 ac Runoff Volume=0.052 af Runoff Depth=1.61" Tc=6.0 min CN=85 1.08 cfs Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 9HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PRE ONSITE Runoff = 5.13 cfs @ 11.96 hrs, Volume= 0.263 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.510 84 50-75% Grass cover, Fair, HSG D 0.870 98 Paved parking, HSG D 1.380 93 Weighted Average 0.510 36.96% Pervious Area 0.870 63.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: PRE ONSITE Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type II 24-hr 1-YR Rainfall=3.03" Runoff Area=1.380 ac Runoff Volume=0.263 af Runoff Depth=2.28" Tc=6.0 min CN=93 5.13 cfs Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 10HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST AREA 1-D (FUTURE) Runoff = 4.18 cfs @ 11.96 hrs, Volume= 0.228 af, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.960 98 Paved parking, HSG D 0.060 80 >75% Grass cover, Good, HSG D 1.020 97 Weighted Average 0.060 5.88% Pervious Area 0.960 94.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: POST AREA 1-D (FUTURE) Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type II 24-hr 1-YR Rainfall=3.03" Runoff Area=1.020 ac Runoff Volume=0.228 af Runoff Depth=2.69" Tc=6.0 min CN=97 4.18 cfs Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 11HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST AREA 1-U (FUTURE) Runoff = 0.87 cfs @ 11.97 hrs, Volume= 0.042 af, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.200 80 >75% Grass cover, Good, HSG D 0.100 98 Paved parking, HSG D 0.300 86 Weighted Average 0.200 66.67% Pervious Area 0.100 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: POST AREA 1-U (FUTURE) Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-YR Rainfall=3.03" Runoff Area=0.300 ac Runoff Volume=0.042 af Runoff Depth=1.69" Tc=6.0 min CN=86 0.87 cfs Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 12HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Pond 7P: SWM A Inflow Area = 0.990 ac, 84.85% Impervious, Inflow Depth = 2.48" for 1-YR event Inflow = 3.89 cfs @ 11.96 hrs, Volume= 0.204 af Outflow = 2.83 cfs @ 12.03 hrs, Volume= 0.204 af, Atten= 27%, Lag= 4.1 min Primary = 2.83 cfs @ 12.03 hrs, Volume= 0.204 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 455.00' @ 12.03 hrs Surf.Area= 0.009 ac Storage= 0.019 af Plug-Flow detention time= 1.7 min calculated for 0.204 af (100% of inflow) Center-of-Mass det. time= 1.7 min ( 781.1 - 779.3 ) Volume Invert Avail.Storage Storage Description #1 452.10' 0.038 af 66.0" Round Pipe Storage L= 70.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 452.10'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.10' / 451.44' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 452.10'8.2" Vert. Orifice/Grate C= 0.600 #3 Device 1 455.35'24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 456.40'4.7' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=2.79 cfs @ 12.03 hrs HW=454.94' (Free Discharge) 1=Culvert (Passes 2.79 cfs of 6.94 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.79 cfs @ 7.61 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 13HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Pond 7P: SWM A Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.990 ac Peak Elev=455.00' Storage=0.019 af 3.89 cfs 2.83 cfs Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 14HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Pond 8P: SWM A Inflow Area = 1.020 ac, 94.12% Impervious, Inflow Depth = 2.69" for 1-YR event Inflow = 4.18 cfs @ 11.96 hrs, Volume= 0.228 af Outflow = 2.99 cfs @ 12.03 hrs, Volume= 0.228 af, Atten= 28%, Lag= 4.2 min Primary = 2.99 cfs @ 12.03 hrs, Volume= 0.228 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 455.30' @ 12.03 hrs Surf.Area= 0.009 ac Storage= 0.022 af Plug-Flow detention time= 1.8 min calculated for 0.228 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 765.6 - 763.8 ) Volume Invert Avail.Storage Storage Description #1 452.10' 0.038 af 66.0" Round Pipe Storage L= 70.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 452.10'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.10' / 451.44' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 452.10'8.2" Vert. Orifice/Grate C= 0.600 #3 Device 1 455.35'24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 456.40'4.7' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=2.95 cfs @ 12.03 hrs HW=455.24' (Free Discharge) 1=Culvert (Passes 2.95 cfs of 7.40 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.95 cfs @ 8.05 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 15HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Pond 8P: SWM A Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.020 ac Peak Elev=455.30' Storage=0.022 af 4.18 cfs 2.99 cfs Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 16HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Link 4L: ANALYSIS PT 1 Inflow Area = 1.380 ac, 68.12% Impervious, Inflow Depth = 2.23" for 1-YR event Inflow = 3.80 cfs @ 12.00 hrs, Volume= 0.257 af Primary = 3.80 cfs @ 12.00 hrs, Volume= 0.257 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Link 4L: ANALYSIS PT 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.380 ac 3.80 cfs 3.80 cfs Type II 24-hr 1-YR Rainfall=3.03"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 17HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Link 5L: ANALYSIS PT 1 Inflow Area = 1.320 ac, 80.30% Impervious, Inflow Depth = 2.46" for 1-YR event Inflow = 3.75 cfs @ 12.00 hrs, Volume= 0.271 af Primary = 3.75 cfs @ 12.00 hrs, Volume= 0.271 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Link 5L: ANALYSIS PT 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.320 ac 3.75 cfs 3.75 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 18HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.990 ac 84.85% Impervious Runoff Depth=3.10"Subcatchment 1S: POST AREA 1-D Tc=6.0 min CN=95 Runoff=4.79 cfs 0.255 af Runoff Area=0.390 ac 25.64% Impervious Runoff Depth=2.16"Subcatchment 3S: POST AREA 1-U Tc=6.0 min CN=85 Runoff=1.43 cfs 0.070 af Runoff Area=1.380 ac 63.04% Impervious Runoff Depth=2.89"Subcatchment 5S: PRE ONSITE Tc=6.0 min CN=93 Runoff=6.40 cfs 0.332 af Runoff Area=1.020 ac 94.12% Impervious Runoff Depth=3.31"Subcatchment 6S: POST AREA 1-D Tc=6.0 min CN=97 Runoff=5.09 cfs 0.282 af Runoff Area=0.300 ac 33.33% Impervious Runoff Depth=2.24"Subcatchment 7S: POST AREA 1-U Tc=6.0 min CN=86 Runoff=1.14 cfs 0.056 af Peak Elev=455.64' Storage=0.024 af Inflow=4.79 cfs 0.255 afPond 7P: SWM A Outflow=3.94 cfs 0.255 af Peak Elev=455.76' Storage=0.025 af Inflow=5.09 cfs 0.282 afPond 8P: SWM A Outflow=4.81 cfs 0.282 af Inflow=5.25 cfs 0.326 afLink 4L: ANALYSIS PT 1 Primary=5.25 cfs 0.326 af Inflow=5.87 cfs 0.338 afLink 5L: ANALYSIS PT 1 Primary=5.87 cfs 0.338 af Total Runoff Area = 4.080 ac Runoff Volume = 0.995 af Average Runoff Depth = 2.93" 29.66% Pervious = 1.210 ac 70.34% Impervious = 2.870 ac Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 19HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: POST AREA 1-D Runoff = 4.79 cfs @ 11.96 hrs, Volume= 0.255 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.66" Area (ac) CN Description 0.840 98 Paved parking, HSG D 0.150 80 >75% Grass cover, Good, HSG D 0.990 95 Weighted Average 0.150 15.15% Pervious Area 0.840 84.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: POST AREA 1-D Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type II 24-hr 2-YR Rainfall=3.66" Runoff Area=0.990 ac Runoff Volume=0.255 af Runoff Depth=3.10" Tc=6.0 min CN=95 4.79 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 20HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: POST AREA 1-U Runoff = 1.43 cfs @ 11.97 hrs, Volume= 0.070 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.66" Area (ac) CN Description 0.290 80 >75% Grass cover, Good, HSG D 0.100 98 Paved parking, HSG D 0.390 85 Weighted Average 0.290 74.36% Pervious Area 0.100 25.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: POST AREA 1-U Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type II 24-hr 2-YR Rainfall=3.66" Runoff Area=0.390 ac Runoff Volume=0.070 af Runoff Depth=2.16" Tc=6.0 min CN=85 1.43 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 21HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PRE ONSITE Runoff = 6.40 cfs @ 11.96 hrs, Volume= 0.332 af, Depth= 2.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.66" Area (ac) CN Description 0.510 84 50-75% Grass cover, Fair, HSG D 0.870 98 Paved parking, HSG D 1.380 93 Weighted Average 0.510 36.96% Pervious Area 0.870 63.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: PRE ONSITE Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 2-YR Rainfall=3.66" Runoff Area=1.380 ac Runoff Volume=0.332 af Runoff Depth=2.89" Tc=6.0 min CN=93 6.40 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 22HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST AREA 1-D (FUTURE) Runoff = 5.09 cfs @ 11.96 hrs, Volume= 0.282 af, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.66" Area (ac) CN Description 0.960 98 Paved parking, HSG D 0.060 80 >75% Grass cover, Good, HSG D 1.020 97 Weighted Average 0.060 5.88% Pervious Area 0.960 94.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: POST AREA 1-D (FUTURE) Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type II 24-hr 2-YR Rainfall=3.66" Runoff Area=1.020 ac Runoff Volume=0.282 af Runoff Depth=3.31" Tc=6.0 min CN=97 5.09 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 23HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST AREA 1-U (FUTURE) Runoff = 1.14 cfs @ 11.97 hrs, Volume= 0.056 af, Depth= 2.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.66" Area (ac) CN Description 0.200 80 >75% Grass cover, Good, HSG D 0.100 98 Paved parking, HSG D 0.300 86 Weighted Average 0.200 66.67% Pervious Area 0.100 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: POST AREA 1-U (FUTURE) Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type II 24-hr 2-YR Rainfall=3.66" Runoff Area=0.300 ac Runoff Volume=0.056 af Runoff Depth=2.24" Tc=6.0 min CN=86 1.14 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 24HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Pond 7P: SWM A Inflow Area = 0.990 ac, 84.85% Impervious, Inflow Depth = 3.10" for 2-YR event Inflow = 4.79 cfs @ 11.96 hrs, Volume= 0.255 af Outflow = 3.94 cfs @ 12.01 hrs, Volume= 0.255 af, Atten= 18%, Lag= 3.0 min Primary = 3.94 cfs @ 12.01 hrs, Volume= 0.255 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 455.64' @ 12.02 hrs Surf.Area= 0.009 ac Storage= 0.024 af Plug-Flow detention time= 1.9 min calculated for 0.255 af (100% of inflow) Center-of-Mass det. time= 1.9 min ( 775.4 - 773.5 ) Volume Invert Avail.Storage Storage Description #1 452.10' 0.038 af 66.0" Round Pipe Storage L= 70.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 452.10'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.10' / 451.44' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 452.10'8.2" Vert. Orifice/Grate C= 0.600 #3 Device 1 455.35'24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 456.40'4.7' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=3.79 cfs @ 12.01 hrs HW=455.57' (Free Discharge) 1=Culvert (Passes 3.79 cfs of 7.87 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.12 cfs @ 8.52 fps) 3=Orifice/Grate (Orifice Controls 0.67 cfs @ 1.51 fps) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 25HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Pond 7P: SWM A Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.990 ac Peak Elev=455.64' Storage=0.024 af 4.79 cfs 3.94 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 26HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Pond 8P: SWM A Inflow Area = 1.020 ac, 94.12% Impervious, Inflow Depth = 3.31" for 2-YR event Inflow = 5.09 cfs @ 11.96 hrs, Volume= 0.282 af Outflow = 4.81 cfs @ 12.01 hrs, Volume= 0.282 af, Atten= 5%, Lag= 2.6 min Primary = 4.81 cfs @ 12.01 hrs, Volume= 0.282 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 455.76' @ 12.01 hrs Surf.Area= 0.009 ac Storage= 0.025 af Plug-Flow detention time= 1.9 min calculated for 0.281 af (100% of inflow) Center-of-Mass det. time= 1.9 min ( 760.9 - 759.0 ) Volume Invert Avail.Storage Storage Description #1 452.10' 0.038 af 66.0" Round Pipe Storage L= 70.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 452.10'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.10' / 451.44' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 452.10'8.2" Vert. Orifice/Grate C= 0.600 #3 Device 1 455.35'24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 456.40'4.7' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=4.64 cfs @ 12.01 hrs HW=455.72' (Free Discharge) 1=Culvert (Passes 4.64 cfs of 8.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.20 cfs @ 8.72 fps) 3=Orifice/Grate (Orifice Controls 1.44 cfs @ 1.95 fps) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 27HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Pond 8P: SWM A Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.020 ac Peak Elev=455.76' Storage=0.025 af 5.09 cfs 4.81 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 28HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Link 4L: ANALYSIS PT 1 Inflow Area = 1.380 ac, 68.12% Impervious, Inflow Depth = 2.83" for 2-YR event Inflow = 5.25 cfs @ 12.00 hrs, Volume= 0.326 af Primary = 5.25 cfs @ 12.00 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Link 4L: ANALYSIS PT 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.380 ac 5.25 cfs 5.25 cfs Type II 24-hr 2-YR Rainfall=3.66"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 29HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Link 5L: ANALYSIS PT 1 Inflow Area = 1.320 ac, 80.30% Impervious, Inflow Depth = 3.07" for 2-YR event Inflow = 5.87 cfs @ 12.00 hrs, Volume= 0.338 af Primary = 5.87 cfs @ 12.00 hrs, Volume= 0.338 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Link 5L: ANALYSIS PT 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.320 ac 5.87 cfs 5.87 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 30HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.990 ac 84.85% Impervious Runoff Depth=4.94"Subcatchment 1S: POST AREA 1-D Tc=6.0 min CN=95 Runoff=7.43 cfs 0.408 af Runoff Area=0.390 ac 25.64% Impervious Runoff Depth=3.86"Subcatchment 3S: POST AREA 1-U Tc=6.0 min CN=85 Runoff=2.50 cfs 0.125 af Runoff Area=1.380 ac 63.04% Impervious Runoff Depth=4.72"Subcatchment 5S: PRE ONSITE Tc=6.0 min CN=93 Runoff=10.13 cfs 0.543 af Runoff Area=1.020 ac 94.12% Impervious Runoff Depth=5.18"Subcatchment 6S: POST AREA 1-D Tc=6.0 min CN=97 Runoff=7.77 cfs 0.440 af Runoff Area=0.300 ac 33.33% Impervious Runoff Depth=3.96"Subcatchment 7S: POST AREA 1-U Tc=6.0 min CN=86 Runoff=1.96 cfs 0.099 af Peak Elev=456.23' Storage=0.029 af Inflow=7.43 cfs 0.408 afPond 7P: SWM A Outflow=7.30 cfs 0.408 af Peak Elev=456.32' Storage=0.030 af Inflow=7.77 cfs 0.440 afPond 8P: SWM A Outflow=7.59 cfs 0.440 af Inflow=9.96 cfs 0.533 afLink 4L: ANALYSIS PT 1 Primary=9.96 cfs 0.533 af Inflow=9.55 cfs 0.539 afLink 5L: ANALYSIS PT 1 Primary=9.55 cfs 0.539 af Total Runoff Area = 4.080 ac Runoff Volume = 1.615 af Average Runoff Depth = 4.75" 29.66% Pervious = 1.210 ac 70.34% Impervious = 2.870 ac Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 31HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: POST AREA 1-D Runoff = 7.43 cfs @ 11.96 hrs, Volume= 0.408 af, Depth= 4.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.53" Area (ac) CN Description 0.840 98 Paved parking, HSG D 0.150 80 >75% Grass cover, Good, HSG D 0.990 95 Weighted Average 0.150 15.15% Pervious Area 0.840 84.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: POST AREA 1-D Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=5.53" Runoff Area=0.990 ac Runoff Volume=0.408 af Runoff Depth=4.94" Tc=6.0 min CN=95 7.43 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 32HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: POST AREA 1-U Runoff = 2.50 cfs @ 11.97 hrs, Volume= 0.125 af, Depth= 3.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.53" Area (ac) CN Description 0.290 80 >75% Grass cover, Good, HSG D 0.100 98 Paved parking, HSG D 0.390 85 Weighted Average 0.290 74.36% Pervious Area 0.100 25.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: POST AREA 1-U Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type II 24-hr 10-YR Rainfall=5.53" Runoff Area=0.390 ac Runoff Volume=0.125 af Runoff Depth=3.86" Tc=6.0 min CN=85 2.50 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 33HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PRE ONSITE Runoff = 10.13 cfs @ 11.96 hrs, Volume= 0.543 af, Depth= 4.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.53" Area (ac) CN Description 0.510 84 50-75% Grass cover, Fair, HSG D 0.870 98 Paved parking, HSG D 1.380 93 Weighted Average 0.510 36.96% Pervious Area 0.870 63.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: PRE ONSITE Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=5.53" Runoff Area=1.380 ac Runoff Volume=0.543 af Runoff Depth=4.72" Tc=6.0 min CN=93 10.13 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 34HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: POST AREA 1-D (FUTURE) Runoff = 7.77 cfs @ 11.96 hrs, Volume= 0.440 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.53" Area (ac) CN Description 0.960 98 Paved parking, HSG D 0.060 80 >75% Grass cover, Good, HSG D 1.020 97 Weighted Average 0.060 5.88% Pervious Area 0.960 94.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: POST AREA 1-D (FUTURE) Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=5.53" Runoff Area=1.020 ac Runoff Volume=0.440 af Runoff Depth=5.18" Tc=6.0 min CN=97 7.77 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 35HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST AREA 1-U (FUTURE) Runoff = 1.96 cfs @ 11.97 hrs, Volume= 0.099 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.53" Area (ac) CN Description 0.200 80 >75% Grass cover, Good, HSG D 0.100 98 Paved parking, HSG D 0.300 86 Weighted Average 0.200 66.67% Pervious Area 0.100 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: POST AREA 1-U (FUTURE) Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type II 24-hr 10-YR Rainfall=5.53" Runoff Area=0.300 ac Runoff Volume=0.099 af Runoff Depth=3.96" Tc=6.0 min CN=86 1.96 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 36HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Pond 7P: SWM A Inflow Area = 0.990 ac, 84.85% Impervious, Inflow Depth = 4.94" for 10-YR event Inflow = 7.43 cfs @ 11.96 hrs, Volume= 0.408 af Outflow = 7.30 cfs @ 11.98 hrs, Volume= 0.408 af, Atten= 2%, Lag= 0.9 min Primary = 7.30 cfs @ 11.98 hrs, Volume= 0.408 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 456.23' @ 11.98 hrs Surf.Area= 0.008 ac Storage= 0.029 af Plug-Flow detention time= 1.9 min calculated for 0.407 af (100% of inflow) Center-of-Mass det. time= 1.9 min ( 763.8 - 762.0 ) Volume Invert Avail.Storage Storage Description #1 452.10' 0.038 af 66.0" Round Pipe Storage L= 70.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 452.10'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.10' / 451.44' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 452.10'8.2" Vert. Orifice/Grate C= 0.600 #3 Device 1 455.35'24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 456.40'4.7' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=7.08 cfs @ 11.98 hrs HW=456.19' (Free Discharge) 1=Culvert (Passes 7.08 cfs of 8.68 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.42 cfs @ 9.32 fps) 3=Orifice/Grate (Orifice Controls 3.66 cfs @ 3.66 fps) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 37HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Pond 7P: SWM A Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=0.990 ac Peak Elev=456.23' Storage=0.029 af 7.43 cfs 7.30 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 38HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Pond 8P: SWM A Inflow Area = 1.020 ac, 94.12% Impervious, Inflow Depth = 5.18" for 10-YR event Inflow = 7.77 cfs @ 11.96 hrs, Volume= 0.440 af Outflow = 7.59 cfs @ 11.98 hrs, Volume= 0.440 af, Atten= 2%, Lag= 1.1 min Primary = 7.59 cfs @ 11.98 hrs, Volume= 0.440 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 456.32' @ 11.98 hrs Surf.Area= 0.008 ac Storage= 0.030 af Plug-Flow detention time= 1.8 min calculated for 0.439 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 751.6 - 749.8 ) Volume Invert Avail.Storage Storage Description #1 452.10' 0.038 af 66.0" Round Pipe Storage L= 70.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 452.10'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.10' / 451.44' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 452.10'8.2" Vert. Orifice/Grate C= 0.600 #3 Device 1 455.35'24.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 456.40'4.7' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=7.37 cfs @ 11.98 hrs HW=456.27' (Free Discharge) 1=Culvert (Passes 7.37 cfs of 8.78 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.45 cfs @ 9.42 fps) 3=Orifice/Grate (Orifice Controls 3.91 cfs @ 3.91 fps) 4=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 39HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Pond 8P: SWM A Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.020 ac Peak Elev=456.32' Storage=0.030 af 7.77 cfs 7.59 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 40HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Link 4L: ANALYSIS PT 1 Inflow Area = 1.380 ac, 68.12% Impervious, Inflow Depth = 4.64" for 10-YR event Inflow = 9.96 cfs @ 11.97 hrs, Volume= 0.533 af Primary = 9.96 cfs @ 11.97 hrs, Volume= 0.533 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Link 4L: ANALYSIS PT 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.380 ac 9.96 cfs 9.96 cfs Type II 24-hr 10-YR Rainfall=5.53"AutoZone SWM Analysis Pre & Post Printed 6/11/2019Prepared by Timmons Group Page 41HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Summary for Link 5L: ANALYSIS PT 1 Inflow Area = 1.320 ac, 80.30% Impervious, Inflow Depth = 4.90" for 10-YR event Inflow = 9.55 cfs @ 11.98 hrs, Volume= 0.539 af Primary = 9.55 cfs @ 11.98 hrs, Volume= 0.539 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Link 5L: ANALYSIS PT 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.320 ac 9.55 cfs 9.55 cfs