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HomeMy WebLinkAboutWPO201900021 Calculations 2019-11-05UVA Research Park Loop Road ALBEMARLE COUNTY, VIRGINIA VSMP PLAN & ROAD PLAN DESIGN CALCULATIONS & NARRATIVE MARCH 25, 2019 REVISED JUNE 11, 2019 REVISED AUGUST 26, 2019 REVISED NOVEMBER 5, 2019 Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.1688 Table of Contents Section Title 1 Project Narrative 2.1 LD-204 Inlet Calculations 2.2 LD-229 Pipe Calculations 2.3 LD-347 Hydraulic Grade Line Analysis 3 Outlet Protection Sizing 4 Pre and Post Developed HydroCAD Calculations 5 Virginia Runoff Reduction Method Worksheet Summary 6 Stormwater Management Exhibit for Pond 1 7 Drainage Subbasin Map – Developed Condition, Flat Branch – Tributary to North Fork Rivanna River, UVA Research Park at North Fork Project Narrative: This project includes the construction of a new road behind the existing Hollymead Fire Station and connecting to Innovation Drive and includes associated utilities and site work. The Limits of disturbance is 4.66 acres. Water Quality: The current site is undeveloped. 4.66 acres of disturbed area was analyzed for water quality. There will be 1.02 lbs/year to be treated via manufactured treatment device. The remaining 0.27 lbs/yr of required nutrient credits area to be purchased from a DEQ- Approved Nutrient Credit Bank in Accordance with CA code 62.1-44.15:35. Water Quantity: The site is currently sloped terrain and streams that feed into a stream and wetlands. A portion of the disturbed area, on the eastern side of the project, drains to a large wet pond that was designed to handle stormwater quantity for the full build our of the research park. The western portion of the project drains to a dry pond designed to handle this area of disturbance. FORM LD 204STORMWATER INLET COMPUTATIONSSHEET 1 OF 2LD204PROJECTUVA Loop RoadDESIGNER:J.SANDERSDATE 8/27/2019CHECKED:J. SHOWALTERUNITSENGLISHINLETSag Inlets OnlyNUMBERTYPELENGTH (FT; M)STATIONDRAINAGE AREA (AC; HA)CCACAI (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)REMARKS104 DI-2C 8.000 0.105 0.68 0.0714Back/Lt.0.000'RIGHT 0.07 4 0.284 0 0.0101 0.0208 1.800 2.000 1.1111 0.0833 4.0048 3.50Back/Lt.0.105 0.68 0.0714Ahead/Rt.0.07 4 0.284 0Ahead/Rt.0.568 0.01018 0.568 0.921 0.166 0.4583 0.36 2.921 3.688 Weir Flow106 DI-2C 6.000 0.070 0.69 0.0483Back/Lt.0.000'RIGHT 0.05 4 0.192 0 0.3450 0.0208 0.802 2.000 2.4938 0.0833 4.0048 3.50Back/Lt.0 4 0 0Ahead/Rt.0.192 0.34506 0.192 0.507 0.166 0.4583 0.36 2.507 2.030 Weir Flow108 DI-2B 6 0.520 0.51 0.26520'RIGHT 0.27 4 1.06 0 1.060 0.0101 0.0208 5.328 2.000 0.3754 0.0833 4.0048 0.864 3.50 0.1458 0.1468 6.088 2.000 0.986 1.000 1.059 0.001 2.830110 DI-2C 8.000 0.340 0.75 0.255Back/Lt.0.000'RIGHT 0.26 4 1.02 0 0.0185 0.0208 4.193 2.000 0.477 0.0833 4.0048 3.50Back/Lt.0 4 0 0Ahead/Rt.1.020 0.01858 1.020 1.360 0.166 0.4583 0.36 3.360 5.450 Weir Flow112 DI-2B 6 0.160 0.73 0.11680.000'RIGHT 0.12 4 0.468 0 0.468 0.0270 0.0208 1.805 2.000 1.108 0.0833 4.0048 1.000 3.50 0.1458 0.1666 5.375 2.000 1.1161.000 0.468 0.000 1.805122 DI-2C 14.000 0.660 0.41 0.2706Back/Lt.0.000'RIGHT 0.27 4 1.084 0 0.0124 0.0208 5.057 2.000 0.3955 0.0833 4.0048 3.50Back/Lt.0.660 0.41 0.2706Ahead/Rt.0.27 4 1.084 0Ahead/Rt.2.168 0.012414 2.168 1.703 0.166 0.4583 0.36 3.703 6.824 Weir Flow202 DI-2C 12.000 0.325 0.54 0.1755Back/Lt.0.000'RIGHT 0.18 4 0.704 0 0.0057 0.0208 4.913 2.000 0.4071 0.0833 4.0048 3.50Back/Lt.0.325 0.54 0.1755Ahead/Rt.0.18 4 0.704 0Ahead/Rt.1.408 0.005712 1.408 1.384 0.166 0.4583 0.36 3.384 5.546 Weir Flow204 DI-2B 6 0.430 0.46 0.19780'RIGHT 0.2 4 0.792 0 0.792 0.0150 0.0208 3.714 2.000 0.5385 0.0833 4.0048 0.962 3.50 0.1458 0.1611 5.735 2.000 1.046 1.000 0.792 0.000 2.427206 DI-2B 6 0.170 0.65 0.11050.000'RIGHT 0.11 4 0.444 0 0.444 0.0150 0.0208 1.976 2.000 1.0121 0.0833 4.0048 1.000 3.50 0.1458 0.1666 4.407 2.000 1.361 1.000 0.444 0.000 1.975212 DI-2C 18.000 0.735 0.43 0.3161Back/Lt.0.000'RIGHT 0.32 4 1.264 0 0.0100 0.0208 5.955 2.000 0.3359 0.0833 4.0048 3.50Back/Lt.0.735 0.43 0.3161Ahead/Rt.0.32 4 1.264 0Ahead/Rt.2.528 0.010018 2.528 1.646 0.166 0.4583 0.36 3.646 6.595 Weir FlowINLETSOFT BY ENSOFTECDATE: 8/27/2019 FORM LD 204STORMWATER INLET COMPUTATIONSSHEET 2 OF 2LD204PROJECTUVA Loop RoadDESIGNER:J.SANDERSDATE 8/27/2019CHECKED:J. SHOWALTERUNITSENGLISHINLETSag Inlets OnlyNUMBERTYPELENGTH (FT; M)STATIONDRAINAGE AREA (AC; HA)CCACAI (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)REMARKS402 DI-3B 6.000 0.300 0.42 0.1260'RIGHT 0.13 4 0.504 0 0.504 0.0100 0.0208 2.919 2.000 0.68520.0833 4.0048 0.991 3.50 0.1458 0.1653 4.136 6.000 1.451 1.000 0.504 0.000 2.229INLETSOFT BY ENSOFTECDATE: 8/27/2019 LD-229PROJECT:UVA Loop RoadDesigned by: J.SANDERSSTORM SEWER DESIGN COMPUTATIONSLOCATION: CharlottesvilleCOUNTY: CharlottesvilleChecked by: J. SHOWALTERSTORM FREQUENCY10NOAA STATION:UNITSENGLISHDRAIN. RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE SHAPE Number Capacity Friction NORMAL FLOW FLOWPIPE 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 TIMENO. REFERENCE STA. REFERENCE STA. "A" "C" MENT ULATED TIMEEND END Span/Rise)Flow, dn Flow, An REMARKSAcre Minutes In/Hr CFS CFS Ft. Ft./Ft. In. CFS Ft./Ft. Ft. SqFt Ft. Ft/Sec Ft. Sec.(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15)(16) (17) (18)101 102 1000.00 0.00 1.71 10.94 5.08 0.00 8.95 570.28 569.56 16.58 0.04343 18Circular1 21.89 0.00760 0.67 0.76 0.35 11.77 2.82 1.41103 104 1020.21 0.68 0.14 1.71 10.81 5.11 0.00 8.95 570.29 569.78 51.10 0.00998 18Circular1 10.49 0.00760 1.07 1.34 0.45 6.67 1.76 7.66105 106 1040.07 0.69 0.05 1.57 10.53 5.16 0.00 8.23 572.43 570.90 121.960.01255 18Circular1 11.77 0.00640 0.92 1.14 0.42 7.20 1.73 16.93107 108 1060.52 0.51 0.27 1.52 10.33 5.20 0.00 7.98 573.59 572.53 84.59 0.01253 18Circular1 11.76 0.00600 0.91 1.12 0.42 7.15 1.70 11.83109 110 1080.34 0.75 0.26 1.26 10.26 5.21 0.00 6.60 574.04 573.69 27.86 0.01256 18Circular1 11.77 0.00410 0.80 0.96 0.39 6.85 1.53 4.07111 112 1100.16 0.73 0.12 1.00 10.08 5.25 0.00 5.28 576.88 574.27 95.03 0.02747 15Circular1 10.71 0.00700 0.62 0.61 0.31 8.69 1.79 10.93113 114 1122.46 0.36 0.89 0.89 10.00 5.26 0.00 4.66 577.25 576.98 27.15 0.00994 15Circular1 6.44 0.00540 0.79 0.82 0.36 5.72 1.30 4.75121 122 1041.32 0.41 0.54 0.54 5.00 6.54 0.00 3.55 570.67 570.39 24.34 0.01150 15Circular1 6.93 0.00310 0.63 0.62 0.32 5.68 1.13 4.29201 202 2000.65 0.54 0.35 1.29 6.15 6.18 0.00 7.99 566.40 566.00 41.68 0.00960 18Circular1 10.29 0.00600 0.99 1.24 0.44 6.43 1.64 6.48203 204 2020.43 0.46 0.20 0.31 5.11 6.50 0.00 2.01 569.42 566.50 292.45 0.00998 15Circular1 6.45 0.00100 0.48 0.43 0.26 4.65 0.82 62.93205 206 2040.17 0.65 0.11 0.11 5.00 6.54 0.00 0.73 569.80 569.52 23.42 0.01196 15Circular1 7.07 0.00010 0.27 0.20 0.16 3.71 0.49 6.31211 212 2021.47 0.43 0.63 0.63 5.00 6.54 0.00 4.14 566.78 566.50 24.33 0.01151 15Circular1 6.93 0.00430 0.70 0.70 0.33 5.90 1.24 4.13401 402 4000.30 0.42 0.13 0.13 5.00 6.54 0.00 0.82 586.02 581.70 63.97 0.06753 15Circular1 16.79 0.00020 0.19 0.12 0.12 7.10 0.97 9.02 LD-347PROJECT:UVA Loop RoadDESIGNED BY: J.SANDERSHYDRAULIC GRADE LINE ANALYSISChecked: J. SHOWALTERINCIDENCE PROBABILITY 10 YearINVERT DEPTH OUTLET DIA. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSSAdj. Ht Inlet Inlet Top of MHINLET 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*2/2g0.35*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)100571.700102 569.560 1.50 571.700 18 8.954 16.58 0.00760 0.126 11.7670.538 6.670 0.691 0.242 0.0 0.00 0.000 0.779 0.000 0.779 YES 0.390 0.516 572.216 573.750 O.K.104 569.780 1.50 572.216 18 8.954 51.10 0.00760 0.388 6.670 0.173 7.204 0.806 0.282 0.0 0.00 0.000 0.455 0.725 0.455 YES 0.227 0.616 572.831 575.960 O.K.106 570.900 1.50 572.831 18 8.229 121.96 0.00642 0.782 7.2040.201 7.152 0.794 0.278 0.0 0.00 0.000 0.479 0.248 0.479 YES 0.240 1.022 573.853 579.590 O.K.108 572.530 1.50 573.853 18 7.981 84.59 0.00603 0.510 7.152 0.199 6.853 0.729 0.255 0.0 0.00 0.000 0.454 1.377 0.454 YES 0.227 0.737 574.591 581.150 O.K.110 573.690 1.50 574.890 18 6.604 27.86 0.00413 0.115 6.853 0.182 8.693 1.173 0.411 0.0 0.00 0.000 0.593 1.329 0.771 YES 0.385 0.501 575.391 581.150 O.K.112 574.270 1.25 575.391 15 5.275 95.03 0.00697 0.662 8.693 0.293 5.719 0.508 0.178 0.0 0.00 0.000 0.471 0.614 0.471 YES 0.236 0.898 577.500 583.030 O.K.114 576.980 1.25 577.980 15 4.661 27.15 0.00544 0.148 5.719 0.127 0.000 0.000 0.000 0.0 0.00 0.000 0.127 0.000 0.127 YES 0.063 0.211 578.191 578.620 O.K.122 570.390 1.25 572.831 15 3.546 24.34 0.00315 0.077 5.678 0.125 0.000 0.000 0.000 0.0 0.00 0.000 0.125 3.546 0.163 YES 0.081 0.158 572.989 575.960 O.K.200567.500202 566.000 1.50 567.500 18 7.987 41.68 0.00604 0.252 6.434 0.161 5.895 0.540 0.189 0.0 0.00 0.000 0.350 2.174 0.454 YES 0.227 0.479 567.979 572.080 O.K.204 566.500 1.25 567.979 15 2.014 292.45 0.00102 0.297 4.6470.084 3.713 0.214 0.075 0.0 0.00 0.000 0.159 1.287 0.206 YES 0.103 0.400 569.899 575.770 O.K.206 569.520 1.25 570.520 15 0.726 23.42 0.00013 0.003 3.713 0.054 0.000 0.000 0.000 0.0 0.00 0.000 0.054 0.726 0.070 YES 0.035 0.038 570.558 575.770 O.K.212 566.500 1.25 567.979 15 4.135 24.33 0.00428 0.104 5.895 0.135 0.000 0.000 0.000 0.0 0.00 0.000 0.135 4.135 0.175 YES 0.088 0.192 568.171 572.080 O.K. 1S Pre Developed in LOD 3S Post Developed in LOD 5S Undisturbed Offsite 8S Undisturbed Offsite 9S Unrouted 9P Dry Pond 6L Pre Area to the Southeast 7L Post Area to the Southeast Routing Diagram for Loop Road Stormwater Management Prepared by Timmons Group, Printed 8/22/2019 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 2HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre Developed in LOD Runoff = 0.77 cfs @ 12.09 hrs, Volume= 0.062 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.97" Area (ac) CN Description 2.470 61 >75% Grass cover, Good, HSG B * 0.030 98 Paved parking, HSG B 2.500 61 Weighted Average 2.470 98.80% Pervious Area 0.030 1.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment 1S: Pre Developed in LOD Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Year Rainfall=2.97" Runoff Area=2.500 ac Runoff Volume=0.062 af Runoff Depth>0.30" Tc=12.6 min CN=61 0.77 cfs Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 3HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: Pre Developed in LOD Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.19 0.00 0.00 5.25 0.20 0.00 0.00 5.50 0.21 0.00 0.00 5.75 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.25 0.25 0.00 0.00 6.50 0.27 0.00 0.00 6.75 0.28 0.00 0.00 7.00 0.29 0.00 0.00 7.25 0.31 0.00 0.00 7.50 0.32 0.00 0.00 7.75 0.34 0.00 0.00 8.00 0.36 0.00 0.00 8.25 0.37 0.00 0.00 8.50 0.39 0.00 0.00 8.75 0.41 0.00 0.00 9.00 0.44 0.00 0.00 9.25 0.46 0.00 0.00 9.50 0.48 0.00 0.00 9.75 0.51 0.00 0.00 10.00 0.54 0.00 0.00 10.25 0.57 0.00 0.00 10.50 0.61 0.00 0.00 10.75 0.65 0.00 0.00 11.00 0.70 0.00 0.00 11.25 0.76 0.00 0.00 11.50 0.84 0.00 0.00 11.75 1.15 0.00 0.00 12.00 1.97 0.07 0.45 12.25 2.10 0.09 0.39 12.50 2.18 0.11 0.22 12.75 2.24 0.13 0.15 13.00 2.29 0.14 0.13 13.25 2.34 0.15 0.12 13.50 2.37 0.16 0.10 13.75 2.41 0.17 0.09 14.00 2.44 0.18 0.09 14.25 2.46 0.18 0.08 14.50 2.49 0.19 0.08 14.75 2.51 0.20 0.07 15.00 2.53 0.21 0.07 15.25 2.56 0.21 0.07 15.50 2.58 0.22 0.06 15.75 2.60 0.23 0.06 16.00 2.61 0.23 0.06 16.25 2.63 0.24 0.05 16.50 2.65 0.24 0.05 16.75 2.66 0.25 0.05 17.00 2.68 0.25 0.05 17.25 2.69 0.26 0.05 17.50 2.71 0.26 0.05 17.75 2.72 0.27 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 2.74 0.27 0.05 18.25 2.75 0.27 0.05 18.50 2.76 0.28 0.04 18.75 2.77 0.28 0.04 19.00 2.79 0.29 0.04 19.25 2.80 0.29 0.04 19.50 2.81 0.29 0.04 19.75 2.82 0.30 0.04 20.00 2.83 0.30 0.04 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 4HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post Developed in LOD Runoff = 2.92 cfs @ 11.98 hrs, Volume= 0.127 af, Depth> 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.97" Area (ac) CN Description 1.000 61 >75% Grass cover, Good, HSG B 0.700 98 Paved parking, HSG B 1.700 76 Weighted Average 1.000 58.82% Pervious Area 0.700 41.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Post Developed in LOD Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 1 Year Rainfall=2.97" Runoff Area=1.700 ac Runoff Volume=0.127 af Runoff Depth>0.90" Tc=6.0 min CN=76 2.92 cfs Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 5HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Post Developed in LOD Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.19 0.00 0.00 5.25 0.20 0.00 0.00 5.50 0.21 0.00 0.00 5.75 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.25 0.25 0.00 0.00 6.50 0.27 0.00 0.00 6.75 0.28 0.00 0.00 7.00 0.29 0.00 0.00 7.25 0.31 0.00 0.00 7.50 0.32 0.00 0.00 7.75 0.34 0.00 0.00 8.00 0.36 0.00 0.00 8.25 0.37 0.00 0.00 8.50 0.39 0.00 0.00 8.75 0.41 0.00 0.00 9.00 0.44 0.00 0.00 9.25 0.46 0.00 0.00 9.50 0.48 0.00 0.00 9.75 0.51 0.00 0.00 10.00 0.54 0.00 0.00 10.25 0.57 0.00 0.00 10.50 0.61 0.00 0.00 10.75 0.65 0.00 0.00 11.00 0.70 0.00 0.01 11.25 0.76 0.01 0.03 11.50 0.84 0.01 0.06 11.75 1.15 0.07 0.50 12.00 1.97 0.40 2.83 12.25 2.10 0.46 0.45 12.50 2.18 0.51 0.30 12.75 2.24 0.54 0.22 13.00 2.29 0.57 0.19 13.25 2.34 0.60 0.17 13.50 2.37 0.62 0.15 13.75 2.41 0.64 0.13 14.00 2.44 0.66 0.12 14.25 2.46 0.67 0.11 14.50 2.49 0.69 0.10 14.75 2.51 0.70 0.10 15.00 2.53 0.72 0.10 15.25 2.56 0.73 0.09 15.50 2.58 0.74 0.09 15.75 2.60 0.75 0.08 16.00 2.61 0.76 0.07 16.25 2.63 0.77 0.07 16.50 2.65 0.79 0.07 16.75 2.66 0.80 0.07 17.00 2.68 0.80 0.07 17.25 2.69 0.81 0.06 17.50 2.71 0.82 0.06 17.75 2.72 0.83 0.06 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 2.74 0.84 0.06 18.25 2.75 0.85 0.06 18.50 2.76 0.86 0.06 18.75 2.77 0.87 0.05 19.00 2.79 0.87 0.05 19.25 2.80 0.88 0.05 19.50 2.81 0.89 0.05 19.75 2.82 0.89 0.05 20.00 2.83 0.90 0.04 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 6HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Undisturbed Offsite Runoff = 0.96 cfs @ 12.09 hrs, Volume= 0.077 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.97" Area (ac) CN Description 3.100 61 >75% Grass cover, Good, HSG B 0.000 98 Paved parking, HSG B 3.100 61 Weighted Average 3.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.59" 3.3 380 0.1000 1.90 Shallow Concentrated Flow, Kv= 6.0 fps 12.6 480 Total Subcatchment 5S: Undisturbed Offsite Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 1 Year Rainfall=2.97" Runoff Area=3.100 ac Runoff Volume=0.077 af Runoff Depth>0.30" Flow Length=480' Tc=12.6 min CN=61 0.96 cfs Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 7HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 5S: Undisturbed Offsite Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.19 0.00 0.00 5.25 0.20 0.00 0.00 5.50 0.21 0.00 0.00 5.75 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.25 0.25 0.00 0.00 6.50 0.27 0.00 0.00 6.75 0.28 0.00 0.00 7.00 0.29 0.00 0.00 7.25 0.31 0.00 0.00 7.50 0.32 0.00 0.00 7.75 0.34 0.00 0.00 8.00 0.36 0.00 0.00 8.25 0.37 0.00 0.00 8.50 0.39 0.00 0.00 8.75 0.41 0.00 0.00 9.00 0.44 0.00 0.00 9.25 0.46 0.00 0.00 9.50 0.48 0.00 0.00 9.75 0.51 0.00 0.00 10.00 0.54 0.00 0.00 10.25 0.57 0.00 0.00 10.50 0.61 0.00 0.00 10.75 0.65 0.00 0.00 11.00 0.70 0.00 0.00 11.25 0.76 0.00 0.00 11.50 0.84 0.00 0.00 11.75 1.15 0.00 0.00 12.00 1.97 0.07 0.56 12.25 2.10 0.09 0.48 12.50 2.18 0.11 0.27 12.75 2.24 0.13 0.19 13.00 2.29 0.14 0.16 13.25 2.34 0.15 0.14 13.50 2.37 0.16 0.13 13.75 2.41 0.17 0.12 14.00 2.44 0.18 0.11 14.25 2.46 0.18 0.10 14.50 2.49 0.19 0.09 14.75 2.51 0.20 0.09 15.00 2.53 0.21 0.09 15.25 2.56 0.21 0.08 15.50 2.58 0.22 0.08 15.75 2.60 0.23 0.08 16.00 2.61 0.23 0.07 16.25 2.63 0.24 0.07 16.50 2.65 0.24 0.07 16.75 2.66 0.25 0.06 17.00 2.68 0.25 0.06 17.25 2.69 0.26 0.06 17.50 2.71 0.26 0.06 17.75 2.72 0.27 0.06 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 2.74 0.27 0.06 18.25 2.75 0.27 0.06 18.50 2.76 0.28 0.05 18.75 2.77 0.28 0.05 19.00 2.79 0.29 0.05 19.25 2.80 0.29 0.05 19.50 2.81 0.29 0.05 19.75 2.82 0.30 0.05 20.00 2.83 0.30 0.04 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 8HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Undisturbed Offsite Runoff = 0.96 cfs @ 12.09 hrs, Volume= 0.077 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.97" Area (ac) CN Description 3.100 61 Pasture/grassland/range, Good, HSG B 0.000 98 Paved parking, HSG B 3.100 61 Weighted Average 3.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.59" 3.3 380 0.1000 1.90 Shallow Concentrated Flow, Kv= 6.0 fps 12.6 480 Total Subcatchment 8S: Undisturbed Offsite Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 1 Year Rainfall=2.97" Runoff Area=3.100 ac Runoff Volume=0.077 af Runoff Depth>0.30" Flow Length=480' Tc=12.6 min CN=61 0.96 cfs Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 9HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 8S: Undisturbed Offsite Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.19 0.00 0.00 5.25 0.20 0.00 0.00 5.50 0.21 0.00 0.00 5.75 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.25 0.25 0.00 0.00 6.50 0.27 0.00 0.00 6.75 0.28 0.00 0.00 7.00 0.29 0.00 0.00 7.25 0.31 0.00 0.00 7.50 0.32 0.00 0.00 7.75 0.34 0.00 0.00 8.00 0.36 0.00 0.00 8.25 0.37 0.00 0.00 8.50 0.39 0.00 0.00 8.75 0.41 0.00 0.00 9.00 0.44 0.00 0.00 9.25 0.46 0.00 0.00 9.50 0.48 0.00 0.00 9.75 0.51 0.00 0.00 10.00 0.54 0.00 0.00 10.25 0.57 0.00 0.00 10.50 0.61 0.00 0.00 10.75 0.65 0.00 0.00 11.00 0.70 0.00 0.00 11.25 0.76 0.00 0.00 11.50 0.84 0.00 0.00 11.75 1.15 0.00 0.00 12.00 1.97 0.07 0.56 12.25 2.10 0.09 0.48 12.50 2.18 0.11 0.27 12.75 2.24 0.13 0.19 13.00 2.29 0.14 0.16 13.25 2.34 0.15 0.14 13.50 2.37 0.16 0.13 13.75 2.41 0.17 0.12 14.00 2.44 0.18 0.11 14.25 2.46 0.18 0.10 14.50 2.49 0.19 0.09 14.75 2.51 0.20 0.09 15.00 2.53 0.21 0.09 15.25 2.56 0.21 0.08 15.50 2.58 0.22 0.08 15.75 2.60 0.23 0.08 16.00 2.61 0.23 0.07 16.25 2.63 0.24 0.07 16.50 2.65 0.24 0.07 16.75 2.66 0.25 0.06 17.00 2.68 0.25 0.06 17.25 2.69 0.26 0.06 17.50 2.71 0.26 0.06 17.75 2.72 0.27 0.06 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 2.74 0.27 0.06 18.25 2.75 0.27 0.06 18.50 2.76 0.28 0.05 18.75 2.77 0.28 0.05 19.00 2.79 0.29 0.05 19.25 2.80 0.29 0.05 19.50 2.81 0.29 0.05 19.75 2.82 0.30 0.05 20.00 2.83 0.30 0.04 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 10HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Unrouted Runoff = 0.18 cfs @ 12.00 hrs, Volume= 0.010 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.97" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 0.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Unrouted Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 1 Year Rainfall=2.97" Runoff Area=0.400 ac Runoff Volume=0.010 af Runoff Depth>0.30" Tc=6.0 min CN=61 0.18 cfs Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 11HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 9S: Unrouted Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.19 0.00 0.00 5.25 0.20 0.00 0.00 5.50 0.21 0.00 0.00 5.75 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.25 0.25 0.00 0.00 6.50 0.27 0.00 0.00 6.75 0.28 0.00 0.00 7.00 0.29 0.00 0.00 7.25 0.31 0.00 0.00 7.50 0.32 0.00 0.00 7.75 0.34 0.00 0.00 8.00 0.36 0.00 0.00 8.25 0.37 0.00 0.00 8.50 0.39 0.00 0.00 8.75 0.41 0.00 0.00 9.00 0.44 0.00 0.00 9.25 0.46 0.00 0.00 9.50 0.48 0.00 0.00 9.75 0.51 0.00 0.00 10.00 0.54 0.00 0.00 10.25 0.57 0.00 0.00 10.50 0.61 0.00 0.00 10.75 0.65 0.00 0.00 11.00 0.70 0.00 0.00 11.25 0.76 0.00 0.00 11.50 0.84 0.00 0.00 11.75 1.15 0.00 0.00 12.00 1.97 0.07 0.18 12.25 2.10 0.09 0.04 12.50 2.18 0.11 0.03 12.75 2.24 0.13 0.02 13.00 2.29 0.14 0.02 13.25 2.34 0.15 0.02 13.50 2.37 0.16 0.02 13.75 2.41 0.17 0.01 14.00 2.44 0.18 0.01 14.25 2.46 0.18 0.01 14.50 2.49 0.19 0.01 14.75 2.51 0.20 0.01 15.00 2.53 0.21 0.01 15.25 2.56 0.21 0.01 15.50 2.58 0.22 0.01 15.75 2.60 0.23 0.01 16.00 2.61 0.23 0.01 16.25 2.63 0.24 0.01 16.50 2.65 0.24 0.01 16.75 2.66 0.25 0.01 17.00 2.68 0.25 0.01 17.25 2.69 0.26 0.01 17.50 2.71 0.26 0.01 17.75 2.72 0.27 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 2.74 0.27 0.01 18.25 2.75 0.27 0.01 18.50 2.76 0.28 0.01 18.75 2.77 0.28 0.01 19.00 2.79 0.29 0.01 19.25 2.80 0.29 0.01 19.50 2.81 0.29 0.01 19.75 2.82 0.30 0.01 20.00 2.83 0.30 0.01 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 12HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Pond 9P: Dry Pond Inflow Area = 4.800 ac, 14.58% Impervious, Inflow Depth > 0.51" for 1 Year event Inflow = 3.40 cfs @ 12.00 hrs, Volume= 0.205 af Outflow = 1.11 cfs @ 12.21 hrs, Volume= 0.199 af, Atten= 67%, Lag= 12.7 min Primary = 1.11 cfs @ 12.21 hrs, Volume= 0.199 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 569.11' @ 12.21 hrs Surf.Area= 2,170 sf Storage= 2,179 cf Plug-Flow detention time= 30.0 min calculated for 0.199 af (97% of inflow) Center-of-Mass det. time= 20.3 min ( 847.2 - 826.8 ) Volume Invert Avail.Storage Storage Description #1 568.00' 10,970 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 568.00 1,753 0 0 570.00 2,504 4,257 4,257 572.00 3,356 5,860 10,117 572.25 3,470 853 10,970 Device Routing Invert Outlet Devices #1 Primary 567.00'24.0" Round Culvert L= 52.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 567.00' / 566.51' S= 0.0094 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 568.00'4.7" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 569.30'24.0" W x 15.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 570.55'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.11 cfs @ 12.21 hrs HW=569.11' (Free Discharge) 1=Culvert (Passes 1.11 cfs of 16.92 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.11 cfs @ 4.60 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 13HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Pond 9P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=4.800 ac Peak Elev=569.11' Storage=2,179 cf 3.40 cfs 1.11 cfs Pond 9P: Dry Pond Primary Stage-Discharge Discharge (cfs) 35302520151050Elevation (feet)572 571 570 569 568 Orifice/Grate Orifice/Grate Orifice/Grate Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 14HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Pond 9P: Dry Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 10,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 Elevation (feet)572 571 570 569 568 Custom Stage Data Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 15HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: Dry Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 568.00 0.00 5.50 0.00 0 568.00 0.00 6.00 0.00 0 568.00 0.00 6.50 0.00 0 568.00 0.00 7.00 0.00 0 568.00 0.00 7.50 0.00 0 568.00 0.00 8.00 0.00 0 568.00 0.00 8.50 0.00 0 568.00 0.00 9.00 0.00 0 568.00 0.00 9.50 0.00 0 568.00 0.00 10.00 0.00 0 568.00 0.00 10.50 0.00 0 568.00 0.00 11.00 0.01 4 568.00 0.00 11.50 0.06 53 568.03 0.01 12.00 3.39 1,422 568.75 0.86 12.50 0.57 1,856 568.96 1.01 13.00 0.35 1,067 568.57 0.71 13.50 0.28 607 568.33 0.43 14.00 0.22 446 568.25 0.27 14.50 0.20 388 568.22 0.22 15.00 0.18 363 568.20 0.19 15.50 0.16 343 568.19 0.18 16.00 0.15 322 568.18 0.16 16.50 0.14 305 568.17 0.14 17.00 0.13 296 568.17 0.13 17.50 0.12 287 568.16 0.13 18.00 0.12 278 568.16 0.12 18.50 0.11 269 568.15 0.11 19.00 0.10 260 568.15 0.11 19.50 0.10 250 568.14 0.10 20.00 0.09 241 568.14 0.09 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 16HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Stage-Discharge for Pond 9P: Dry Pond Elevation (feet) Primary (cfs) 568.00 0.00 568.05 0.01 568.10 0.05 568.15 0.11 568.20 0.19 568.25 0.28 568.30 0.37 568.35 0.46 568.40 0.52 568.45 0.58 568.50 0.64 568.55 0.69 568.60 0.74 568.65 0.78 568.70 0.82 568.75 0.86 568.80 0.90 568.85 0.94 568.90 0.97 568.95 1.01 569.00 1.04 569.05 1.07 569.10 1.10 569.15 1.13 569.20 1.16 569.25 1.19 569.30 1.22 569.35 1.32 569.40 1.48 569.45 1.67 569.50 1.90 569.55 2.15 569.60 2.43 569.65 2.73 569.70 3.05 569.75 3.38 569.80 3.74 569.85 4.11 569.90 4.50 569.95 4.90 570.00 5.32 570.05 5.75 570.10 6.19 570.15 6.65 570.20 7.12 570.25 7.61 570.30 8.10 570.35 8.61 570.40 9.13 570.45 9.66 570.50 10.20 570.55 10.75 Elevation (feet) Primary (cfs) 570.60 11.54 570.65 12.51 570.70 13.62 570.75 14.83 570.80 16.13 570.85 17.52 570.90 18.99 570.95 20.53 571.00 22.13 571.05 23.80 571.10 25.53 571.15 27.32 571.20 29.17 571.25 31.07 571.30 31.81 571.35 32.10 571.40 32.38 571.45 32.66 571.50 32.93 571.55 33.21 571.60 33.48 571.65 33.75 571.70 34.02 571.75 34.28 571.80 34.55 571.85 34.81 571.90 35.07 571.95 35.32 572.00 35.58 572.05 35.83 572.10 36.09 572.15 36.34 572.20 36.59 572.25 36.83 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 17HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 9P: Dry Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 568.00 1,753 0 568.05 1,772 88 568.10 1,791 177 568.15 1,809 267 568.20 1,828 358 568.25 1,847 450 568.30 1,866 543 568.35 1,884 637 568.40 1,903 731 568.45 1,922 827 568.50 1,941 923 568.55 1,960 1,021 568.60 1,978 1,119 568.65 1,997 1,219 568.70 2,016 1,319 568.75 2,035 1,420 568.80 2,053 1,523 568.85 2,072 1,626 568.90 2,091 1,730 568.95 2,110 1,835 569.00 2,129 1,941 569.05 2,147 2,048 569.10 2,166 2,155 569.15 2,185 2,264 569.20 2,204 2,374 569.25 2,222 2,485 569.30 2,241 2,596 569.35 2,260 2,709 569.40 2,279 2,822 569.45 2,297 2,937 569.50 2,316 3,052 569.55 2,335 3,168 569.60 2,354 3,285 569.65 2,373 3,404 569.70 2,391 3,523 569.75 2,410 3,643 569.80 2,429 3,764 569.85 2,448 3,886 569.90 2,466 4,008 569.95 2,485 4,132 570.00 2,504 4,257 570.05 2,525 4,383 570.10 2,547 4,510 570.15 2,568 4,637 570.20 2,589 4,766 570.25 2,611 4,896 570.30 2,632 5,027 570.35 2,653 5,159 570.40 2,674 5,293 570.45 2,696 5,427 570.50 2,717 5,562 570.55 2,738 5,699 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 570.60 2,760 5,836 570.65 2,781 5,975 570.70 2,802 6,114 570.75 2,824 6,255 570.80 2,845 6,397 570.85 2,866 6,539 570.90 2,887 6,683 570.95 2,909 6,828 571.00 2,930 6,974 571.05 2,951 7,121 571.10 2,973 7,269 571.15 2,994 7,418 571.20 3,015 7,569 571.25 3,037 7,720 571.30 3,058 7,872 571.35 3,079 8,026 571.40 3,100 8,180 571.45 3,122 8,336 571.50 3,143 8,492 571.55 3,164 8,650 571.60 3,186 8,809 571.65 3,207 8,968 571.70 3,228 9,129 571.75 3,250 9,291 571.80 3,271 9,454 571.85 3,292 9,618 571.90 3,313 9,784 571.95 3,335 9,950 572.00 3,356 10,117 572.05 3,379 10,285 572.10 3,402 10,455 572.15 3,424 10,626 572.20 3,447 10,797 572.25 3,470 10,970 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 18HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Link 6L: Pre Area to the Southeast Inflow Area = 5.600 ac, 0.54% Impervious, Inflow Depth > 0.30" for 1 Year event Inflow = 1.74 cfs @ 12.09 hrs, Volume= 0.140 af Primary = 1.74 cfs @ 12.09 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 6L: Pre Area to the Southeast Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=5.600 ac 1.74 cfs 1.74 cfs Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 19HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Link 6L: Pre Area to the Southeast Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.50 0.00 0.00 0.00 5.75 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 6.50 0.00 0.00 0.00 6.75 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.25 0.00 0.00 0.00 7.50 0.00 0.00 0.00 7.75 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.25 0.00 0.00 0.00 8.50 0.00 0.00 0.00 8.75 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.25 0.00 0.00 0.00 9.50 0.00 0.00 0.00 9.75 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.25 0.00 0.00 0.00 10.50 0.00 0.00 0.00 10.75 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.25 0.00 0.00 0.00 11.50 0.00 0.00 0.00 11.75 0.00 0.00 0.00 12.00 1.01 0.00 1.01 12.25 0.87 0.00 0.87 12.50 0.49 0.00 0.49 12.75 0.34 0.00 0.34 13.00 0.29 0.00 0.29 13.25 0.26 0.00 0.26 13.50 0.23 0.00 0.23 13.75 0.21 0.00 0.21 14.00 0.19 0.00 0.19 14.25 0.18 0.00 0.18 14.50 0.17 0.00 0.17 14.75 0.16 0.00 0.16 15.00 0.16 0.00 0.16 15.25 0.15 0.00 0.15 15.50 0.14 0.00 0.14 15.75 0.14 0.00 0.14 16.00 0.13 0.00 0.13 16.25 0.12 0.00 0.12 16.50 0.12 0.00 0.12 16.75 0.12 0.00 0.12 17.00 0.11 0.00 0.11 17.25 0.11 0.00 0.11 17.50 0.11 0.00 0.11 17.75 0.11 0.00 0.11 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 18.00 0.10 0.00 0.10 18.25 0.10 0.00 0.10 18.50 0.10 0.00 0.10 18.75 0.10 0.00 0.10 19.00 0.09 0.00 0.09 19.25 0.09 0.00 0.09 19.50 0.09 0.00 0.09 19.75 0.08 0.00 0.08 20.00 0.08 0.00 0.08 Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 20HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Link 7L: Post Area to the Southeast Inflow Area = 5.200 ac, 13.46% Impervious, Inflow Depth > 0.48" for 1 Year event Inflow = 1.16 cfs @ 12.18 hrs, Volume= 0.209 af Primary = 1.16 cfs @ 12.18 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 7L: Post Area to the Southeast Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=5.200 ac 1.16 cfs 1.16 cfs Type II 24-hr 1 Year Rainfall=2.97"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 21HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Link 7L: Post Area to the Southeast Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.50 0.00 0.00 0.00 5.75 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 6.50 0.00 0.00 0.00 6.75 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.25 0.00 0.00 0.00 7.50 0.00 0.00 0.00 7.75 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.25 0.00 0.00 0.00 8.50 0.00 0.00 0.00 8.75 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.25 0.00 0.00 0.00 9.50 0.00 0.00 0.00 9.75 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.25 0.00 0.00 0.00 10.50 0.00 0.00 0.00 10.75 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.25 0.00 0.00 0.00 11.50 0.01 0.00 0.01 11.75 0.07 0.00 0.07 12.00 1.04 0.00 1.04 12.25 1.15 0.00 1.15 12.50 1.04 0.00 1.04 12.75 0.89 0.00 0.89 13.00 0.73 0.00 0.73 13.25 0.58 0.00 0.58 13.50 0.45 0.00 0.45 13.75 0.34 0.00 0.34 14.00 0.29 0.00 0.29 14.25 0.25 0.00 0.25 14.50 0.23 0.00 0.23 14.75 0.22 0.00 0.22 15.00 0.20 0.00 0.20 15.25 0.20 0.00 0.20 15.50 0.19 0.00 0.19 15.75 0.18 0.00 0.18 16.00 0.17 0.00 0.17 16.25 0.16 0.00 0.16 16.50 0.15 0.00 0.15 16.75 0.15 0.00 0.15 17.00 0.14 0.00 0.14 17.25 0.14 0.00 0.14 17.50 0.14 0.00 0.14 17.75 0.13 0.00 0.13 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 18.00 0.13 0.00 0.13 18.25 0.13 0.00 0.13 18.50 0.12 0.00 0.12 18.75 0.12 0.00 0.12 19.00 0.11 0.00 0.11 19.25 0.11 0.00 0.11 19.50 0.11 0.00 0.11 19.75 0.10 0.00 0.10 20.00 0.10 0.00 0.10 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 22HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre Developed in LOD Runoff = 5.42 cfs @ 12.06 hrs, Volume= 0.304 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=5.42" Area (ac) CN Description 2.470 61 >75% Grass cover, Good, HSG B * 0.030 98 Paved parking, HSG B 2.500 61 Weighted Average 2.470 98.80% Pervious Area 0.030 1.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment 1S: Pre Developed in LOD Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 10 Year Rainfall=5.42" Runoff Area=2.500 ac Runoff Volume=0.304 af Runoff Depth>1.46" Tc=12.6 min CN=61 5.42 cfs Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 23HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: Pre Developed in LOD Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.34 0.00 0.00 5.25 0.36 0.00 0.00 5.50 0.39 0.00 0.00 5.75 0.41 0.00 0.00 6.00 0.43 0.00 0.00 6.25 0.46 0.00 0.00 6.50 0.48 0.00 0.00 6.75 0.51 0.00 0.00 7.00 0.54 0.00 0.00 7.25 0.56 0.00 0.00 7.50 0.59 0.00 0.00 7.75 0.62 0.00 0.00 8.00 0.65 0.00 0.00 8.25 0.68 0.00 0.00 8.50 0.72 0.00 0.00 8.75 0.76 0.00 0.00 9.00 0.80 0.00 0.00 9.25 0.84 0.00 0.00 9.50 0.88 0.00 0.00 9.75 0.93 0.00 0.00 10.00 0.98 0.00 0.00 10.25 1.04 0.00 0.00 10.50 1.11 0.00 0.00 10.75 1.18 0.00 0.00 11.00 1.27 0.00 0.00 11.25 1.39 0.00 0.01 11.50 1.53 0.01 0.06 11.75 2.10 0.09 0.46 12.00 3.59 0.62 4.63 12.25 3.83 0.73 1.99 12.50 3.98 0.80 0.92 12.75 4.09 0.86 0.61 13.00 4.18 0.91 0.51 13.25 4.26 0.95 0.43 13.50 4.33 0.99 0.38 13.75 4.39 1.02 0.34 14.00 4.44 1.05 0.31 14.25 4.49 1.08 0.28 14.50 4.54 1.10 0.27 14.75 4.58 1.13 0.25 15.00 4.63 1.15 0.24 15.25 4.67 1.17 0.23 15.50 4.70 1.19 0.22 15.75 4.74 1.21 0.21 16.00 4.77 1.23 0.19 16.25 4.80 1.25 0.18 16.50 4.83 1.27 0.18 16.75 4.86 1.29 0.17 17.00 4.89 1.30 0.17 17.25 4.91 1.32 0.16 17.50 4.94 1.33 0.16 17.75 4.97 1.35 0.16 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 4.99 1.36 0.15 18.25 5.02 1.38 0.15 18.50 5.04 1.39 0.14 18.75 5.06 1.41 0.14 19.00 5.08 1.42 0.13 19.25 5.10 1.43 0.13 19.50 5.12 1.44 0.12 19.75 5.14 1.46 0.12 20.00 5.16 1.47 0.11 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 24HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post Developed in LOD Runoff = 8.42 cfs @ 11.97 hrs, Volume= 0.377 af, Depth> 2.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=5.42" Area (ac) CN Description 1.000 61 >75% Grass cover, Good, HSG B 0.700 98 Paved parking, HSG B 1.700 76 Weighted Average 1.000 58.82% Pervious Area 0.700 41.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Post Developed in LOD Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Year Rainfall=5.42" Runoff Area=1.700 ac Runoff Volume=0.377 af Runoff Depth>2.66" Tc=6.0 min CN=76 8.42 cfs Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 25HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Post Developed in LOD Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.34 0.00 0.00 5.25 0.36 0.00 0.00 5.50 0.39 0.00 0.00 5.75 0.41 0.00 0.00 6.00 0.43 0.00 0.00 6.25 0.46 0.00 0.00 6.50 0.48 0.00 0.00 6.75 0.51 0.00 0.00 7.00 0.54 0.00 0.00 7.25 0.56 0.00 0.00 7.50 0.59 0.00 0.00 7.75 0.62 0.00 0.00 8.00 0.65 0.00 0.00 8.25 0.68 0.00 0.01 8.50 0.72 0.00 0.01 8.75 0.76 0.00 0.02 9.00 0.80 0.01 0.03 9.25 0.84 0.01 0.03 9.50 0.88 0.02 0.04 9.75 0.93 0.03 0.05 10.00 0.98 0.03 0.06 10.25 1.04 0.05 0.08 10.50 1.11 0.06 0.11 10.75 1.18 0.08 0.14 11.00 1.27 0.11 0.19 11.25 1.39 0.15 0.27 11.50 1.53 0.20 0.39 11.75 2.10 0.46 2.17 12.00 3.59 1.43 8.05 12.25 3.83 1.61 1.17 12.50 3.98 1.73 0.76 12.75 4.09 1.81 0.56 13.00 4.18 1.88 0.47 13.25 4.26 1.94 0.41 13.50 4.33 2.00 0.36 13.75 4.39 2.04 0.32 14.00 4.44 2.09 0.29 14.25 4.49 2.12 0.27 14.50 4.54 2.16 0.25 14.75 4.58 2.20 0.24 15.00 4.63 2.23 0.23 15.25 4.67 2.26 0.22 15.50 4.70 2.29 0.20 15.75 4.74 2.32 0.19 16.00 4.77 2.35 0.18 16.25 4.80 2.37 0.17 16.50 4.83 2.40 0.17 16.75 4.86 2.42 0.16 17.00 4.89 2.44 0.16 17.25 4.91 2.47 0.15 17.50 4.94 2.49 0.15 17.75 4.97 2.51 0.14 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 4.99 2.53 0.14 18.25 5.02 2.55 0.13 18.50 5.04 2.57 0.13 18.75 5.06 2.59 0.13 19.00 5.08 2.60 0.12 19.25 5.10 2.62 0.12 19.50 5.12 2.64 0.11 19.75 5.14 2.65 0.11 20.00 5.16 2.67 0.10 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 26HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Undisturbed Offsite Runoff = 6.72 cfs @ 12.06 hrs, Volume= 0.377 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=5.42" Area (ac) CN Description 3.100 61 >75% Grass cover, Good, HSG B 0.000 98 Paved parking, HSG B 3.100 61 Weighted Average 3.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.59" 3.3 380 0.1000 1.90 Shallow Concentrated Flow, Kv= 6.0 fps 12.6 480 Total Subcatchment 5S: Undisturbed Offsite Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 10 Year Rainfall=5.42" Runoff Area=3.100 ac Runoff Volume=0.377 af Runoff Depth>1.46" Flow Length=480' Tc=12.6 min CN=61 6.72 cfs Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 27HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 5S: Undisturbed Offsite Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.34 0.00 0.00 5.25 0.36 0.00 0.00 5.50 0.39 0.00 0.00 5.75 0.41 0.00 0.00 6.00 0.43 0.00 0.00 6.25 0.46 0.00 0.00 6.50 0.48 0.00 0.00 6.75 0.51 0.00 0.00 7.00 0.54 0.00 0.00 7.25 0.56 0.00 0.00 7.50 0.59 0.00 0.00 7.75 0.62 0.00 0.00 8.00 0.65 0.00 0.00 8.25 0.68 0.00 0.00 8.50 0.72 0.00 0.00 8.75 0.76 0.00 0.00 9.00 0.80 0.00 0.00 9.25 0.84 0.00 0.00 9.50 0.88 0.00 0.00 9.75 0.93 0.00 0.00 10.00 0.98 0.00 0.00 10.25 1.04 0.00 0.00 10.50 1.11 0.00 0.00 10.75 1.18 0.00 0.00 11.00 1.27 0.00 0.00 11.25 1.39 0.00 0.01 11.50 1.53 0.01 0.08 11.75 2.10 0.09 0.57 12.00 3.59 0.62 5.74 12.25 3.83 0.73 2.47 12.50 3.98 0.80 1.15 12.75 4.09 0.86 0.75 13.00 4.18 0.91 0.63 13.25 4.26 0.95 0.54 13.50 4.33 0.99 0.48 13.75 4.39 1.02 0.42 14.00 4.44 1.05 0.38 14.25 4.49 1.08 0.35 14.50 4.54 1.10 0.33 14.75 4.58 1.13 0.32 15.00 4.63 1.15 0.30 15.25 4.67 1.17 0.29 15.50 4.70 1.19 0.27 15.75 4.74 1.21 0.26 16.00 4.77 1.23 0.24 16.25 4.80 1.25 0.23 16.50 4.83 1.27 0.22 16.75 4.86 1.29 0.22 17.00 4.89 1.30 0.21 17.25 4.91 1.32 0.20 17.50 4.94 1.33 0.20 17.75 4.97 1.35 0.19 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 4.99 1.36 0.19 18.25 5.02 1.38 0.18 18.50 5.04 1.39 0.18 18.75 5.06 1.41 0.17 19.00 5.08 1.42 0.16 19.25 5.10 1.43 0.16 19.50 5.12 1.44 0.15 19.75 5.14 1.46 0.15 20.00 5.16 1.47 0.14 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 28HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Undisturbed Offsite Runoff = 6.72 cfs @ 12.06 hrs, Volume= 0.377 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=5.42" Area (ac) CN Description 3.100 61 Pasture/grassland/range, Good, HSG B 0.000 98 Paved parking, HSG B 3.100 61 Weighted Average 3.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.59" 3.3 380 0.1000 1.90 Shallow Concentrated Flow, Kv= 6.0 fps 12.6 480 Total Subcatchment 8S: Undisturbed Offsite Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 10 Year Rainfall=5.42" Runoff Area=3.100 ac Runoff Volume=0.377 af Runoff Depth>1.46" Flow Length=480' Tc=12.6 min CN=61 6.72 cfs Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 29HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 8S: Undisturbed Offsite Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.34 0.00 0.00 5.25 0.36 0.00 0.00 5.50 0.39 0.00 0.00 5.75 0.41 0.00 0.00 6.00 0.43 0.00 0.00 6.25 0.46 0.00 0.00 6.50 0.48 0.00 0.00 6.75 0.51 0.00 0.00 7.00 0.54 0.00 0.00 7.25 0.56 0.00 0.00 7.50 0.59 0.00 0.00 7.75 0.62 0.00 0.00 8.00 0.65 0.00 0.00 8.25 0.68 0.00 0.00 8.50 0.72 0.00 0.00 8.75 0.76 0.00 0.00 9.00 0.80 0.00 0.00 9.25 0.84 0.00 0.00 9.50 0.88 0.00 0.00 9.75 0.93 0.00 0.00 10.00 0.98 0.00 0.00 10.25 1.04 0.00 0.00 10.50 1.11 0.00 0.00 10.75 1.18 0.00 0.00 11.00 1.27 0.00 0.00 11.25 1.39 0.00 0.01 11.50 1.53 0.01 0.08 11.75 2.10 0.09 0.57 12.00 3.59 0.62 5.74 12.25 3.83 0.73 2.47 12.50 3.98 0.80 1.15 12.75 4.09 0.86 0.75 13.00 4.18 0.91 0.63 13.25 4.26 0.95 0.54 13.50 4.33 0.99 0.48 13.75 4.39 1.02 0.42 14.00 4.44 1.05 0.38 14.25 4.49 1.08 0.35 14.50 4.54 1.10 0.33 14.75 4.58 1.13 0.32 15.00 4.63 1.15 0.30 15.25 4.67 1.17 0.29 15.50 4.70 1.19 0.27 15.75 4.74 1.21 0.26 16.00 4.77 1.23 0.24 16.25 4.80 1.25 0.23 16.50 4.83 1.27 0.22 16.75 4.86 1.29 0.22 17.00 4.89 1.30 0.21 17.25 4.91 1.32 0.20 17.50 4.94 1.33 0.20 17.75 4.97 1.35 0.19 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 4.99 1.36 0.19 18.25 5.02 1.38 0.18 18.50 5.04 1.39 0.18 18.75 5.06 1.41 0.17 19.00 5.08 1.42 0.16 19.25 5.10 1.43 0.16 19.50 5.12 1.44 0.15 19.75 5.14 1.46 0.15 20.00 5.16 1.47 0.14 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 30HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Unrouted Runoff = 1.11 cfs @ 11.98 hrs, Volume= 0.049 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=5.42" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 0.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Unrouted Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 10 Year Rainfall=5.42" Runoff Area=0.400 ac Runoff Volume=0.049 af Runoff Depth>1.46" Tc=6.0 min CN=61 1.11 cfs Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 31HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 9S: Unrouted Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.34 0.00 0.00 5.25 0.36 0.00 0.00 5.50 0.39 0.00 0.00 5.75 0.41 0.00 0.00 6.00 0.43 0.00 0.00 6.25 0.46 0.00 0.00 6.50 0.48 0.00 0.00 6.75 0.51 0.00 0.00 7.00 0.54 0.00 0.00 7.25 0.56 0.00 0.00 7.50 0.59 0.00 0.00 7.75 0.62 0.00 0.00 8.00 0.65 0.00 0.00 8.25 0.68 0.00 0.00 8.50 0.72 0.00 0.00 8.75 0.76 0.00 0.00 9.00 0.80 0.00 0.00 9.25 0.84 0.00 0.00 9.50 0.88 0.00 0.00 9.75 0.93 0.00 0.00 10.00 0.98 0.00 0.00 10.25 1.04 0.00 0.00 10.50 1.11 0.00 0.00 10.75 1.18 0.00 0.00 11.00 1.27 0.00 0.00 11.25 1.39 0.00 0.00 11.50 1.53 0.01 0.01 11.75 2.10 0.09 0.16 12.00 3.59 0.62 1.09 12.25 3.83 0.73 0.18 12.50 3.98 0.80 0.12 12.75 4.09 0.86 0.09 13.00 4.18 0.91 0.08 13.25 4.26 0.95 0.07 13.50 4.33 0.99 0.06 13.75 4.39 1.02 0.05 14.00 4.44 1.05 0.05 14.25 4.49 1.08 0.04 14.50 4.54 1.10 0.04 14.75 4.58 1.13 0.04 15.00 4.63 1.15 0.04 15.25 4.67 1.17 0.04 15.50 4.70 1.19 0.03 15.75 4.74 1.21 0.03 16.00 4.77 1.23 0.03 16.25 4.80 1.25 0.03 16.50 4.83 1.27 0.03 16.75 4.86 1.29 0.03 17.00 4.89 1.30 0.03 17.25 4.91 1.32 0.03 17.50 4.94 1.33 0.03 17.75 4.97 1.35 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 4.99 1.36 0.02 18.25 5.02 1.38 0.02 18.50 5.04 1.39 0.02 18.75 5.06 1.41 0.02 19.00 5.08 1.42 0.02 19.25 5.10 1.43 0.02 19.50 5.12 1.44 0.02 19.75 5.14 1.46 0.02 20.00 5.16 1.47 0.02 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 32HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Pond 9P: Dry Pond Inflow Area = 4.800 ac, 14.58% Impervious, Inflow Depth > 1.89" for 10 Year event Inflow = 13.80 cfs @ 12.00 hrs, Volume= 0.754 af Outflow = 11.41 cfs @ 12.06 hrs, Volume= 0.744 af, Atten= 17%, Lag= 3.9 min Primary = 11.41 cfs @ 12.06 hrs, Volume= 0.744 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 570.60' @ 12.06 hrs Surf.Area= 2,758 sf Storage= 5,826 cf Plug-Flow detention time= 21.0 min calculated for 0.742 af (98% of inflow) Center-of-Mass det. time= 16.0 min ( 816.5 - 800.5 ) Volume Invert Avail.Storage Storage Description #1 568.00' 10,970 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 568.00 1,753 0 0 570.00 2,504 4,257 4,257 572.00 3,356 5,860 10,117 572.25 3,470 853 10,970 Device Routing Invert Outlet Devices #1 Primary 567.00'24.0" Round Culvert L= 52.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 567.00' / 566.51' S= 0.0094 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 568.00'4.7" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 569.30'24.0" W x 15.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 570.55'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.14 cfs @ 12.06 hrs HW=570.58' (Free Discharge) 1=Culvert (Passes 11.14 cfs of 27.38 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.79 cfs @ 7.43 fps) 3=Orifice/Grate (Orifice Controls 9.24 cfs @ 3.69 fps) 4=Orifice/Grate (Weir Controls 0.12 cfs @ 0.54 fps) Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 33HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Pond 9P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.800 ac Peak Elev=570.60' Storage=5,826 cf 13.80 cfs 11.41 cfs Pond 9P: Dry Pond Primary Stage-Discharge Discharge (cfs) 35302520151050Elevation (feet)572 571 570 569 568 Orifice/Grate Orifice/Grate Orifice/Grate Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 34HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Pond 9P: Dry Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 10,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 Elevation (feet)572 571 570 569 568 Custom Stage Data Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 35HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: Dry Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 568.00 0.00 5.50 0.00 0 568.00 0.00 6.00 0.00 0 568.00 0.00 6.50 0.00 0 568.00 0.00 7.00 0.00 0 568.00 0.00 7.50 0.00 0 568.00 0.00 8.00 0.00 0 568.00 0.00 8.50 0.01 9 568.01 0.00 9.00 0.03 36 568.02 0.00 9.50 0.04 81 568.05 0.01 10.00 0.06 134 568.08 0.03 10.50 0.11 200 568.11 0.07 11.00 0.19 289 568.16 0.13 11.50 0.47 472 568.26 0.30 12.00 13.80 5,363 570.43 9.40 12.50 1.91 3,331 569.62 2.54 13.00 1.10 2,696 569.34 1.31 13.50 0.84 2,255 569.15 1.13 14.00 0.67 1,709 568.89 0.97 14.50 0.58 1,239 568.66 0.79 15.00 0.53 948 568.51 0.65 15.50 0.47 773 568.42 0.55 16.00 0.42 656 568.36 0.47 16.50 0.39 586 568.32 0.41 17.00 0.37 555 568.31 0.38 17.50 0.35 532 568.29 0.36 18.00 0.33 512 568.28 0.34 18.50 0.31 491 568.27 0.32 19.00 0.28 470 568.26 0.30 19.50 0.26 449 568.25 0.28 20.00 0.24 427 568.24 0.25 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 36HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Stage-Discharge for Pond 9P: Dry Pond Elevation (feet) Primary (cfs) 568.00 0.00 568.05 0.01 568.10 0.05 568.15 0.11 568.20 0.19 568.25 0.28 568.30 0.37 568.35 0.46 568.40 0.52 568.45 0.58 568.50 0.64 568.55 0.69 568.60 0.74 568.65 0.78 568.70 0.82 568.75 0.86 568.80 0.90 568.85 0.94 568.90 0.97 568.95 1.01 569.00 1.04 569.05 1.07 569.10 1.10 569.15 1.13 569.20 1.16 569.25 1.19 569.30 1.22 569.35 1.32 569.40 1.48 569.45 1.67 569.50 1.90 569.55 2.15 569.60 2.43 569.65 2.73 569.70 3.05 569.75 3.38 569.80 3.74 569.85 4.11 569.90 4.50 569.95 4.90 570.00 5.32 570.05 5.75 570.10 6.19 570.15 6.65 570.20 7.12 570.25 7.61 570.30 8.10 570.35 8.61 570.40 9.13 570.45 9.66 570.50 10.20 570.55 10.75 Elevation (feet) Primary (cfs) 570.60 11.54 570.65 12.51 570.70 13.62 570.75 14.83 570.80 16.13 570.85 17.52 570.90 18.99 570.95 20.53 571.00 22.13 571.05 23.80 571.10 25.53 571.15 27.32 571.20 29.17 571.25 31.07 571.30 31.81 571.35 32.10 571.40 32.38 571.45 32.66 571.50 32.93 571.55 33.21 571.60 33.48 571.65 33.75 571.70 34.02 571.75 34.28 571.80 34.55 571.85 34.81 571.90 35.07 571.95 35.32 572.00 35.58 572.05 35.83 572.10 36.09 572.15 36.34 572.20 36.59 572.25 36.83 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 37HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 9P: Dry Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 568.00 1,753 0 568.05 1,772 88 568.10 1,791 177 568.15 1,809 267 568.20 1,828 358 568.25 1,847 450 568.30 1,866 543 568.35 1,884 637 568.40 1,903 731 568.45 1,922 827 568.50 1,941 923 568.55 1,960 1,021 568.60 1,978 1,119 568.65 1,997 1,219 568.70 2,016 1,319 568.75 2,035 1,420 568.80 2,053 1,523 568.85 2,072 1,626 568.90 2,091 1,730 568.95 2,110 1,835 569.00 2,129 1,941 569.05 2,147 2,048 569.10 2,166 2,155 569.15 2,185 2,264 569.20 2,204 2,374 569.25 2,222 2,485 569.30 2,241 2,596 569.35 2,260 2,709 569.40 2,279 2,822 569.45 2,297 2,937 569.50 2,316 3,052 569.55 2,335 3,168 569.60 2,354 3,285 569.65 2,373 3,404 569.70 2,391 3,523 569.75 2,410 3,643 569.80 2,429 3,764 569.85 2,448 3,886 569.90 2,466 4,008 569.95 2,485 4,132 570.00 2,504 4,257 570.05 2,525 4,383 570.10 2,547 4,510 570.15 2,568 4,637 570.20 2,589 4,766 570.25 2,611 4,896 570.30 2,632 5,027 570.35 2,653 5,159 570.40 2,674 5,293 570.45 2,696 5,427 570.50 2,717 5,562 570.55 2,738 5,699 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 570.60 2,760 5,836 570.65 2,781 5,975 570.70 2,802 6,114 570.75 2,824 6,255 570.80 2,845 6,397 570.85 2,866 6,539 570.90 2,887 6,683 570.95 2,909 6,828 571.00 2,930 6,974 571.05 2,951 7,121 571.10 2,973 7,269 571.15 2,994 7,418 571.20 3,015 7,569 571.25 3,037 7,720 571.30 3,058 7,872 571.35 3,079 8,026 571.40 3,100 8,180 571.45 3,122 8,336 571.50 3,143 8,492 571.55 3,164 8,650 571.60 3,186 8,809 571.65 3,207 8,968 571.70 3,228 9,129 571.75 3,250 9,291 571.80 3,271 9,454 571.85 3,292 9,618 571.90 3,313 9,784 571.95 3,335 9,950 572.00 3,356 10,117 572.05 3,379 10,285 572.10 3,402 10,455 572.15 3,424 10,626 572.20 3,447 10,797 572.25 3,470 10,970 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 38HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Link 6L: Pre Area to the Southeast Inflow Area = 5.600 ac, 0.54% Impervious, Inflow Depth > 1.46" for 10 Year event Inflow = 12.14 cfs @ 12.06 hrs, Volume= 0.681 af Primary = 12.14 cfs @ 12.06 hrs, Volume= 0.681 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 6L: Pre Area to the Southeast Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.600 ac 12.14 cfs 12.14 cfs Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 39HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Link 6L: Pre Area to the Southeast Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.50 0.00 0.00 0.00 5.75 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 6.50 0.00 0.00 0.00 6.75 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.25 0.00 0.00 0.00 7.50 0.00 0.00 0.00 7.75 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.25 0.00 0.00 0.00 8.50 0.00 0.00 0.00 8.75 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.25 0.00 0.00 0.00 9.50 0.00 0.00 0.00 9.75 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.25 0.00 0.00 0.00 10.50 0.00 0.00 0.00 10.75 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.25 0.02 0.00 0.02 11.50 0.14 0.00 0.14 11.75 1.04 0.00 1.04 12.00 10.38 0.00 10.38 12.25 4.47 0.00 4.47 12.50 2.07 0.00 2.07 12.75 1.36 0.00 1.36 13.00 1.13 0.00 1.13 13.25 0.97 0.00 0.97 13.50 0.86 0.00 0.86 13.75 0.77 0.00 0.77 14.00 0.69 0.00 0.69 14.25 0.62 0.00 0.62 14.50 0.60 0.00 0.60 14.75 0.57 0.00 0.57 15.00 0.54 0.00 0.54 15.25 0.52 0.00 0.52 15.50 0.49 0.00 0.49 15.75 0.46 0.00 0.46 16.00 0.43 0.00 0.43 16.25 0.41 0.00 0.41 16.50 0.40 0.00 0.40 16.75 0.39 0.00 0.39 17.00 0.38 0.00 0.38 17.25 0.37 0.00 0.37 17.50 0.36 0.00 0.36 17.75 0.35 0.00 0.35 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 18.00 0.34 0.00 0.34 18.25 0.33 0.00 0.33 18.50 0.32 0.00 0.32 18.75 0.31 0.00 0.31 19.00 0.30 0.00 0.30 19.25 0.29 0.00 0.29 19.50 0.27 0.00 0.27 19.75 0.26 0.00 0.26 20.00 0.25 0.00 0.25 Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 40HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Link 7L: Post Area to the Southeast Inflow Area = 5.200 ac, 13.46% Impervious, Inflow Depth > 1.83" for 10 Year event Inflow = 12.07 cfs @ 12.06 hrs, Volume= 0.793 af Primary = 12.07 cfs @ 12.06 hrs, Volume= 0.793 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 7L: Post Area to the Southeast Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.200 ac 12.07 cfs 12.07 cfs Type II 24-hr 10 Year Rainfall=5.42"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 41HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Link 7L: Post Area to the Southeast Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.50 0.00 0.00 0.00 5.75 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 6.50 0.00 0.00 0.00 6.75 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.25 0.00 0.00 0.00 7.50 0.00 0.00 0.00 7.75 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.25 0.00 0.00 0.00 8.50 0.00 0.00 0.00 8.75 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.25 0.01 0.00 0.01 9.50 0.01 0.00 0.01 9.75 0.02 0.00 0.02 10.00 0.03 0.00 0.03 10.25 0.05 0.00 0.05 10.50 0.07 0.00 0.07 10.75 0.09 0.00 0.09 11.00 0.13 0.00 0.13 11.25 0.19 0.00 0.19 11.50 0.31 0.00 0.31 11.75 0.91 0.00 0.91 12.00 10.49 0.00 10.49 12.25 5.90 0.00 5.90 12.50 2.66 0.00 2.66 12.75 1.72 0.00 1.72 13.00 1.38 0.00 1.38 13.25 1.26 0.00 1.26 13.50 1.19 0.00 1.19 13.75 1.11 0.00 1.11 14.00 1.01 0.00 1.01 14.25 0.92 0.00 0.92 14.50 0.83 0.00 0.83 14.75 0.76 0.00 0.76 15.00 0.69 0.00 0.69 15.25 0.63 0.00 0.63 15.50 0.59 0.00 0.59 15.75 0.54 0.00 0.54 16.00 0.50 0.00 0.50 16.25 0.47 0.00 0.47 16.50 0.44 0.00 0.44 16.75 0.42 0.00 0.42 17.00 0.41 0.00 0.41 17.25 0.40 0.00 0.40 17.50 0.38 0.00 0.38 17.75 0.37 0.00 0.37 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 18.00 0.36 0.00 0.36 18.25 0.35 0.00 0.35 18.50 0.34 0.00 0.34 18.75 0.33 0.00 0.33 19.00 0.32 0.00 0.32 19.25 0.31 0.00 0.31 19.50 0.29 0.00 0.29 19.75 0.28 0.00 0.28 20.00 0.27 0.00 0.27 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 42HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre Developed in LOD Runoff = 14.36 cfs @ 12.05 hrs, Volume= 0.787 af, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=8.88" Area (ac) CN Description 2.470 61 >75% Grass cover, Good, HSG B * 0.030 98 Paved parking, HSG B 2.500 61 Weighted Average 2.470 98.80% Pervious Area 0.030 1.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment 1S: Pre Developed in LOD Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Year Rainfall=8.88" Runoff Area=2.500 ac Runoff Volume=0.787 af Runoff Depth>3.78" Tc=12.6 min CN=61 14.36 cfs Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 43HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: Pre Developed in LOD Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.56 0.00 0.00 5.25 0.60 0.00 0.00 5.50 0.63 0.00 0.00 5.75 0.67 0.00 0.00 6.00 0.71 0.00 0.00 6.25 0.75 0.00 0.00 6.50 0.79 0.00 0.00 6.75 0.84 0.00 0.00 7.00 0.88 0.00 0.00 7.25 0.92 0.00 0.00 7.50 0.97 0.00 0.00 7.75 1.02 0.00 0.00 8.00 1.07 0.00 0.00 8.25 1.12 0.00 0.00 8.50 1.17 0.00 0.00 8.75 1.24 0.00 0.00 9.00 1.31 0.00 0.00 9.25 1.38 0.00 0.01 9.50 1.45 0.00 0.02 9.75 1.52 0.01 0.04 10.00 1.61 0.02 0.06 10.25 1.70 0.03 0.09 10.50 1.81 0.04 0.13 10.75 1.94 0.06 0.19 11.00 2.09 0.09 0.27 11.25 2.27 0.13 0.39 11.50 2.51 0.20 0.60 11.75 3.44 0.54 2.23 12.00 5.89 1.93 12.94 12.25 6.27 2.19 4.87 12.50 6.53 2.37 2.13 12.75 6.71 2.49 1.37 13.00 6.86 2.60 1.13 13.25 6.98 2.69 0.96 13.50 7.10 2.77 0.85 13.75 7.19 2.84 0.75 14.00 7.28 2.91 0.67 14.25 7.36 2.97 0.61 14.50 7.44 3.02 0.58 14.75 7.51 3.08 0.55 15.00 7.58 3.13 0.52 15.25 7.64 3.18 0.50 15.50 7.70 3.22 0.47 15.75 7.76 3.26 0.44 16.00 7.81 3.30 0.41 16.25 7.86 3.34 0.39 16.50 7.91 3.38 0.38 16.75 7.96 3.42 0.37 17.00 8.01 3.45 0.36 17.25 8.05 3.48 0.35 17.50 8.10 3.52 0.34 17.75 8.14 3.55 0.33 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 8.18 3.58 0.32 18.25 8.22 3.61 0.31 18.50 8.26 3.64 0.30 18.75 8.29 3.67 0.29 19.00 8.33 3.70 0.28 19.25 8.36 3.72 0.27 19.50 8.39 3.75 0.26 19.75 8.42 3.77 0.25 20.00 8.45 3.79 0.23 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 44HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post Developed in LOD Runoff = 16.95 cfs @ 11.97 hrs, Volume= 0.788 af, Depth> 5.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=8.88" Area (ac) CN Description 1.000 61 >75% Grass cover, Good, HSG B 0.700 98 Paved parking, HSG B 1.700 76 Weighted Average 1.000 58.82% Pervious Area 0.700 41.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Post Developed in LOD Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Year Rainfall=8.88" Runoff Area=1.700 ac Runoff Volume=0.788 af Runoff Depth>5.57" Tc=6.0 min CN=76 16.95 cfs Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 45HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Post Developed in LOD Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.56 0.00 0.00 5.25 0.60 0.00 0.00 5.50 0.63 0.00 0.00 5.75 0.67 0.00 0.00 6.00 0.71 0.00 0.01 6.25 0.75 0.00 0.02 6.50 0.79 0.01 0.02 6.75 0.84 0.01 0.03 7.00 0.88 0.02 0.04 7.25 0.92 0.02 0.05 7.50 0.97 0.03 0.06 7.75 1.02 0.04 0.06 8.00 1.07 0.05 0.07 8.25 1.12 0.06 0.09 8.50 1.17 0.08 0.10 8.75 1.24 0.10 0.12 9.00 1.31 0.12 0.15 9.25 1.38 0.14 0.16 9.50 1.45 0.17 0.18 9.75 1.52 0.20 0.20 10.00 1.61 0.23 0.24 10.25 1.70 0.27 0.29 10.50 1.81 0.32 0.35 10.75 1.94 0.38 0.43 11.00 2.09 0.46 0.54 11.25 2.27 0.56 0.73 11.50 2.51 0.70 1.00 11.75 3.44 1.32 5.05 12.00 5.89 3.28 15.97 12.25 6.27 3.61 2.22 12.50 6.53 3.84 1.44 12.75 6.71 4.00 1.06 13.00 6.86 4.13 0.89 13.25 6.98 4.24 0.77 13.50 7.10 4.34 0.67 13.75 7.19 4.43 0.60 14.00 7.28 4.51 0.53 14.25 7.36 4.58 0.49 14.50 7.44 4.65 0.47 14.75 7.51 4.71 0.44 15.00 7.58 4.78 0.42 15.25 7.64 4.83 0.40 15.50 7.70 4.89 0.37 15.75 7.76 4.94 0.35 16.00 7.81 4.99 0.33 16.25 7.86 5.03 0.31 16.50 7.91 5.08 0.30 16.75 7.96 5.12 0.30 17.00 8.01 5.16 0.29 17.25 8.05 5.21 0.28 17.50 8.10 5.25 0.27 17.75 8.14 5.28 0.26 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 8.18 5.32 0.25 18.25 8.22 5.36 0.24 18.50 8.26 5.39 0.24 18.75 8.29 5.42 0.23 19.00 8.33 5.46 0.22 19.25 8.36 5.49 0.21 19.50 8.39 5.52 0.20 19.75 8.42 5.55 0.19 20.00 8.45 5.57 0.18 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 46HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Undisturbed Offsite Runoff = 17.80 cfs @ 12.05 hrs, Volume= 0.976 af, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=8.88" Area (ac) CN Description 3.100 61 >75% Grass cover, Good, HSG B 0.000 98 Paved parking, HSG B 3.100 61 Weighted Average 3.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.59" 3.3 380 0.1000 1.90 Shallow Concentrated Flow, Kv= 6.0 fps 12.6 480 Total Subcatchment 5S: Undisturbed Offsite Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Year Rainfall=8.88" Runoff Area=3.100 ac Runoff Volume=0.976 af Runoff Depth>3.78" Flow Length=480' Tc=12.6 min CN=61 17.80 cfs Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 47HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 5S: Undisturbed Offsite Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.56 0.00 0.00 5.25 0.60 0.00 0.00 5.50 0.63 0.00 0.00 5.75 0.67 0.00 0.00 6.00 0.71 0.00 0.00 6.25 0.75 0.00 0.00 6.50 0.79 0.00 0.00 6.75 0.84 0.00 0.00 7.00 0.88 0.00 0.00 7.25 0.92 0.00 0.00 7.50 0.97 0.00 0.00 7.75 1.02 0.00 0.00 8.00 1.07 0.00 0.00 8.25 1.12 0.00 0.00 8.50 1.17 0.00 0.00 8.75 1.24 0.00 0.00 9.00 1.31 0.00 0.00 9.25 1.38 0.00 0.01 9.50 1.45 0.00 0.03 9.75 1.52 0.01 0.05 10.00 1.61 0.02 0.08 10.25 1.70 0.03 0.12 10.50 1.81 0.04 0.17 10.75 1.94 0.06 0.23 11.00 2.09 0.09 0.33 11.25 2.27 0.13 0.48 11.50 2.51 0.20 0.74 11.75 3.44 0.54 2.76 12.00 5.89 1.93 16.05 12.25 6.27 2.19 6.04 12.50 6.53 2.37 2.64 12.75 6.71 2.49 1.70 13.00 6.86 2.60 1.40 13.25 6.98 2.69 1.19 13.50 7.10 2.77 1.05 13.75 7.19 2.84 0.93 14.00 7.28 2.91 0.83 14.25 7.36 2.97 0.75 14.50 7.44 3.02 0.71 14.75 7.51 3.08 0.68 15.00 7.58 3.13 0.65 15.25 7.64 3.18 0.61 15.50 7.70 3.22 0.58 15.75 7.76 3.26 0.54 16.00 7.81 3.30 0.51 16.25 7.86 3.34 0.48 16.50 7.91 3.38 0.47 16.75 7.96 3.42 0.46 17.00 8.01 3.45 0.44 17.25 8.05 3.48 0.43 17.50 8.10 3.52 0.42 17.75 8.14 3.55 0.41 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 8.18 3.58 0.39 18.25 8.22 3.61 0.38 18.50 8.26 3.64 0.37 18.75 8.29 3.67 0.36 19.00 8.33 3.70 0.34 19.25 8.36 3.72 0.33 19.50 8.39 3.75 0.32 19.75 8.42 3.77 0.30 20.00 8.45 3.79 0.29 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 48HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Undisturbed Offsite Runoff = 17.80 cfs @ 12.05 hrs, Volume= 0.976 af, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=8.88" Area (ac) CN Description 3.100 61 Pasture/grassland/range, Good, HSG B 0.000 98 Paved parking, HSG B 3.100 61 Weighted Average 3.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.59" 3.3 380 0.1000 1.90 Shallow Concentrated Flow, Kv= 6.0 fps 12.6 480 Total Subcatchment 8S: Undisturbed Offsite Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 Year Rainfall=8.88" Runoff Area=3.100 ac Runoff Volume=0.976 af Runoff Depth>3.78" Flow Length=480' Tc=12.6 min CN=61 17.80 cfs Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 49HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 8S: Undisturbed Offsite Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.56 0.00 0.00 5.25 0.60 0.00 0.00 5.50 0.63 0.00 0.00 5.75 0.67 0.00 0.00 6.00 0.71 0.00 0.00 6.25 0.75 0.00 0.00 6.50 0.79 0.00 0.00 6.75 0.84 0.00 0.00 7.00 0.88 0.00 0.00 7.25 0.92 0.00 0.00 7.50 0.97 0.00 0.00 7.75 1.02 0.00 0.00 8.00 1.07 0.00 0.00 8.25 1.12 0.00 0.00 8.50 1.17 0.00 0.00 8.75 1.24 0.00 0.00 9.00 1.31 0.00 0.00 9.25 1.38 0.00 0.01 9.50 1.45 0.00 0.03 9.75 1.52 0.01 0.05 10.00 1.61 0.02 0.08 10.25 1.70 0.03 0.12 10.50 1.81 0.04 0.17 10.75 1.94 0.06 0.23 11.00 2.09 0.09 0.33 11.25 2.27 0.13 0.48 11.50 2.51 0.20 0.74 11.75 3.44 0.54 2.76 12.00 5.89 1.93 16.05 12.25 6.27 2.19 6.04 12.50 6.53 2.37 2.64 12.75 6.71 2.49 1.70 13.00 6.86 2.60 1.40 13.25 6.98 2.69 1.19 13.50 7.10 2.77 1.05 13.75 7.19 2.84 0.93 14.00 7.28 2.91 0.83 14.25 7.36 2.97 0.75 14.50 7.44 3.02 0.71 14.75 7.51 3.08 0.68 15.00 7.58 3.13 0.65 15.25 7.64 3.18 0.61 15.50 7.70 3.22 0.58 15.75 7.76 3.26 0.54 16.00 7.81 3.30 0.51 16.25 7.86 3.34 0.48 16.50 7.91 3.38 0.47 16.75 7.96 3.42 0.46 17.00 8.01 3.45 0.44 17.25 8.05 3.48 0.43 17.50 8.10 3.52 0.42 17.75 8.14 3.55 0.41 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 8.18 3.58 0.39 18.25 8.22 3.61 0.38 18.50 8.26 3.64 0.37 18.75 8.29 3.67 0.36 19.00 8.33 3.70 0.34 19.25 8.36 3.72 0.33 19.50 8.39 3.75 0.32 19.75 8.42 3.77 0.30 20.00 8.45 3.79 0.29 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 50HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Unrouted Runoff = 2.85 cfs @ 11.97 hrs, Volume= 0.126 af, Depth> 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=8.88" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 0.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Unrouted Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 100 Year Rainfall=8.88" Runoff Area=0.400 ac Runoff Volume=0.126 af Runoff Depth>3.79" Tc=6.0 min CN=61 2.85 cfs Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 51HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 9S: Unrouted Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.56 0.00 0.00 5.25 0.60 0.00 0.00 5.50 0.63 0.00 0.00 5.75 0.67 0.00 0.00 6.00 0.71 0.00 0.00 6.25 0.75 0.00 0.00 6.50 0.79 0.00 0.00 6.75 0.84 0.00 0.00 7.00 0.88 0.00 0.00 7.25 0.92 0.00 0.00 7.50 0.97 0.00 0.00 7.75 1.02 0.00 0.00 8.00 1.07 0.00 0.00 8.25 1.12 0.00 0.00 8.50 1.17 0.00 0.00 8.75 1.24 0.00 0.00 9.00 1.31 0.00 0.00 9.25 1.38 0.00 0.00 9.50 1.45 0.00 0.00 9.75 1.52 0.01 0.01 10.00 1.61 0.02 0.01 10.25 1.70 0.03 0.02 10.50 1.81 0.04 0.02 10.75 1.94 0.06 0.03 11.00 2.09 0.09 0.05 11.25 2.27 0.13 0.07 11.50 2.51 0.20 0.11 11.75 3.44 0.54 0.67 12.00 5.89 1.93 2.75 12.25 6.27 2.19 0.41 12.50 6.53 2.37 0.27 12.75 6.71 2.49 0.20 13.00 6.86 2.60 0.17 13.25 6.98 2.69 0.15 13.50 7.10 2.77 0.13 13.75 7.19 2.84 0.11 14.00 7.28 2.91 0.10 14.25 7.36 2.97 0.09 14.50 7.44 3.02 0.09 14.75 7.51 3.08 0.09 15.00 7.58 3.13 0.08 15.25 7.64 3.18 0.08 15.50 7.70 3.22 0.07 15.75 7.76 3.26 0.07 16.00 7.81 3.30 0.06 16.25 7.86 3.34 0.06 16.50 7.91 3.38 0.06 16.75 7.96 3.42 0.06 17.00 8.01 3.45 0.06 17.25 8.05 3.48 0.05 17.50 8.10 3.52 0.05 17.75 8.14 3.55 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 8.18 3.58 0.05 18.25 8.22 3.61 0.05 18.50 8.26 3.64 0.05 18.75 8.29 3.67 0.05 19.00 8.33 3.70 0.04 19.25 8.36 3.72 0.04 19.50 8.39 3.75 0.04 19.75 8.42 3.77 0.04 20.00 8.45 3.79 0.04 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 52HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Pond 9P: Dry Pond Inflow Area = 4.800 ac, 14.58% Impervious, Inflow Depth > 4.41" for 100 Year event Inflow = 32.03 cfs @ 12.00 hrs, Volume= 1.765 af Outflow = 31.11 cfs @ 12.02 hrs, Volume= 1.748 af, Atten= 3%, Lag= 1.4 min Primary = 31.11 cfs @ 12.02 hrs, Volume= 1.748 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 571.25' @ 12.02 hrs Surf.Area= 3,038 sf Storage= 7,729 cf Plug-Flow detention time= 16.5 min calculated for 1.742 af (99% of inflow) Center-of-Mass det. time= 12.8 min ( 796.6 - 783.9 ) Volume Invert Avail.Storage Storage Description #1 568.00' 10,970 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 568.00 1,753 0 0 570.00 2,504 4,257 4,257 572.00 3,356 5,860 10,117 572.25 3,470 853 10,970 Device Routing Invert Outlet Devices #1 Primary 567.00'24.0" Round Culvert L= 52.0' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 567.00' / 566.51' S= 0.0094 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 568.00'4.7" Vert. Orifice/Grate X 2.00 C= 0.600 #3 Device 1 569.30'24.0" W x 15.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 570.55'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=30.36 cfs @ 12.02 hrs HW=571.23' (Free Discharge) 1=Culvert (Passes 30.36 cfs of 31.42 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.02 cfs @ 8.39 fps) 3=Orifice/Grate (Orifice Controls 13.62 cfs @ 5.45 fps) 4=Orifice/Grate (Weir Controls 14.72 cfs @ 2.70 fps) Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 53HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Pond 9P: Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.800 ac Peak Elev=571.25' Storage=7,729 cf 32.03 cfs 31.11 cfs Pond 9P: Dry Pond Primary Stage-Discharge Discharge (cfs) 35302520151050Elevation (feet)572 571 570 569 568 Orifice/Grate Orifice/Grate Orifice/Grate Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 54HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Pond 9P: Dry Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 10,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 Elevation (feet)572 571 570 569 568 Custom Stage Data Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 55HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: Dry Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 568.00 0.00 5.50 0.00 0 568.00 0.00 6.00 0.01 7 568.00 0.00 6.50 0.02 34 568.02 0.00 7.00 0.04 79 568.04 0.01 7.50 0.06 128 568.07 0.03 8.00 0.07 172 568.10 0.05 8.50 0.10 215 568.12 0.08 9.00 0.15 270 568.15 0.12 9.50 0.21 335 568.19 0.17 10.00 0.32 425 568.24 0.25 10.50 0.52 581 568.32 0.41 11.00 0.87 886 568.48 0.62 11.50 1.74 1,728 568.90 0.97 12.00 32.02 7,687 571.24 30.59 12.50 4.08 4,177 569.97 5.05 13.00 2.29 3,313 569.61 2.50 13.50 1.72 3,027 569.49 1.85 14.00 1.36 2,818 569.40 1.47 14.50 1.18 2,647 569.32 1.26 15.00 1.07 2,481 569.25 1.19 15.50 0.95 2,218 569.13 1.12 16.00 0.84 1,893 568.98 1.03 16.50 0.77 1,577 568.83 0.92 17.00 0.73 1,350 568.72 0.84 17.50 0.69 1,187 568.63 0.77 18.00 0.65 1,061 568.57 0.71 18.50 0.60 958 568.52 0.66 19.00 0.56 868 568.47 0.61 19.50 0.52 789 568.43 0.56 20.00 0.48 715 568.39 0.52 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 56HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Stage-Discharge for Pond 9P: Dry Pond Elevation (feet) Primary (cfs) 568.00 0.00 568.05 0.01 568.10 0.05 568.15 0.11 568.20 0.19 568.25 0.28 568.30 0.37 568.35 0.46 568.40 0.52 568.45 0.58 568.50 0.64 568.55 0.69 568.60 0.74 568.65 0.78 568.70 0.82 568.75 0.86 568.80 0.90 568.85 0.94 568.90 0.97 568.95 1.01 569.00 1.04 569.05 1.07 569.10 1.10 569.15 1.13 569.20 1.16 569.25 1.19 569.30 1.22 569.35 1.32 569.40 1.48 569.45 1.67 569.50 1.90 569.55 2.15 569.60 2.43 569.65 2.73 569.70 3.05 569.75 3.38 569.80 3.74 569.85 4.11 569.90 4.50 569.95 4.90 570.00 5.32 570.05 5.75 570.10 6.19 570.15 6.65 570.20 7.12 570.25 7.61 570.30 8.10 570.35 8.61 570.40 9.13 570.45 9.66 570.50 10.20 570.55 10.75 Elevation (feet) Primary (cfs) 570.60 11.54 570.65 12.51 570.70 13.62 570.75 14.83 570.80 16.13 570.85 17.52 570.90 18.99 570.95 20.53 571.00 22.13 571.05 23.80 571.10 25.53 571.15 27.32 571.20 29.17 571.25 31.07 571.30 31.81 571.35 32.10 571.40 32.38 571.45 32.66 571.50 32.93 571.55 33.21 571.60 33.48 571.65 33.75 571.70 34.02 571.75 34.28 571.80 34.55 571.85 34.81 571.90 35.07 571.95 35.32 572.00 35.58 572.05 35.83 572.10 36.09 572.15 36.34 572.20 36.59 572.25 36.83 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 57HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 9P: Dry Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 568.00 1,753 0 568.05 1,772 88 568.10 1,791 177 568.15 1,809 267 568.20 1,828 358 568.25 1,847 450 568.30 1,866 543 568.35 1,884 637 568.40 1,903 731 568.45 1,922 827 568.50 1,941 923 568.55 1,960 1,021 568.60 1,978 1,119 568.65 1,997 1,219 568.70 2,016 1,319 568.75 2,035 1,420 568.80 2,053 1,523 568.85 2,072 1,626 568.90 2,091 1,730 568.95 2,110 1,835 569.00 2,129 1,941 569.05 2,147 2,048 569.10 2,166 2,155 569.15 2,185 2,264 569.20 2,204 2,374 569.25 2,222 2,485 569.30 2,241 2,596 569.35 2,260 2,709 569.40 2,279 2,822 569.45 2,297 2,937 569.50 2,316 3,052 569.55 2,335 3,168 569.60 2,354 3,285 569.65 2,373 3,404 569.70 2,391 3,523 569.75 2,410 3,643 569.80 2,429 3,764 569.85 2,448 3,886 569.90 2,466 4,008 569.95 2,485 4,132 570.00 2,504 4,257 570.05 2,525 4,383 570.10 2,547 4,510 570.15 2,568 4,637 570.20 2,589 4,766 570.25 2,611 4,896 570.30 2,632 5,027 570.35 2,653 5,159 570.40 2,674 5,293 570.45 2,696 5,427 570.50 2,717 5,562 570.55 2,738 5,699 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 570.60 2,760 5,836 570.65 2,781 5,975 570.70 2,802 6,114 570.75 2,824 6,255 570.80 2,845 6,397 570.85 2,866 6,539 570.90 2,887 6,683 570.95 2,909 6,828 571.00 2,930 6,974 571.05 2,951 7,121 571.10 2,973 7,269 571.15 2,994 7,418 571.20 3,015 7,569 571.25 3,037 7,720 571.30 3,058 7,872 571.35 3,079 8,026 571.40 3,100 8,180 571.45 3,122 8,336 571.50 3,143 8,492 571.55 3,164 8,650 571.60 3,186 8,809 571.65 3,207 8,968 571.70 3,228 9,129 571.75 3,250 9,291 571.80 3,271 9,454 571.85 3,292 9,618 571.90 3,313 9,784 571.95 3,335 9,950 572.00 3,356 10,117 572.05 3,379 10,285 572.10 3,402 10,455 572.15 3,424 10,626 572.20 3,447 10,797 572.25 3,470 10,970 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 58HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Link 6L: Pre Area to the Southeast Inflow Area = 5.600 ac, 0.54% Impervious, Inflow Depth > 3.78" for 100 Year event Inflow = 32.16 cfs @ 12.05 hrs, Volume= 1.763 af Primary = 32.16 cfs @ 12.05 hrs, Volume= 1.763 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 6L: Pre Area to the Southeast Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.600 ac 32.16 cfs 32.16 cfs Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 59HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Link 6L: Pre Area to the Southeast Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.50 0.00 0.00 0.00 5.75 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 6.50 0.00 0.00 0.00 6.75 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.25 0.00 0.00 0.00 7.50 0.00 0.00 0.00 7.75 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.25 0.00 0.00 0.00 8.50 0.00 0.00 0.00 8.75 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.25 0.02 0.00 0.02 9.50 0.06 0.00 0.06 9.75 0.09 0.00 0.09 10.00 0.14 0.00 0.14 10.25 0.21 0.00 0.21 10.50 0.30 0.00 0.30 10.75 0.42 0.00 0.42 11.00 0.60 0.00 0.60 11.25 0.87 0.00 0.87 11.50 1.34 0.00 1.34 11.75 4.99 0.00 4.99 12.00 28.99 0.00 28.99 12.25 10.91 0.00 10.91 12.50 4.77 0.00 4.77 12.75 3.07 0.00 3.07 13.00 2.53 0.00 2.53 13.25 2.15 0.00 2.15 13.50 1.90 0.00 1.90 13.75 1.68 0.00 1.68 14.00 1.50 0.00 1.50 14.25 1.36 0.00 1.36 14.50 1.29 0.00 1.29 14.75 1.23 0.00 1.23 15.00 1.17 0.00 1.17 15.25 1.11 0.00 1.11 15.50 1.05 0.00 1.05 15.75 0.98 0.00 0.98 16.00 0.92 0.00 0.92 16.25 0.87 0.00 0.87 16.50 0.85 0.00 0.85 16.75 0.82 0.00 0.82 17.00 0.80 0.00 0.80 17.25 0.78 0.00 0.78 17.50 0.76 0.00 0.76 17.75 0.73 0.00 0.73 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 18.00 0.71 0.00 0.71 18.25 0.69 0.00 0.69 18.50 0.67 0.00 0.67 18.75 0.64 0.00 0.64 19.00 0.62 0.00 0.62 19.25 0.60 0.00 0.60 19.50 0.57 0.00 0.57 19.75 0.55 0.00 0.55 20.00 0.53 0.00 0.53 Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 60HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Summary for Link 7L: Post Area to the Southeast Inflow Area = 5.200 ac, 13.46% Impervious, Inflow Depth > 4.33" for 100 Year event Inflow = 33.63 cfs @ 12.01 hrs, Volume= 1.874 af Primary = 33.63 cfs @ 12.01 hrs, Volume= 1.874 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 7L: Post Area to the Southeast Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.200 ac 33.63 cfs 33.63 cfs Type II 24-hr 100 Year Rainfall=8.88"Loop Road Stormwater Management Printed 8/22/2019Prepared by Timmons Group Page 61HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Hydrograph for Link 7L: Post Area to the Southeast Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.50 0.00 0.00 0.00 5.75 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 6.50 0.00 0.00 0.00 6.75 0.01 0.00 0.01 7.00 0.01 0.00 0.01 7.25 0.02 0.00 0.02 7.50 0.03 0.00 0.03 7.75 0.04 0.00 0.04 8.00 0.05 0.00 0.05 8.25 0.06 0.00 0.06 8.50 0.08 0.00 0.08 8.75 0.09 0.00 0.09 9.00 0.12 0.00 0.12 9.25 0.14 0.00 0.14 9.50 0.17 0.00 0.17 9.75 0.21 0.00 0.21 10.00 0.26 0.00 0.26 10.25 0.34 0.00 0.34 10.50 0.43 0.00 0.43 10.75 0.54 0.00 0.54 11.00 0.67 0.00 0.67 11.25 0.84 0.00 0.84 11.50 1.08 0.00 1.08 11.75 4.31 0.00 4.31 12.00 33.34 0.00 33.34 12.25 10.94 0.00 10.94 12.50 5.32 0.00 5.32 12.75 3.36 0.00 3.36 13.00 2.67 0.00 2.67 13.25 2.25 0.00 2.25 13.50 1.98 0.00 1.98 13.75 1.75 0.00 1.75 14.00 1.57 0.00 1.57 14.25 1.43 0.00 1.43 14.50 1.35 0.00 1.35 14.75 1.30 0.00 1.30 15.00 1.27 0.00 1.27 15.25 1.24 0.00 1.24 15.50 1.19 0.00 1.19 15.75 1.14 0.00 1.14 16.00 1.09 0.00 1.09 16.25 1.03 0.00 1.03 16.50 0.98 0.00 0.98 16.75 0.93 0.00 0.93 17.00 0.89 0.00 0.89 17.25 0.86 0.00 0.86 17.50 0.82 0.00 0.82 17.75 0.79 0.00 0.79 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 18.00 0.76 0.00 0.76 18.25 0.73 0.00 0.73 18.50 0.70 0.00 0.70 18.75 0.68 0.00 0.68 19.00 0.65 0.00 0.65 19.25 0.63 0.00 0.63 19.50 0.60 0.00 0.60 19.75 0.58 0.00 0.58 20.00 0.55 0.00 0.55 Project Name: Date: Linear Development Project?No Site Information Post-Development Project (Treatment Volume and Loads) 2.10 TRUE 20%Linear project?No The site's net increase in impervious cover (acres) is: 0.67 ✔ Post-Development TP Load Reduction for Site (lb/yr): 1.29 ✔ 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 2.07 2.07 Impervious Cover (acres)0.03 0.03 2.10 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 Managed Turf (acres) -- disturbed, graded for yards or other turf to be mowed/managed 1.40 1.40 Impervious Cover (acres)0.70 0.70 Area Check OK. OK. OK. OK.2.10 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 0.20 0.22 0.25 Total Nitrogen (TN) EMC (mg/L)1.86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load (lb/acre/yr)0.41 Pj (unitless correction factor)0.90 Pre-ReDevelopment Listed Adjusted1 Forest/Open Space Cover (acres)0.00 0.00 Forest/Open Space Cover (acres)0.00 Forest/Open Space Cover (acres)0.00 Weighted Rv(forest)0.00 0.00 Weighted Rv(forest)0.00 Weighted Rv(forest)0.00 % Forest 0% 0%% Forest 0%% Forest 0% Managed Turf Cover (acres)2.07 1.40 Managed Turf Cover (acres)1.40 Managed Turf Cover (acres)1.40 Weighted Rv(turf)0.20 0.20 Weighted Rv (turf)0.20 Weighted Rv (turf)0.20 % Managed Turf 99% 98%% Managed Turf 67%% Managed Turf 98% Impervious Cover (acres)0.03 0.03 Impervious Cover (acres)0.70 ReDev. Impervious Cover (acres)0.03 New Impervious Cover (acres)0.67 Rv(impervious)0.95 0.95 Rv(impervious)0.95 Rv(impervious)0.95 Rv(impervious)0.95 % Impervious 1% 2%% Impervious 33%% Impervious 2% Total Site Area (acres)2.10 1.43 Final Site Area (acres)2.10 Total ReDev. Site Area (acres)1.43 Site Rv 0.21 0.22 Final Post Dev Site Rv 0.45 ReDev Site Rv 0.22 Pre-ReDevelopment Treatment Volume (acre-ft) 0.0369 0.0257 Final Post-Development Treatment Volume (acre-ft) 0.0788 Post-ReDevelopment Treatment Volume (acre-ft) 0.0257 Post-Development Treatment Volume (acre-ft) 0.0530 Pre-ReDevelopment Treatment Volume (cubic feet) 1,606 1,120 Final Post-Development Treatment Volume (cubic feet) 3,430 Post-ReDevelopment Treatment Volume (cubic feet) 1,120 Post-Development Treatment Volume (cubic feet) 2,310 Pre-ReDevelopment TP Load (lb/yr)1.01 0.70 * Final Post- Development TP Load (lb/yr) 2.16 * Post-ReDevelopment Load (TP) (lb/yr)* 0.70 Post-Development TP Load (lb/yr)1.45 Pre-ReDevelopment TP Load per acre (lb/acre/yr)0.48 0.49 * Final Post-Development TP Load per acre (lb/acre/yr) 1.03 Post-ReDevelopment TP Load per acre (lb/acre/yr) 0.49 0.59 Max. Reduction Required (Below Pre- ReDevelopment Load) 20% * TP Load Reduction Required for Redeveloped Area (lb/yr) 0.12 TP Load Reduction Required for New Impervious Area (lb/yr) 1.18 * 1.29 UVA Foundation Loop Road 8/19/2019 LAND COVER SUMMARY -- POST DEVELOPMENTLAND COVER SUMMARY -- PRE-REDEVELOPMENT Maximum reduction required: Enter Total Disturbed Area (acres) →Check: Land cover areas entered correctly? Total disturbed area entered? BMP Design Specifications List: Treatment Volume and Nutrient Load Land Cover Summary-Post (Final) 2013 Draft Stds & Specs Land Cover Summary-Pre Land Cover Summary-Post Post-ReDevelopment TP Load Reduction Required (lb/yr) Post-Development Requirement for Site Area Baseline TP Load (lb/yr) (0.41 lbs/acre/yr applied to pre-redevelopment area excluding pervious land proposed for new impervious cover) Reduction below new development load limitation not required 1 Adjusted Land Cover Summary: Pre ReDevelopment land cover minus pervious land cover (forest/open space or managed turf) acreage proposed for new impervious cover. 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 ReDev. & New Impervious Treatment Volume and Nutrient Load Land Cover Summary-Post Post-Development New Impervious CLEAR ALL (Ctrl+Shift+R) data input cells constant values calculation cells final results N/ALinear Project TP Load Reduction Required (lb/yr): VRRM_ReDev_Compliance_Spreadsheet_v3_082017D.A. ADrainage Area ADrainage Area A Land Cover (acres)A Soils B Soils C Soils D Soils Totals Land Cover Rv`Forest/Open Space (acres)0.00 0.00Managed Turf (acres)1.001.00 0.20Impervious Cover (acres) 0.700.70 0.951.97Total1.703,140Stormwater Best Management Practices (RR = Runoff Reduction)--Select from dropdown lists--PracticeRunoff Reduction Credit (%)Managed Turf Credit Area (acres) Impervious Cover Credit Area (acres)Volume from Upstream Practice (ft3)Runoff Reduction (ft3)Remaining Runoff Volume (ft3)Total BMP Treatment Volume (ft3)Phosphorus Removal Efficiency (%)Phosphorus Load from Upstream Practices (lb)Untreated Phosphorus Load to Practice (lb)Phosphorus Removed By Practice (lb)Remaining Phosphorus Load (lb)1. Vegetated Roof (RR)1.a. Vegetated Roof #1 (Spec #5) 450 0 0 00.00 0.00 0.001.b. Vegetated Roof #2 (Spec #5) 600 0 0 00.00 0.00 0.002. Rooftop Disconnection (RR)2.a. Simple Disconnection to A/B Soils (Spec #1)500 0 0 0 0 0.00 0.00 0.00 0.002.b. Simple Disconnection to C/D Soils (Spec #1)250 0 0 0 0 0.00 0.00 0.00 0.002.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4)500 0 0 0 0 0.00 0.00 0.00 0.002.d. To Dry Well or French Drain #1, Micro-Infilration #1 (Spec #8)500 0 0 0 25 0.00 0.00 0.00 0.002.e. To Dry Well or French Drain #2, Micro-Infiltration #2 (Spec #8)900 0 0 0 25 0.00 0.00 0.00 0.002.f. To Rain Garden #1, Micro-Bioretention #1 (Spec #9)400 0 0 0 25 0.00 0.00 0.00 0.002.g. To Rain Garden #2, Micro-Bioretention #2 (Spec #9)800 0 0 0 50 0.00 0.00 0.00 0.002.h. To Rainwater Harvesting (Spec #6) 00 0 0 0 0 0.00 0.00 0.00 0.002.i. To Stormwater Planter, Urban Bioretention (Spec #9, Appendix A)400 0 0 0 25 0.00 0.00 0.00 0.003. Permeable Pavement (RR)3.a. Permeable Pavement #1 (Spec #7) 450 0 0 0 25 0.00 0.00 0.00 0.003.b. Permeable Pavement #2 (Spec #7) 750 0 0 250.00 0.00 0.004. Grass Channel (RR)4.a. Grass Channel A/B Soils (Spec #3) 200 0 0 0 15 0.00 0.00 0.00 0.004.b. Grass Channel C/D Soils (Spec #3) 100 0 0 0 15 0.00 0.00 0.00 0.00 Total Phosphorus Available for Removal in D.A. A (lb/yr)Post Development Treatment Volume in D.A. A (ft3)Downstream Practice to be EmployedCLEAR BMP AREAS1 of 38/26/20193:59 PM VRRM_ReDev_Compliance_Spreadsheet_v3_082017D.A. A4.c. Grass Channel with Compost Amended Soils as per specs (see Spec #4)200 0 0 0 15 0.00 0.00 0.00 0.005. Dry Swale (RR)5.a. Dry Swale #1 (Spec #10) 400 0 0 0 20 0.00 0.00 0.00 0.005.b. Dry Swale #2 (Spec #10) 600 0 0 0 40 0.00 0.00 0.00 0.006. Bioretention (RR)6.a. Bioretention #1 or Micro-Bioretention #1 or Urban Bioretention (Spec #9)400 0 0 0 25 0.00 0.00 0.00 0.006.b. Bioretention #2 or Micro-Bioretention #2 (Spec #9)800 0 0 0 50 0.00 0.00 0.00 0.007. Infiltration (RR)7.a. Infiltration #1 (Spec #8) 500 0 0 0 25 0.00 0.00 0.00 0.007.b. Infiltration #2 (Spec #8) 900 0 0 0 25 0.00 0.00 0.00 0.008. Extended Detention Pond (RR)8.a. ED #1 (Spec #15) 00 0 0 0 15 0.00 0.00 0.00 0.008.b. ED #2 (Spec #15) 150 0 0 0 15 0.00 0.00 0.00 0.009. Sheetflow to Filter/Open Space (RR)9.a. Sheetflow to Conservation Area, A/B Soils (Spec #2)750 0 0 0 0 0.00 0.00 0.00 0.009.b. Sheetflow to Conservation Area, C/D Soils (Spec #2)500 0 0 0 0 0.00 0.00 0.00 0.009.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils (Spec #2 & #4)500 0 0 0 0 0.00 0.00 0.00 0.00TOTAL IMPERVIOUS COVER TREATED (ac)0.00AREA CHECK:OK.TOTAL MANAGED TURF AREA TREATED (ac)0.00AREA CHECK:OK.TOTAL RUNOFF REDUCTION IN D.A. A (ft3)0TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr)1.97TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.00TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)1.97SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS10. Wet Swale (no RR)10.a. Wet Swale #1 (Spec #11) 00 0 0 0 20 0.00 0.00 0.00 0.002 of 38/26/20193:59 PM VRRM_ReDev_Compliance_Spreadsheet_v3_082017D.A. A10.b. Wet Swale #2 (Spec #11) 00 0 0 0 40 0.00 0.00 0.00 0.0011. Filtering Practices (no RR)11.a.Filtering Practice #1 (Spec #12) 00 0 0 0 60 0.00 0.00 0.00 0.0011.b. Filtering Practice #2 (Spec #12) 00 0 0 0 65 0.00 0.00 0.00 0.0012. Constructed Wetland (no RR)12.a.Constructed Wetland #1 (Spec #13) 00 0 0 0 50 0.00 0.00 0.00 0.0012.b. Constructed Wetland #2 (Spec #13) 00 0 0 0 75 0.00 0.00 0.00 0.0013. Wet Ponds (no RR)13.a. Wet Pond #1 (Spec #14) 00 0 0 0 50 0.00 0.00 0.00 0.0013.b. Wet Pond #1 (Coastal Plain) (Spec #14) 00 0 0 0 45 0.00 0.00 0.00 0.0013.c. Wet Pond #2 (Spec #14) 00 0 0 0 75 0.00 0.00 0.00 0.0013.d. Wet Pond #2 (Coastal Plain) (Spec #14) 00 0 0 0 65 0.00 0.00 0.00 0.0014.a. Manufactured Treatment Device-Hydrodynamic00 0 0 0 20 0.00 0.00 0.00 0.0014.b. Manufactured Treatment Device-Filtering 0 1.00 0.70 0 0 3,140 3,140 52 0.00 1.97 1.02 0.9514.c. Manufactured Treatment Device-Generic 00 0 0 0 20 0.00 0.00 0.00 0.00TOTAL IMPERVIOUS COVER TREATED (ac)0.70AREA CHECK:OK.TOTAL MANAGED TURF AREA TREATED (ac)1.00AREA CHECK:OK.TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr)1.29TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr)1.97TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)1.02TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.00TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A (lb/yr)1.02TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (lb/yr)0.95SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONSNITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.00NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.00TOTAL NITROGEN REMOVED IN D.A. A (lb/yr)0.00None14. Manufactured Treatment Devices (no RR)3 of 38/26/20193:59 PM Area (Ac.)CN Area (Ac.)CN A1 57.25 79 A1 56.35 60 A2 12.61 64 A2 11.77 55 B1 54.48 72 B1 49.59 50 B2 48.56 80 B2 47.79 67 C1 27.38 80 C1 31.15 42 C2 85.84 82 C2 83.90 67 D1 12.33 78 D1 9.55 51 D2 84.03 86 D2 81.90 70 E1 27.8 81 E1 28.71 55 E2 17.28 83 E2 16.91 38 F1 66.44 91 F1 64.97 53 F2 31.64 91 F2 30.73 47 G1 48.9 92 G1 47.53 76 G2 49.05 92 G2 49.25 72 7/23/1997 12/19/2018 Approved Drainage Areas and CN Values Proposed Road Drainage Areas and CN Values I 1 t S I I 411 1 o o T y1_ 1 I I 1 r 1 P, 1' TI e 2317 Sq K {, p 0 J \\ IIISN' r a o 1 r 1 1 MI 15 062 SUBBASIN D2 I _ Nye a Ir 8403 Ac. G _ 0.1313 Sq- Mi. 11'"' , 1 0.3401 SKm. SL be=0079 )5u 51 1 CN00 O,OI93 1 . 0,0499OEC SUBBA INFI 2780Al- i--. 26 1 t - ` i " 0.0434 Sq. Mi x O."S . Km Lc= . o y" 54 per_ F 0.1125 Sq, Km CN 27 SUBBASINFi 66Ac. 01038 5q. Mi. u0.2689 59. Km. CN-0.067 1 CN=9i SUBBASIN F2 yy 31.64 Ac9UBBASIN&2 \ 0.0494 sq Mi.. t1+f > 49-OSA 0.128D Sq Km.,_- 007GGSq..Mi. ` tc = 0041 0 1984 Sq.. Km 1 CN= 91 - tc 0.058 40 4 I C 245X11 1 57 - _ "- 1..-- - t 41 SUBBASIN 61 48.90AD 45 00764 Sq. Mi. O.I97q Sq. Km. N.. j DRAINAGE SUBBASIN AAP - DEVELOPED CONDITION FLAT BRANCH - TRIBUTAW TO NORTH FORK RIVANNA RIVER UVA RESEARCH PORK AT NORTH FORK UNC OF VIRGINIA DATE: 7/23/97 SCALE: T • 200'(12,400) _ REAL ESTATE FOUNDATION TU7[IPI HE gh. & Co.p y PIEPARED FOR DYwberry&DRI UREF North Fork Business Park NOv 1 1991 PREPARED BY: Dewberry & Davis "`°"