Loading...
HomeMy WebLinkAboutWPO201900021 Calculations 2019-08-30UVA Research Park Loop Road ALBEMARLE COUNTY, VIRGINIA VSMP PLAN & ROAD PLAN DESIGN CALCULATIONS & NARRATIVE MARCH 25, 2019 REVISED JUNE 119 2019 REVISED AUGUST 26, 2019 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OUR$. Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.1688 CRAIG W J. KE3 EARS:KI Lie. No. 040204850; 812GI 19 `©NAL Table of Contents Section Title Project Narrative 2.1 LD-204 Inlet Calculations 2.2 LD-229 Pipe Calculations 2.3 LD-347 Hydraulic Grade Line Analysis 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 0.28 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 204 LD204 PROJECT UVA Loop Road STORMWATER INLET COMPUTATIONS SHEET I OF 2 DESIGNER: J.SANDERS DATE 8/27/2019 CHECKED: .1. SHOWALTER UNITS ENGLISH iSag Inlets Only __ ---t ttt' -■-®���-� t t t: t :t ttt � t t: tt• .®-----.-----__-® -----■-----®e a ----_-.■---©-.®-��®�� e e ---t ttt • -■-�©��- t t t t t:® ttt ® t t: tt..®-----------__-® --- t t t t' -■-����- t t t t t: ® t t t ® t t: t t••-®-----.-----__-® --- t t t t• -■-®� t t �- t t t t t t: ® t t e• t t t• t t :.®-----.-----__-® ---�-■-����� t t t t t t: ® ttt � t t: tt• • ����® ttt � t t � t ttt �--__-_ ---t tt• -�-�®®�� to t t:� tt ���®���� t t� ttt� ttt �--__-_ --- t t t' -■-�©�®- t t t t t t: �®�� a e• • .�-----------__-® INLETSOFT BY ENSOFTEC DATE: 8/27/2019 FORM LD 204 LD204 PROJECT UVA Loop Road STORMWATER INLET COMPUTATIONS SHEET 2 OF 2 DESIGNER: J.SANDERS DATE 8/27/2019 CHECKED: .1. SHOWALTER UNITS ENGLISH INLET z a a_ H o. Fih o o 2 o m o o ° 0 a Sact Inlets Only 9� w 0 w� �� 3 �g H a 5 a u v �2 N a 0.5 U 402 DI-3B 1 6.000 1 0.300 0.42 0.126 ORIGHT 1 1 0.13 4 0.504 0 0.504 OA100 0.0208 2.919 2.000 0.6852 0.0833 4.0048 0.991 3.50 0.1458 0.1653 4.136 6.000 1.451 1.000 0.504 0.000 2.229 INLETSOFT BY ENSOFTEC DATE: 8/27/2019 LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: UVA Loop Road LOCATION: Charlottesville COUNTY: Charlottesville NOAA STATION: Designed by: J.SANDERS Checked by: J. SHOWALTER UNITS ENGLISH PIPE NO. FROM POEVT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C.'MENT (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/HrCPS (8)(9) RUNOFF INVERT ELEVATIONS LENGTH ofPipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope Ft./Ft. NORMAL FLOW FLOW TIME Sec. (17) REMARKS (I8) INCRE- (5) ACCUM- ULATED (6) 7CF,'I" Tots] Q UPPER END (10) LOWER END H1) Depth of Flow, do Ft. Area of Flow, An SgFt Hon FL Vn Fo'SecFt. (16) En REFERENCE (1) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 1.71 10.94 5.08 0.00 8.95 570.28 569.56 16.58 0.04343 18 Circular 1 21.89 0.00760 0.67 0.76 0.35 11.77 2.82 1.41 103 104 102 0.21 0.68 0.14 1.71 10.81 5.11 0.00 8.95 570.29 569.78 51.10 0.00998 18 Circular 1 10.49 0.00760 1.07 1.34 0.45 6.67 1.76 7.66 105 106 104 0.07 1 0.69 0.05 1.57 1 10.53 5.16 1 0.00 8.23 57243 570.90 121.96 10.012551 18 Cimulul 1 11.77 0.00640 0.92 1.14 0.42 7.20 1.73 16.93 107 108 106 0.52 0.51 0.27 1.52 10.33 5.20 0.00 7.98 573.59 572.53 84.59 0.01253 18 Circular 1 11.76 0.00600 0.91 1.12 0.42 7.15 1.70 11.83 109 110 108 0.34 0.75 0.26 1.26 10.26 5.21 0.00 6.60 574.04 573.69 27.86 0.01256 18 Circular 1 11.77 0.00410 0.80 0.96 0.39 6.85 1.53 4.07 111 112 110 0.16 0.73 0.12 1.00 10.08 5.25 0.00 5.28 576.88 574.27 95.03 0.02747 15 Circular 1 10.71 0.00700 0.62 0.61 0.31 8.69 1.79 10.93 113 114 112 2.46 0.36 0.89 0.89 10.00 5.26 0.00 4.66 577.25 576.98 27.15 0.00994 15 Circular 1 6.44 0.00540 0.79 0.82 0.36 5.72 1.30 4.75 121 122 104 132 0.41 0.54 0.54 5.00 6.54 0.00 3.55 570.67 570.39 24.34 0.01150 15 Circular 1 6.93 0.00310 0.63 0.62 1 0.32 5.68 1.13 4.29 201 202 200 0.65 0.54 0.35 1.29 6.15 6.18 0.00 7.99 566.40 566.00 1 41.68 0.00960 18 1 Circular 1 10.29 0.00600 0.99 1.24 0.44 6.43 1.64 6.48 203 204 202 0.43 1 0.46 0.20 1 0.31 1 5.11 6.50 1 0.00 2.01 569.42 566.50 1 292.45 10.009981 15 1 C11-1-1 1 6.45 0.001001 0.48 0.43 0.26 4.65 0.82 62.93 205 206 204 0.17 0.65 0.11 0.11 5.00 6.54 0.00 0.73 569.80 569.52 23.42 0.01196 15 Circular 1 7.07 0.00010 0.27 020 0.16 3.71 0.49 6.31 211 212 202 1.47 0.43 0.63 0.63 5.00 6.54 0.00 4.14 566.78 566.50 24.33 0.01151 15 Circular I 6.93 0.00430 0.70 0.70 0.33 5.90 1.24 4.13 401 402 400 0.30 0.42 0.13 0.13 5.00 6.54 0.00 0.82 586.02 581.70 63.97 0.06753 15 Circular 1 16.79 0.00020 0.19 0.12 0.12 7.10 0.97 9.02 LD-347 PROJECT: UVA Loop Road HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY -Year DESIGNED BY: J.SANDERS Checked: J. SHOWALTER INLET OR JUNCTION STA. INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Go (CFS/CMS) LENGTH PIPE Lo (Ft/M) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Hit 1.3 Ht (Ft/M) Inlet Inlet Top of MH Shaping? 0.5 FINAL Water Top of Inlet Adjustment? Hit H Surface Elev. Y/N (FtlM) (Ft/M) Elevation APPROX. V. Cent, He (Ft/M) Vi Vi"222g Hi (Expn) 0.35"MAX. (Vi222g) SKEW Angle K Bend H (Ft/M) Sum HL (Ft/M) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 100 1 1 571.700 102 569.560 1.50 571.700 18 8.954 16.58 0.00760 0.126 11.767 0.538 6.670 0.691 0.242 0.0 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 0.455 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 7.204 0.201 7.152 0.794 0.278 0.0 EOO.'. 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 0.454 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 0.593 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 1 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. 200 567.500 202 566.000 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 4.647 0.084 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 T0,00428 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. LS DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL 120 MAXIMUM TAILWATER CONDITION ( Tw > 0.5 DIAMETER) 110 300 Outlet 1 Min. W = Do + 0.4La Pipe Diameter, Do L I d +I Tailwaterz�0.5Do 30 �e 70 Qi - (D ok P 60 :3 0- 0- r 50 I t U] 40.1 Recommended Min dso= 6 a I11 Mnmu111110 3 5 10 20 50 100 200 500 Discharge, ft./sec. 3 0 1000 <0_U0 � � C O 0 CD n CD II CAD 3 �O � II N N (JI N 00 -n -D Cn Cn w 00 'c DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL MINIMUM TAILWATER CONDITION (TW c 0.5 DIAMETER) Outlet W = Do + La Pipe 2 Min. Diameter, Do 1 �ee'u Va LaT ii1 ester < 0.5D0 PQto�' 60 F zT N D II II II Qq W ' 20 Recommended Min. d5o=611 _—r 3 5 10 20 50 100 200 500 Discharge, ft3/sec. 4 3 1J 0 1000 <0 U) - O 0 Q CD II CAD 3 II W � CD TI 00 00 0 W C/)0 n w 00 LS DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL 120 MAXIMUM TAILWATER CONDITION ( Tw > 0.5 DIAMETER) 110 300 100 Outlet 1 Min. W - Do + 0.4La Pipe Diameter, Do I La 90 +I Tailw rz�0.5Do � 30 - f C7 okP 60 �i�' v :3 0- 0- (n OA y�Iv� - i 50 40.4i, Recommended Min dso= 6 a 3 5 10 20 50 100 200 500 Discharge, ft./sec. <0 U) - O 0 CD v w II CAD 3 �CD O W II O7 CD W -n N) n W 3 m v 2 `~ ai N N C. R1 L O. 1 � O LO 0 1000 w 00 5S 1S O Pre Developed in LOD Undisturbed Offsite 6L Pre Area to the Southeast Subcat Reach Pon Link 8S 3S Undisturbed Offsite 9P Post Developed in LOD Dry Pond 1�1 Q� ��) Unrouted Post Area to the Southeast Loop Road Stormwater Management Type // 24-hr 1 Year Rainfall=2.97' Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 2 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, 0.7 0. 0.45= c 0.4. LL 0.35 0.3 0.25 0.2 0.15 0.1- Subcatchment 1 S: Pre Developed in LOD Hydrograph o.n dr T - I - - - - - T j JIL I —+ ---+ + Type It 24-h_r 1 Ygar Rainfall - 2.9r Run6 f Area=2.500 sac I- - r --I - - - IHunaffiVG1ume=0.062 of Rulnoff-Uepfh�0.30 T-c.2! 6 min CIS=6-1 I I 0= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC PaC 3 Hydrograph for Subcatchment 1 S: Pre Developed in LOD Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type // 24-hr 1 Year Rainfall=2.97' Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 4 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, 3 0 LL 1 Subcatchment 3S: Post Developed in LOD Hydrograph F2 Type II 24-hr 1 Year Rainfall=2.97" Runoff Area=1.700 ac -_Ru-noff Volume=0.127 of Runoff Depth>0.90" Tc=6.0 m i n _ _CN=76 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment 3S: Post Developed in LOD Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type // 24-hr 1 Year Rainfall=2.97' Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 6 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 fos 12.6 480 Total Subcatchment 5S: Undisturbed Offsite Hydrograph ❑ Runoff 1 � 0.96 cfs Type II 24-hr '1 Year Rainfall 2.97" Runoff Area=3.100 ac Runoffs Voliume=0.077 of Runoff Depth>0.30" F loW Length=480' Tc=12.6 min CN=61 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment 5S: Undisturbed Offsite Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type // 24-hr 1 Year Rainfall=2.97' Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 8 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 fos 12.6 480 Total Subcatchment 8S: Undisturbed Offsite Hydrograph ❑ Runoff 1 � 0.96 cfs Type II 24-hr '1 Year Rainfall 2.97" Runoff Area=3.100 ac Runoffs Voliume=0.077 of Runoff Depth>0.30" F loW Length=480' Tc=12.6 min CN=61 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 9 Hydrograph for Subcatchment 8S: Undisturbed Offsite Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type // 24-hr 1 Year Rainfall=2.97' Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 10 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 Hydrograph 0.2 T 1 T T T T— ■Runoff I I I o.i s ofs 0.18 - T--I - -I- -T - -II I - - I - -ITSv/ e-It24-ohr- 0.17 — — - -Type- 0.16 1 _ 1 _ _ -'- _ 1 - Year Rair faIIT2.9,7"- 0.15 0.14 1 _ _ _ 1— _ _ - _-13u.nbff Area-0.- 00 ac- 0.13 1 1- -1- - - - f�un 0.12 off,Volume_0:01Oaf —- — — — — — — - — 3 00.1 1 - - - - -'- - - - _ RuWf-Depth�0.�,a"_ ,-°° 0.09 1 1111 - - - -- 1 -Tc=&O-min 0.08 _I _ _I— — — _I _ _I— — 11 0.07 1 11 1 I 1 1 1 0.06 0.05 T - — — —I — 1 0.04 — — —1 — — 1— — - 1- — — —1 _ 1 0.03 1 J 1— - — —1 - — 0.02 T 1--1—L! — — — — 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 11 Hydrograph for Subcatchment 9S: Unrouted Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type 1124-hr 1 Year Rainfall=2.97' Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 12 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 of 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 of 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 of (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) L1=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) =Orifice/Grate ( Controls 0.00 cfs) Loop Road Stormwater Management Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 13 Pond 9P: Dry Pond Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 9P: Dry Pond Stage -Discharge 572 571 m d c 0 570 d w 569 568 a 0 Orifice/Grate Orifice/Grate — 5 10 15 20 25 30 35 Discharge (cfs) ❑ Inflow ❑ Primary ❑ Primary Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 14 m m c 0 .9 m w Pond 9P: Dry Pond Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 Storage (cubic -feet) ❑ Surface ❑ Storage Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 15 Hydrograph for Pond 9P: Dry Pond Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (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 Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 16 Elevation Primary (feet) (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 Stage -Discharge for Pond 9P: Dry Pond Elevation Primary (feet) (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 Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 17 Stage -Area -Storage for Pond 9P: Dry Pond Elevation Surface Storage (feet) (sq-ft) (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 Surface Storage (feet) (sq-ft) (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 Loop Road Stormwater Management Type 1124-hr 1 Year Rainfall=2.97' Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 18 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 of 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 Hydrograph ❑ Inflow ❑ Primary 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 19 Hydrograph for Link 6L: Pre Area to the Southeast Time Inflow Elevation Primary (hours) (cfs) (feet) (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 Inflow Elevation Primary (hours) (cfs) (feet) (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 Loop Road Stormwater Management Type 1124-hr 1 Year Rainfall=2.97' Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 20 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 of 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 Hydrograph ❑ Inflow ❑ Primary 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Loop Road Stormwater Management Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 21 Hydrograph for Link 7L: Post Area to the Southeast Time Inflow Elevation Primary (hours) (cfs) (feet) (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 Inflow Elevation Primary (hours) (cfs) (feet) (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 Loop Road Stormwater Management Type // 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 22 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, N 3 0 LL 1 Subcatchment 1 S: Pre Developed in LOD Hydrograph 5.42 cfs Type -II 24-hr 10 Year Rainfall 5.42" Runoff Area -2-500 ac Runoffs Voliume=0.1304 of Runoff Depth>1.46" Tc'-12.6 min rt------r---CN=61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 23 Hydrograph for Subcatchment 1 S: Pre Developed in LOD Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type // 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 24 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, 0 LL 7 1 Subcatchment 3S: Post Developed in LOD Hydrograph 7 I 1 I I —T—-1————r-7——I— I I I I 1 I I I 1 I I I I I I I I I I I I T I I I — +- I — + 1 1 I I + 1 I I I t--_ I -4 i Type II 24-hr - .-1-0-Y-ear Rainfall=5.42" Runoff Area=1.700 ac Runoffll Volume=0.11377 of Runoff Depth>2.66" - Tc=6'.0 m i n I � I -CN=76 I I I I +1 —I I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 25 Hydrograph for Subcatchment 3S: Post Developed in LOD Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type // 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 26 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 (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (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 fos 12.6 480 Total Subcatchment 5S: Undisturbed Offsite Hydrograph 7 I I I I I I 6 I I I I I I 5 i l l l i i 4 o LL _ I i I Type II 24-hr 10 Year kainfall 5.4,2" 1 - -Runoff Area=3.100 ac i I I I I Runoff) Vollume=0.3771 of Runoff Depth>1.46" - — —I — —FIoW Length=480' I I I I Tc=12.6 min — — I— - -CN=61 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 27 Hydrograph for Subcatchment 5S: Undisturbed Offsite Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type // 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 28 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 (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (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 fos 12.6 480 Total Subcatchment 8S: Undisturbed Offsite Hydrograph 7 I I I I I I 6 I I I I I I 5 i l l l i i 4 o LL _ I i I Type II 24-hr 10 Year kainfall 5.4,2" 1 - -Runoff Area=3.100 ac i I I I I Runoff) Vollume=0.3771 of Runoff Depth>1.46" - — —I — —FIoW Length=480' I I I I Tc=12.6 min — — I— - -CN=61 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 29 Hydrograph for Subcatchment 8S: Undisturbed Offsite Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type // 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 30 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, 1 Subcatchment 9S: Unrouted Hydrograph I I Type II 24-hr 10 Year Fllairifall 5.42" Runoff Area=0.400 ac Runoff) Vollume=0.049 of Runoff Depth>1.46" Tc=6'.0 m i n CN=61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 31 Hydrograph for Subcatchment 9S: Unrouted Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 32 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 of 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 of 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 of (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) L1=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) =Orifice/Grate (Weir Controls 0.12 cfs @ 0.54 fps) Loop Road Stormwater Management Type // 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 33 Pond 9P: Dry Pond Hydrograph i ❑ Inflow 15 — 13s0cfs — — ❑ Primary --1-nflow I Area=4.800 ac 13 - 4- - - -II - - - - - - beak lev=570.60' 12 ' — 1.41 cfs -i -Storage-5,826 cf — — — — — — — - 10 ' i 9 ' ——T—T—-1—— —T—-1 1 u 8 �� fiI 0 7-- 6 — — — — — � 5 4 — — — — — — 1— — 3- 1 D 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 9P: Dry Pond Stage -Discharge 572 571 m d c 0 570 d w 569 568 Orifice/Grate Orifice/Grate Orifice/Grate 0 5 10 15 20 25 30 35 Discharge (cfs) ❑ Primary Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 34 m m c 0 .9 m w Pond 9P: Dry Pond Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 Storage (cubic -feet) ❑ Surface ❑ Storage Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 35 Hydrograph for Pond 9P: Dry Pond Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (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 Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 36 Elevation Primary (feet) (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 Stage -Discharge for Pond 9P: Dry Pond Elevation Primary (feet) (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 Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 37 Stage -Area -Storage for Pond 9P: Dry Pond Elevation Surface Storage (feet) (sq-ft) (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 Surface Storage (feet) (sq-ft) (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 Loop Road Stormwater Management Type // 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 38 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 @a 12.06 hrs, Volume= 0.681 of 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 I Link 6L: Pre Area to the Southeast Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Inflow ❑ Primary Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 39 Hydrograph for Link 6L: Pre Area to the Southeast Time Inflow Elevation Primary (hours) (cfs) (feet) (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 Inflow Elevation Primary (hours) (cfs) (feet) (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 Loop Road Stormwater Management Type // 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 40 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 @a 12.06 hrs, Volume= 0.793 of 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 I Link 7L: Post Area to the Southeast Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Inflow ❑ Primary Loop Road Stormwater Management Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 41 Hydrograph for Link X: Post Area to the Southeast Time Inflow Elevation Primary (hours) (cfs) (feet) (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 Inflow Elevation Primary (hours) (cfs) (feet) (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 Loop Road Stormwater Management Type 1124-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 42 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 1 S: Pre Developed in LOD Hydrograph 16 15 " 14 13 12 „ _ -4 10 — — — — — I— — - m 9 — T — — — — 1F — T c T = = 1 FL 7 6 — — _ 5 I 4 - 3 2- 1 —I— — - — ______ Twell24-hr 10110-Year Rainfall=8.88" -Wunoff Area-2.500 ac — — i— — I- — —1 — —1 - Runoff V-olume_01U4f- --11-Rdnoff Depth�A-J8" T I F T Tc=121-6 min �T I———— _--�- --1- CN_61 I I I I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 43 Hydrograph for Subcatchment 1 S: Pre Developed in LOD Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type 1124-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 44 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 Hydrograph T - - 18 T - - 16 - rt- - -I - - I- - -r - -I - 15 T11 fi- 14' T11T- 13 - 12 T 1 1- T -j - 11 10 + 1 1- fi -- 0 9-1 - FL 8' ++ 7 ' + + + + 6 - - - - -I 5 + + --4 41 - + - - - -1- - A 3 1 1 _ 2 _ j _ 1 Type-II 24{h-r I0'p-Year Rainfaur8.88" -Wunoff Area-t700 ac - -I- - - - + - -i - -1 i- - +Rurto f Volume-01W,af Aunof D th'-5-57" �R -- ----�-+-Tc-6':0-min + + + GN--,76 + - - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 45 Hydrograph for Subcatchment 3S: Post Developed in LOD Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type 1124-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 46 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 fos 12.6 480 Total Subcatchment 5S: Undisturbed Offsite Hydrograph 19 ' — — — — — — 18I 17 - — — — — — — 16 15 ' _ _ — — — — — 14 13I- 12 -I' 11 — — —I — — — — — — — 3 10 I _0 9 6 L ! L 5- 4- A 3 — — I— — L — -J — — � 1 T I 11-4,-h r i0'gY- ar kai6faHr&-90- - upbff AKeai=111-00tc 1 Runoffi-Volume=U76F of ----------------- --R6-noff D6pths3:7-8,� - - -Flow Le�nglh=480! I_ _ TC=12X_m_in i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 47 Hydrograph for Subcatchment 5S: Undisturbed Offsite Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type 1124-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 48 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 fos 12.6 480 Total Subcatchment 8S: Undisturbed Offsite Hydrograph 19 ' — — — — — — 18I 17 - — — — — — — 16 15 ' _ _ — — — — — 14 13I- 12 -I' 11 — — —I — — — — — — — 3 10 I _0 9 6 L ! L 5- 4- A 3 — — I— — L — -J — — � 1 T I 11-4,-h r i0'gY- ar kai6faHr&-90- - upbff AKeai=111-00tc 1 Runoffi-Volume=U76F of ----------------- --R6-noff D6pths3:7-8,� - - -Flow Le�nglh=480! I_ _ TC=12X_m_in i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 49 Hydrograph for Subcatchment 8S: Undisturbed Offsite Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type 1124-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 50 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 Hydrograph - � I ❑Runoff Type II 24-hr 100 Year Iilainfal1-8.88" Runoff Area=0.400 ac z ' I Runoff) Vollume=0.126 of Runoff Depth''>3.79" LL Tc=6I1.0 m i n I I ,I - -J CN_61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 51 Hydrograph for Subcatchment 9S: Unrouted Time Precip. Excess Runoff lours) (inches) (inches) (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 Precip. Excess Runoff hours) (inches) (inches) (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 Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 52 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 of 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 of 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 of (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) L1=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) =Orifice/Grate (Weir Controls 14.72 cfs @ 2.70 fps) Loop Road Stormwater Management Type 1124-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 53 Pond 9P: Dry Pond Hydrograph j I I -1 -1 I I I I I I e Inflow / 34 T 32.03 cfs I 1 T _ 1 -11-F ❑ Primary 3.11 Anflow-Area=4-.800-ac- 32 30 30 eak- evc1 M5 - -, 287 26 I-S ora e�7,/69 df 24 , 22 I - I1 I ---- ---- --- 20 A- - -4 - -1 - - --- 318/ T� -- -- Eo16/T - 14 -I-L-!- - - - - -L 12 10 8 , 4 , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 9P: Dry Pond Stage -Discharge ■ Primary 0 5 10 15 20 25 30 35 Discharge (cfs) Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 54 m m c 0 .9 m w Pond 9P: Dry Pond Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 Storage (cubic -feet) ❑ Surface ❑ Storage Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 55 Hydrograph for Pond 9P: Dry Pond Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (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 Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 56 Elevation Primary (feet) (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 Stage -Discharge for Pond 9P: Dry Pond Elevation Primary (feet) (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 Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 57 Stage -Area -Storage for Pond 9P: Dry Pond Elevation Surface Storage (feet) (sq-ft) (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 Surface Storage (feet) (sq-ft) (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 Loop Road Stormwater Management Type 1124-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 58 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 @a 12.05 hrs, Volume= 1.763 of 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 Hydrograph ❑ Inflow ❑ Primary 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 59 Hydrograph for Link 6L: Pre Area to the Southeast Time Inflow Elevation Primary (hours) (cfs) (feet) (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 Inflow Elevation Primary (hours) (cfs) (feet) (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 Loop Road Stormwater Management Type 1124-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Paqe 60 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 @a 12.01 hrs, Volume= 1.874 of 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 Hydrograph ❑ Inflow ❑ Primary 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Loop Road Stormwater Management Type 11 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 8/22/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 61 Hydrograph for Link X: Post Area to the Southeast Time Inflow Elevation Primary (hours) (cfs) (feet) (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 Inflow Elevation Primary (hours) (cfs) (feet) (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 CLEAR ALL (CtrlvSh htftj ® Linear Development Project? No calcol,tic, cells �Site information •finalresults--■ Post -Development_■__, Enter Total Disturbed Area (acres) Check: BMP Design Specifications List. Maximum reduction required: 20%Linear The site's net increose in impervious cover /acres) is: 0.67 Post -Development TP Load Reduction for Site Qb/yrf: 1.29 �Pre-ReDevelopment Land Cowr (acres) --- --- _--- 2013 Draft Stcls & Specs —Post-De-lopment Land cover (acrens) IConstants -------� LAND COVER SUMMARY -- POST DEVELOPMENT LAND COVER SUMMARY -- PRE -REDEVELOPMENT r r .. .. ®® ®® ® Final Poz[-Devllppment Pre-ReDevelopment Treatment Volume (acre-k) 0.0369 0,0257 Treatment Volume 0.0788 (sere-k) final Post -Development Pre-ReDevelopment Treatment Volume 1,606 1,120 Treatment Volume 3,430 (wbicfeet) (wbicfeet) Final Post- Pre-ReDevelopment TP Load 1.01 0.70 Development TP Load 2.16 (Ib/yr) (lb/Yr) Pre- os.lopment TP Load peracre (lb/acre/yr) o.s. 0.49 Fnal Port-Development TP lwtl per acre (lb/acre/yn 1„D3. Baseline TP Load (lb/yr) (q.1116s/one/yrappl'wd to pre redrvelopmen[area excluding pervious land propmdd lb, new impervious cover) 0.59' Post-Reaeyelopmem Treatment Volume 0.0257 (syre-k) post-ReDevelopment Treatment Volume 1,120 (wbicfeet) Port-Reaevelapment Load (TP) 0.70 (Ib/yn- Post-ReDevelopment TP 'DA9 Lwtl peracre (Ib/acre/yn Maa.0.edunien Requiretl IBelow Pre- geDev p nt Load) 2096 Post-Devebpmem Treatment Volume 0.0530 (ane-k) Post-D.M.Pment Treatment Volume(cubic 2,310 Feet) Pas[-Develppmen[TP 1.45 maa pb/yrl 'Adjusted Land Cover Summary: Pre ReOevelop-01nd cover minus pervloas land cover(Forest/oeI space or noged turf) acreage Wp cdfor Frew impervious wver TP Load Reduction Veep Redet q reed Area pb/yr) TP Load ReductiDn 0.12 Required for New 1.18 Impervious Area(lb/yr) Adjusted total acreage is dpnslsrent with P Rcoc clppm oneoge(minus —egie 7new impervious cover/. xReduRion below new development load fmitation not required Column I shows load r,duttipn requriemencfor new impervious cover /based on new development Iced llmR 0.4116s/0cre/yeel). st-Development Requirement for site Are VRRM_ReDev_ Compliance _ Spreadsheet_v3_082017 D.A. A Drainage Area A Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 1.00 1.00 0.20 Impervious Cover (acres) 0.70 0.70 0.95 Total 1.70 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. A (lb/yr) 1.97 Post Development Treatment Volume in D.A. A (ft3) 3,140 --Select from droodown lists -- Runoff Managed Turf Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Load Untreated Phosphorus Remaining Downstream Practice to be Practice Reduction Credit Area Cover Credit Upstream 3 Reduction (ft) Runoff Volume Treatment Removal from Upstream Phosphorus Load Removed By Phosphorus Load Employed Credit (%) (acres) Area (acres) Practice (ft3) (ft3) 0 Volume (ft3) 0 Efficiency (%) 0 Practices (lb) to Practice (lb) 0.00 Practice (lb) 0.00 [lb) 0.00 1. Vegetated Roof [RR) 1.a. Vegetated Roof #1 (Spec #5) 45 0 1. b. Vegetated Roof #2(Spec #5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (RR) 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per 50 0 0 0 0 0 0.00 0.00 0.00 0.00 specifications (existing C/D soils) (Spec #4) 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1 (Spec 118) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #8) 2.f. To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec 119) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec 119) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) Permeable Pavement (RR) 3.a. Permeable Pavement #1 (Spec #7) 45 0 0 0 0 25 0.00 0.00 0.00 0.00 3.b. Permeable Pavement #2 (Spec #7) 75 0 0 0 25 0.00 0.00 0.00 8/26/2019 1 of 3 3:59 PM VRRM_ReDev_ Compliance _ Spreadsheet_v3_082017 D.A. A 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 5.a. Dry Swale #1 (Spec #10) 40 0 0 0 0 20 0.00 0.00 0.00 0.00 S.b. Dry Swale #2 (Spec #10) 60 0 0 0 0 40 0.00 0.00 0.00 0.00 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or Urban Bioretention (Spec #9) 40 0 0 0 0 25 0.00 0.00 0.00 0.00 6.b. Bioretention #2 or Micro-Bioretention #2 (Spec #9) 80 0 0 0 0 50 0.00 0.00 0.00 0.00 7. Infiltration (RR) Ta. Infiltration #1 (Spec #8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.b. Infiltration #2 (Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention 8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetflow to Filter/Open Space (RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils (Spec #2) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) 10.a. Wet Swale #1 (Spec #11) 2 of 0 TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. A (ft3) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr) 1.97 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 1.97 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 0 1 0 1 0 1 0 1 20 1 0.00 1 0.00 1 0.00 1 0.00 8/26/2019 3:59 PM VRRM_ReDev_ Compliance _ Spreadsheet_v3_082017 D.A. A 10.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 f. Filtering Practices (no RR) 11.a.Filtering Practice #1 (Spec #12) 0 0 0 0 0 60 0.00 0.00 0.00 0.00 11.b. Filtering Practice #2 (Spec #12) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 13. Wet Ponds (no RR) 13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1 (Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - Hydrodynamic 0 0 0 0 0 20 0.00 0.00 0.00 0.00 14.b. Manufactured Treatment Device -Filtering 0 1.00 0.70 0 0 3,140 3,140 52 0.00 1.97 1.02 0.95 None 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 20 0.00 0.00 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED (ac) 0.70 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 1.00 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 1.29 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (Ib/yr) 1.97 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 1.02 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A (lb/yr) 1.02 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (Ib/yr) 0.95 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (Ib/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. A (Ib/yr) 0.00 8/26/2019 3 of 3:59 PM Approved Drainage Areas and CN Values 7/23/1997 Area (Ac.) CN Al 57.25 79 A2 12.61 64 B1 54.48 72 B2 48.56 80 C1 27.38 80 C2 85.84 82 D1 12.33 78 D2 84.03 86 E1 27.8 81 E2 17.28 83 F1 66.44 91 F2 31.64 91 G1 48.9 92 G2 49.05 92 Proposed Road Drainage Areas and CN Values 12/19/2018 Area (Ac.) CN Al 56.35 60 A2 11.77 55 B1 49.59 50 B2 47.79 67 C1 31.15 42 C2 83.90 67 D1 9.55 51 D2 81.90 70 E1 28.71 55 E2 16.91 38 F1 64.97 53 F2 30.73 47 G1 47.53 76 G2 49.25 72 LEGEND 1 ` J , AREA G2 � � ''�I� -- ' • `�``` r 1 -- 1 NOTE: DRAINAGE DIVIDES AND AREA NAMES ARE TAKEN FROM "STORMWATER MANAGEMENT/BMP ANALYSIS AND FLOODPLAIN STUDY FOR THE UVA RESEARCH PARK AT NORTHFORK" BY DEWBERRY & DAVIS, DATED OCTOBER 1997. 171 HYDROLOGIC SOIL GROUP A, TURF ■ HYDROLOGIC SOIL GROUP A, WOODS ElHYDROLOGIC SOIL GROUP B, TURF HYDROLOGIC SOIL GROUP B, WOODS HYDROLOGIC SOIL GROUP C, TURF HYDROLOGIC SOIL GROUP C, WOODS HYDROLOGIC SOIL GROUP D, TURF HYDROLOGIC SOIL GROUP D, WOODS , IMPERMEABLE SURFACES AREA, IN ACRES CN VALUE ow / AREP�1 i — DRAINAGE DIVIDE AREA NAME UVA RESEARCH PARK LOOP ROAD - STORMWATER MANAGEMENT EXHIBIT FOR POND 1 May 17, 2019 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. i k'Ut 1 � I'k _ :a � N II II y yt y, "A TO it IIIIII I s / 007ysT 80 M1 �'ll�. > _ 1 -N a .9f \ It111' 1 11. N`I� , 1341 Sq� I ��- V3�� rJJ• �1 - j - _ l, � _ _ �� �.347459' � ,�^ � �"T �� ��Y.� ��� �I�nIj��}rj' • r ''7 f+' , L V yy tip 1 iv dI(f l I �J 1 r j _ n I • No__ .b; 5b, �M15 SUBBA5IN D2 84 03 M,. C),1313 Sq. MI. �7- 0 3401 5q: K. - &¢-0079 ',SU A51 I�,N=86 12.83Ac �'�. �� '��.•.' �1 �, t9 „ 1 5 ,�,.( ,. \ SUBBASIN EI ' 27BOAG �,'.• / / :L - I - ti e 0.0434 5q. Mi',',V 0.I125 Sq. Km. A-s5..RCN=81 r suBeasME2 2 I -�•/// p- - 1728PC o0434sg1a �, 54 O11255gO. r. N=83BI CW= / 27 I SUBBASIN Fl GG.44 Ac. 1 I 01038 Sq. K 1 l _ J 0.2689 Sq. Km. tc-0.087 7 CN-91 SUBBASIN F2 1 ,� 31. C4AC SUBBASfN 82. \ 0.0494 Sq. M 49 ON O. 12SO 511. Km_ YYY OO7G6 eq, Mi. - \ tc`004t 01964 SSq. Km. 1 _ CN=0t tc=0.058 40 �gm 45 I6 f 21e7 SUBBA51N GI 43 48.90Ac. sq. Mi 0.1979 Sq. Km. I�'I _ �� �• tc=0.057 CN=92 r 1 pOVYE B� - to f DRAINAGE SUBBASIN AAR - DEVELOPED CONDITION FLAT BRANCH - TRIBUTAR' TO NORTH FORK RIVANNA RIVER UVA RESEARCH PORK AT NORTH FORK - ®UNWERSM OF VHUIP A DATE; 7/23/97 SCALE- 1' 200'(12,400) UAL }},,MAM FOUNMrIM � �Mghts & Company' PIEPARED FOR �Dewberry gDAVIS ki6FiViFJ UREF North Fork Business Park NOV t44] PREPARED By I - • �^°�� ®Dewberry &Davis