Loading...
HomeMy WebLinkAboutSUB201900049 Calculations 2019-03-26UVA Research Park Loop Road ALBEMARLE COUNTY, VIRGINIA VSMP PLAN & ROAD PLAN DESIGN CALCULATIONS & NARRATIVE MARCH 25, 2019 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.1688 irk CRATG w I KOTARS:KI Lie. NO. 040204850? 3/25/ 19r" �` � VAL " Table of Contents Section Title Project Narrative 2 LD-204 Inlet Calculations 3 LD-229 Pipe Calculations 4 Lld-347 Hydraulic Grade Line Analysis 5 Pre and Post Developed HydroCAD Calculations Project Narrative: This project includes the construction of a new road looping 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 1.08 lbs/year to be treated via manufactured treatment device. The remaining 0.22 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 STORMWATER INLET COMPUTATIONS SHEET 1 OF 2 ROUTE 204 PROJECT UVALoop Road DESIGNER: J.SANDERS CHECKED: J.SHOWALTER DATE 3/25/2019 UNITS ENGLISH INLET o H H W C7 �Q V Q U U w C: v� d U C• U vi w up ���" w U E" vi w �o. w W F F� F v, m rii F �� wH U� A Q wJw a 5 a ,�,' W F N NE` p 3 3 Ri w F F" N� �F �� x vi" 3 v, oU, a ax o Fn rn W a pF Uc7 w W x a H mC7 'z,w `-� a V cL Q w a v U a .., �� vt w U� a U Sag Inlets Onl 6 W W F x C7 oF'� a A U� o c ou. m QD �o' q Q F w as 104 DI-3C 8.000 0.120 0.65 0.078 Back/Lt. 0.078 4 0.312 0 0.001 0.0208 5.102 2.000 0.392 0.0833 4.0048 3.50 Back/Lt. 0.120 0.65 0.078 Ahead/Rt. 0.078 4 0.312 0 Ahead/Rt. 0.624 0.001 8 0.624 0.980 0.166 0.0138 12.0029 2.980 3.927 Weir Flow 108 DI-3B 6.000 0.520 0.51 0.2652 0.265 4 1.06 0 1.060 0.0100 0.0208 5.345 2.000 0.3742 0.0833 4.0048 0.863 3.50 0.1458 0.1466 6.074 6.000 0.988 1.000 1.060 0.000 2.834 110 DI-3C 8.000 0.170 0.75 0.1275 Back/Lt. 0.128 4 0.512 0 0.001 0.0208 6.847 2.000 0.2921 0.0833 4.0048 3.50 Back/Lt. 0.170 0.75 0.1275 Ahead/Rt. 0.128 4 0.512 0 Ahead/Rt. 1.024 0.001 8 1.024 1.364 0.166 0.0138 12.0029 3.364 5.464 Weir Flow 112 D1-3B 6.000 0.160 0.73 0.1168 0.117 4 0.468 0 0.468 0.0100 0.0208 2.686 2.000 0.7446 0.0833 4.0048 0.995 3.50 0.1458 0.1660 3.999 6.000 1.500 1.000 0.468 0.000 2.171 122 Dl-3C 8.000 0.660 0.41 0.2706 Back/Lt. 0.271 4 1.084 0 0.0350 0.0208 3.362 2.000 0.5949 0.0833 4.0048 3.50 Back/Lt. 0.660 0.41 0.2706 Ahead/Rt. 0.271 4 1.084 0 Ahead/Rt. 2.168 0.0350 8 2.168 2.249 0.166 0.0138 12.0029 4.249 9.012 T> 8.0 ft 202 DI-3C 8.000 0.325 0.54 0.1755 Back/Lt. 0.176 4 0.704 0 0.0167 0.0208 3.167 2.000 0.6315 0.0833 4.0048 3.50 Back/Lt. 0.325 0.54 0.1755 Ahead/Rt. 0.176 4 0.704 0 Ahead/Rt. 1.408 0.0167 8 1.408 1.687 0.166 0.0138 12.0029 3.687 6.758 Weir Flow 204 DI-3B 6.000 0.430 0.46 0.1978 0.198 4 0.792 0 0.792 0.0100 0.0208 4.372 2.000 0.4575 0.0833 4.0048 0.927 3.50 0.1458 0.1559 5.179 6.000 1.159 1.000 0.792 0.000 2.591 206 DI-3B 6.000 0.170 0.65 0.1105 0.111 4 0.444 0 0.444 0.0100 0.0208 2.522 2.000 0.793 0.0833 4.0048 0.998 3.50 0.1458 0.1663 3.907 6.000 1.536 1.000 0.444 0.000 2.130 212 DI-3C 8.000 0.735 0.43 0.3161 Back/Lt. 0.316 4 1.264 0 0.0148 0.0208 5.277 2.000 0.379 0.0833 4.0048 3.50 Back/Lt. 0.735 0.43 0.3161 Ahead/Rt. 0.316 4 1.264 0 Ahead/Rt. INLETSOFT BY ENSOFTEC DATE: 3/25/2019 FORM LD 204 STORMWATER INLET COMPUTATIONS SHEET 2 OF 2 ROUTE 204 PROJECT UVALoop Road DESIGNER: J.SANDERS CHECKED: J.SHOWALTER DATE 3/25/2019 UNITS ENGLISH INLET Sag Inlets Onl QD c F U m @)^ v�y H C7 V Q U U w C: vi E" vi W F F `�' rii F �*+ Q wJw W F F 3 w F F" H '�' 3 v, d a ro Fn rn .� a x U W x py F `-� a cL Fy U a U U v6 U Q F C7 �Q d U W U� W F wH NE` �F 6,'" pF mC7 Q w U� a ou. W U� a C7� o Uc7 zw a a a a a a aU a 0 ¢ Q H a H 2.528 0.0148 8 2.528 2.492 0.166 0.0138 12.0029 4.492 9.984 T> 8.0 ft 402 DI-3B 6.000 0.300 0.42 0.126 0.126 4 0.504 0 0.504 0.0100 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: 3/25/2019 LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENC 10 PROJECT: UVA Loop Road LOCATION: Charlottesville COUNTY: Albemarle NOAA STATION: Charlottesville Designed by: Checked by: J.SANDERS J.SHOWALTER UNITS I ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope FUR. NORMAL FLOW FLOW TIME Sec. (17) REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) Lateral CFS Total Q CFS (9) UPPER END (10) LOWER END (11) Depth of Flow, do Ft. Area of Flow, An SgFt Hrn Ft. Vn Ft/Sec (16) En Ft. REFERENCE (1) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 1 1.68 5.86 6.27 1 0.00 10.90 569.46 1 568.43 29.60 0.03480 18 Circular 1 19.60 0.01120 0.80 1 0.96 0.39 1 11.38 2.81 2.60 103 104 102 0.24 0.65 0.16 1.68 5.75 6.31 0.00 10.90 570.29 569.46 55.06 0.01507 18 Circular 1 12.90 0.01120 1.06 1.33 0.45 8.18 2.10 6.73 105 106 104 0.00 0.00 1.52 5.49 6.39 0.00 9.91 572.26 570.46 143.64 0.01253 18 Circular 1 11.76 0.00930 1.06 1.33 0.45 7.46 1.92 19.26 107 108 106 0.52 0.51 0.27 1.52 5.36 6.43 0.00 9.91 573.01 572.36 64.76 0.01004 18 Circular 1 10.53 0.00930 1.16 1.46 0.46 6.77 1.87 9.56 109 110 108 0.34 0.75 0.26 1.26 5.29 6.45 0.00 8.21 573.67 573.11 31.98 0.01751 18 Circular 1 13.90 0.00640 0.83 1.00 0.40 8.19 1.87 3.91 ill 112 110 0.16 0.73 0.12 1.00 5.07 6.52 0.00 6.56 576.76 573.92 94.96 0.02991 15 Circular 1 11.17 0.01080 0.69 0.69 0.33 9.47 2.08 10.03 113 114 112 2.46 0.36 0.89 0.89 5.00 6.54 0.00 5.79 577.23 576.86 24.85 0.01489 15 Circular 1 7.88 0.00840 0.80 0.83 0.36 7.02 1.56 3.54 121 122 104 1.32 0.41 0.54 0.54 5.00 6.54 0.00 3.55 570.67 570.39 28.07 0.00998 15 Circular 1 6.45 0.00310 0.66 0.66 0.32 5.38 1.11 5.21 201 202 200 0.65 0.54 0.35 1.29 6.18 6.18 0.00 7.98 566.40 566.00 40.05 0.00999 18 Circular 1 10.50 0.00600 0.98 1.22 0.43 6.54 1.64 6.13 203 204 202 0.43 0.46 0.20 0.31 5.13 6.50 0.00 2.01 569.42 566.50 292.37 0.00999 15 Circular 1 6.46 0.00100 0.48 0.43 0.26 4.65 0.82 62.89 205 206 204 0.17 0.65 0.11 0.11 5.00 6.54 0.00 0.73 569.80 569.52 28.00 0.01000 15 Circular. 1 6.46 0.00010 0.28 0.21 0.17 3.49 0.47 8.03 211 212 1 202 1 1.47 0.43 0.63 0.63 5.00 6.54 0.00 4.14 566.78 566.50 28.00 0.010010 15 Circular 1 6.46 0.00430 0.73 0.74 0.34 5.59 1.21 5.01 401 402 400 1 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. Q. (CFS/CMS) LENGTH PIPE Lo (Ft/M) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hit (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/M) Inlet Shaping? Y/N Inlet Top of MH 0.5 FINAL Water Top of Inlet Adjustment? Ht H Surface Ele, (Ft/M) (FUM) Elevation APPROX. V. Contr. Ho (Ft/M) Vi Vi"2/2g Hi (Expn) 0.35"MAX. (Vi2/2g) 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 1 1 1 570.600 102 568.430 1.50 570.600 18 10.895 29.60 0.01125 0.333 11.383 0.503 8.184 1.040 0.364 0.0 0.00 0.000 0.867 0.000 0.867 YES 0.434 0.766 571.366 577.060 O.K. 104 569.460 1.50 571.366 18 10.895 55.06 0.01125 0.619 8.184 0.260 7.459 0.864 0.302 0.0 0.00 0.000 0.562 0.984 0.562 YES 0.281 0.900 572.267 575.960 O.K. 106 570.460 1.50 572.267 18 9.911 143.64 0.00931 1.337 7.459 0.216 6.773 0.712 0.249 0.0 0.00 0.000 0.465 0.000 0.465 YES 0.233 1.569 573.836 580.280 O.K. 108 572.360 1.50 573.836 18 9.911 64.76 0.00931 0.603 6.773 0.178 8.190 1.042 0.365 0.0 0.00 0.000 0.543 1.703 0.543 YES 0.271 0.874 574.710 581.150 O.K. 110 573.110 1.50 574.7101 18 8.208 31.98 1 0.00638 0.204 1 8.190 10.260 9.466 1.391 0.487 0.0 0.00 0.000 0.747 1.651 0.972 YES 0.486 0.690 575.400 581.150 O.K. 112 573.920 1.25 575.400 15 6.557 94.96 0.01077 1.023 9.466 0.348 7.021 0.765 0.268 0.0 0.00 0.000 0.616 0.763 0.616 YES 0.308 1.331 577.448 583.200 O.K. 114 1576.860 1.25 577.860 15 1 5.794 24.85 0.00841 0.209 7.021 0.191 10.000 0.000 0.000 0.0 0.00 0.000 0.191 1 0.000 10.191 YES 1 0.096 0.305 578.165 578.620 O.K. 122 570.390 1.25 572.267 15 3.546 28.07 0.00315 0.088 5.383 0.112 0.000 0.000 0.000 0.0 0.00 0.000 0.112 3.546 0.146 YES 0.073 0.162 572.428 575.960 O.K. 200 1 566.750 202 566.000 1.50 567.200 18 7.981 40.05 0.00603 0.242 6.538 0.166 5.585 0.484 0.170 0.0 0.00 0.000 0.335 2.168 0.436 YES 0.218 0.460 567.660 572.080 O.K. 204 566.500 1.25 567.660 15 1 2.013 292.37 0.00102 0.297 4.649 0.084 3.485 0.189 0.066 0.0 0.00 0.000 0.150 1.287 10.195 YES 1 0.097 0.394 569.899 575.770 O.K. 206 569.520 1.25 570.520 15 0.726 28.00 0.00013 0.004 3.485 0.047 0.000 0.000 0.000 0.0 0.00 0.000 0.047 0.726 0.061 YES 0.031 0.034 570.554 575.770 O.K. 212 566.500 1.25 567.660 15 4.135 28.00 0.00428 0.120 5.585 0.121 0.000 0.000 0.000 0.0 0.00 0.000 0.121 4.135 0.157 YES 0.079 0.199 567.858 572.080 O.K. 5S 1S O �� � Pre Developed in LOD Undisturbed Offsite 6L 8S 3S O O Area to the Southeast Undisturbed Offsite A9P Post Developed in LOD Dry Pond (�� Z7L �/ Unrouted Area to the Southeast Subcat Reach on Link Routing Diagram for Preliminary Prepared by Timmons Group, Printed 3/25/2019 EHydroCAX) 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Preliminary Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 6.570 61 >75% Grass cover, Good, HSG B (1S, 3S, 5S) 3.100 61 Pasture/grassland/range, Good, HSG B (8S) 0.730 98 Paved parking, HSG B (1S, 3S) 0.400 61 Turf (9S) 10.800 64 TOTAL AREA Preliminary Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 10.400 HSG B 1 S, 3S, 5S, 8S 0.000 HSG C 0.000 HSG D 0.400 Other 9S 10.800 TOTAL AREA Preliminary Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 6.570 0.000 0.000 0.000 0.000 3.100 0.000 0.000 0.000 0.000 0.730 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.400 0.000 10.400 0.000 0.000 0.400 6.570 >75% Grass cover, Good is 3S 5S 3.100 Pasture/grassland/range, Good 8S 0.730 Paved parking is 3S 0.400 Turf 9S 10.800 TOTAL AREA Preliminary Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 91D 567.00 566.50 43.5 0.0115 0.012 24.0 0.0 0.0 Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 6 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre Developed in LOD Runoff Area=2.500 ac 1.20% Impervious Runoff Depth>0.30" Tc=12.6 min CN=61 Runoff=0.77 cfs 0.062 of Subcatchment3S: Post Developed in LOD Runoff Area=1.700 ac 41.18% Impervious Runoff Depth>0.90" Tc=6.0 min CN=76 Runoff=2.92 cfs 0.127 of Subcatchment5S: Undisturbed Offsite Runoff Area=3.100 ac 0.00% Impervious Runoff Depth>0.30" Flow Length=480' Tc=12.6 min CN=61 Runoff=0.96 cfs 0.077 of Subcatchment8S: Undisturbed Offsite Runoff Area=3.100 ac 0.00% Impervious Runoff Depth>0.30" Flow Length=480' Tc=12.6 min CN=61 Runoff=0.96 cfs 0.077 of Subcatchment9S: Unrouted Runoff Area=0.400 ac 0.00% Impervious Runoff Depth>0.30" Tc=6.0 min CN=61 Runoff=0.18 cfs 0.010 of Pond 9P: Dry Pond Peak Elev=569.11' Storage=2,179 cf Inflow=3.40 cfs 0.205 of Outflow=1.11 cfs 0.199 of Link 6L: Area to the Southeast Inflow=1.74 cfs 0.140 of Primary=1.74 cfs 0.140 of Link 7L: Area to the Southeast Inflow=1.16 cfs 0.209 of Primary=1.16 cfs 0.209 of Total Runoff Area = 10.800 ac Runoff Volume = 0.355 of Average Runoff Depth = 0.39" 93.24% Pervious = 10.070 ac 6.76% Impervious = 0.730 ac Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Pre Developed in LOD Runoff = 0.77 cfs @ 12.09 hrs, Volume= 0.062 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.97" Area (ac) CN Description 2.470 61 >75% Grass cover, Good, HSG B 0.030 98 Paved parking, HSG B 2.500 61 Weighted Average 2.470 98.80% Pervious Area 0.030 1.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment 1S: Pre Developed in LOD Hydrograph 0.85 0.8 _I _I_ _ 0.75 _ _ _ _ _[ 07 0.65 T —1 1 L T 0.6 0.55 —t— ——I—— -+ w 0.5 = 0.45 L —1 1 L T 0 0.4 I 1 1 u 0.35 I 1 1 0.3 1 1 1 1 0.25 1 0.2 0.15 + 0.1 T _ _ I _ I _ _ I _ _I _ _ ■Runoff I I I I I I - I - -1— — I Type 1I 24+hr Yqartain#a1172.91T F- Rundff Areas 2.500 lac - r- — I — —I— —I— — r - rt - -I— - - RtanofFIVo1ume=0.-0621 af- - i Ru10-oefh0.0"- 1 Tct=:1116- Min 1 1 C IV 6-1 I I I I I I I I I I - --,-- -T — — — + 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: Post Developed in LOD Runoff = 2.92 cfs @ 11.98 hrs, Volume= 0.127 af, Depth> 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=2.97" Area (ac) CN Description 1.000 61 >75% Grass cover, Good, HSG B 0.700 98 Paved parking, HSG B 1.700 76 Weighted Average 1.000 58.82% Pervious Area 0.700 41.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Post Developed in LOD Hydrograph I � I I I I _ I _ _ I— _ I _ I _ ❑Runoff 3 2.92 cfs Type II 24+hr 1 Year Rainfall=2.917" Runbff Area=1.700'ac — R— —I — I I — — — —1 1— 2 - 1 - 1unoff1Vo11ume=0.1271af- 1 Ru;noo De;pth�0.00" 0 1 1 1 1 1 1 Tc=61.0 Min I I I I I I I I I I I 1 I I I I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 9 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 i i I i I I I I i — � � I � � I — — _ � — — I � — ❑Runoff 0.96 cfs Type II 24+hr i Year Rainfallr2.9117" Runbff Areal=3.100'ac Runoff Voliume=0.077 of N Ru;noq Depth�0.30" U LL FIoW Length=480' Tc=IM min (N=61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 10 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 i i I i I I I I i — � � I � � I — — _ � — — I � — ❑Runoff 0.96 cfs Type II 24+hr i Year Rainfallr2.9117" Runbff Areal=3.100'ac Runoff Voliume=0.077 of N Ru;noq Depth�0.30" U LL FIoW Length=480' Tc=IM min (N=61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 11 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 Turf 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 T T 1- T T- T ■Runoff 0.19 0.18 cfs 0.18 1 _ 1__1__7_ T _ _i _ __I__ITypReIt2tohr- 0.17 C 0.16 1 - 1 - 1 - - - I Yqlar-OailfialIz�2.91T - 0.15 M /� ,,w — /� 0.14 - 1 - 1 - - - RuJ bff-A CQ—O.40TIac- 0.13 1 1 1 1 1 1 1 1 0.12 - 1 - I - - RunofflYolume=0:01Q1d 0.11 3 0.1--------- ---------------- 0.08 _ _ I_ _ 1 _ 0.07 I I- - I 11 1 1 CN=16-1- 0.06 0.05 1 1I 0.04 0.02 11I - 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type/1 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 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= 43.5' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 567.00' / 566.50' S= 0.0115'/' 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 17.38 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.11 cfs @ 4.60 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 13 Pond 9P: Dry Pond Hydrograph ■ Inflow ❑ Primary Time (hours) Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 14 Summary for Link 6L: 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 N V 3 0 LL Link 6L: 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 Preliminary Type // 24-hr 1 Year Rainfall=2.97" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 15 Summary for Link 7L: 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 N V 3 0 LL Link 7L: 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 Preliminary Type 11 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 16 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre Developed in LOD Runoff Area=2.500 ac 1.20% Impervious Runoff Depth>1.46" Tc=12.6 min CN=61 Runoff=5.42 cfs 0.304 ai Subcatchment3S: Post Developed in LOD Runoff Area=1.700 ac 41.18% Impervious Runoff Depth>2.66" Tc=6.0 min CN=76 Runoff=8.42 cfs 0.377 of Subcatchment5S: Undisturbed Offsite Runoff Area=3.100 ac 0.00% Impervious Runoff Depth>1.46" Flow Length=480' Tc=12.6 min CN=61 Runoff=6.72 cfs 0.377 of Subcatchment8S: Undisturbed Offsite Runoff Area=3.100 ac 0.00% Impervious Runoff Depth>1.46" Flow Length=480' Tc=12.6 min CN=61 Runoff=6.72 cfs 0.377 of Subcatchment9S: Unrouted Runoff Area=0.400 ac 0.00% Impervious Runoff Depth>1.46" Tc=6.0 min CN=61 Runoff=1.11 cfs 0.049 of Pond 9P: Dry Pond Peak Elev=570.60' Storage=5,826 cf Inflow=13.80 cfs 0.754 of Outflow=11.41 cfs 0.744 of Link 6L: Area to the Southeast Inflow=12.14 cfs 0.681 of Primary=12.14 cfs 0.681 of Link 7L: Area to the Southeast Inflow=12.07 cfs 0.793 of Primary=12.07 cfs 0.793 of Total Runoff Area = 10.800 ac Runoff Volume = 1.484 of Average Runoff Depth = 1.65" 93.24% Pervious = 10.070 ac 6.76% Impervious = 0.730 ac Preliminary Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 17 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 0 0k 5 Subcatchment 1S: Pre Developed in LOD Hydrograph I I I I i I I - Type 11-24*- it 1Year Rainfallr5.4;211 Runoff Area=2 500'ac Runoffll Volllume=0.1304� of - -;-R-unoq Deipth�1.46" Tc�=121.6 min r------r---7--ICN=61 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Preliminary Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 18 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, N 3 0 LL 7 u Subcatchment 3S: Post Developed in LOD Hydrograph I I I 178. -T--1--1- I T11r71- I I I t111-�I I i I i I I + I I - - I -4 I I I I I I - 1' Type A 24*-hr - . -WYear kainfallr5.41211 Runbff Area=1.700'ac T I I- - r - - - -I - I I Runoff lVollume=0.13771 d - IRu;nof )elpth�2.06" - -t -CN-176 I I I I I 41 —1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Preliminary Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 5S: Undisturbed Offsite Runoff = 6.72 cfs @ 12.06 hrs, Volume= 0.377 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=5.42" Area (ac) CN Description 3.100 61 >75% Grass cover, Good, HSG B 0.000 98 Paved parking, HSG B 3.100 61 Weighted Average 3.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.59" 3.3 380 0.1000 1.90 Shallow Concentrated Flow, Kv= 6.0 fos 12.6 480 Total Subcatchment 5S: Undisturbed Offsite Hydrograph i i I i I I I I i I 7 s.�z ors Type II 24+hr 6 1Year kai6fallr5.4;2" I__L_L__1_ L-RandffArea1=3:1001ac 5 1 1 1 1 1 1 1 1 1 1 I I I I I 1 RunofflVollume=0.3771 of Runoff ;De;pth1.46" u 4— — — _ _ -Fla Le ith=480' LL 3 Tc;=IZ6 min 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Preliminary Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 8S: Undisturbed Offsite Runoff = 6.72 cfs @ 12.06 hrs, Volume= 0.377 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=5.42" Area (ac) CN Description 3.100 61 Pasture/grassland/range, Good, HSG B 0.000 98 Paved parking, HSG B 3.100 61 Weighted Average 3.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0500 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.59" 3.3 380 0.1000 1.90 Shallow Concentrated Flow, Kv= 6.0 fos 12.6 480 Total Subcatchment 8S: Undisturbed Offsite Hydrograph i i I i I I I I i I 7 s.�z ors Type II 24+hr 6 1Year kai6fallr5.4;2" I__L_L__1_ L-RandffArea1=3:1001ac 5 1 1 1 1 1 1 1 1 1 1 I I I I I 1 RunofflVollume=0.3771 of Runoff ;De;pth1.46" u 4— — — _ _ -Fla Le ith=480' LL 3 Tc;=IZ6 min 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Preliminary Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 21 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 Turf 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 I I I I ❑Runoff I 1.11 cfs I I I I I Type II 24*hr 1 b Year Ftaillifall75.4;211 Runbff Area=0.400'ac Runoff llVolllume=0.11049 of Ru;noo Depth�1.46" Tc=61.0 m i n CN=61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type lI 24-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 22 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= 43.5' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 567.00' / 566.50' S= 0.0115'/' 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 28.18 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.79 cfs @ 7.43 fps) 3=Orifice/Grate (Orifice Controls 9.24 cfs @ 3.69 fps) 4=Orifice/Grate (Weir Controls 0.12 cfs @ 0.54 fps) Preliminary Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 23 Pond 9P: Dry Pond Hydrograph cfs 15 i I I I I I I I I I I I I I I , - - - - - - - 12 11.41 0f 11 11 1 Storage-'5,�261cf- 10 9 T — -7 — —I— —I — —1— —I— — T — T 1 T — 0 7 6 i 5 — — — — — — — — — — — — — — — — — — — — — — — — — - 4 T 1 1 r I F T T 1 1 T 3 IL L 11L 2- 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Inflow ❑ Primary Preliminary Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 24 Summary for Link 6L: Area to the Southeast Inflow Area = 5.600 ac, 0.54% Impervious, Inflow Depth > 1.46" for 10 Year event Inflow = 12.14 cfs @ 12.06 hrs, Volume= 0.681 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: 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 Preliminary Type 1124-hr 10 Year Rainfall=5.42" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 25 Summary for Link 7L: Area to the Southeast Inflow Area = 5.200 ac, 13.46% Impervious, Inflow Depth > 1.83" for 10 Year event Inflow = 12.07 cfs @ 12.06 hrs, Volume= 0.793 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: 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 Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 26 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre Developed in LOD Runoff Area=2.500 ac 1.20% Impervious Runoff Depth>3.78" Tc=12.6 min CN=61 Runoff=14.36 cfs 0.787 of Subcatchment3S: Post Developed in LOD Runoff Area=1.700 ac 41.18% Impervious Runoff Depth>5.57" Tc=6.0 min CN=76 Runoff=16.95 cfs 0.788 of Subcatchment5S: Undisturbed Offsite Runoff Area=3.100 ac 0.00% Impervious Runoff Depth>3.78" Flow Length=480' Tc=12.6 min CN=61 Runoff=17.80 cfs 0.976 of Subcatchment8S: Undisturbed Offsite Runoff Area=3.100 ac 0.00% Impervious Runoff Depth>3.78" Flow Length=480' Tc=12.6 min CN=61 Runoff=17.80 cfs 0.976 of Subcatchment9S: Unrouted Runoff Area=0.400 ac 0.00% Impervious Runoff Depth>3.79" Tc=6.0 min CN=61 Runoff=2.85 cfs 0.126 of Pond 9P: Dry Pond Peak Elev=571.25' Storage=7,726 cf Inflow=32.03 cfs 1.765 of Outflow=31.12 cfs 1.748 of Link 6L: Area to the Southeast Inflow=32.16 cfs 1.763 of Primary=32.16 cfs 1.763 of Link 7L: Area to the Southeast Inflow=33.65 cfs 1.874 of Primary=33.65 cfs 1.874 of Total Runoff Area = 10.800 ac Runoff Volume = 3.654 of Average Runoff Depth = 4.06" 93.24% Pervious = 10.070 ac 6.76% Impervious = 0.730 ac Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 27 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, N 3 0 LL 1 Subcatchment 1S: Pre Developed in LOD Hydrograph — � — — I — — �- — — 1— — 4- ■Runoff 1 1 14.36 cfs _ 1 L fit T 1 I I I I T 1 +—-1— iTXpell24+hr 1010-Yar kal6faN71-8,48- -Wundff Ared=2-.50-0 tac Runoff Whime=018.7-if - -1 flof D�prth��I�,8" F T Tc'=12'-6nin 1 + 1 —1—A' - I I I I I I i I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 28 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 i I i T 1 1 -1 1 — 18 T111is9s 17 -T--1--1-- -�--1 16 -rt--1--1-- -�--1- 15 T 1 1 -1 1 14 T 1 1 -1 13 -1 1- 1 --1 12 T11 fi-1 .S10 -+------+-�--I- _0 9 -+------+-�--I- u. g +�I 7 - - - 6 - - -I- 4 - A - -I- 5 4 3 - - - -1 2 T I- T - I- T T - -T 1 T T 1 1 F -1- - r - * T pe-1l-24*ht- rt 10110-Year kaknfall:7-8-48" -t -Wundff ►red=l-. 00 -ac Runo#frVoknne=0.1788t-af -+-- -nc �ghtb5-:, I -+--1--+-+-}c=61.-0--n-in —4—-1——k-— —-1——I—-4-— �I� III 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Runoff Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 29 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 ■ Runoff I I I I I _T Typel l-24 *-h r 19'0-1F�air kai6faH71:8.0- — — — — — — — — — — — — — — — — - -Ruabff Are&M—OD ac RU11OffiVOFL f11@=Q i97 i of — — — — — — — — — — — — — — — — - - -Rt�lnoq D�pth��.7;8•� - - - -Row Lehgth--48a I I I I I _----1-- Tc-=_12Xriin- I I I I III I _ L I 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 30 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 ■ Runoff I I I I I _T Typel l-24 *-h r 19'0-1F�air kai6faH71:8.0- — — — — — — — — — — — — — — — — - -Ruabff Are&M—OD ac RU11OffiVOFL f11@=Q i97 i of — — — — — — — — — — — — — — — — - - -Rt�lnoq D�pth��.7;8•� - - - -Row Lehgth--48a I I I I I _----1-- Tc-=_12Xriin- I I I I III I _ L I 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 31 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 Turf 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 3 I I 1 I 2 N U 3 0 LL Id — I— — fi — I— - ❑Runoff Type II 24+hr 100 Ylar Rainfall-8.8;8" Runbff Area=0.400'ac — —1 — — I— — +- — 1 - I- IRunoff lVollume=0.1126 of Ru;noq Depth�3.79" Tc=61.0 m i n I - - I- - -DN=61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 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 > 4.41" for 100 Year event Inflow = 32.03 cfs @ 12.00 hrs, Volume= 1.765 of Outflow = 31.12 cfs @ 12.02 hrs, Volume= 1.748 af, Atten= 3%, Lag= 1.3 min Primary = 31.12 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= 3,037 sf Storage= 7,726 cf Plug -Flow detention time=16.5 min calculated for 1.748 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= 43.5' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 567.00' / 566.50' S= 0.0115'/' 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=30.33 cfs @ 12.02 hrs HW=571.23' (Free Discharge) L1=Culvert (Passes 30.33 cfs of 32.32 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.02 cfs @ 8.39 fps) 3=Orifice/Grate (Orifice Controls 13.62 cfs @ 5.45 fps) 4=Orifice/Grate (Weir Controls 14.69 cfs @ 2.70 fps) Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 33 Pond 9P: Dry Pond Hydrograph ■ Inflow I I I I I I I I I I I 34 / TT I I�32.03 CIS I T I T ❑Primary T T 111- 31.1z cfs T nflow Area-4-.8Wa� 32 lev,5 a�5'- 28 - fi- -t -—I - -�&A 26 Ifi fi I ��+ Storage:07 c 24 � t 1 I I26 22 20 -4---4--1 ----I---4--1--I--1 3 18 T_ 1 4 1 12 i _ L _ _ _I_ _ 1_ _ L _ I I 10 _ L _ L _ I_ _ I_ _ L 8 6 i 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 34 Summary for Link 6L: Area to the Southeast Inflow Area = 5.600 ac, 0.54% Impervious, Inflow Depth > 3.78" for 100 Year event Inflow = 32.16 cfs @ 12.05 hrs, Volume= 1.763 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 N V 3 0 LL Link 6L: 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 Preliminary Type // 24-hr 100 Year Rainfall=8.88" Prepared by Timmons Group Printed 3/25/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 35 Summary for Link 7L: Area to the Southeast Inflow Area = 5.200 ac, 13.46% Impervious, Inflow Depth > 4.33" for 100 Year event Inflow = 33.65 cfs @ 12.01 hrs, Volume= 1.874 of Primary = 33.65 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: Area to the Southeast Hydrograph ■ Inflow 36 T 7 1 33s5cr5 — ❑ Primary i 33.65 cfs 1 1 1 1 -inflow Area-SIWac 34 — — — — — — — — — — — — — - — — — — — — — — — — — — — — 32 1 30 — — — — — — — — — — — — — — — — — — — — — — — 28 — — — — — — — — — - — — — — — — — — — — — — — — 26 24 N 22 �20 c 18 i LL 16 14 i 12 — 10 1 8 _ 6 i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours)