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Home My WebLink AboutWPO201900039 Calculations 2020-09-09Stormwater Calculations Hillcrest Vineyards WPO 2019-00039 8585 Dick Woods Rd Afton, VA 22952 Augusta Professional Park, LLC c/o Michael McGinnis Lyndhurst, VA 22952 APPROVED by the Albemarle County Community Development Department Date 09/16/2020 File WP0201900039, Amendment #1 SWM Plan Amendment #1; includes ESC/PPP Phase 2-B, C-3.0213 for detention basin #2 4offt�U��e Engineering 8 Design Studio 250 E. Elizabeth St, Suite 114 • Harrisonburg, VA 22802 540.228.0202 1 www.monteverdedesigns.com l0 r.\ Table of Contents O / t� SETH R DERICK 9 Lic. o. 041454 W Sept 9, 2020 �W SIGNAL �ls Stormwater Calculations Table of Contents Compliance Strategy Summary and Narrative................................................................................... i Section 1- Drainage Area Hydrographs Hydrograph Summary Report lyr-24hr Storm..................................................................... 1.1 Pre Dev Project Area lyr-24hr Storm................................................................................... 1.2 Pre Dev B Remainder lyr-24hr Storm.................................................................................. 1.3 Pre Dev Total lyr-24hr Storm............................................................................................... 1.4 Post Dev Project Area lyr-24hr Storm................................................................................. 1.5 Post Dev B Remainder lyr-24hr Storm................................................................................ 1.6 Total Drainage to B lyr-24hr Storm..................................................................................... 1.7 Post Dev POA B Routed lyr-24hr Storm.............................................................................. 1.8 Pond Report- Pond No. 3 - Det Basin 2 lyr-24hr Storm .................................................... 1.9 Hydrograph Summary Report DA A 2yr-24hr Storm............................................................ 1.10 Pre Dev DA North 2yr-24hr Storm....................................................................................... 1.11 Pre Dev South 12yr-24hr Storm.......................................................................................... 1.12 Pre Dev South 2 2yr-24hr Storm.......................................................................................... 1.13 Pre Dev South Total 2yr-24hr Storm.................................................................................... 1.14 Post Dev DA to Det Basin #1 2yr-24hr Storm....................................................................... 1.15 Det Basin #1 Routed 2yr-24hr Storm................................................................................... 1.16 Pond Report 1- Detention Basin #1..................................................................................... 1.17 Post Dev South 2 2yr-24hr Storm......................................................................................... 1.18 Post Dev South Total 2yr-24hr Storm................................................................................... 1.19 Sheet Flow to Bypass Channel 2yr-24hr Strom....................................................................1.20 Hydrograph Summary Report DA B 2yr-24hr Storm............................................................ 1.21 Pre Dev Project Area 2yr-24hr Storm................................................................................... 1.22 Pre Dev B Remainder 2yr-24hr Storm.................................................................................. 1.23 Pre Dev Total 2yr-24hr Storm............................................................................................... 1.24 Post Dev Project Area 2yr-24hr Storm................................................................................. 1.25 Post Dev B Remainder 2yr-24hr Storm................................................................................ 1.26 Total Drainage to B 2yr-24hr Storm..................................................................................... 1.27 Post Dev POA B Routed 2yr-24hr Storm.............................................................................. 1.28 Hydrograph Summary Report DA A 10yr-24hr Storm.......................................................... 1.29 Pre Dev DA North 10yr-24hr Storm..................................................................................... 1.30 Pre Dev South 1 10yr-24hr Storm........................................................................................ 1.31 Pre Dev South 2 10yr-24hr Storm........................................................................................ 1.32 Pre Dev South Total 10yr-24hr Storm..................................................................................1.33 Post Dev DA to Det Basin #1 10yr-24hr Storm..................................................................... 1.34 Det Basin #1 Routed 10yr-24hr Storm................................................................................. 1.35 O' " h, Table of Contents Post Dev South 2 10yr-24hr Storm.......................................................................................1.36 Post Dev South Total 10yr-24hr Storm................................................................................. 1.37 Sheet Flow to Bypass Channel 10yr-24hr Storm..........................................................................1.38 Hydrograph Summary Report DA B 10yr-24hr Storm.......................................................... 1.39 Pre Dev Project Area 10yr-24hr Storm................................................................................. 1.40 Pre Dev B Remainder 10yr-24hr Storm................................................................................ 1.41 Subarea to Section A Pre Dev 10yr-24hr Storm................................................................... 1.42 Subarea to Section B Pre Dev 10yr-24hr Storm................................................................... 1.43 Subarea to Section C Pre Dev 10yr-24hr Storm................................................................... 1.44 Pre Dev Total 10yr-24hr Storm............................................................................................. 1.45 Post Dev Project Area 10yr-24hr Storm............................................................................... 1.46 Post Dev B Remainder 10yr-24hr Storm.............................................................................. 1.47 Total Drainage to B 10yr-24hr Storm................................................................................... 1.48 Post Dev POA B Routed 10yr-24hr Storm............................................................................ 1.49 Subarea to Section A Post Dev 10yr-24hr Storm.................................................................. 1.50 Subarea to Section B Post Dev 10yr-24hr Storm.................................................................. 1.51 Subarea to Section C Post Dev 10yr-24hr Storm.................................................................. 1.52 Hydrograph Summary Report DA A 100yr-24hr Storm ........................................................ 1.53 Pre Dev DA North 100yr-24hr Storm................................................................................... 1.54 Pre Dev South 1100yr-24hr Storm......................................................................................1.55 Pre Dev South 2100yr-24hr Storm......................................................................................1.56 Pre Dev South Total 100yr-24hr Storm................................................................................1.57 Post Dev DA to Det Basin #1 100yr-24hr Storm................................................................... 1.58 Det Basin #1 Routed 100yr-24hr Storm............................................................................... 1.59 Post Dev South 2 100yr-24hr Storm.....................................................................................1.60 Post Dev South Total 100yr-24hr Storm...............................................................................1.61 Sheet Flow to Bypass Channel 10yr-24hr Storm..........................................................................1.62 Hydrograph Summary Report DA B 100yr-24hr Storm ........................................................ 1.63 Pre Dev Project Area 100yr-24hr Storm............................................................................... 1.64 Pre Dev B Remainder 100yr-24hr Storm.............................................................................. 1.65 Pre Dev Total 100yr-24hr Storm...........................................................................................1.66 Post Dev Project Area 100yr-24hr Storm............................................................................. 1.67 Post Dev B Remainder 100yr-24hr Storm............................................................................ 1.68 Total Drainage to B 100yr-24hr Storm................................................................................. 1.69 Post Dev POA B Routed 100yr-24hr Storm.......................................................................... 1.70 Section 2 —Water Quality Analysis SiteInformation................................................................................................................... 2.1 SiteSummary ....................................................................................................................... 2.2 Runoff Volume and Curve Number Calculations.................................................................. 2.3 o' h, Table of Contents Section 3 — Runoff Summaries and Energy Balance Analysis Drainage Area A Runoff Summary..................................................................................................3.1 Drainage Area B Runoff Summary & Energy Balance Numbers.................................................3.2 Section 4—Storm Sewer & Channel Reports Channel Report Ditch 'A' - Upper Section 10 yr-24hr Storm................................................4.1 Channel Report Ditch'A' - Lower Section 10yr-24hr Storm.................................................4.2 Channel Report Ditch'B' 2yr-24hr Storm.............................................................................4.3 Channel Report Ditch'B' 10yr-24hr Storm...........................................................................4.4 Channel Report Ditch'C' Section A -A 2yr-24hr Storm Pre Dev............................................4.5 Channel Report Ditch'C' Section A -A 2yr-24hr Storm Post Dev..........................................4.6 Channel Report Ditch'C' Section A -A 10yr-24hr Storm Pre Dev..........................................4.7 Channel Report Ditch'C' Section A -A 10yr-24hr Storm Post Dev........................................4.8 Channel Report Ditch'C' Section B-B 2yr-24hr Storm Pre Dev............................................4.9 Channel Report Ditch'C' Section B-B 2yr-24hr Storm Post Dev..........................................4.10 Channel Report Ditch'C' Section B-B 10yr-24hr Storm Pre Dev..........................................4.11 Channel Report Ditch'C' Section B-B 10yr-24hr Storm Post Dev........................................4.12 Channel Report Ditch'C' Section C-C 2yr-24hr Storm Pre Dev............................................4.13 Channel Report Ditch'C' Section C-C 2yr-24hr Storm Post Dev...........................................4.14 Channel Report Ditch'C' Section C-C 10yr-24hr Storm Pre Dev..........................................4.15 Channel Report Ditch'C' Section C-C 10yr-24hr Storm Post Dev.........................................4.16 18 inch Culvert P3, 2-year Capacity Analysis........................................................................ 4.17 18 inch Culvert P1, 10-Year Capacity Analysis......................................................................4.18 15 inch CMP Pipe from Flow Bypass Str to Level Spreader, 10-yr........................................ 4.19 Basin 1 Outlet Flow Bypass Str, 100-yr...........................................................................................4.2( o' h, Table of Contents Stormwater Narrative Compliance Strategy Summary Channel Protection DA A: Sheet Flow (9VAC25-870-66.D) — 56.0' Engineered Level Spreader DA B: Energy Balance (9VAC25-870-66.B.3) [Q1-allowable = 4.06 cfs, Qr-actua, = 4.00 cfs] DA C: Uncontrolled 0.16 AC Section: Sheet Flow (9VAC25-870-66.D) — Finish Grade Flood Protection DA A: Reduction in 10-year Peak (9VAC25-870-66.C.2.B) [Cuo-Pre =4.39 cfs, Clio -Post =4.30 cfs] DA B: Reduction in 10-year Peak (9VAC25-870-66.C.2.B) [Qlo-pre =32.01 cfs, Cho -Post =28.58 cfs] DA C: Uncontrolled 0.16 AC Section: Sheet Flow (9VAC25-870-66.D) — Finish Grade Water Quality Open Space Conserved by Easement [26.0 acres, B soils] This project consists of a Tasting Room and Venue space at Hillcrest Vineyards, with both buildings and associated impervious areas (parking, drive aisles) located on a ridgetop above the agricultural and wooded areas below. Prior to development, the hillside drained through a combination of sheet flow and natural channels, in addition to one existing manmade culvert, to an agricultural pond located on an unnamed tributary to Anderson Creek, located within the Middle James -Buffalo drainage basin (HUC8 02080203). Post development, the two new buildings and associated infrastructure on the ridgetop are within Drainage Area A. A dry detention basin has been designed to replace an existing sediment basin on the eastern edge of the project. This detention basin will collect and detain stormwater from subarea Al by routing runoff through the pond and then directing flow to an engineered level spreader. The 10-year discharge from the pond was able to be reduced to below the pre -development discharge to that point. With this lower discharge, the level spreader was able to be sized for up through and including the 10- year storm. Beyond that, the water will continue to sheet flow through planted vines across very uniform contours. Currently, the vines have not yet been planted, but the ground is covered by dense, brushy vegetation which will remain until the planting operation commences. For storms larger than the 10-year category, a bypass flow channel has been designed to convey the flow down the slope. The vineyard area below the level spreader is not part of the site area, but part of the agricultural operation. The access road from Dick Woods Rd follows a previous farm road until past the agricultural pond. Between the point of divergence (serving as the project's lower limit) and the ridgetop development area, the majority of the road (that which does not drain to Drainage Area A) drains into Drainage Area B. Sub -areas have been denoted to analyze channel protection and capacity, while a total analysis of flood protection is provided on Area B prior to release into the agricultural pond. The runoff from the majority of the road becomes channelized. A dry detention basin has been prescribed to collect the channelized area in order to achieve energy balance, at point B, prior to release �' ' lh, Section 1 to a natural channel upstream of the agricultural pond and thereby meet requirements set forth by 9VAC25-870-66, subsection B(3). The entirety of Area B has been further analyzed, at point B, to ensure the detention facility provides adequate detainment to meet the flood protection requirements of 9VAC25-870-66, subsection C(2). Stormwater runoff from a small portion of the hillside access road, Drainage Area C, discharges as sheet flow, meeting the requirements set forth by 9VAC25-870-66, subsection D. Hydrographs produced to analyze the various areas and subareas can be found in Section 1 of this report. Water quality analysis, which includes the sizing of dedicated forest / open space easements, can be found in Section 2. Energy balance analysis is provided in Section 3, while analysis of the storm sewer and conveyance channels is provided in Section 4. ' lh' Section 1 DRAINAGE AREA HYDROG RAPHS /ovlh, Section 1 Hydrograph Summary Re p oftHydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time interval (min) Time to Peak (min) Hyd. volume (cuff) Inflow hyd(s) Maximum elevation M Total strge used (cufl) Hydrograph Description 1 SCS Runoff 0.515 1 739 4,046 Pre Dev Project Area 2 SCS Runoff 3.858 1 739 30,298 Pre Dev B Remainder 8 Combine 4.373 1 739 34,344 1, 2, Pre Dev Total 10 SCS Runoff 1.624 1 736 8,393 Post Dev Project Area 11 SCS Runoff 3.858 1 739 30,298 Post Dev B Remainder 13 Combine 5.457 1 738 38,691 10, 11, Total Drainage to B 14 Reservoir 3.995 1 757 38,688 13 866.26 3,765 Post Dev POA B Routed Drainage Area B REV 9.gpw Return Period: 1 Year Tuesday, 09 / 1 / 2020 1.1 Hydrograph Report HydraFlow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 1 Pre Dev Project Area Hydrograph type = SCS Runoff Peak discharge = 0.515 cfs Storm frequency = 1 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 4,046 tuft Drainage area = 3.150 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of cone. (Tc) = 35.50 min Total precip. = 2.97 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre Dev Project Area Q (efs) Hyd. No. 1 -- 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 1.2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 2 Pre Dev B Remainder Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 23.590 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 2.97 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 4.00 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 2 Pre Dev B Remainder Hyd. No. 2 -- 1 Year 360 480 600 720 840 960 Tuesday, 09 / 1 / 2020 = 3.858 cfs = 739 min = 30,298 cult = 61 = Oft = 34.40 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 1080 1200 1320 1440 1560 Time (min) 1.3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 8 Pre Dev Total Hydrograph type = Combine Peak discharge = 4.373 cfs Storm frequency = 1 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 34,344 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 26.740 ac Q (cfs) 5.00 4.00 OM r tr 1.00 0.00 0 120 240 Hyd No. 8 360 480 600 — Hyd No. 1 Pre Dev Total Hyd. No. 8 -- 1 Year 720 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 10 Post Dev Project Area Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 3.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 2.97 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 Post Dev Project Area Hyd. No. 10 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 10 Tuesday, 09 / 1 / 2020 = 1.624 cfs = 736 min = 8,393 cult = 70.8 = Oft = 35.50 min = Type II = 484 Q (crs) 2.00 1.00 ' 0.00 1080 1200 1320 1440 1560 Time (min) 1.5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 11 Post Dev B Remainder Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 23.590 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 2.97 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 4.00 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 11 Post Dev B Remainder Hyd. No. 11 -- 1 Year 360 480 600 720 840 960 Tuesday, 09 / 1 / 2020 = 3.858 cfs = 739 min = 30,298 cult = 61 = Oft = 34.40 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 1080 1200 1320 1440 1560 Time (min) 1.6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 13 Total Drainage to B Hydrograph type = Combine Peak discharge = 5.457 cfs Storm frequency = 1 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 38,691 tuft Inflow hyds. = 10, 11 Contrib. drain. area = 26.740 ac Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Total Drainage to B Hyd. No. 13 -- 1 Year Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 I . ' 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 —Hyd No. 10 —Hyd No. 11 Time (min) 1.7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 14 Post Dev POA B Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 13 - Total Drainage to B Max. Elevation Reservoir name = Det Basin 2 Max. Storage Storage Indication method used. Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Post Dev POA B Routed Hyd. No. 14 -- 1 Year Tuesday, 09 / 1 / 2020 = 3.995 cfs = 757 min = 38,688 cuft = 866.26 ft = 3,765 cuft Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 I I I I I I I I I 1 "1 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 —Hyd No. 13 ®Total storage used = 3,765 cult Time (min) W Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 31 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Pond No. 3 - Det Basin 2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation - 864.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 864.00 1,011 0 0 1.00 865.00 1,549 1,270 1,270 2.00 866.00 2,167 1,849 3,120 3.00 867.00 2,866 2,508 5,628 4.00 868.00 3,609 3,230 8,858 5.00 869.00 4,435 4,015 12,872 6.00 870.00 5,331 4,876 17,748 7.00 871.00 6,295 5,806 23,554 8.00 872.00 7,331 6,806 30,359 9.00 873.00 8,437 7,877 38,236 10.00 874.00 9,614 9,018 47,254 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 24.00 8.00 0.00 0.00 Crest Len (ft) = 12.50 20.00 0.00 0.00 Span (in) = 24.00 8.00 0.00 0.00 Crest El. (ft) = 871.50 872.50 0.00 0.00 No. Barrels = 1 2 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 864.00 864.00 0.00 0.00 Weir Type = 1 Broad --- Length (ft) = 95.00 0.00 0.00 0.00 Multistage = Yes No No No Slope (%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(ini = 0.000 (by Wet area) Multi -Stage = n/a Yes No No TW Elev. (ft) = 0.00 Note: Culven/Onfice outacvrs are analyzed under inlet(ic) and outlet(oc) control. Weir nears checked for orifice conditions(ic) and subanergence(a). Stage / Storage / Discharge Table Stage Storage Elevation CIvA CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total ft cuft ft cis cis cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 864.00 0.00 0.00 --- --- 0.00 0.00 -- --- --- --- 0.000 1.00 1,270 865.00 2.18 is 2.12 is --- --- 0.00 0.00 --- - -- - 2.118 2.00 3,120 866.00 3.67 is 3.67 is --- --- 0.00 0.00 --- - -- - 3.668 3.00 5,628 867.00 4.87 is 4.83 is -- --- 0.00 0.00 --- - -- - 4.827 4.00 8,858 868.00 5.78 is 5.78 is -- --- 0.00 0.00 --- - -- - 5.782 5.00 12,872 869.00 6.69 is 6.62 is -- --- 0.00 0.00 --- - -- - 6.616 6.00 17,748 870.00 7.36 is 7.36 is -- --- 0.00 0.00 --- - -- - 7.363 7.00 23,554 871.00 8.12 is 8.05 is -- -- 0.00 0.00 --- - -- - 8.050 8.00 30,359 872.00 22.13 is 7.41 is -- -- 14.72 0.00 --- - -- - 22.13 9.00 38,236 873.00 42.24 is 1.51 is -- -- 40.73 s 18.38 --- - -- - 60.62 10.00 47,254 874.00 45.23 is 0.79 is --- -- 44.43 s 95.53 -- -- - -- 140.75 1.9 Hydrograph Summary Re p oftHydraflow Hydrogrephs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time interval (min) Time to Peak (min) Hyd. volume (cuff) Inflow hyd(s) Maximum elevation M Total strge used (cufl) Hydrograph Description 1 SCS Runoff 1.616 1 734 8,911 Pre Dev DA North 3 SCS Runoff 1.437 1 721 3,899 Pre Dev South 1 4 SCS Runoff 26.26 1 728 114,033 Pre Dev South 2 5 Combine 26.91 1 728 117,932 3,4 Pre Dev South Total 7 SCS Runoff 10.41 1 728 37,189 Post Dev DA to Det Basin #1 8 Reservoir 2.624 1 752 37,179 7 1074.52 14,794 Det Basin #1 Routed 10 SCS Runoff 24.68 1 732 120,298 Post Dev South 2 11 Combine 26.89 1 732 157,477 8,10 Post Dev South Total 13 SCS Runoff 0.661 1 719 1,539 Sheet flow to Bypass Channel Drainage Area A REV 9- LKP.gpw Return Period: 2 Year Tuesday, 09 / 1 / 2020 1.10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 1 Pre Dev DA North Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.000 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.59 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 Pre Dev DA North Hyd. No. 1 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 1 Tuesday, 09 / 1 / 2020 = 1.616 cfs = 734 min = 8,911 cuft = 61 = 338 ft = 30.10 min = Type II = 484 Q (crs) 2.00 1.00 ' ' 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Hyd. No. 3 Pre Dev South 1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.750 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.59 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 Pre Dev South 1 Hyd. No. 3 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 3 Tuesday, 09 / 1 / 2020 = 1.437 cfs = 721 min = 3,899 cuft = 61 = 75 ft = 8.60 min = Type II = 484 Q (cfs) 2.00 1.00 'I I 1 0.00 1080 1200 1320 1440 1560 Time (min) 1.12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 4 Pre Dev South 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 49.290 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.59 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 28.00 24.00 20.00 16.00 12.00 AM 4.00 A Pre Dev South 2 Hyd. No. 4 -- 2 Year Tuesday, 09 / 1 / 2020 = 26.26 cfs = 728 min = 114,033 cult = 61.4 = 2693 ft = 21.30 min = Type II = 484 Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 1.13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 5 Pre Dev South Total Hydrograph type = Combine Peak discharge = 26.91 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 1 min Hyd. volume = 117,932 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 51.040 ac Q (Cfs) 28.00 24.00 20.00 16.00 12.00 AM 4.00 Pre Dev South Total Hyd. No. 5 -- 2 Year Q (Cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 5 —Hyd No. 3 —Hyd No. 4 Time (min) 1.14 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 7 Post Dev DA to Det Basin #1 Hydrograph type = SCS Runoff Peak discharge = 10.41 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 1 min Hyd. volume = 37,189 cuft Drainage area = 5.750 ac Curve number = 81 Basin Slope = 0.0 % Hydraulic length = 991 ft Tc method = TR55 Time of conc. (Tc) = 25.10 min Total precip. = 3.59 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 12.00 10.00 . M 4.00 2.00 Post Dev DA to Det Basin #1 Hyd. No. 7 -- 2 Year Q (cfs) 12.00 10.00 : 11 M 4.00 2.00 0.00 ' I I- ' ' . 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time (min) 1.15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 8 Det Basin #1 Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 7 - Post Dev DA to Det Basin Max. Elevation Reservoir name = Detention Basin Max. Storage Storage Indication method used. Det Basin #1 Routed Tuesday, 09 / 1 / 2020 = 2.624 cfs = 752 min = 37,179 cult = 1074.52 ft = 14,794 cuft Q (Cfs) Hyd. No. 8 -- 2 Year Q (Cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 180 360 540 720 900 1080 1260 1440 1620 1800 1980 2160 Hyd No. 8 —Hyd No. 7 ®Total storage used = 14,794 cuff Time (min) 1.16 Pond Report Hydraflow Hydrographs Extension for Autodesi Civil 31 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Pond No. 1 - Detention Basin1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation - 1071.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (si Incr. Storage (cult) Total storage (cult) 0.00 1071.00 2,870 0 0 1.00 1072.00 3,569 3,213 3,213 2.00 1073.00 4,324 3,940 7,153 3.00 1074.00 5,136 4,724 11,877 4.00 1075.00 6,070 5,596 17,473 5.00 1076.00 7,079 6,567 24,040 6.00 1077.00 8,162 7,613 31,653 7.00 1078.00 9,318 8,733 40,386 8.00 1079.00 10,549 9,926 50,312 9.00 1080.00 11,853 11,194 61,506 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 18.00 2.00 7.50 0.00 Crest Len (ft) = 9.42 Inactive 30.00 0.00 Span (in) = 18.00 2.00 7.50 0.00 Crest El. (ft) = 1076.70 0.00 1077.75 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (ft) = 1070.40 1070.50 1071.50 0.00 Weir Type = 1 Rect Broad -- Length (ft) = 60.00 0.00 0.00 0.00 Multi -Stage = Yes Yes No No Slope I%) = 1.00 0.00 0.00 n/a N-Value = .012 .012 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi -Stage = n/a Yes Yes No TW Elev. (ft) = 0.00 Note: Culven/Onfiw outfiovs are analyzed under inlet (ic) and outlet (oc) wntrol. Weir risers checked for orifice waditions (ic) and submergence (a). Stage / Storage / Discharge Table Stage Storage Elevation CIvA CMS CIvC PrfRsr WrA WrB WrC WrD Exfil User Total ft cuft ft cis cfs cfs cfs cis cfs cfs cfs cfs cfs ofs 0.00 0 1071.00 0.00 0.00 0.00 -- 0.00 --- 0.00 - --- - 0.000 1.00 3,213 1072.00 1.78 is 0.11 is 0.63 is -- 0.00 --- 0.00 - -- - 0.739 2.00 7,153 1073.00 1.78 is 0.15 is 1.61 is -- 0.00 -- 0.00 - -- - 1.758 3.00 11,877 1074.00 2.37 is 0.18 is 2.18 is -- 0.00 -- 0.00 - -- - 2.363 4.00 17,473 1075.00 2.88 is 0.21 is 2.64 is -- 0.00 -- 0.00 - -- - 2.842 5.00 24,040 1076.00 3.26 is 0.23 is 3.02 is -- 0.00 -- 0.00 - -- - 3.252 6.00 31,653 1077.00 7.57 oc 0.24 is 3.31 is -- 4.03 -- 0.00 - -- - 7.566 7.00 40,386 1078.00 21.90 is 0.05 is 0.70 is -- 21.15 s -- 12.49 - -- -- 34.39 8.00 50,312 1079.00 23.76 is 0.02 is 0.34 is -- 23.38 s -- 139.61 - -- -- 163.36 9.00 61,506 1080.00 25.28 is 0.02 is 0.22 is -- 25.01 s -- 337.16 - -- -- 362.41 1.17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 10 Post Dev South 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 49.290 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.59 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 28.00 24.00 20.00 16.00 12.00 AM 4.00 Post Dev South 2 Hyd. No. 10 -- 2 Year Tuesday, 09 / 1 / 2020 = 24.68 cfs = 732 min = 120,298 cuft = 62.2 = 2693 ft = 25.70 min = Type II = 484 Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 I I I I I I I I I 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 1.18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 11 Post Dev South Total Hydrograph type = Combine Peak discharge = 26.89 cfs Storm frequency = 2 yrs Time to peak = 732 min Time interval = 1 min Hyd. volume = 157,477 cuft Inflow hyds. = 8, 10 Contrib. drain. area = 49.290 ac Q (Cfs) 28.00 24.00 20.00 16.00 12.00 AM 4.00 Post Dev South Total Hyd. No. 11 -- 2 Year Q (Cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 11 —Hyd No. 8 —Hyd No. 10 Time (min) 1.19 Hydrograph Report HydraFlow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 13 Sheet flow to Bypass Channel Hydrograph type = SCS Runoff Peak discharge = 0.661 cfs Storm frequency = 2 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 1,539 cult Drainage area = 0.670 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.59 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Sheet flow to Bypass Channel Q (efs) Hyd. No. 13 -- 2 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 13 Time (min) 1.20 Hydrograph Summary Re p oftHydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time interval (min) Time to Peak (min) Hyd. volume (cuff) Inflow hyd(s) Maximum elevation M Total strge used (cufl) Hydrograph Description 1 SCS Runoff 1.138 1 737 7,017 Pre Dev Project Area 2 SCS Runoff 8.522 1 737 52,552 Pre Dev B Remainder 8 Combine 9.660 1 737 59,569 1, 2, Pre Dev Total 10 SCS Runoff 2.638 1 735 12,690 Post Dev Project Area 11 SCS Runoff 8.522 1 737 52,552 Post Dev B Remainder 13 Combine 11.14 1 737 65,242 10, 11, Total Drainage to B 14 Reservoir 6.168 1 761 65,239 13 868.45 10,648 Post Dev POA B Routed Drainage Area B REV 9.gpw Return Period: 2 Year Tuesday, 09 / 1 / 2020 1.21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 1 Pre Dev Project Area Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 3.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.59 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 Pre Dev Project Area Hyd. No. 1 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 1 Tuesday, 09 / 1 / 2020 = 1.138 cfs = 737 min = 7,017 cuft = 61 = Oft = 35.50 min = Type II = 484 Q (crs) 2.00 1.00 ' 0.00 1080 1200 1320 1440 1560 Time (min) 1.22 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 2 Pre Dev B Remainder Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 23.590 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.59 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 10.00 tt . M 4.00 M ul Pre Dev B Remainder Hyd. No. 2 -- 2 Year Tuesday, 09 / 1 / 2020 = 8.522 cfs = 737 min = 52,552 cult = 61 = Oft = 34.40 min = Type II = 484 Q (Cfs) 10.00 E1 lllll. tr 4.00 2.00 0.00 ' I I I I ' ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 1.23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 8 Pre Dev Total Hydrograph type = Combine Peak discharge = 9.660 cfs Storm frequency = 2 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 59,569 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 26.740 ac Q (cfs) 10.00 tt . M 4.00 M rl 0.00 0 120 240 Hyd No. 8 360 480 600 — Hyd No. 1 Pre Dev Total Hyd. No. 8 -- 2 Year 720 Q (Cfs) 10.00 MI 4.00 2.00 0.00 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) 1.24 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Hyd. No. 10 Post Dev Project Area Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 3.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.59 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 3.00 2.00 1.00 Post Dev Project Area Hyd. No. 10 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 10 Tuesday, 09 / 1 / 2020 = 2.638 cfs = 735 min = 12,690 cuft = 70.8 = Oft = 35.50 min = Type II = 484 Q (Cfs) 3.00 2.00 1.00 ' ' � ' 0.00 1080 1200 1320 1440 1560 Time (min) 1.25 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 11 Post Dev B Remainder Hydrograph type = SCS Runoff Peak discharge = 8.522 cfs Storm frequency = 2 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 52,552 cuft Drainage area = 23.590 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 34.40 min Total precip. = 3.59 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 AI . M 4.00 `rI Post Dev B Remainder Hyd. No. 11 -- 2 Year Q (cfs) 10.00 M 4.00 2.00 0.00 ' I I I I ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 1.26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 13 Total Drainage to B Hydrograph type = Combine Peak discharge = 11.14 cfs Storm frequency = 2 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 65,242 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 26.740 ac Total Drainage to B Q (Cfs) Hyd. No. 13 -- 2 Year Q (Crs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 —Hyd No. 10 —Hyd No. 11 Time (min) 1.27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 14 Post Dev POA B Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 13 - Total Drainage to B Max. Elevation Reservoir name = Det Basin 2 Max. Storage Storage Indication method used. Q (cfs) 12.00 10.00 .Im 4.00 r tr Post Dev POA B Routed Hyd. No. 14 -- 2 Year Tuesday, 09 / 1 / 2020 = 6.168 cfs = 761 min = 65,239 cuft = 868.45 ft = 10,648 tuft Q (cfs) 12.00 10.00 . tt 4.00 2.00 I I I I I �I I I I I - 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 —Hyd No. 13 ®Total storage used = 10,648 cuff Time (min) 1.28 Hydrograph Summary Re p oftHydraflow Hydrogrephs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time interval (min) Time to Peak (min) Hyd. volume (cuff) Inflow hyd(s) Maximum elevation M Total strge used (cufl) Hydrograph Description 1 SCS Runoff 5.337 1 732 23,272 Pre Dev DA North 3 SCS Runoff 4.385 1 720 10,182 Pre Dev South 1 4 SCS Runoff 83.84 1 727 294,955 Pre Dev South 2 5 Combine 85.88 1 727 305,138 3,4 Pre Dev South Total 7 SCS Runoff 19.48 1 728 69,368 Post Dev DA to Det Basin #1 8 Reservoir 4.300 1 753 69,359 7 1076.80 30,113 Det Basin #1 Routed 10 SCS Runoff 76.53 1 730 305,359 Post Dev South 2 11 Combine 79.49 1 730 374,718 8,10 Post Dev South Total 13 SCS Runoff 1.969 1 718 4,020 Sheet flow to Bypass Channel Drainage Area A REV 9- LKP.gpw Return Period: 10 Year Tuesday, 09 / 1 / 2020 1.29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 1 Pre Dev DA North Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.000 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 Pre Dev DA North Hyd. No. 1 -- 10 Year Tuesday, 09 / 1 / 2020 = 5.337 cfs = 732 min = 23,272 cult = 61 = 338 ft = 30.10 min = Type II = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 1.30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 3 Pre Dev South 1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.750 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 5.00 4.00 OM r tr 1.00 Pre Dev South 1 Hyd. No. 3 -- 10 Year Tuesday, 09 / 1 / 2020 = 4.385 cfs = 720 min = 10,182 cuft = 61 = 75 ft = 8.60 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 , - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 1.31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 4 Pre Dev South 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 49.290 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 90.00 70.00 50.00 40.00 30.00 20.00 10.00 Pre Dev South 2 Hyd. No. 4 -- 10 Year Tuesday, 09 / 1 / 2020 = 83.84 cfs = 727 min = 294,955 cult = 61.4 = 2693 ft = 21.30 min = Type II = 484 Q (cfs) 90.00 MINOR 30.00 Wz1luv1 10.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 1.32 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 5 Pre Dev South Total Hydrograph type = Combine Peak discharge = 85.88 cfs Storm frequency = 10 yrs Time to peak = 727 min Time interval = 1 min Hyd. volume = 305,138 cult Inflow hyds. = 3, 4 Contrib. drain. area = 51.040 ac Pre Dev South Total Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 000 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 5 —Hyd No. 3 —Hyd No. 4 Time (min) 1.33 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 7 Post Dev DA to Det Basin #1 Hydrograph type = SCS Runoff Peak discharge = 19.48 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 1 min Hyd. volume = 69,368 cuft Drainage area = 5.750 ac Curve number = 81 Basin Slope = 0.0 % Hydraulic length = 991 ft Tc method = TR55 Time of conc. (Tc) = 25.10 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 21.00 15.00 12.00 . M 3.00 Post Dev DA to Det Basin #1 Hyd. No. 7 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 • to M 3.00 0.00 ' ' ' ' 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time (min) 1.34 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 8 Det Basin #1 Routed Hydrograph type = Reservoir Peak discharge = 4.300 cfs Storm frequency = 10 yrs Time to peak = 753 min Time interval = 1 min Hyd. volume = 69,359 cuft Inflow hyd. No. = 7 - Post Dev DA to Det Basin Max. Elevation = 1076.80 ft Reservoir name = Detention Basin Max. Storage = 30,113 cuft Storage Indication method used. Q (cfs 21.00 11 15.00 12.00 . �9 3.00 Det Basin #1 Routed Hyd. No. 8 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 • PO 3.00 0.00 0.00 0 180 360 540 720 900 1080 1260 1440 1620 1800 1980 — Hyd No. 8 —Hyd No. 7 II I� Total storage used = 30,113 cult Time (min) 1.35 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 10 Post Dev South 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 49.290 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 Post Dev South 2 Hyd. No. 10 -- 10 Year Tuesday, 09 / 1 / 2020 = 76.53 cfs = 730 min = 305,359 cult = 62.2 = 2693 ft = 25.70 min = Type II = 484 Q (cfs) 80.00 70.00 20.00 10.00 0.00 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 1.36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 11 Post Dev South Total Hydrograph type = Combine Peak discharge = 79.49 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 1 min Hyd. volume = 374,718 cuft Inflow hyds. = 8, 10 Contrib. drain. area = 49.290 ac Q (cfs) 80.00 70.00 .t �t 50.00 40.00 30.00 20.00 10.00 Post Dev South Total Hyd. No. 11 -- 10 Year Q (cfs) 80.00 70.00 20.00 10.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 11 —Hyd No. 8 —Hyd No. 10 Time (min) 1.37 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 13 Sheet flow to Bypass Channel Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 0.670 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 Sheet flow to Bypass Channel Hyd. No. 13 -- 10 Year Tuesday, 09 / 1 / 2020 = 1.969 cfs = 718 min = 4,020 cuft = 61 = Oft = 6.00 min = Type II = 484 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 13 Q (crs) 2.00 1.00 - 0.00 1560 Time (min) 1.38 Hydrograph Summary Re p oftHydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time interval (min) Time to Peak (min) Hyd. volume (cuff) Inflow hyd(s) Maximum elevation M Total strge used (CUR) Hydrograph Description 1 SCS Runoff 3.771 1 736 18,327 Pre Dev Project Area 2 SCS Runoff 28.24 1 736 137,249 Pre Dev B Remainder 4 SCS Runoff 10.82 1 731 46,636 Subarea to Cross Section A Predev 5 SCS Runoff 12.94 1 736 67,244 Subarea to Cross Section B Predev 6 SCS Runoff 19.66 1 733 91,453 Subarea to Cross Section C Pre Dev 8 Combine 32.01 1 736 155,575 1, 2, Pre Dev Total 10 SCS Runoff 6.079 1 735 27,336 Post Dev Project Area 11 SCS Runoff 28.24 1 736 137,249 Post Dev B Remainder 13 Combine 34.31 1 735 164,584 10, 11, Total Drainage to B 14 Reservoir 28.58 1 746 164,581 13 872.16 31,600 Post Dev POA B Routed 16 SCS Runoff 12.43 1 730 51,701 Subarea to Cross Section A Post Dev 17 SCS Runoff 14.39 2 736 73,699 Subarea to Cross Section B Postdev 18 SCS Runoff 22.59 1 733 101,385 Subarea to Cross Section C Postdev Drainage Area B REV 9.gpw Return Period: 10 Year Tuesday, 09 / 1 / 2020 1.39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 1 Pre Dev Project Area Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 3.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 4.00 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 1 Pre Dev Project Area Hyd. No. 1 -- 10 Year 360 480 600 720 840 Tuesday, 09 / 1 / 2020 = 3.771 cfs = 736 min = 18,327 cult = 61 = Oft = 35.50 min = Type II = 484 Q (Cfs) 4.00 3.00 2.00 1.00 ' ' ' ' 0.00 960 1080 1200 1320 1440 1560 Time (min) too Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 2 Pre Dev B Remainder Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 23.590 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 Pre Dev B Remainder Hyd. No. 2 -- 10 Year Tuesday, 09 / 1 / 2020 = 28.24 cfs = 736 min = 137,249 cuft = 61 = Oft = 34.40 min = Type II = 484 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' I I I I I I I I I 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 1.41 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 4 Subarea to Cross Section A Predev Hydrograph type = SCS Runoff Peak discharge = 10.82 cfs Storm frequency = 10 yrs Time to peak = 731 min Time interval = 1 min Hyd. volume = 46,636 cuft Drainage area = 9.710 ac Curve number = 57 Basin Slope = 19.0 % Hydraulic length = 872 ft Tc method = TR55 Time of conc. (Tc) = 26.60 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 12.00 10.00 . M 4.00 2.00 Subarea to Cross Section A Predev Hyd. No. 4 -- 10 Year Q (cfs) 12.00 10.00 : 11 M 4.00 2.00 0.00 ' I I I I ' 'I I I N 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 1.42 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 5 Subarea to Cross Section B Predev Hydrograph type = SCS Runoff Peak discharge = 12.94 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 1 min Hyd. volume = 67,244 cuft Drainage area = 14.110 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.90 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 14.00 12.00 10.00 Ml 4.00 2.00 Subarea to Cross Section B Predev Hyd. No. 5 -- 10 Year Q (cfs) 14.00 12.00 10.00 IN ffle 4.00 2.00 0.00 ' " 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 1.43 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 6 Subarea to Cross Section C Pre Dev Hydrograph type = SCS Runoff Peak discharge = 19.66 cfs Storm frequency = 10 yrs Time to peak = 733 min Time interval = 1 min Hyd. volume = 91,453 cuft Drainage area = 19.190 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.50 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 21.00 15.00 12.00 . M 3.00 Subarea to Cross Section C Pre Dev Hyd. No. 6 -- 10 Year Q (Cfs) 21.00 18.00 15.00 12.00 • to M 3.00 0.00 ' I I I I ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 1.44 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 8 Pre Dev Total Hydrograph type = Combine Peak discharge = 32.01 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 1 min Hyd. volume = 155,575 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 26.740 ac Q (cfs 35.00 30.00 25.00 20.00 15.00 10.00 5.00 Q (cfs) 35.00 FC 11 25.00 20.00 15.00 10.00 5.00 0.00 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 —Hyd No. 1 —Hyd No. 2 Time (min) 1.45 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 10 Post Dev Project Area Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 3.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 7.00 . 1, 5.00 4.00 3.00 2.00 1.00 Post Dev Project Area Hyd. No. 10 -- 10 Year Tuesday, 09 / 1 / 2020 = 6.079 cfs = 735 min = 27,336 cult = 70.8 = Oft = 35.50 min = Type II = 484 Q (Crs) 7.00 . tt 5.00 4.00 3.00 2.00 1.00 ' ' ' ' ' 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 1.46 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 11 Post Dev B Remainder Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 23.590 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 Post Dev B Remainder Hyd. No. 11 -- 10 Year Tuesday, 09 / 1 / 2020 = 28.24 cfs = 736 min = 137,249 cuft = 61 = Oft = 34.40 min = Type II = 484 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' I I I I I I I I I 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 1.47 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 13 Total Drainage to B Hydrograph type = Combine Peak discharge = 34.31 cfs Storm frequency = 10 yrs Time to peak = 735 min Time interval = 1 min Hyd. volume = 164,584 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 26.740 ac Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 Total Drainage to B Hyd. No. 13 -- 10 Year Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 J ' 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 —Hyd No. 10 —Hyd No. 11 Time (min) 1.48 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 14 Post Dev POA B Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 13 - Total Drainage to B Max. Elevation Reservoir name = Det Basin 2 Max. Storage Storage Indication method used. Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 Post Dev POA B Routed Hyd. No. 14 -- 10 Year Tuesday, 09 / 1 / 2020 = 28.58 cfs = 746 min = 164,581 cuft = 872.16 ft = 31,600 cuft Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 I I I I I I I I 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 —Hyd No. 13 ®Total storage used = 31,600 cuff Time (min) 1.49 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 16 Subarea to Cross Section A Post Dev Hydrograph type = SCS Runoff Peak discharge = 12.43 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 1 min Hyd. volume = 51,701 cuft Drainage area = 9.710 ac Curve number = 59 Basin Slope = 19.0 % Hydraulic length = 872 ft Tc method = TR55 Time of conc. (Tc) = 26.60 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 14.00 12.00 10.00 1.111I01 14111611 4.00 2.00 Subarea to Cross Section A Post Dev Hyd. No. 16 -- 10 Year Q (cfs) 14.00 12.00 10.00 IN ffle 4.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 16 Time (min) 1.50 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 17 Subarea to Cross Section B Postdev Hydrograph type = SCS Runoff Peak discharge = 14.39 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 73,699 cuft Drainage area = 14.110 ac Curve number = 59 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.90 min Total precip. = 5.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 15.00 12.00 • 11 . 11 R 11 0.00 0 120 240 Hyd No. 17 Subarea to Cross Section B Postdev Hyd. No. 17 -- 10 Year 360 480 600 720 840 960 Q (cfs) 15.00 12.00 • 11 99111A1 ' ' 0.00 1080 1200 1320 1440 1560 Time (min) 1.51 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 18 Subarea to Cross Section C Postdev Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 19.190 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 5.38 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 24.00 20.00 16.00 12.00 4.00 Subarea to Cross Section C Postdev Hyd. No. 18 -- 10 Year Tuesday, 09 / 1 / 2020 = 22.59 cfs = 733 min = 101,385 cult = 59 = Oft = 29.50 min = Type II = 484 Q (crs) 24.00 20.00 16.00 12.00 4.00 I I I I I. I I I I I II N 1 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 18 Time (min) 1.52 Hydrograph Summary Re p oftHydraflow Hydrogrephs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time interval (min) Time to Peak (min) Hyd. volume (cuff) Inflow hyd(s) Maximum elevation M Total strge used (cufl) Hydrograph Description 1 SCS Runoff 14.29 1 732 57,773 Pre Dev DA North 3 SCS Runoff 11.17 1 720 25,276 Pre Dev South 1 4 SCS Runoff 219.74 1 726 727,409 Pre Dev South 2 5 Combine 225.56 1 726 752,685 3,4 Pre Dev South Total 7 SCS Runoff 36.83 1 728 133,499 Post Dev DA to Det Basin #1 8 Reservoir 28.33 1 736 133,489 7 1077.91 39,623 Det Basin #1 Routed 10 SCS Runoff 198.07 1 729 743,399 Post Dev South 2 11 Combine 218.46 1 730 876,888 8,10 Post Dev South Total 13 SCS Runoff 4.962 1 718 9,979 Sheet flow to Bypass Channel Drainage Area A REV 9- LKP.gpw Return Period: 100 Year Tuesday, 09 / 1 / 2020 1.53 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 1 Pre Dev DA North Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.000 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 8.69 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 15.00 12.00 • 11 . 11 Pre Dev DA North Hyd. No. 1 -- 100 Year Tuesday, 09 / 1 / 2020 = 14.29 cfs = 732 min = 57,773 cult = 61 = 338 ft = 30.10 min = Type II = 484 Q (Cfs) 15.00 12.00 llllll• 11 . 11 3.00 0.00 ' I I I ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 1.54 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 3 Pre Dev South 1 Hydrograph type = SCS Runoff Peak discharge = 11.17 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 25,276 cuft Drainage area = 1.750 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 75 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 8.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 12.00 10.00 . M 4.00 2.00 Pre Dev South 1 Hyd. No. 3 -- 100 Year Q (cfs) 12.00 10.00 : 11 M 4.00 2.00 0.00 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 1.55 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 4 Pre Dev South 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 49.290 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 8.69 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 240.00 210.00 150.00 120.00 30.00 Pre Dev South 2 Hyd. No. 4 -- 100 Year Tuesday, 09 / 1 / 2020 = 219.74 cfs = 726 min = 727,409 cuft = 61.4 = 2693 ft = 21.30 min = Type II = 484 Q (Cfs) 240.00 210.00 180.00 150.00 120.00 30.00 0.00 ' 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 1.56 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 5 Pre Dev South Total Hydrograph type = Combine Peak discharge = 225.56 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 1 min Hyd. volume = 752,685 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 51.040 ac Q (cfs) 240.00 210.00 150.00 120.00 30.00 Pre Dev South Total Hyd. No. 5 -- 100 Year Q (Cfs) 240.00 210.00 180.00 150.00 120.00 30.00 0.00 " — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 5 —Hyd No. 3 —Hyd No. 4 Time (min) 1.57 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 7 Post Dev DA to Det Basin #1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 5.750 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 8.69 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 40.00 30.00 20.00 10.00 0.00 0 120 240 Hyd No. 7 Post Dev DA to Det Basin #1 Hyd. No. 7 -- 100 Year 360 480 600 720 840 Tuesday, 09 / 1 / 2020 = 36.83 cfs = 728 min = 133,499 cult = 81 = 991 ft = 25.10 min = Type II = 484 Q (cfs) 40.00 20.00 10.00 960 1080 1200 1320 1440 1560 Time (min) 1.58 Hydrograph Report Hydragow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 8 Det Basin #1 Routed Hydrograph type = Reservoir Peak discharge = 28.33 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 1 min Hyd. volume = 133,489 cult Inflow hyd. No. = 7 - Post Dev DA to Det Basin Max. Elevation = 1077.91 ft Reservoir name = Detention Basin Max. Storage = 39,623 cult Storage Indication method used Q (cfs) 40.00 30.00 20.00 10.00 0.00 0 120 240 Hyd No. 8 Det Basin #1 Routed Hyd. No. 8 -- 100 Year 360 480 600 — Hyd No. 7 720 Q (cfs) 40.00 20.00 10.00 'I I I 10.00 840 960 1080 1200 1320 1440 1560 ® Total storage used = 39,623 cult Time (min) 1.59 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 10 Post Dev South 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 49.290 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 8.69 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 210.00 180.00 150.00 120.00 30.00 Post Dev South 2 Hyd. No. 10 -- 100 Year Tuesday, 09 / 1 / 2020 = 198.07 cfs = 729 min = 743,399 cult = 62.2 = 2693 ft = 25.70 min = Type II = 484 Q (Cis) 210.00 180.00 150.00 120.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 10 Time (min) 1.60 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 11 Post Dev South Total Hydrograph type = Combine Peak discharge = 218.46 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 1 min Hyd. volume = 876,888 cuft Inflow hyds. = 8, 10 Contrib. drain. area = 49.290 ac Q (cfs) 240.00 210.00 150.00 120.00 30.00 Post Dev South Total Hyd. No. 11 -- 100 Year Q (Cfs) 240.00 210.00 180.00 150.00 120.00 30.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 — Hyd No. 8 — Hyd No. 10 Time (min) 1.61 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 13 Sheet flow to Bypass Channel Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 0.670 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 8.69 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 5.00 4.00 OM r tr 1.00 0.00 0 120 240 Hyd No. 13 Sheet flow to Bypass Channel Hyd. No. 13 -- 100 Year 360 480 600 720 840 Tuesday, 09 / 1 / 2020 = 4.962 cfs = 718 min = 9,979 cuft = 61 = Oft = 6.00 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 ' — - 0.00 960 1080 1200 1320 1440 1560 Time (min) 1.62 Hydrograph Summary Re p oftHydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Peak flow (CIS) Time interval (min) Time to Peak (min) Hyd. volume (cuff) Inflow hyd(s) Maximum elevation M Total strge used (cufl) Hydrograph Description 1 SCS Runoff 10.15 1 735 45,497 Pre Dev Project Area 2 SCS Runoff 76.01 1 735 340,719 Pre Dev B Remainder 8 Combine 86.16 1 735 386,215 1, 2, Pre Dev Total 10 SCS Runoff 13.35 1 734 58,997 Post Dev Project Area 11 SCS Runoff 76.01 1 735 340,719 Post Dev B Remainder 13 Combine 89.34 1 735 399,716 10, 11, Total Drainage to B 14 Reservoir 88.10 1 737 399,713 13 873.40 41,864 Post Dev POA B Routed Drainage Area B REV 9.gpw Return Period: 100 Year Tuesday, 09 / 1 / 2020 1.63 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 1 Pre Dev Project Area Hydrograph type = SCS Runoff Peak discharge = 10.15 cfs Storm frequency = 100 yrs Time to peak = 735 min Time interval = 1 min Hyd. volume = 45,497 cuft Drainage area = 3.150 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.50 min Total precip. = 8.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 12.00 10.00 . M 4.00 2.00 Pre Dev Project Area Hyd. No. 1 -- 100 Year Q (cfs) 12.00 10.00 : 11 M 4.00 2.00 0.00 ' ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 1.64 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 2 Pre Dev B Remainder Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 23.590 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 8.69 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 Pre Dev B Remainder Hyd. No. 2 -- 100 Year Tuesday, 09 / 1 / 2020 = 76.01 cfs = 735 min = 340,719 cuft = 61 = Oft = 34.40 min = Type II = 484 Q (cfs) 80.00 70.00 20.00 10.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 1.65 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 8 Pre Dev Total Hydrograph type = Combine Peak discharge = 86.16 cfs Storm frequency = 100 yrs Time to peak = 735 min Time interval = 1 min Hyd. volume = 386,215 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 26.740 ac Pre Dev Total Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 000 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 8 —Hyd No. 1 —Hyd No. 2 Time (min) 1.66 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 10 Post Dev Project Area Hydrograph type = SCS Runoff Peak discharge = 13.35 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 1 min Hyd. volume = 58,997 cuft Drainage area = 3.150 ac Curve number = 70.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.50 min Total precip. = 8.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 14.00 12.00 10.00 : MM NO 4.00 2.00 Post Dev Project Area Hyd. No. 10 -- 100 Year Q (cfs) 14.00 12.00 10.00 IN ffle 4.00 2.00 0.00 — 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 1.67 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 11 Post Dev B Remainder Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 23.590 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 8.69 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 Post Dev B Remainder Hyd. No. 11 -- 100 Year Tuesday, 09 / 1 / 2020 = 76.01 cfs = 735 min = 340,719 cuft = 61 = Oft = 34.40 min = Type II = 484 Q (cfs) 80.00 70.00 20.00 10.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 1.68 Hydrograph Report HydraFlow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 09 / 1 / 2020 Hyd. No. 13 Total Drainage to B Hydrograph type = Combine Peak discharge = 89.34 cfs Storm frequency = 100 yrs Time to peak = 735 min Time interval = 1 min Hyd. volume = 399,716 cult Inflow hyds. = 10, 11 Contrib. drain. area = 26.740 ac Total Drainage to B 60.00 ■ ��tti�� ■ ��tti�� 30.00 20.00 IN 1.69 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 14 Post Dev POA B Routed Hydrograph type = Reservoir Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 13 - Total Drainage to B Max. Elevation Reservoir name = Det Basin 2 Max. Storage Storage Indication method used. Tuesday, 09 / 1 / 2020 = 88.10 cfs = 737 min = 399,713 cult = 873.40 ft = 41,864 cuft Post Dev POA B Routed Q (cfs) Q (cfs) Hyd. No. 14 -- 100 Year 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 000 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 —Hyd No. 13 ®Total storage used = 41,864 cuff Time (min) 1.70 WATER QUALITY �;T1I;14'1►�10 /orlh, Section 2 D(Q Vlrglnb Rwo/f ReEUMon MttMJNew Cevebpmenr(nmptlorue 5preulaM1M - Version" C 3DIIBBV SrMWdsaMSrytllbr3Ms 0 M13 Drab BMV Standar aM Sp CIB-Ram holett Xame: Hillcrest T& V DIM MID-00039 pare: 7131120H BMPDe415pen(uofionsb"n: 20UDran Hds&Specs Site Information Project (Treatment Volume and Loads) ConMants an immeri <3 ngmmerl 10a rvrelTelEM[�vgli! Oi6 ge1l111—.1 imMu i96 aeli.t."f i p.m own �d ps6 �nslWl Rrest/Oi¢n Span Guerlaeresi 16W me ,g FB' OS6JB in Velume�abiuheti 30)31 3P bai Rb/yrl ]S.SC WE0 ed I11.16 Weighted M ff—A) 003 66% nagetliurf Couer Wresi 8fd WeighR P it' i 0.10 %Managed Tud 1]% Imper.innxvrerlaoexl au R.limpereinnel p95 %imgemwa 12% S[eArez have) 39.1a mMaun uVa ells luex alulrtionalls 2.1 Virginia Runotf Reduction Method Woiksheet DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Hillcrest T & V WPO 2019-00039 Date: 43677 Total Rainfall = 43 inches Site Land Cover Summary A soils BSoils CSoils DSoils Totals % Total Forest/Open (acres) 0.00 26.00 0.00 0.00 26.00 66 Managed Turf (acres) 1 0.00 8.60 0.00 0.00 8.60 22 Impervious Cover(acres) 1 0.00 4.54 0.00 0.00 4.54 12 39.14 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.17 Treatment Volume its 24,731 TP Load (lb/yr) 15.54 TN Load (lb/yr) 111.16 Total TP Load Reduction Required (lb/yr) -0.51 ** TP LOAD REDUCNON NOT REQUIRED Site Compliance Summary Total Runoff Volume Reduction (fts) 0 Total TP Load Reduction Achieved (lb/yr) 0.00 Total TN Load Reduction Achieved (Ib/yr) 0.00 Remaining Post Development TP Load 15.54 (Ib/yr) Remaining TP Load Reduction (lb/yr) 0.00 Required ** TARGET TP REDUCTION EXCEEDED BY 0.51 LB/YEAR ** -------------------------------------------------------------------------------------- 2.2 Summary Pont Virginia Ruuoif Reduction Method Woiksheet -------------------------------------------------------------------------------------------------------------------------------------------------------- Runoff Volume and CN Calculations 1- earstorm 2- earstorm 10- earstorm ITarget Rainfall Event in 2.97 3.59 5.38 Drainage Areas RV&CN Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area CN 0 0 0 0 0 RR fta 0 0 0 0 0 1-year return period RV wo RR (an -in) 0.00 0.00 0.00 0.00 0.00 Rvw RR(wa-in) 0.00 0.00 0.00 0.00 0.00 M adjumd 0 0 0 0 0 2-year return period W wo RR(wain) 0.00 0.00 0.00 0.00 0.00 RVwRR(wa-in) 0.00 0.00 0.00 0.00 0.00 M adjumd 0 0 0 0 0 10-year return period W wo RR(wain) 0.00 0.00 0.00 0.00 0.00 RVwRR(wr-in) 0.00 0.00 0.W 0.00 0.00 M adjumd 0 0 0 0 0 2.3 Summary Print RUNOFF SUMMARIES AND ENERGY BALANCE �;T1I;14'1►�10 iOvlh' Section 3 Point of Analysis Al DA A South 2 Acreage Land Cover Curve Number Pre -Development Post -Development Existing Impervious Area 98 0.35 0.51 Forest 58 32.21 32.05 Open Space 61 6.26 6.26 Vineyard 74 10.47 10.47 Composite Curve Number 1 61.4 62.2 Total Area I 49.29 acres Pre -Development Drainage Area A North Land Cover Curve Number Acreage New Impervious Area 98 0.00 Forest 58 0.00 Open Space 61 4.00 Vineyard 74 0.00 Composite Curve Number 61.0 Total Area 4.00 acres Pre -Development DA A South 1 Land Cover Curve Number Acreage New Impervious Area 98 0.00 Forest 58 0.00 Open Space 61 1.75 Vineyard 74 0.00 Composite Curve Number 61.00 Total Area I 1.75 acres Post -Development DA To Det Basin #1 Land Cover Curve Number Acreage New Impervious Area 98 3.11 Forest 58 0.00 Open Space 61 2.64 Vineyard 74 0.00 Composite Curve Number 81.0 Total Area 5.75 acres 3.1 Point of Analysis B TOTAL Acreage Land Cover Curve Number Pre -Development Post -Development New Impervious Area 98 0.84 Forest 58 10.18 10.18 Open Space 61 7.31 6.47 Vineyard 74 9.25 9.25 Composite Curve Number 64.41 65.5 Total Area I 26.74 acres New Development Acreage Land Cover Curve Number Pre -Development Post -Development New Impervious Area 98 0.84 Forest 58 0.00 0.00 Open Space 61 3.15 2.31 Vineyard 74 0.00 0.00 Composite Curve Number 61.0 70.8 Total Area I 3.15 acres Poing of Analysis B Remainder Acreage Energy Balance POA B Land Cover Curve Number Pre -Development Post -Development Pre -Development Flowrate 0.515 cfs New Impervious Area 98 0.00 Pre -Development Volume 4046 cu.ft Forest 58 10.18 Improvement Factor 0.8 Open Space 61 4.16 Post -Development Volume 8393 cu.ft Vineyard 74 9.25 Post -Development Max. Flowrate 0.199 cfs Composite Curve Number 64.8 Remainder Flowrate 3.858 cfs Total Area I 23.59 acres IPOA B Discharge Flowrate I 4.057 cfs 3.2 CHANNEL, CULVERT & WEIR REPORTS /0w1h, Section 4 Channel Report Hydraflow ExpreSS Extension for Autodesk® Civil 300 by Autodesk, Inc. Ditch W - Upper Section 10-yr Storm Trapezoidal Bottom Width (ft) = 11.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 1035.00 Slope (%) = 28.50 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 1.70 Elev (ft) Section 1036.00 1035.75 1035.50 1035.25 1035.00 1034.75 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Sep 1 2020 = 0.05 = 1.700 = 0.56 = 3.04 = 11.41 = 0.09 = 11.40 = 0.19 2 4 6 8 10 12 14 16 18 20 4.1 Reach (ft) Depth (ft) 1.00 0.75 0.50 0.25 r rr _n �r Channel Report Hydraflow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Ditch 'A' - Lower Section 10-yr Storm Trapezoidal Bottom Width (ft) = 11.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 1050.00 Slope (%) = 28.50 N-Value = 0.033 Calculations Compute by: Known Q Known Q (cfs) = 8.59 Elev (ft) Section 1051.00 1050.75 1050.50 1050.25 1050.00 1049.75 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Aug 6 2020 = 0.13 = 8.590 = 1.50 = 5.74 = 12.07 = 0.26 = 12.04 = 0.64 2 4 6 8 10 12 14 16 18 20 4.2 Reach (ft) Depth (ft) 1.00 0.75 0.50 0.25 r rr _n �r Channel Report Hydraflow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Ditch 'B', 2-year Channel Protection Analysis Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 1024.00 Slope (%) = 10.00 N-Value = 0.040 Calculations Compute by: Known Q Known Q (cfs) = 5.90 Elev (ft) Section 1026.00 1025.50 1025.00 1024.50 1024.00 1023.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Aug 6 2020 = 0.29 = 5.900 = 1.33 = 4.44 = 5.30 = 0.39 = 5.16 = 0.60 Depth (ft) 2.00 1.50 1.00 0.50 t tt I I I I I I I I I 1 1 -0.50 0 1 2 3 4 5 6 7 8 9 10 4.3 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Ditch 'B', 10-year Capacity Analysis Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 1024.00 Slope (%) = 10.00 N-Value = 0.040 Calculations Compute by: Known Q Known Q (cfs) = 12.34 Elev (ft) Section 1026.00 1025.50 1025.00 1024.50 1024.00 1023.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Aug 6 2020 = 0.44 = 12.34 = 2.15 = 5.75 = 5.97 = 0.60 = 5.76 = 0.95 Depth (ft) 2.00 1.50 1.00 0.50 t tt I I I I I I I I I 1 1 -0.50 0 1 2 3 4 5 6 7 8 9 10 4.4 Reach (ft) Channel Report HydraBow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Ditch 'C' Section A -A 2yr Storm Pre Development User -defined Highlighted Invert Elev (ft) = 964.00 Depth (ft) Slope (%) = 19.00 Q (cfs) N-Value = 0.090 Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 2.54 Top Width (ft) EGL (ft) (Sta, El, n)-(Sta, El, n)... (0.00, 972.00}(18.00, 968.00, 0.090)-(37.00, 964.00, 0.090)-(51.00, 968.00, 0.090)-(65.00, 972.00, 0.090) Monday, Aug 31 2020 = 0.48 = 2.541 = 0.95 = 2.67 = 4.08 = 0.48 = 3.96 = 0.59 •.• 11 Ii��li�li��I��li�� 11 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 4.5 Sta (ft) Channel Report HydraBow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Ditch 'C' Section A -A 2yr Storm Post Development User -defined Highlighted Invert Elev (ft) = 964.00 Depth (ft) Slope (%) = 19.00 Q (cfs) N-Value = 0.090 Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 3.36 Top Width (ft) EGL (ft) (Sta, El, n)-(Sta, El, n)... (0.00, 972.00}(18.00, 968.00, 0.090)-(37.00, 964.00, 0.090)-(51.00, 968.00, 0.090)-(65.00, 972.00, 0.090) Monday, Aug 31 2020 = 0.53 = 3.360 = 1.16 = 2.90 = 4.50 = 0.53 = 4.37 = 0.66 •.• 11 Ii��li�li��I��li�� 11 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 4.6 Sta (ft) Channel Report HydraBow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Ditch 'C' Section A -A 10yr Storm Pre Development User -defined Highlighted Invert Elev (ft) = 964.00 Depth (ft) Slope (%) = 19.00 Q (cfs) N-Value = 0.090 Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 10.82 Top Width (ft) EGL (ft) (Sta, El, n)-(Sta, El, n)... (0.00, 972.00}(18.00, 968.00, 0.090)-(37.00, 964.00, 0.090)-(51.00, 968.00, 0.090)-(65.00, 972.00, 0.090) Monday, Aug 31 2020 = 0.83 = 10.82 = 2.84 = 3.81 = 7.05 = 0.85 = 6.85 = 1.06 •.• 11 Ii��li�li��I��li�� 11 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 4.7 Sta (ft) Channel Report HydraBow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Ditch 'C' Section A -A 10yr Storm Post Development User -defined Highlighted Invert Elev (ft) = 964.00 Depth (ft) Slope (%) = 19.00 Q (cfs) N-Value = 0.090 Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 12.43 Top Width (ft) EGL (ft) (Sta, El, n)-(Sta, El, n)... (0.00, 972.00}(18.00, 968.00, 0.090)-(37.00, 964.00, 0.090)-(51.00, 968.00, 0.090)-(65.00, 972.00, 0.090) Monday, Aug 31 2020 = 0.87 = 12.43 = 3.12 = 3.98 = 7.39 = 0.90 = 7.18 = 1.12 •.• 11 Ii��li�li��I��li�� 11 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 4.8 Sta (ft) Channel Report HydraBow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Monday, Aug 31 2020 Ditch V Section B-B Tyr Storm Pre Development User -defined Highlighted Invert Elev (ft) = 921.00 Depth (ft) = 0.34 Slope (%) = 23.50 Q (cfs) = 3.050 N-Value = 0.090 Area (sqft) = 1.21 Velocity (ft/s) = 2.53 Calculations Wetted Perim (ft) = 6.16 Compute by: Known Q Crit Depth, Yc (ft) = 0.35 Known Q (cfs) = 3.05 Top Width (ft) = 6.10 EGL (ft) = 0.44 (Sta, El, n)-(Sta, El, n)... (0.00, 928.00}(11.00, 924.00, 0.090}(22.00, 921.00, 0.090}(23.00, 921.00, 0.090)-(57.00, 924.00, 0.090)-(85.00, 928.00, 0.090) Elev (ft) 929.00 928.00 927.00 926.00 925.00 924.00 923.00 922.00 921.00 920.00 -10 Section 0 10 20 30 40 50 60 70 80 Sta (ft) Depth (ft) 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 90 100 4.9 Channel Report HydraBow ExpreSS Extension for Autodesk® Civil 300 by Autodesk, Inc. Tuesday, Sep 1 2020 Ditch V Section B-B Tyr Storm Post Development User -defined Highlighted Invert Elev (ft) = 921.00 Depth (ft) = 0.37 Slope (%) = 23.50 Q (cfs) = 3.876 N-Value = 0.090 Area (sqft) = 1.40 Velocity (ft/s) = 2.78 Calculations Wetted Perim (ft) = 6.62 Compute by: Known Q Crit Depth, Yc (ft) = 0.38 Known Q (cfs) = 3.88 Top Width (ft) = 6.55 EGL (ft) = 0.49 (Sta, El, n)-(Sta, El, n)... (0.00, 928.00}(11.00, 924.00, 0.090}(22.00, 921.00, 0.090}(23.00, 921.00, 0.090)-(57.00, 924.00, 0.090)-(85.00, 928.00, 0.090) Elev (ft) 929.00 928.00 927.00 926.00 925.00 924.00 923.00 922.00 921.00 920.00 -10 Section 0 10 20 30 40 50 60 70 80 Sta (ft) Depth (ft) 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 90 100 4.10 Channel Report HydraBow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Monday, Aug 31 2020 Ditch V Section B-B 10yr Storm Pre Development User -defined Highlighted Invert Elev (ft) = 921.00 Depth (ft) = 0.61 Slope (%) = 23.50 Q (cfs) = 12.94 N-Value = 0.090 Area (sqft) = 3.40 Velocity (ft/s) = 3.81 Calculations Wetted Perim (ft) = 10.26 Compute by: Known Q Crit Depth, Yc (ft) = 0.66 Known Q (cfs) = 12.94 Top Width (ft) = 10.15 EGL (ft) = 0.84 (Sta, El, n)-(Sta, El, n)... (0.00, 928.00}(11.00, 924.00, 0.090}(22.00, 921.00, 0.090}(23.00, 921.00, 0.090)-(57.00, 924.00, 0.090)-(85.00, 928.00, 0.090) Elev (ft) 929.00 928.00 927.00 926.00 925.00 924.00 923.00 922.00 921.00 920.00 -10 Section 0 10 20 30 40 50 60 70 80 Sta (ft) Depth (ft) 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 90 100 4.11 Channel Report HydraBow Express Extension for Autodesk® Civil 300 by Autodesk, Inc. Monday, Aug 31 2020 Ditch V Section B-B 10yr Storm Post Development User -defined Highlighted Invert Elev (ft) = 921.00 Depth (ft) = 0.64 Slope (%) = 23.50 Q (cfs) = 14.39 N-Value = 0.090 Area (sqft) = 3.71 Velocity (ft/s) = 3.88 Calculations Wetted Perim (ft) = 10.71 Compute by: Known Q Crit Depth, Yc (ft) = 0.69 Known Q (cfs) = 14.39 Top Width (ft) = 10.60 EGL (ft) = 0.87 (Sta, El, n)-(Sta, El, n)... (0.00, 928.00}(11.00, 924.00, 0.090}(22.00, 921.00, 0.090}(23.00, 921.00, 0.090)-(57.00, 924.00, 0.090)-(85.00, 928.00, 0.090) Elev (ft) 929.00 928.00 927.00 926.00 925.00 924.00 923.00 922.00 921.00 920.00 -10 Section 0 10 20 30 40 50 60 70 80 Sta (ft) Depth (ft) 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 90 100 4.12 Channel Report HydraBow ExpreSS Extension for Autodesk® Civil 300 by Autodesk, Inc. Tuesday, Sep 1 2020 Ditch V Section C-C Tyr Storm Pre Development User -defined Highlighted Invert Elev (ft) = 879.58 Depth (ft) = 0.40 Slope (%) = 20.60 Q (cfs) = 4.618 N-Value = 0.090 Area (sqft) = 1.91 Velocity (ft/s) = 2.42 Calculations Wetted Perim (ft) = 9.56 Compute by: Known Q Crit Depth, Yc (ft) = 0.40 Known Q (cfs) = 4.62 Top Width (ft) = 9.52 EGL (ft) = 0.49 (Sta, El, n)-(Sta, El, n)... (0.00, 888.00)-(31.00, 884.00, 0.090)-(72.00, 880.00, 0.090)-(77.00, 879.58, 0.090)-(82.00, 880.00, 0.090)-(103.00, 884.00, 0.090)-(126.00, 888.00, 0.090) Elev (ft) Section 889.00 887.00 885.00 883.00 881.00 879.00 t 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 4.13 Depth (ft) 9.42 7.42 5.42 3.42 1.42 -0.58 -� IQ Sta (ft) Channel Report HydraBow ExpreSS Extension for Autodesk® Civil 300 by Autodesk, Inc. Tuesday, Sep 1 2020 Ditch V Section C-C Tyr Storm Post Development User -defined Highlighted Invert Elev (ft) = 879.58 Depth (ft) = 0.44 Slope (%) = 20.60 Q (cfs) = 6.095 N-Value = 0.090 Area (sqft) = 2.30 Velocity (ft/s) = 2.65 Calculations Wetted Perim (ft) = 10.35 Compute by: Known Q Crit Depth, Yc (ft) = 0.44 Known Q (cfs) = 6.10 Top Width (ft) = 10.31 EGL (ft) = 0.55 (Sta, El, n)-(Sta, El, n)... (0.00, 888.00)-(31.00, 884.00, 0.090)-(72.00, 880.00, 0.090)-(77.00, 879.58, 0.090)-(82.00, 880.00, 0.090)-(103.00, 884.00, 0.090)-(126.00, 888.00, 0.090) Elev (ft) Section 889.00 887.00 885.00 883.00 881.00 879.00 t 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 4.14 Depth (ft) 9.42 7.42 5.42 3.42 1.42 -0.58 -� IQ Sta (ft) Channel Report HydraBow ExpreSS Extension for Autodesk® Civil 300 by Autodesk, Inc. Tuesday, Sep 1 2020 Ditch V Section C-C 10yr Storm Pre Development User -defined Highlighted Invert Elev (ft) = 879.58 Depth (ft) = 0.68 Slope (%) = 20.60 Q (cfs) = 19.66 N-Value = 0.090 Area (sqft) = 5.22 Velocity (ft/s) = 3.76 Calculations Wetted Perim (ft) = 14.10 Compute by: Known Q Crit Depth, Yc (ft) = 0.71 Known Q (cfs) = 19.66 Top Width (ft) = 14.03 EGL (ft) = 0.90 (Sta, El, n)-(Sta, El, n)... (0.00, 888.00)-(31.00, 884.00, 0.090)-(72.00, 880.00, 0.090)-(77.00, 879.58, 0.090)-(82.00, 880.00, 0.090)-(103.00, 884.00, 0.090)-(126.00, 888.00, 0.090) Elev (ft) Section 889.00 887.00 885.00 883.00 881.00 879.00 t 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 4.15 Depth (ft) 9.42 7.42 5.42 3.42 1.42 -0.58 -� IQ Sta (ft) Channel Report HydraBow ExpreSS Extension for Autodesk® Civil 300 by Autodesk, Inc. Tuesday, Sep 1 2020 Ditch V Section C-C 10yr Storm Post Development User -defined Highlighted Invert Elev (ft) = 879.58 Depth (ft) = 0.72 Slope (%) = 20.60 Q (cfs) = 22.59 N-Value = 0.090 Area (sqft) = 5.80 Velocity (ft/s) = 3.90 Calculations Wetted Perim (ft) = 14.73 Compute by: Known Q Crit Depth, Yc (ft) = 0.75 Known Q (cfs) = 22.59 Top Width (ft) = 14.65 EGL (ft) = 0.96 (Sta, El, n)-(Sta, El, n)... (0.00, 888.00)-(31.00, 884.00, 0.090)-(72.00, 880.00, 0.090)-(77.00, 879.58, 0.090)-(82.00, 880.00, 0.090)-(103.00, 884.00, 0.090)-(126.00, 888.00, 0.090) Elev (ft) Section 889.00 887.00 885.00 883.00 881.00 879.00 t 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 4.16 Depth (ft) 9.42 7.42 5.42 3.42 1.42 -0.58 -� IQ Sta (ft) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Aug 6 2020 18 inch Culvert P1, 2-year Analysis Invert Elev Dn (ft) = 1027.00 Calculations Pipe Length (ft) = 50.00 Qmin (cfs) = 1.27 Slope (%) = 3.00 Qmax (cfs) = 1.27 Invert Elev Up (ft) = 1028.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 1.27 No. Barrels = 1 Qpipe (cfs) = 1.27 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 1.06 Culvert Entrance = Projecting Veloc Up (ft/s) = 3.12 Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 1027.96 HGL Up (ft) = 1028.92 Embankment Hw Elev (ft) = 1029.07 Top Elevation (ft) = 1032.00 Hw/D (ft) = 0.38 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 20.00 Elev (ft) 1033.D0 1032.00 1031.00 1030.OD 1029.DD 1028.00 i1fMA62] 18 inch Culvert P1, 2-yearAnalysis Hw Depth (ft) T 4.60 3.60 2.60 1.50 110.50 -0.50 -1.50 1026.00 1 i i i i i i i i i-2.50 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Circular Culvert HGL Embank Reach (ft) 4.17 Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Aug 6 2020 18 inch Culvert P1, 10-year Capacity Analysis Invert Elev Dn (ft) = 1027.00 Calculations Pipe Length (ft) = 50.00 Qmin (cfs) = 2.59 Slope (%) = 3.00 Qmax (cfs) = 2.59 Invert Elev Up (ft) = 1028.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 2.59 No. Barrels = 1 Qpipe (cfs) = 2.59 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 1.95 Culvert Entrance = Projecting Veloc Up (ft/s) = 3.84 Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 1028.06 HGL Up (ft) = 1029.11 Embankment Hw Elev (ft) = 1029.38 Top Elevation (ft) = 1032.00 Hw/D (ft) = 0.59 Top Width (ft) = 20.00 Flow Regime = Inlet Control Crest Width (ft) = 20.00 Elev (ft) 1033.00 1032.00 1031.00 1030.OD 1029.00 1028.00 tnrxAr:,t 1026.00 18 inch Culvert P1, 70-year Capacity Analysis Hw Depth (ft) , r F J�= ■� ■■r �•1111111011 _ 0 5 10 15 20 25 30 35 40 — Circular Culvert HGL Embank 45 50 55 60 65 70 Reach (ft) 4.18 Culvert Report Hydraflow Express Extension for Autodesk® Civil 3138 by Autodesk, Inc. Tuesday, Sep 1 2020 15inch CMP Pipe From Flow Bypass Structure to Level Spreader 10yr Storm Invert Elev Dn (ft) = 1063.00 Calculations Pipe Length (ft) = 18.00 Qmin (cfs) = 2.30 Slope (%) = 33.33 Qmax (cfs) = 6.00 Invert Elev Up (ft) = 1069.00 Tailwater Elev (ft) = Crown Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 4.30 No. Barrels = 1 Qpipe (cfs) = 4.30 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Pipe, Veloc Dn (ft/s) = 3.50 Beveled Ring Entrance Veloc Up (ft/s) = 4.91 Culvert Entrance = 45D bevels HGL Dn (ft) = 1064.25 Coeff. K,M,c,Y,k = 0.0018, 2.5, 0.03, 0.74, 0.2 HGL Up (ft) = 1069.84 Hw Elev (ft) = 1070.05 Embankment Hw/D (ft) = 0.84 Top Elevation (ft) = 1071.80 Flow Regime = Inlet Control Top Width (ft) = 12.00 Crest Width (ft) = 6.00 11 l" INn MP Plp From Flo B/p n Sbu um b Level Spra I Sb,m x.prpmml Rs M Weir Report Hydraflow Express Extension for Autodesk® Civil 31D® by Autodesk, Inc. Basin 1 Outlet Flow Bypass Structure 100-year Flow Analysis Rectangular Weir Highlighted Crest = Sharp Depth (ft) Bottom Length (ft) = 6.25 Q (cfs) Total Depth (ft) = 1.00 Area (sqft) Velocity (ft/s) Calculations Top Width (ft) Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 16.85 Depth (ft) 2.00 1.50 1.00 0.50 M -0.50 Basin 1 Outlet Flow Bypass Structure 100-year Flow Analysis Tuesday, Sep 1 2020 = 0.87 = 16.85 = 5.43 = 3.10 = 6.25 Depth (ft) 2.00 1.50 1.00 0.50 M -0.50 Weir W.S. Length (ft)