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Home My WebLink AboutSW4191201_17-116-Stormwater Narrative_2nd submittal_1/31/2020STORMWATER NARRATIVE Lewisville Middle School Lewisville Vienna Road Lewisville, North Carolina 27023 December 2019 CLH design, p.a. 400 Regency Forest Drive, Suite 120 Cary, North Cai'o ijia 27518 Phone: (919) 319-6716 Far• (919) 319-7516 CONTENTS Design Narrative Supporting Calculations STORMWATER MANAGEMENT PLAN LEWISVILLE MIDDLE SCHOOL LEWISVILLE-VIENNA ROAD LEWISVILLE, NC CLH Project No: 17-116 PROJECT DESCRIPTION: Lewisville Middle School is a new school that is being constructed on five tracts located southeast of the intersection of Lewisville -Vienna Road and Robinhood Road near the northern limits of Lewisville. The middle school project area is approximately 66.21 acres. This proposed project consists of constructing a new school with parking, sidewalks, play fields, utilities and stormwater control measures. The construction limits of the project contain approximately 30 acres. The stormwater runoff from the project site discharges easterly to a tributary of Tomahawk Creek (Classification: C). Streams with 30-foot Town of Lewisville stream buffers are on site, as well as floodway and floodplains as indicated on FEMA FIRM #3710588600J dated January 2, 2009. Soils on the site consist predominately of Hiwasse with minor concentrations of Wahadkee along streams in low areas of site. STORMATER MANAGEMENT: This site is divided and under the stormwater jurisdiction of the Town of Lewisville and NCDEQ for stormwater review. Stormwater design has taken into consideration both Town and State requirements and was design to the most stringent of requirements. This site drainages to three major drainage points. Drainage point A encompasses the majority of drainage area and is located along the midpoint of the eastern property boundary. Drainage point B is located at the southeastern property corner. Drainage point C is located west of drainage point B, along the southern property boundary. Please refer to the stormwater drainage map for additional information. This site is high -density and employs a stormwater network to convey runoff and two ponds to treat. A wet pond treats the majority of the site's runoff and the wetland treats the bus -loop driveway. Per the Town of Lewisville's stormwater management manual, stormwater control measures were designed to control and treat runoff from the 25 year, 6-hour storm leaving the site. The majority of the site has a hydrological soil rating of HSG B and, therefore, storm calculations will reflect constants relating to HSG B type soils. Calculations were performed with Hydraflow software by Autocad 2017 which utilizes the TR-55 Hydrograph method. SUPPORTING CALCULATIONS DATE 8/15/19 01 Z /J PROJECT NAME PROJECT NO Lewisville MS 17-116 LOCATION BY Forsyth County, NC KAL Drainage Area, (DA) = 18.65 ac Impervious Area c= 0.95 8.00 ac Includes 0.20 AC Future Pervious Area c= 0.30 10.65 ac Cc = 0.58 % Impervious = 42.90 % Soil Type: Hiwasse (Type B) Temporary Water Quality Pool Design Storm Rainfall 1.00 in (Typically 1-in) Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.44 in/in Required Volume (design rainfall)(Rv)(DA) = 29,521 cf Main Pool Volume Required, Vmp = 71,913 cf Main Pool Volume: Main Pool Max. Depth = 3.50 ft Area of Pond Bottom (Above PSS) = 20,780 sf Area at Bottom of Shelf = 27,620 sf Area of Permanent Pool = 30,040 sf Area at Top of Shelf = 32,530 sf Perm. Pool Volume Provided = 87,015 cf > 71,913 cf Surface Area at 1" Storage Volume = 33,800 sf 1" Storage Volume Provided = 32,225 cf > 29,521 Temp. Storage Depth above Dewatering Hole = 1.00 ft Diameter of Dewatering Hole = 2.50 in Detention (Draw -Down) Time = 3.8 days (2-5 days Required) T days=(Temp. Storage Vol Req / (0.6 * A (2*g*(h))Al /2) * 86400 (where h = one third temp. storage depth measured to centroid of orifice) Max Drawdow Rate= 0.16 cfs Main Pool Volume= 87,015 cf > 71,913 Forebay Volume: Forebay Max. Depth = 4.50 ft Area of Forebay Bottom (Above PSS) = 1,540 sf Area at Bottom of Shelf = 4,400 sf Area of Permanent Pool = 5,330 sf Forebay Volume Required = 13,052 - 17,403 Forebay Volume Provided = 14,313 cf 16.45 % = 15-20 s:\1319\0001\calcs\17-116 - PondSize-Wet Pond-MDC-Piedmont and Mountain-HRTpMh9d: 12/3/2019 9:51 AM Page 1 of 1 DATE 8/15/19 0 /J PROJECT NAME PROJECT NO Lewisville MS 17-116 LOCATION BY Forsyth County, NC KAL Drainage Area, (DA) = 2.05 ac Impervious Area c= 0.95 0.75 ac Pervious Area c= 0.30 1.30 ac Cc = 0.54 Wetland Surface Area & Volume % Impervious = 37 % Design Storm Rainfall 1.00 in Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.38 in/in Required Volume (design rainfall)(Rv)(DA) = 2,822 cf Depth of Temporary Pool (Dplants) = 12 in (15-inmax) Approx. Ave. Surface Area for Design = 2,822 sf Surface Area at Permanent Pool= 2,610 sf @ 0.0 in. ponding Surface Area at 1/2 Depth= 3,970 sf @ 6.0 in. ponding Surface Area at Temporary Pool= 4,670 sf @ 12.0 in. ponding Temporary Ponding Volume Provided= 3,805 cf > 2,822 cf OK Temp. Storage Depth above Dewatering Hole = 1.00 ft Diameter of Dewatering Hole = 1.00 in Detention (Draw -Down) Time = 2.2 days T days=(Req. Temp. Storage Vol / (0.6 * A (2*g*(h))Al/2) * 86400 (where h = one third temp. storage depth measured to centroid of orifice) Wetland Zones Required Forebay Surface Area (10-15%) = 467 701 sf Non-Forebay Deep Pools (5-15%) = 234 701 sf Shallow Water Zone (35-45%) = 1635 2102 sf Temp. Inundation Zone (30-45%) = 1401 2102 sf Wetland Zones Provided Forebay Surface Area = 680 sf 15% OK Non-Forebay Deep Pools = 590 sf 13% OK Shallow Water Zone = 1,690 sf 36% OK Temporary Inundation Zone = 1,710 sf 37% OK s:\1319\0001\calcs\17-116 - PondSize-Wet1and-2017-MDC.XLS printed: 12/3/2019 9:51 AM Page 1 of 1 Hydraflow Table of Contents 17-116 Pond Routing.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hydrograph Return Period Recap............................................................................. 1 1 -Year SummaryReport......................................................................................................................... 2 HydrographReports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Area A - Pre.......................................................................... 3 Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................... 4 Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................... 5 Hydrograph No. 7, SCS Runoff, Area to SCM 1....................................................................... 6 Hydrograph No. 8, Reservoir, Route SCM 1............................................................................ 7 PondReport - SCM 1.......................................................................................................... 8 Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 10 Hydrograph No. 11, Reservoir, Route SCM 2....................................................................... 11 PondReport - SCM 2........................................................................................................ 12 Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs............................................. 13 Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................ 14 2 - Year SummaryReport ....................................................................................................................... 15 HydrographReports................................................................................................................. 16 Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................ 16 Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................. 17 Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 18 Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 19 Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 20 Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 21 Hydrograph No. 11, Reservoir, Route SCM 2....................................................................... 22 Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs............................................. 23 Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................ 24 10 -Year SummaryReport ....................................................................................................................... 25 HydrographReports................................................................................................................. 26 Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................ 26 Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................. 27 Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 28 Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 29 Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 30 Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 31 Hydrograph No. 11, Reservoir, Route SCM 2....................................................................... 32 Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs............................................. 33 Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................ 34 25 - Year SummaryReport....................................................................................................................... 35 HydrographReports................................................................................................................. 36 Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................ 36 Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................. 37 Contents continued... 17-116 Pond Routing.gpw Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 38 Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 39 Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 40 Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 41 Hydrograph No. 11, Reservoir, Route SCM 2....................................................................... 42 Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs............................................. 43 Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................ 44 100 - Year SummaryReport ....................................................................................................................... 45 HydrographReports................................................................................................................. 46 Hydrograph No. 1, SCS Runoff, Area A - Pre........................................................................ 46 Hydrograph No. 2, SCS Runoff, Area B - Pre & Post............................................................. 47 Hydrograph No. 3, SCS Runoff, Area C - Pre & Post............................................................. 48 Hydrograph No. 7, SCS Runoff, Area to SCM 1..................................................................... 49 Hydrograph No. 8, Reservoir, Route SCM 1.......................................................................... 50 Hydrograph No. 10, SCS Runoff, Area to SCM 2................................................................... 51 Hydrograph No. 11, Reservoir, Route SCM 2....................................................................... 52 Hydrograph No. 13, SCS Runoff, Area A that bypasses SCMs............................................. 53 Hydrograph No. 15, Combine, Total Area A - Post Dev........................................................ 54 OFReport.................................................................................................................. 55 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Pond No. 4 - Forebay Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 822.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 822.00 1,540 0 0 2.00 824.00 2,800 4,277 4,277 4.00 826.00 4,400 7,139 11,417 4.50 826.50 5,330 2,429 13,845 Tuesday, 01 / 14 / 2020 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 1000.00 0.00 Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 826.50 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33 Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- Broad --- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 822.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.20 428 822.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.40 855 822.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.60 1,283 822.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.80 1,711 822.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.00 2,139 823.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.20 2,566 823.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.40 2,994 823.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.60 3,422 823.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.80 3,850 823.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.00 4,277 824.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.20 4,991 824.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.40 5,705 824.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.60 6,419 824.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.80 7,133 824.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.00 7,847 825.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.20 8,561 825.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.40 9,275 825.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.60 9,989 825.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.80 10,703 825.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.00 11,417 826.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.05 11,659 826.05 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.10 11,902 826.10 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.15 12,145 826.15 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.20 12,388 826.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.25 12,631 826.25 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.30 12,874 826.30 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.35 13,117 826.35 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.40 13,359 826.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.45 13,602 826.45 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.50 13,845 826.50 --- --- --- --- --- --- 0.00 --- --- --- 0.000 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Pond No. 3 - Main Pool Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 823.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 823.00 20,780 0 0 1.50 824.00 22,990 32,810 32,810 3.50 826.00 27,620 50,534 83,344 4.00 826.50 30,040 14,409 97,754 Tuesday, 01 / 14 / 2020 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 1000.00 0.00 Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 826.50 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33 Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- Broad --- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 823.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.15 3,281 823.15 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.30 6,562 823.30 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.45 9,843 823.45 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.60 13,124 823.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.75 16,405 823.75 --- --- --- --- --- --- 0.00 --- --- --- 0.000 0.90 19,686 823.90 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.05 22,967 824.05 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.20 26,248 824.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.35 29,529 824.35 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.50 32,810 824.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.70 37,864 824.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 1.90 42,917 824.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.10 47,971 824.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.30 53,024 824.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.50 58,077 825.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.70 63,131 825.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 2.90 68,184 825.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.10 73,238 825.60 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.30 78,291 825.80 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.50 83,344 826.00 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.55 84,785 826.05 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.60 86,226 826.10 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.65 87,667 826.15 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.70 89,108 826.20 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.75 90,549 826.25 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.80 91,990 826.30 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.85 93,431 826.35 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.90 94,872 826.40 --- --- --- --- --- --- 0.00 --- --- --- 0.000 3.95 96,313 826.45 --- --- --- --- --- --- 0.00 --- --- --- 0.000 4.00 97.754 826.50 --- --- --- --- --- --- 0.00 --- --- --- 0.000 Hydrograph Return Period ReHydra cap w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 3.011 9.441 ------- ------- 43.34 71.95 ------- 127.39 Area A - Pre 2 SCS Runoff ------ 0.147 0.883 ------- ------- 4.334 6.951 ------- 11.83 Area B - Pre & Post 3 SCS Runoff ------ 0.048 0.290 ------- ------- 1.424 2.284 ------- 3.887 Area C - Pre & Post 7 SCS Runoff ------ 27.41 39.89 ------- ------- 76.87 100.80 ------- 141.27 Area to SCM 1 8 Reservoir 7 0.188 0.273 ------- ------- 2.316 6.856 ------- 45.29 Route SCM 1 10 SCS Runoff ------ 2.885 4.272 ------- ------- 8.379 11.10 ------- 15.72 Area to SCM 2 11 Reservoir 10 0.136 0.449 ------- ------- 2.772 6.360 ------- 11.76 Route SCM 2 13 SCS Runoff ------ 2.558 7.646 ------- ------- 33.24 54.48 ------- 95.18 Area A that bypasses SCMs 15 Combine 8, 11, 13, 2.798 8.267 ------- ------- 35.85 61.56 ------- 127.83 Total Area A - Post Dev Proj. file: 17-116 Pond Routing.gpw Tuesday, 12 / 3 / 2019 Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 3.011 2 762 46,894 ------ ------ ------ Area A - Pre 2 SCS Runoff 0.147 2 722 1,393 ------ ------ ------ Area B - Pre & Post 3 SCS Runoff 0.048 2 722 458 ------ ------ ------ Area C - Pre & Post 7 SCS Runoff 27.41 2 720 63,288 ------ ------ ------ Area to SCM 1 8 Reservoir 0.188 2 1446 45,170 7 827.91 55,703 Route SCM 1 10 SCS Runoff 2.885 2 718 5,808 ------ ------ ------ Area to SCM 2 11 Reservoir 0.136 2 814 5,350 10 813.11 2,977 Route SCM 2 13 SCS Runoff 2.558 2 760 36,954 ------ ------ ------ Area A that bypasses SCMs 15 Combine 2.798 2 760 87,475 8, 11, 13, ------ ------ Total Area A - Post Dev 17-116 Pond Routing.gpw Return Period: 1 Year Tuesday, 12 / 3 / 2019 Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 1 AreaA - Pre Hydrograph type = SCS Runoff Peak discharge = 3.011 cfs Storm frequency = 1 yrs Time to peak = 762 min Time interval = 2 min Hyd. volume = 46,894 cuft Drainage area = 73.220 ac Curve number = 56.4* Basin Slope = 1.8 % Hydraulic length = 9400 ft Tc method = KIRPICH Time of conc. (Tc) = 41.99 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220 Area A - Pre Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 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) 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 2 Area B - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 0.147 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,393 cuft Drainage area = 2.830 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Area B - Pre & Post Hyd. No. 2 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 3 Area C - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 0.048 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 458 cuft Drainage area = 0.930 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Area C - Pre & Post Hyd. No. 3 -- 1 Year Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) A Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 7 Area to SCM 1 Hydrograph type = SCS Runoff Peak discharge = 27.41 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 63,288 cuft Drainage area = 18.650 ac Curve number = 77* Basin Slope = 4.0 % Hydraulic length = 1830 ft Tc method = KIRPICH Time of conc. (Tc) = 8.76 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650 Q (cfs) 28.00 24.00 20.00 16.00 12.00 Area to SCM 1 Hyd. No. 7 -- 1 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. 7 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 8 Route SCM 1 Hydrograph type = Reservoir Peak discharge = 0.188 cfs Storm frequency = 1 yrs Time to peak = 1446 min Time interval = 2 min Hyd. volume = 45,170 cuft Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 827.91 ft Reservoir name = SCM 1 Max. Storage = 55,703 cuft Storage Indication method used. Route SCM 1 Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) — Hyd No. 8 Hyd No. 7 Total storage used = 55,703 cult Pond Report 0 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Pond No. 1 - SCM 1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 826.50 ft Stage / Storage Table Stage (ft) Elevation (ft) 0.00 826.50 0.50 827.00 1.00 827.50 1.50 828.00 3.50 830.00 5.50 832.00 Contour area (sqft) 35,380 38,870 40,680 42,820 48,600 54,620 Incr. Storage (cuft) 0 18,554 19,884 20,871 91,350 103,151 Total storage (cuft) 0 18,554 38,438 59,308 150,658 253,809 Tuesday, 12 / 3 / 2019 Culvert / Orifice Structures [A] Rise (in) = 30.00 Span (in) = 30.00 No. Barrels = 1 Invert El. (ft) = 823.50 Length (ft) = 62.00 Slope (%) = 0.50 N-Value = .013 Orifice Coeff. = 0.60 Multi -Stage = n/a [B] [C] 2.50 0.00 2.50 0.00 1 0 826.50 0.00 0.50 0.00 0.00 0.00 .013 .013 0.60 0.60 Yes No [PrfRsr] 0.00 0.00 0 0.00 0.00 n/a n/a 0.60 No Weir Structures [A] [B] Crest Len (ft) = 19.00 10.00 Crest El. (ft) = 829.50 830.00 Weir Coeff. = 3.33 2.60 Weir Type = 1 Broad Multi -Stage = Yes No Exfil.(in/hr) = 0.000 (by Contour) TW Elev. (ft) = 0.00 [C] [D] 1.00 0.00 828.50 0.00 3.33 3.33 Rect --- Yes No Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 826.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.05 1,855 826.55 24.65 oc 0.00 is --- --- 0.00 0.00 0.00 --- --- --- 0.005 0.10 3,711 826.60 24.65 oc 0.02 is --- --- 0.00 0.00 0.00 --- --- --- 0.018 0.15 5,566 826.65 24.65 oc 0.04 is --- --- 0.00 0.00 0.00 --- --- --- 0.035 0.20 7,422 826.70 24.65 oc 0.05 is --- --- 0.00 0.00 0.00 --- --- --- 0.051 0.25 9,277 826.75 24.65 oc 0.06 is --- --- 0.00 0.00 0.00 --- --- --- 0.063 0.30 11,132 826.80 24.65 oc 0.07 is --- --- 0.00 0.00 0.00 --- --- --- 0.073 0.35 12,988 826.85 24.65 oc 0.08 is --- --- 0.00 0.00 0.00 --- --- --- 0.081 0.40 14,843 826.90 24.65 oc 0.09 is --- --- 0.00 0.00 0.00 --- --- --- 0.089 0.45 16,698 826.95 24.65 oc 0.10 is --- --- 0.00 0.00 0.00 --- --- --- 0.096 0.50 18,554 827.00 24.65 oc 0.10 is --- --- 0.00 0.00 0.00 --- --- --- 0.103 0.55 20,542 827.05 24.65 oc 0.11 is --- --- 0.00 0.00 0.00 --- --- --- 0.110 0.60 22,531 827.10 24.65 oc 0.12 is --- --- 0.00 0.00 0.00 --- --- --- 0.116 0.65 24,519 827.15 24.65 oc 0.12 is --- --- 0.00 0.00 0.00 --- --- --- 0.121 0.70 26,507 827.20 24.65 oc 0.13 is --- --- 0.00 0.00 0.00 --- --- --- 0.127 0.75 28,496 827.25 24.65 oc 0.13 is --- --- 0.00 0.00 0.00 --- --- --- 0.132 0.80 30,484 827.30 24.65 oc 0.14 is --- --- 0.00 0.00 0.00 --- --- --- 0.137 0.85 32,472 827.35 24.65 oc 0.14 is --- --- 0.00 0.00 0.00 --- --- --- 0.142 0.90 34,461 827.40 24.65 oc 0.15 is --- --- 0.00 0.00 0.00 --- --- --- 0.146 0.95 36,449 827.45 24.65 oc 0.15 is --- --- 0.00 0.00 0.00 --- --- --- 0.151 1.00 38,438 827.50 24.65 oc 0.16 is --- --- 0.00 0.00 0.00 --- --- --- 0.155 1.05 40,525 827.55 24.65 oc 0.16 is --- --- 0.00 0.00 0.00 --- --- --- 0.160 1.10 42,612 827.60 24.65 oc 0.16 is --- --- 0.00 0.00 0.00 --- --- --- 0.164 1.15 44,699 827.65 24.65 oc 0.17 is --- --- 0.00 0.00 0.00 --- --- --- 0.168 1.20 46,786 827.70 24.65 oc 0.17 is --- --- 0.00 0.00 0.00 --- --- --- 0.172 1.25 48,873 827.75 24.65 oc 0.18 is --- --- 0.00 0.00 0.00 --- --- --- 0.176 1.30 50,960 827.80 24.65 oc 0.18 is --- --- 0.00 0.00 0.00 --- --- --- 0.179 1.35 53,047 827.85 24.65 oc 0.18 is --- --- 0.00 0.00 0.00 --- --- --- 0.183 1.40 55,134 827.90 24.65 oc 0.19 is --- --- 0.00 0.00 0.00 --- --- --- 0.187 1.45 57,221 827.95 24.65 oc 0.19 is --- --- 0.00 0.00 0.00 --- --- --- 0.190 1.50 59,308 828.00 24.65 oc 0.19 is --- --- 0.00 0.00 0.00 --- --- --- 0.194 1.70 68,443 828.20 24.65 oc 0.21 is --- --- 0.00 0.00 0.00 --- --- --- 0.207 1.90 77,578 828.40 24.65 oc 0.22 is --- --- 0.00 0.00 0.00 --- --- --- 0.220 2.10 86,713 828.60 24.65 oc 0.23 is --- --- 0.00 0.00 0.11 --- --- --- 0.337 2.30 95,848 828.80 24.65 oc 0.24 is --- --- 0.00 0.00 0.55 --- --- --- 0.790 2.50 104,983 829.00 24.65 oc 0.25 is --- --- 0.00 0.00 1.18 --- --- --- 1.432 2.70 114,118 829.20 24.65 oc 0.26 is --- --- 0.00 0.00 1.95 --- --- --- 2.215 Continues on next page... 0 SCM 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B ft cuft ft cfs cfs cfs cfs cfs cfs 2.90 123,253 829.40 24.65 oc 0.27 is --- --- 0.00 0.00 3.10 132,388 829.60 24.65 oc 0.28 is --- --- 2.00 0.00 3.30 141,523 829.80 24.65 oc 0.29 is --- --- 10.40 0.00 3.50 150,658 830.00 28.78 oc 0.29 is --- --- 22.37 0.00 3.70 160,973 830.20 44.66 oc 0.22 is --- --- 37.06 2.33 3.90 171,288 830.40 53.58 is 0.12 is --- --- 47.48 s 6.58 4.10 181,604 830.60 55.69 is 0.09 is --- --- 50.10 s 12.08 4.30 191,919 830.80 57.19 is 0.07 is --- --- 51.91 s 18.60 4.50 202,234 831.00 58.44 is 0.06 is --- --- 53.38 s 26.00 4.70 212,549 831.20 59.55 is 0.05 is --- --- 54.67 s 34.18 4.90 222,864 831.40 60.59 is 0.05 is --- --- 55.81 s 43.07 5.10 233,179 831.60 61.58 is 0.04 is --- --- 56.88 s 52.63 5.30 243,494 831.80 62.54 is 0.04 is --- --- 57.93 s 62.79 5.50 253,809 832.00 63.46 is 0.03 is --- --- 58.91 s 73.54 ... End WrC Wrl) Exfil User Total cfs cfs cfs cfs cfs 2.84 --- --- --- 3.118 3.84 --- --- --- 6.130 4.94 --- --- --- 15.63 6.12 --- --- --- 28.78 7.38 --- --- --- 46.99 5.98 s --- --- --- 60.15 5.50 s --- --- --- 67.77 5.20 s --- --- --- 75.78 4.98 s --- --- --- 84.43 4.83 s --- --- --- 93.73 4.71 s --- --- --- 103.65 4.63 s --- --- --- 114.17 4.56 s --- --- --- 125.32 4.51 s --- --- --- 137.00 Hydrograph Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 10 Area to SCM 2 Hydrograph type = SCS Runoff Peak discharge = 2.885 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,808 cuft Drainage area = 2.050 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(1.300 x 61) + (0.750 x 98)] / 2.050 Area to SCM 2 Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 10 Time (min) Hydrograph Report 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 11 Route SCM 2 Hydrograph type = Reservoir Peak discharge = 0.136 cfs Storm frequency = 1 yrs Time to peak = 814 min Time interval = 2 min Hyd. volume = 5,350 cuft Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.11 ft Reservoir name = SCM 2 Max. Storage = 2,977 cuft Storage Indication method used Q (cfs) 3.00 I'm 1.00 Route SCM 2 Hyd. No. 11 -- 1 Year 600 1200 1800 2400 3000 3600 4200 4800 5400 Hyd No. 11 — Hyd No. 10 Total storage used = 2,977 cuft Q (cfs) 3.00 2.00 1.00 0.00 6000 Time (min) Pond Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Pond No. 2 - SCM 2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 812.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 812.50 4,260 0 0 1.50 814.00 5,540 7,328 7,328 3.50 816.00 7,460 12,951 20,279 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 15.00 0.75 0.00 0.00 Crest Len (ft) = 11.00 8.00 1.00 0.00 Span (in) = 15.00 0.75 0.00 0.00 Crest El. (ft) = 814.00 815.00 813.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 809.50 812.00 0.00 0.00 Weir Type = 1 Broad Rect --- Length (ft) = 54.00 0.50 0.00 0.00 Multi -Stage = Yes No Yes No Slope (%) = 2.78 0.00 0.00 n/a N-Value = .013 .013 .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 No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 812.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.15 733 812.65 9.11 is 0.01 is --- --- 0.00 0.00 0.00 --- --- --- 0.006 0.30 1,466 812.80 9.11 is 0.01 is --- --- 0.00 0.00 0.00 --- --- --- 0.008 0.45 2,198 812.95 9.11 is 0.01 is --- --- 0.00 0.00 0.00 --- --- --- 0.010 0.60 2,931 813.10 9.11 is 0.01 is --- --- 0.00 0.00 0.11 --- --- --- 0.117 0.75 3,664 813.25 9.11 is 0.01 is --- --- 0.00 0.00 0.42 --- --- --- 0.429 0.90 4,397 813.40 9.11 is 0.01 is --- --- 0.00 0.00 0.84 --- --- --- 0.857 1.05 5,130 813.55 9.11 is 0.02 is --- --- 0.00 0.00 1.36 --- --- --- 1.374 1.20 5,863 813.70 9.11 is 0.02 is --- --- 0.00 0.00 1.95 --- --- --- 1.967 1.35 6,595 813.85 9.11 is 0.02 is --- --- 0.00 0.00 2.61 --- --- --- 2.628 1.50 7,328 814.00 9.11 is 0.02 is --- --- 0.00 0.00 3.33 --- --- --- 3.348 1.70 8,623 814.20 9.11 is 0.02 is --- --- 3.28 0.00 4.38 --- --- --- 7.673 1.90 9,919 814.40 11.83 is 0.01 is --- --- 8.50 s 0.00 3.32 s --- --- --- 11.83 2.10 11,214 814.60 12.36 is 0.00 is --- --- 9.69 s 0.00 2.66 s --- --- --- 12.36 2.30 12,509 814.80 12.71 is 0.00 is --- --- 10.36 s 0.00 2.33 s --- --- --- 12.70 2.50 13,804 815.00 13.01 is 0.00 is --- --- 10.85 s 0.00 2.14 s --- --- --- 12.99 2.70 15,099 815.20 13.29 is 0.00 is --- --- 11.25 s 1.86 2.01 s --- --- --- 15.13 2.90 16,394 815.40 13.55 is 0.00 is --- --- 11.60 s 5.26 1.92 s --- --- --- 18.79 3.10 17,689 815.60 13.81 is 0.00 is --- --- 11.90 s 9.67 1.86 s --- --- --- 23.43 3.30 18,984 815.80 14.07 is 0.00 is --- --- 12.23 s 14.89 1.82 s --- --- --- 28.94 3.50 20,279 816.00 14.31 is 0.00 is --- --- 12.46 s 20.80 1.78 s --- --- --- 35.04 Hydrograph Report 13 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 13 Area A that bypasses SCMs Hydrograph type = SCS Runoff Peak discharge = 2.558 cfs Storm frequency = 1 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 36,954 cuft Drainage area = 52.920 ac Curve number = 57.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 42.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920 Area A that bypasses SCMs Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 13 Time (min) Hydrograph Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 15 Total Area A - Post Dev Hydrograph type = Combine Peak discharge = 2.798 cfs Storm frequency = 1 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 87,475 cuft Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac Q (cfs) 3.00 rM 1.00 e Total Area A - Post Dev Hyd. No. 15 -- 1 Year Q (cfs) 3.00 2.00 1.00 • 0.00 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 15 — Hyd No. 8 Hyd No. 11 Hyd No. 13 15 Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 9.441 2 748 95,225 ------ ------ ------ Area A - Pre 2 SCS Runoff 0.883 2 720 2,978 ------ ------ ------ Area B - Pre & Post 3 SCS Runoff 0.290 2 720 979 ------ ------ ------ Area C - Pre & Post 7 SCS Runoff 39.89 2 720 91,349 ------ ------ ------ Area to SCM 1 8 Reservoir 0.273 2 1446 57,989 7 828.49 81,735 Route SCM 1 10 SCS Runoff 4.272 2 718 8,543 ------ ------ ------ Area to SCM 2 11 Reservoir 0.449 2 746 8,078 10 813.26 3,698 Route SCM 2 13 SCS Runoff 7.646 2 746 73,447 ------ ------ ------ Area A that bypasses SCMs 15 Combine 8.267 2 746 139,513 8, 11, 13, ------ ------ Total Area A - Post Dev 17-116 Pond Routing.gpw Return Period: 2 Year Tuesday, 12 / 3 / 2019 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 1 AreaA - Pre Hydrograph type = SCS Runoff Peak discharge = 9.441 cfs Storm frequency = 2 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 95,225 cuft Drainage area = 73.220 ac Curve number = 56.4* Basin Slope = 1.8 % Hydraulic length = 9400 ft Tc method = KIRPICH Time of conc. (Tc) = 41.99 min Total precip. = 3.39 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220 Q (cfs) 10.00 UR . UM 4.00 r w M Area A - Pre Hyd. No. 1 -- 2 Year Q (cfs) 10.00 N. We 4.00 r w 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 2 Area B - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 0.883 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 2,978 cuft Drainage area = 2.830 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.39 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 Area B - Pre & Post Hyd. No. 2 -- 2 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 3 Area C - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 0.290 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 979 cuft Drainage area = 0.930 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.39 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Area C - Pre & Post Hyd. No. 3 -- 2 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report 19 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 7 Area to SCM 1 Hydrograph type = SCS Runoff Peak discharge = 39.89 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 91,349 cuft Drainage area = 18.650 ac Curve number = 77* Basin Slope = 4.0 % Hydraulic length = 1830 ft Tc method = KIRPICH Time of conc. (Tc) = 8.76 min Total precip. = 3.39 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(10.650 x 61) + (8.000 x 98)] / 18.650 Area to SCM 1 Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) Hydrograph Report 20 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 8 Route SCM 1 Hydrograph type = Reservoir Peak discharge = 0.273 cfs Storm frequency = 2 yrs Time to peak = 1446 min Time interval = 2 min Hyd. volume = 57,989 cuft Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 828.49 ft Reservoir name = SCM 1 Max. Storage = 81,735 cuft Storage Indication method used Q (cfs) 40.00 20.00 10.00 0.00 ' _WMEM 0 600 — Hyd No. 8 Route SCM 1 Hyd. No. 8 -- 2 Year 1200 1800 2400 3000 3600 4200 4800 5400 Hyd No. 7 Total storage used = 81,735 cuft Q (cfs) 40.00 30.00 20.00 10.00 1 0.00 6000 Time (min) 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 10 Area to SCM 2 Hydrograph type = SCS Runoff Peak discharge = 4.272 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,543 cuft Drainage area = 2.050 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.39 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050 Q (cfs) 5.00 4.00 3.00 1.00 Area to SCM 2 Hyd. No. 10 -- 2 Year 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. 10 Time (min) Hydrograph Report 22 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 11 Route SCM 2 Hydrograph type = Reservoir Peak discharge = 0.449 cfs Storm frequency = 2 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 8,078 cuft Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.26 ft Reservoir name = SCM 2 Max. Storage = 3,698 cuft Storage Indication method used Route SCM 2 Q (cfs) Hyd. No. 11 -- 2 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760 Time (min) — Hyd No. 11 Hyd No. 10 Total storage used = 3,698 cult Hydrograph Report 23 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 13 Area A that bypasses SCMs Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 52.920 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.39 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920 Q (cfs) 8.00 M 4.00 I'm 0.00 0 120 240 — Hyd No. 13 Area A that bypasses SCMs Hyd. No. 13 -- 2 Year 360 480 600 720 840 Tuesday, 12 / 3 / 2019 = 7.646 cfs = 746 min = 73,447 cuft = 57.1 = 0 ft = 42.00 min = Type II = 484 Q (cfs) 8.00 . �� 4.00 r M� 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 24 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 15 Total Area A - Post Dev Hydrograph type = Combine Peak discharge = 8.267 cfs Storm frequency = 2 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 139,513 cuft Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac Q (cfs) 10.00 4.00 e Total Area A - Post Dev Hyd. No. 15 -- 2 Year 600 1200 1800 2400 Hyd No. 15 Hyd No. 8 3000 3600 Hyd No. 11 4200 4800 5400 Hyd No. 13 Q (cfs) 10.00 4.00 2.00 1 0.00 6000 Time (min) 25 Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 43.34 2 742 282,010 ------ ------ ------ Area A - Pre 2 SCS Runoff 4.334 2 718 9,293 ------ ------ ------ Area B - Pre & Post 3 SCS Runoff 1.424 2 718 3,054 ------ ------ ------ Area C - Pre & Post 7 SCS Runoff 76.87 2 718 175,877 ------ ------ ------ Area to SCM 1 8 Reservoir 2.316 2 896 136,704 7 829.22 115,144 Route SCM 1 10 SCS Runoff 8.379 2 716 16,918 ------ ------ ------ Area to SCM 2 11 Reservoir 2.772 2 724 16,440 10 813.88 6,742 Route SCM 2 13 SCS Runoff 33.24 2 742 212,341 ------ ------ ------ Area A that bypasses SCMs 15 Combine 35.85 2 742 365,485 8, 11, 13, ------ ------ Total Area A - Post Dev 17-116 Pond Routing.gpw Return Period: 10 Year Tuesday, 12 / 3 / 2019 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 1 AreaA - Pre Hydrograph type = SCS Runoff Peak discharge = 43.34 cfs Storm frequency = 10 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 2 82, 010 cuft Drainage area = 73.220 ac Curve number = 56.4* Basin Slope = 1.8 % Hydraulic length = 9400 ft Tc method = KIRPICH Time of conc. (Tc) = 41.99 min Total precip. = 4.97 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220 Q (cfs) 50.00 40.00 20.00 10.00 Area A - Pre Hyd. No. 1 -- 10 Year Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 2 Area B - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 4.334 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 9,293 cuft Drainage area = 2.830 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.97 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 1.00 Area B - Pre & Post Hyd. No. 2 -- 10 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 1 1 1 1 k - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) Hydrograph Report 28 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 3 Area C - Pre & Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.930 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 4.97 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 M Area C - Pre & Post Hyd. No. 3 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No. 3 Tuesday, 12 / 3 / 2019 = 1.424 cfs = 718 min = 3,054 cuft = 55 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 7 Area to SCM 1 Hydrograph type = SCS Runoff Peak discharge = 76.87 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 175,877 cuft Drainage area = 18.650 ac Curve number = 77* Basin Slope = 4.0 % Hydraulic length = 1830 ft Tc method = KIRPICH Time of conc. (Tc) = 8.76 min Total precip. = 4.97 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650 Q (cfs) 80.00 70.00 40.00 20.00 10.00 Area to SCM 1 Hyd. No. 7 -- 10 Year Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 1 ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) 30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 8 Route SCM 1 Hydrograph type = Reservoir Peak discharge = 2.316 cfs Storm frequency = 10 yrs Time to peak = 896 min Time interval = 2 min Hyd. volume = 136,704 cuft Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 829.22 ft Reservoir name = SCM 1 Max. Storage = 115,144 cuft Storage Indication method used. Route SCM 1 31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 10 Area to SCM 2 Hydrograph type = SCS Runoff Peak discharge = 8.379 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 16,918 cuft Drainage area = 2.050 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.97 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050 Q (cfs) 10.00 Were . OM 4.00 r w M Area to SCM 2 Hyd. No. 10 -- 10 Year Q (cfs) 10.00 N. We 4.00 r w 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) Hydrograph Report 32 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 11 Route SCM 2 Hydrograph type = Reservoir Peak discharge = 2.772 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 16,440 cuft Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 813.88 ft Reservoir name = SCM 2 Max. Storage = 6,742 cuft Storage Indication method used Q (cfs) 10.00 Were . UX 4.00 r W Route SCM 2 Hyd. No. 11 -- 10 Year Q (cfs) 10.00 H. We 4.00 r W 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 11 Hyd No. 10 Total storage used = 6,742 cult 33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 13 Area A that bypasses SCMs Hydrograph type = SCS Runoff Peak discharge = 33.24 cfs Storm frequency = 10 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 212,341 cuft Drainage area = 52.920 ac Curve number = 57.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 42.00 min Total precip. = 4.97 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920 Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 Area A that bypasses SCMs Hyd. No. 13 -- 10 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' 1 1 1 1 " ' ' ' ' ' ' IW' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 13 Time (min) Hydrograph Report 34 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 15 Total Area A - Post Dev Hydrograph type = Combine Peak discharge = 35.85 cfs Storm frequency = 10 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 365,485 cuft Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac Q (cfs) 40.00 20.00 10.00 0.00 0 240 — Hyd No. 15 Total Area A - Post Dev Hyd. No. 15 -- 10 Year 480 720 Hyd No. 8 960 1200 Hyd No. 11 1440 1680 Hyd No. 13 Q (cfs) 40.00 30.00 20.00 10.00 — 0.00 1920 Time (min) 35 Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 71.95 2 740 425,708 ------ ------ ------ Area A - Pre 2 SCS Runoff 6.951 2 718 14,232 ------ ------ ------ Area B - Pre & Post 3 SCS Runoff 2.284 2 718 4,677 ------ ------ ------ Area C - Pre & Post 7 SCS Runoff 100.80 2 718 231,398 ------ ------ ------ Area to SCM 1 8 Reservoir 6.856 2 770 191,785 7 829.62 133,086 Route SCM 1 10 SCS Runoff 11.10 2 716 22,481 ------ ------ ------ Area to SCM 2 11 Reservoir 6.360 2 722 21,999 10 814.15 8,230 Route SCM 2 13 SCS Runoff 54.48 2 740 318,383 ------ ------ ------ Area A that bypasses SCMs 15 Combine 61.56 2 742 532,167 8, 11, 13, ------ ------ Total Area A - Post Dev 17-116 Pond Routing.gpw Return Period: 25 Year Tuesday, 12 / 3 / 2019 36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 1 AreaA - Pre Hydrograph type = SCS Runoff Peak discharge = 71.95 cfs Storm frequency = 25 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 425,708 cuft Drainage area = 73.220 ac Curve number = 56.4* Basin Slope = 1.8 % Hydraulic length = 9400 ft Tc method = KIRPICH Time of conc. (Tc) = 41.99 min Total precip. = 5.93 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220 Q (cfs) 80.00 70.00 40.00 20.00 10.00 Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 37 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 2 Area B - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 6.951 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 14,232 cuft Drainage area = 2.830 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.93 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 7.00 5.00 3.00 1.00 Area B - Pre & Post Hyd. No. 2 -- 25 Year Q (cfs) 7.00 . We 5.00 4.00 3.00 2.00 1.00 0.00 ' 1 1 1 1' ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) Hydrograph Report 38 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 3 Area C - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 2.284 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,677 cuft Drainage area = 0.930 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.93 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area C - Pre & Post Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 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) 39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 7 Area to SCM 1 Hydrograph type = SCS Runoff Peak discharge = 100.80 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 231,398 cuft Drainage area = 18.650 ac Curve number = 77* Basin Slope = 4.0 % Hydraulic length = 1830 ft Tc method = KIRPICH Time of conc. (Tc) = 8.76 min Total precip. = 5.93 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650 Q (cfs) 120.00 100.00 40.00 20.00 Area to SCM 1 Hyd. No. 7 -- 25 Year Q (cfs) 120.00 100.00 40.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 8 Route SCM 1 Hydrograph type = Reservoir Peak discharge = 6.856 cfs Storm frequency = 25 yrs Time to peak = 770 min Time interval = 2 min Hyd. volume = 191,785 cuft Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 829.62 ft Reservoir name = SCM 1 Max. Storage = 133,086 cuft Storage Indication method used. Q (cfs) 120.00 100.00 40.00 20.00 0.00 0 600 — Hyd No. 8 Route SCM 1 Hyd. No. 8 -- 25 Year Q (cfs) 120.00 100.00 40.00 20.00 0.00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) — Hyd No. 7 Total storage used = 133,086 cult 41 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 10 Area to SCM 2 Hydrograph type = SCS Runoff Peak discharge = 11.10 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 22,481 cuft Drainage area = 2.050 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.93 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050 Q (cfs) 12.00 10.00 :1M .M 4.00 rM Area to SCM 2 Hyd. No. 10 -- 25 Year 120 240 360 480 600 720 840 Hyd No. 10 Q (cfs) 12.00 10.00 M M 4.00 2.00 0.00 960 1080 1200 1320 1440 Time (min) 42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 11 Route SCM 2 Hydrograph type = Reservoir Peak discharge = 6.360 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 21,999 cuft Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 814.15 ft Reservoir name = SCM 2 Max. Storage = 8,230 cuft Storage Indication method used. Q (cfs) 12.00 10.00 M M 4.00 r M� Route SCM 2 Hyd. No. 11 -- 25 Year Q (cfs) 12.00 10.00 M . �� 4.00 r M� 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hyd No. 10 Total storage used = 8,230 cult 43 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 13 Area A that bypasses SCMs Hydrograph type = SCS Runoff Peak discharge = 54.48 cfs Storm frequency = 25 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 318,383 cuft Drainage area = 52.920 ac Curve number = 57.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 42.00 min Total precip. = 5.93 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920 Q (cfs) 60.00 40.00 20.00 10.00 Area A that bypasses SCMs Hyd. No. 13 -- 25 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 1 1-0 ' ' ' ' ' ' ' 1 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 13 Time (min) Hydrograph Report 44 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 15 Total Area A - Post Dev Hydrograph type = Combine Peak discharge = 61.56 cfs Storm frequency = 25 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 532,167 cuft Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac Q (cfs) 70.00 -1 •• 40.00 20.00 10.00 Q (cfs) 70.00 •• •11 50.00 40.00 30.00 20.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) — Hyd No. 15 Hyd No. 8 Hyd No. 11 Hyd No. 13 45 Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 127.39 2 740 698,793 ------ ------ ------ Area A - Pre 2 SCS Runoff 11.83 2 718 23,703 ------ ------ ------ Area B - Pre & Post 3 SCS Runoff 3.887 2 718 7,789 ------ ------ ------ Area C - Pre & Post 7 SCS Runoff 141.27 2 718 327,391 ------ ------ ------ Area to SCM 1 8 Reservoir 45.29 2 728 287,330 7 830.18 160,013 Route SCM 1 10 SCS Runoff 15.72 2 716 32,166 ------ ------ ------ Area to SCM 2 11 Reservoir 11.76 2 720 31,681 10 814.40 9,896 Route SCM 2 13 SCS Runoff 95.18 2 740 519,017 ------ ------ ------ Area A that bypasses SCMs 15 Combine 127.83 2 738 838,028 8, 11, 13, ------ ------ Total Area A - Post Dev 17-116 Pond Routing.gpw Return Period: 100 Year Tuesday, 12 / 3 / 2019 46 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 1 AreaA - Pre Hydrograph type = SCS Runoff Peak discharge = 127.39 cfs Storm frequency = 100 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 698,793 cuft Drainage area = 73.220 ac Curve number = 56.4* Basin Slope = 1.8 % Hydraulic length = 9400 ft Tc method = KIRPICH Time of conc. (Tc) = 41.99 min Total precip. = 7.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(1.320 x 98) + (64.000 x 55) + (7.900 x 61)] / 73.220 Q (cfs) 140.00 120.00 100.00 40.00 20.00 Area A - Pre Hyd. No. 1 -- 100 Year Q (cfs) 140.00 120.00 100.00 40.00 20.00 0.00 ' 1 1 1 1-01 ' ' ' ' ' ' ' 1%' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 47 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 2 Area B - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 11.83 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 23,703 cuft Drainage area = 2.830 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 12.00 10.00 M M 4.00 r M� M Area B - Pre & Post Hyd. No. 2 -- 100 Year Q (cfs) 12.00 10.00 M . �� 4.00 r M� 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report 48 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 3 Area C - Pre & Post Hydrograph type = SCS Runoff Peak discharge = 3.887 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 7,789 cuft Drainage area = 0.930 ac Curve number = 55 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Area C - Pre & Post Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 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) 49 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 7 Area to SCM 1 Hydrograph type = SCS Runoff Peak discharge = 141.27 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 327,391 cuft Drainage area = 18.650 ac Curve number = 77* Basin Slope = 4.0 % Hydraulic length = 1830 ft Tc method = KIRPICH Time of conc. (Tc) = 8.76 min Total precip. = 7.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(10.650 x 61) + (8.000 x 98)] / 18.650 Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) 50 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 8 Route SCM 1 Hydrograph type = Reservoir Peak discharge = 45.29 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 287,330 cuft Inflow hyd. No. = 7 - Area to SCM 1 Max. Elevation = 830.18 ft Reservoir name = SCM 1 Max. Storage = 160,013 cuft Storage Indication method used. Q (cfs) Route SCM 1 Hyd. No. 8 -- 100 Year Q (cfs) a as SEE 0 240 — Hyd No. 8 480 720 Hyd No. 7 960 1200 1440 1680 1920 Time (min) Total storage used = 160,013 cult 51 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 10 Area to SCM 2 Hydrograph type = SCS Runoff Peak discharge = 15.72 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 32,166 cuft Drainage area = 2.050 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.300 x 61) + (0.750 x 98)] / 2.050 Q (cfs) 18.00 15.00 12.00 M M 3.00 M Area to SCM 2 Hyd. No. 10 -- 100 Year Q (cfs) 18.00 15.00 12.00 M . �� 3.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 10 Time (min) 52 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 11 Route SCM 2 Hydrograph type = Reservoir Peak discharge = 11.76 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 31,681 cuft Inflow hyd. No. = 10 - Area to SCM 2 Max. Elevation = 814.40 ft Reservoir name = SCM 2 Max. Storage = 9,896 cuft Storage Indication method used. Q (cfs) 18.00 15.00 12.00 M M 3.00 Route SCM 2 Hyd. No. 11 -- 100 Year Q (cfs) 18.00 15.00 12.00 M . �� 3.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hyd No. 10 Total storage used = 9,896 cult 53 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 13 Area A that bypasses SCMs Hydrograph type = SCS Runoff Peak discharge = 95.18 cfs Storm frequency = 100 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 519,017 cuft Drainage area = 52.920 ac Curve number = 57.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 42.00 min Total precip. = 7.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.610 x 98) + (38.000 x 55) + (14.310 x 61)] / 52.920 Q (cfs) 100.00 90.00 80.00 70.00 60.00 50.00 40.00 20.00 10.00 0.00 0 Area A that bypasses SCMs Hyd. No. 13 -- 100 Year Q (cfs) 100.00 90.00 80.00 70.00 60.00 50.00 40.00 30.00 10.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 Time (min) Hydrograph Report 54 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 3 / 2019 Hyd. No. 15 Total Area A - Post Dev Hydrograph type = Combine Peak discharge = 127.83 cfs Storm frequency = 100 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 838,028 cuft Inflow hyds. = 8, 11, 13 Contrib. drain. area = 52.920 ac Q (cfs) 140.00 120.00 100.00 40.00 20.00 Q (cfs) 140.00 120.00 100.00 40.00 20.00 0.00 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 15 — Hyd No. 8 Hyd No. 11 Hyd No. 13 D • ' ' ' - ' ' ' ' DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME Lewisville MS PROJECT NO 17-116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 STORM DRAINAGE SCHEDULE CONTINUED 1= 6.86 INLET AREA (SF) INLET AREA (AC) IMPERVIOUS (ON INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN/HR) Cc RUNOFF COEFF. FROM TO Al A2 46,680 1.07 60 0.69 5.07 1.07 5.00 0.00 5.00 6.86 0.69 A2 A3 46,680 1.07 60 0.69 5.07 2.14 5.00 0.01 5.01 6.85 0.69 A3 A4 18,700 0.43 80 0.82 2.41 2.57 5.00 0.05 5.05 6.85 0.71 A4 A5 6,750 0.15 0 0.30 0.32 2.73 5.00 0.73 5.73 6.68 0.69 A5 A6 11,150 0.26 40 0.56 0.98 2.98 5.00 0.89 5.89 6.65 0.68 A6 A7 9,580 0.22 40 0.56 0.84 3.20 5.00 1.13 6.13 6.59 0.67 A7 A8 10,810 0.25 0 0.30 0.51 3.45 5.00 1.34 6.34 6.54 0.64 A8 A9 7,280 0.17 10 0.37 0.42 3.62 5.00 1.54 6.54 6.50 0.63 A9 A10 19,910 0.46 95 0.92 2.88 4.08 5.00 1.72 6.72 6.46 0.66 A10 All 2,420 0.06 95 0.92 0.35 4.13 5.00 1.83 6.83 6.44 0.67 All Al2 11,070 0.25 95 0.92 1.60 4.39 5.00 1.88 6.88 6.43 0.68 A50 A51 10,980 0.25 30 0.50 0.86 0.25 5.00 0.00 5.00 6.86 0.50 A51 A52 13,120 0.30 30 0.50 1.02 0.55 5.00 0.37 5.37 6.77 0.50 A52 A53 13,830 0.32 30 0.50 1.08 0.87 5.00 0.69 5.69 6.69 0.50 A53 A5 12,720 0.29 30 0.50 0.99 1.16 5.00 1.01 6.01 6.62 0.50 A510 A51 5,160 0.12 0 0.30 0.24 0.12 5.00 0.00 5.00 6.86 0.30 A520 A52 6,420 0.15 0 0.30 0.30 0.15 5.00 0.00 5.00 6.86 0.30 A530 A53 5,530 0.13 0 0.30 0.26 0.13 5.00 0.00 5.00 6.86 0.30 A80 A8 12,130 0.28 40 0.56 1.07 0.28 5.00 0.00 5.00 6.86 0.56 A90 A91 27,750 0.64 50 0.63 2.73 0.64 5.00 0.00 5.00 6.86 0.63 A91 A92 57,450 1.32 30 0.50 4.48 1.96 5.00 0.13 5.13 6.83 0.54 A92 A93 9,290 0.21 50 0.63 0.91 2.17 5.00 0.44 5.44 6.75 0.55 A93 A94 8,370 0.19 90 0.89 1.17 2.36 5.00 0.60 5.60 6.71 0.57 17-116-STRM-I-INVERTS.XLSSTORM Page 1 of 12 D u • ' A - ■ ' C - I ► DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME Lewisville MS PROJECT NO 17 116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 STORM DRAINAGE SCHEDULE - CONTINUED 1= 6.86 Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO Al A2 5.07 0.00 0.0167 18 13.6 7.7 6 0.01 833.20 833.10 837.30 2.46 A2 A3 10.14 0.00 0.0143 18 12.6 7.1 14 0.03 833.00 832.80 837.30 2.66 A3 A4 12.53 0.00 0.0058 24 17.2 5.5 224 0.68 832.70 831.40 838.10 3.22 A4 A5 12.55 0.00 0.0069 24 18.8 6.0 58 0.16 831.50 831.10 850.00 16.32 A5 A6 18.05 4.62 0.0070 30 34.3 7.0 100 0.24 831.00 830.30 849.40 15.67 A6 A7 18.75 0.00 0.0076 30 35.8 7.3 92 0.21 830.20 829.50 849.40 16.47 A7 A8 19.14 0.00 0.0071 30 34.7 7.1 84 0.20 829.40 828.80 850.00 17.87 A8 A9 20.50 1.07 0.0075 30 35.5 7.2 80 0.18 828.70 828.10 850.00 18.57 A9 A10 59.72 36.60 0.0071 42 85.0 8.8 56 0.11 828.00 827.60 852.70 20.88 A10 A11 65.02 5.03 0.0071 42 85.0 8.8 28 0.05 827.50 827.30 851.05 19.73 A11 Al2 66.49 0.00 0.0076 42 87.8 9.1 92 0.17 827.20 826.50 851.05 20.03 A50 A51 0.86 0.00 0.0106 12 3.7 4.7 104 0.37 845.90 844.80 849.40 2.41 A51 A52 2.10 0.24 0.0100 15 6.5 5.3 100 0.32 844.70 843.70 849.40 3.34 A52 A53 3.43 0.30 0.0100 15 6.5 5.3 100 0.32 843.60 842.60 849.40 4.44 A53 A5 4.62 0.26 0.0913 15 19.5 15.9 104 0.11 841.00 831.50 849.40 7.04 A510 A51 0.24 0.00 0.0104 12 3.6 4.6 48 0.17 847.00 846.50 850.00 1.91 A520 A52 0.30 0.00 0.0104 12 3.6 4.6 48 0.17 847.00 846.50 850.00 1.91 A530 A53 0.26 0.00 0.0104 12 3.6 4.6 48 0.17 847.00 846.50 850.00 1.91 A80 A8 1.07 0.00 0.0196 12 5.0 6.3 56 0.15 846.40 845.30 849.40 1.91 A90 A91 2.73 0.00 0.0100 15 6.5 5.3 40 0.13 867.00 866.60 870.50 2.14 A91 A92 7.17 0.00 0.0500 15 14.4 11.8 224 0.32 866.50 855.30 870.50 2.64 A92 A93 8.89 0.90 0.0380 18 20.5 11.6 108 0.16 855.20 851.10 859.20 2.36 A93 A94 9.99 0.00 0.0136 18 12.3 6.9 22 0.05 851.00 850.70 855.00 2.36 17-116-STRM-I-INVERTS.XLSSTORM Page 2 of 12 D8/19/19 • ' - ■ ' DATE DESIGN PHASE PRELIM /X / CONSTR /isville REVISION /ATION RECORD OTHER (SPECIFY) IJECT NAME MS PROJECT NO 17 116 Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 1= 6.86 HYDRAULIC GRADE LINE CONTINUED BEND LOSS K's 90' = 0.70 70' = 0.61 50' = 0.47 30' = 0.28 20° = 0.16 80' = 0.66 60' = 0.55 40' = 0.38 25' = 0.22 15° = 0.10 PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY (FT) (FT) (CFS) K (FT/FT) (FPS) FROM TO Al A2 1.7671 0.3750 0.00 0.01 0.03 0.00 0.00 0.05 0.00 0.0023 2.86 A2 A3 1.7671 0.3750 0.00 0.13 0.13 0.04 0.00 0.30 0.00 0.0093 5.71 A3 A4 3.1416 0.5000 0.00 0.68 0.06 0.18 0.31 1.23 0.61 0.0030 3.97 A4 A5 3.1416 0.5000 0.00 0.18 0.06 0.09 0.13 0.46 0.55 0.0031 3.97 A5 A6 4.9087 0.6250 4.62 0.19 0.05 0.09 0.07 0.40 0.28 0.0019 3.65 A6 A7 4.9087 0.6250 4.62 0.19 0.06 0.07 0.03 0.35 0.16 0.0021 3.80 A7 A8 4.9087 0.6250 4.62 0.18 0.06 0.08 0.12 0.44 0.55 0.0022 3.88 A8 A9 4.9087 0.6250 5.69 0.20 0.07 0.08 0.07 0.41 0.28 0.0025 4.15 A9 A10 9.6211 0.8750 42.29 0.20 0.15 0.09 0.07 0.51 0.28 0.0035 6.16 A10 All 9.6211 0.8750 47.32 0.12 0.17 0.21 0.32 0.82 0.55 0.0041 6.71 All Al2 9.6211 0.8750 47.32 0.40 0.18 0.24 0.38 1.21 0.55 0.0043 6.86 A50 A51 0.7854 0.2500 0.00 0.06 0.00 0.00 0.00 0.06 0.00 0.0006 1.09 A51 A52 1.2272 0.3125 0.24 0.10 0.01 0.01 0.00 0.12 0.10 0.0010 1.70 A52 A53 1.2272 0.3125 0.55 0.28 0.03 0.02 0.00 0.33 0.00 0.0028 2.79 A53 A5 1.2272 0.3125 0.81 0.53 0.05 0.04 0.01 0.64 0.10 0.0051 3.75 A510 A51 0.7854 0.2500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.31 A520 A52 0.7854 0.2500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0001 0.38 A530 A53 0.7854 0.2500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0001 0.33 A80 A8 0.7854 0.2500 0.00 0.05 0.01 0.00 0.00 0.06 0.00 0.0009 1.36 A90 A91 1.2272 0.3125 0.00 0.07 0.02 0.00 0.00 0.09 0.00 0.0018 2.22 A91 A92 1.2272 0.3125 0.00 2.75 0.13 0.03 0.05 2.96 0.70 0.0123 5.82 A92 A93 1.7671 0.3750 0.90 0.77 0.10 0.18 0.00 1.05 0.00 0.0071 5.01 A93 A94 1.7671 0.3750 0.90 0.20 0.12 0.14 0.27 0.73 0.70 0.0090 5.63 17-116-STRM-I-INVERTS.XLSSTORM Page 3 of 12 D u • ' mWIMIR"AM ■ DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME Lewisville MS PROJECT NO 17 116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 1= 6.86 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g/(h+T), FOR 10 YR STORM 4. MANNINGS "n" FACTOR= .013 5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S.ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) Al A2 835.93 835.98 834.31 835.98 OUTLET 0.82 CB OK A2 A3 835.63 835.93 835.17 835.93 OUTLET 0.87 CB OK A3 A4 834.40 835.63 834.39 835.63 OUTLET 1.97 CB OK A4 A5 833.95 834.40 833.19 834.40 OUTLET 15.60 DI OK A5 A6 833.55 833.95 832.83 833.95 OUTLET 15.45 DI OK A6 A7 833.20 833.55 832.08 833.55 OUTLET 15.85 DI OK A7 A8 832.75 833.20 831.31 833.20 OUTLET 16.80 DI OK A8 A9 832.34 832.75 830.70 832.75 OUTLET 17.25 DI OK A9 A10 831.83 832.34 831.41 832.34 OUTLET 19.86 CB OK A10 All 831.01 831.83 831.22 831.83 OUTLET 18.72 CB OK All Al2 829.30 830.51 831.01 831.01 INLET 19.54 CB OK Tailwater Elev= 829.30 A50 A51 845.45 845.52 846.45 846.45 INLET 2.95 DI OK A51 A52 844.56 844.69 845.45 845.45 INLET 3.95 DI OK A52 A53 842.60 842.93 844.56 844.56 INLET 4.84 DI OK A53 A5 833.95 834.58 842.24 842.24 INLET 7.16 DI OK Tailwater Elev= 833.95 A510 A51 847.30 847.30 1 847.50 847.50 INLET 2.50 DI OK Tailwater Elev= 847.30 A520 A52 847.30 847.30 1 847.51 847.51 INLET 2.49 DI OK Tailwater Elev= 847.30 A530 A53 847.30 847.30 1 847.50 847.50 INLET 2.50 DI OK Tailwater Elev= 847.30 A80 A8 846.10 846.16 1 846.98 846.98 INLET 2.42 DI OK Tailwater Elev= 846.10 A90 A91 868.60 868.69 867.84 868.69 OUTLET 1.31 CB OK A91 A92 857.04 860.00 868.60 868.60 INLET 1.40 CB OK A92 A93 853.13 854.18 857.04 857.04 INLET 1.66 CB OK A93 A94 852.24 852.97 853.13 853.13 INLET 1.37 CB OK 17-116-STRM-I-INVERTS.XLSSTORM Page 4 of 12 D • ' ti!WM! LVA 11 ' DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJ ECT NAME Lewisville MS PROJECT NO 17-116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 STORM DRAINAGE SCHEDULE CONTINUED 1= 6.86 INLET AREA (SF) INLET AREA (AC) IMPERVIOUS (ON INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN/HR) Cc RUNOFF COEFF. FROM TO A94 A95 8,010 0.18 90 0.89 1.12 2.55 5.00 0.65 5.65 6.70 0.60 A95 A96 25,860 0.59 0 0.30 1.22 3.14 5.00 0.73 5.73 6.68 0.54 A96 A97 9,200 0.21 0 0.30 0.43 3.35 5.00 1.24 6.24 6.57 0.52 A97 A98 8,350 0.19 90 0.89 1.16 3.54 5.00 1.52 6.52 6.50 0.54 A98 A99 8,740 0.20 85 0.85 1.17 3.74 5.00 1.75 6.75 6.45 0.56 A99 A100 11,020 0.25 90 0.89 1.54 4.00 5.00 2.00 7.00 6.40 0.58 A100 A101 16,920 0.39 55 0.66 1.75 4.38 5.00 2.15 7.15 6.37 0.59 A101 A102 5,050 0.12 0 0.30 0.24 4.50 5.00 2.41 7.41 6.31 0.58 A102 A103 3,800 0.09 0 0.30 0.18 4.59 5.00 2.69 7.69 6.26 0.58 A103 A9 5,850 0.13 0 0.30 0.28 4.72 5.00 2.94 7.94 6.21 0.57 A920 A92 6,700 0.15 85 0.85 0.90 0.15 5.00 0.00 5.00 6.86 0.85 A950 A95 21,250 0.49 75 0.79 2.63 0.49 5.00 0.00 5.00 6.86 0.79 A960 A961 9,000 0.21 50 0.63 0.89 0.21 5.00 0.00 5.00 6.86 0.63 A961 A962 4,750 0.11 80 0.82 0.61 0.32 5.00 0.44 5.44 6.75 0.69 A962 A963 27,220 0.62 90 0.89 3.79 0.94 5.00 0.52 5.52 6.73 0.82 A963 A96 9,990 0.23 90 0.89 1.39 1.17 5.00 0.60 5.60 6.71 0.83 A990 A991 15,430 0.35 75 0.79 1.91 0.35 5.00 0.00 5.00 6.86 0.79 A991 A99 15,430 0.35 75 0.79 1.91 0.71 5.00 0.01 5.01 6.86 0.79 A1000 A1001 9,910 0.23 30 0.50 0.77 0.23 5.00 0.00 5.00 6.86 0.50 A1001 A1002 11,890 0.27 40 0.56 1.05 0.50 5.00 0.36 5.36 6.77 0.53 A1002 A1003 12,960 0.30 30 0.50 1.01 0.80 5.00 0.73 5.73 6.68 0.52 A1003 A1004 13,790 0.32 30 0.50 1.07 1.11 5.00 1.10 6.10 6.60 0.51 A1004 A1005 12,830 0.29 30 0.50 1.00 1.41 5.00 1.41 6.41 6.53 0.51 A1005 A1006 5,060 0.12 10 0.37 0.29 1.53 5.00 1.56 6.56 6.49 0.50 A1006 A10 3,010 0.07 0 0.30 0.14 1.59 5.00 1.69 6.69 6.47 0.49 17-116-STRM-I-INVERTS.XLSSTORM Page 5 of 12 D u • ' A - ■ ' C - I ► DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME Lewisville MS PROJECT NO 17 116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 STORM DRAINAGE SCHEDULE - CONTINUED 1= 6.86 Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO A94 A95 11.06 0.00 0.0111 24 23.8 7.6 36 0.08 850.20 849.80 855.00 2.62 A95 A96 14.86 2.63 0.0104 24 23.0 7.3 222 0.51 849.70 847.40 854.50 2.62 A96 A97 21.62 6.54 0.0100 30 41.0 8.3 140 0.28 846.90 845.50 859.00 9.37 A97 A98 22.62 0.00 0.0102 30 41.4 8.4 118 0.23 845.40 844.20 861.40 13.27 A98 A99 23.62 0.00 0.0102 30 41.3 8.4 128 0.25 844.10 842.80 859.70 12.87 A99 A100 28.77 3.82 0.0108 30 42.6 8.7 74 0.14 842.70 841.90 858.30 12.87 A100 A101 33.01 2.69 0.0100 30 41.0 8.3 130 0.26 841.80 840.50 857.50 12.97 A101 A102 33.09 0.00 0.0100 30 41.0 8.3 140 0.28 840.40 839.00 857.50 14.37 A102 A103 34.69 1.58 0.0106 30 42.2 8.6 132 0.26 838.90 837.50 859.10 17.47 A103 A9 36.60 1.80 0.0704 30 108.8 22.1 98 0.07 837.40 830.50 856.00 15.87 A920 A92 0.90 0.00 0.0100 15 6.5 5.3 40 0.13 855.70 855.30 859.20 2.14 A950 A95 2.63 0.00 0.0100 15 6.5 5.3 20 0.06 851.80 851.60 855.30 2.14 A960 A961 0.89 0.00 0.0100 15 6.5 5.3 140 0.44 856.00 854.60 859.50 2.14 A961 A962 1.48 0.00 0.0115 15 6.9 5.6 26 0.08 854.50 854.20 859.50 3.64 A962 A963 5.19 0.00 0.0758 15 17.8 14.5 66 0.08 854.10 849.10 860.00 4.54 A963 A96 6.54 0.00 0.0722 15 17.4 14.1 18 0.02 849.50 848.20 858.90 8.04 A990 A991 1.91 0.00 0.0250 15 10.2 8.3 4 0.01 851.90 851.80 855.40 2.14 A991 A99 3.82 0.00 0.0755 15 17.7 14.4 102 0.12 851.70 844.00 855.40 2.34 A1000 A1001 0.77 0.00 0.0102 12 3.6 4.6 98 0.36 846.40 845.40 849.40 1.91 A1001 A1002 1.80 0.00 0.0106 12 3.7 4.7 104 0.37 845.30 844.20 849.40 3.01 A1002 A1003 2.76 0.00 0.0100 12 3.6 4.5 100 0.37 844.10 843.10 849.40 4.21 A1003 A1004 3.76 0.00 0.0100 15 6.5 5.3 100 0.32 843.00 842.00 849.40 5.04 A1004 A1005 4.67 0.00 0.0104 15 6.6 5.4 48 0.15 841.90 841.40 849.40 6.14 A1005 A1006 4.92 0.00 0.0100 15 6.5 5.3 40 0.13 841.30 840.90 850.00 7.34 A1006 A10 5.03 0.00 0.0111 15 6.8 5.5 36 0.11 840.80 840.40 849.50 7.34 17-116-STRM-I-INVERTS.XLSSTORM Page 6 of 12 D8/19/19 • ' - ■ ' DATE DESIGN PHASE PRELIM /X / CONSTR /isville REVISION /ATION RECORD OTHER (SPECIFY) IJECT NAME MS PROJECT NO 17 116 Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 1= 6.86 HYDRAULIC GRADE LINE CONTINUED BEND LOSS K's 90' = 0.70 70' = 0.61 50' = 0.47 30' = 0.28 20° = 0.16 80' = 0.66 60' = 0.55 40' = 0.38 25' = 0.22 15° = 0.10 PIPE HYDRAULIC SIDESTREAM HEAD LOSS BEND FRICTION FRICTION AREA RADIUS SUMMATION Hf He He Hb Ht LOSS SLOPE VELOCITY (FT) (FT) (CFS) K (FT/FT) (FPS) FROM TO A94 A95 3.1416 0.5000 0.90 0.09 0.05 0.17 0.27 0.58 0.55 0.0024 3.50 A95 A96 3.1416 0.5000 3.53 0.95 0.09 0.07 0.05 1.16 0.28 0.0043 4.71 A96 A97 4.9087 0.6250 10.08 0.39 0.07 0.12 0.10 0.68 0.28 0.0028 4.38 A97 A98 4.9087 0.6250 10.08 0.36 0.08 0.10 0.03 0.57 0.10 0.0030 4.58 A98 A99 4.9087 0.6250 10.08 0.42 0.09 0.11 0.18 0.80 0.55 0.0033 4.78 A99 A100 4.9087 0.6250 13.90 0.36 0.13 0.12 0.10 0.72 0.28 0.0049 5.83 A100 A101 4.9087 0.6250 16.59 0.83 0.17 0.18 0.00 1.19 0.00 0.0064 6.69 A101 A102 4.9087 0.6250 16.59 0.90 0.17 0.24 0.49 1.81 0.70 0.0064 6.70 A102 A103 4.9087 0.6250 18.17 0.94 0.19 0.24 0.20 1.57 0.28 0.0071 7.02 A103 A9 4.9087 0.6250 19.97 0.77 0.21 0.27 0.42 1.68 0.55 0.0079 7.41 A920 A92 1.2272 0.3125 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.0002 0.73 A950 A95 1.2272 0.3125 0.00 0.03 0.02 0.00 0.00 0.05 0.00 0.0017 2.14 A960 A961 1.2272 0.3125 0.00 0.03 0.00 0.00 0.00 0.03 0.00 0.0002 0.72 A961 A962 1.2272 0.3125 0.00 0.01 0.01 0.00 0.01 0.03 0.70 0.0005 1.20 A962 A963 1.2272 0.3125 0.00 0.42 0.07 0.01 0.02 0.52 0.70 0.0064 4.22 A963 A96 1.2272 0.3125 0.00 0.18 0.11 0.10 0.00 0.39 0.00 0.0102 5.31 A990 A991 1.2272 0.3125 0.00 0.00 0.01 0.00 0.00 0.01 0.00 0.0009 1.55 A991 A99 1.2272 0.3125 0.00 0.36 0.04 0.01 0.02 0.43 0.61 0.0035 3.11 A1000 A1001 0.7854 0.2500 0.00 0.05 0.00 0.00 0.00 0.05 0.00 0.0005 0.98 A1001 A1002 0.7854 0.2500 0.00 0.26 0.02 0.01 0.01 0.30 0.55 0.0025 2.28 A1002 A1003 0.7854 0.2500 0.00 0.60 0.05 0.03 0.01 0.68 0.10 0.0060 3.50 A1003 A1004 1.2272 0.3125 0.00 0.34 0.04 0.07 0.00 0.44 0.00 0.0034 3.05 A1004 A1005 1.2272 0.3125 0.00 0.25 0.06 0.05 0.10 0.46 0.70 0.0052 3.79 A1005 A1006 1.2272 0.3125 0.00 0.23 0.06 0.08 0.00 0.37 0.00 0.0058 4.00 A1006 A10 1.2272 0.3125 0.00 0.22 0.06 0.09 0.00 0.37 0.00 0.0060 4.09 17-116-STRM-I-INVERTS.XLSSTORM Page 7 of 12 D u • ' mWIMIR"AM ■ DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME Lewisville MS PROJECT NO 17 116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 1= 6.86 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g/(h+T), FOR 10 YR STORM 4. MANNINGS "n" FACTOR= .013 5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S.ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) A94 A95 851.67 848.99 852.24 850.14 851.74 851.67 852.24 851.67 OUTLET INLET 2.26 2.83 CB DI OK OK A95 A96 A96 A97 847.70 848.38 848.99 848.99 INLET 10.01 DI OK A97 A98 847.13 847.70 847.57 847.70 OUTLET 13.20 CB OK A98 A99 846.33 847.13 846.35 847.13 OUTLET 12.07 CB OK A99 A100 845.61 846.33 845.43 846.33 OUTLET 11.47 CB OK A100 A101 844.42 845.61 845.00 845.61 OUTLET 11.89 DI OK A101 A102 842.61 844.42 843.61 844.42 OUTLET 13.08 DI OK A102 A103 841.05 842.61 842.30 842.61 OUTLET 16.49 DI OK A103 A9 832.50 834.18 841.05 841.05 INLET 14.95 DI OK Tailwater Elev= 832.50 A920 A92 856.30 856.31 1 856.35 856.35 INLET 2.35 CB OK Tailwater Elev= 856.30 A950 A95 852.60 852.65 1 852.62 852.65 OUTLET 2.15 CB OK Tailwater Elev= 852.60 A960 A961 855.53 855.55 856.65 856.65 INLET 2.85 DI OK A961 A962 855.50 855.53 855.19 855.53 OUTLET 3.97 DI OK A962 A963 851.35 851.87 855.50 855.50 INLET 4.50 DI OK A963 A96 849.20 849.59 851.35 851.35 INLET 7.05 CB OK Tailwater Elev= 849.20 A990 A991 852.74 852.76 852.63 852.76 OUTLET 2.14 CB OK A991 A99 845.00 845.43 852.74 852.74 INLET 2.16 CB OK Tailwater Elev= 845.00 A1000 A1001 846.03 846.08 846.94 846.94 INLET 2.46 DI OK A1001 A1002 845.13 845.43 846.03 846.03 INLET 3.37 DI OK A1002 A1003 844.03 844.71 845.13 845.13 INLET 4.27 DI OK A1003 A1004 843.15 843.59 844.03 844.03 INLET 5.37 DI OK A1004 A1005 842.62 843.08 843.15 843.15 INLET 6.25 DI OK A1005 A1006 842.15 842.52 842.62 842.62 INLET 7.38 DI OK A1006 A10 841.40 841.77 842.15 842.15 INLET 7.35 DI OK 17-116-STRM-I-INVERTS.XLSSTORM Page 8 of 12 D • ' ' ' - ' ' ' ' DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME Lewisville MS PROJECT NO 17-116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 STORM DRAINAGE SCHEDULE CONTINUED 1= 6.86 INLET AREA (SF) INLET AREA (AC) IMPERVIOUS (ON INLET Cc RUNOFF COEFF. INLET DISCHARGE (CFS) TOTAL AREAS (AC) INLET TIME (MIN) PIPE TIME (MIN) Tc TIME OF CONC. (MIN) I INTENSITY (IN/HR) Cc RUNOFF COEFF. FROM TO A1010 A100 19,300 0.44 90 0.89 2.69 0.44 5.00 0.00 5.00 6.86 0.89 A1020 A1021 11,200 0.26 85 0.85 1.50 0.26 5.00 0.00 5.00 6.86 0.85 A1021 A102 1,870 0.04 0 0.30 0.09 0.30 5.00 0.11 5.11 6.83 0.77 A1030 A1031 5,680 0.13 5 0.33 0.30 0.13 5.00 0.00 5.00 6.86 0.33 A1031 A103 15,330 0.35 50 0.63 1.51 0.48 5.00 0.12 5.12 6.83 0.55 B1 B2 10,980 0.25 90 0.89 1.53 0.25 5.00 0.00 5.00 6.86 0.89 B2 B3 33,630 0.77 25 0.46 2.45 1.02 5.00 0.09 5.09 6.84 0.57 B3 B4 2,650 0.06 90 0.89 0.37 1.08 5.00 0.19 5.19 6.81 0.58 B4 B5 6,200 0.14 40 0.56 0.55 1.23 5.00 0.22 5.22 6.80 0.58 B30 B3 7,640 0.18 90 0.89 1.06 0.18 5.00 0.00 5.00 6.86 0.89 C1 C2 544,600 12.50 5 0.33 28.51 12.50 5.00 0.00 5.00 6.86 0.33 C3 C4 3,136,320 72.00 10 0.37 180.21 72.00 10.00 0.00 10.00 5.45 0.37 D1 D2 42,750 0.98 50 0.63 4.21 0.98 5.00 0.00 5.00 6.86 0.63 17-116-STRM-I-INVERTS.XLSSTORM Page 9 of 12 D u • ' A - ■ ' C - I ► DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME Lewisville MS PROJECT NO 17 116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 STORM DRAINAGE SCHEDULE - CONTINUED 1= 6.86 Q DISCHARGE (CFS) Q SIDE- STREAM (CFS) SLOPE DIA. (IN) CAPACITY (FULL) (CFS) V FULL (FPS) LENGTH (FT) SEGMENT TIME (MIN) UPPER INV. (FT) LOWER INV. (FT) UPSTREAM TOP ELEV. (FT) PIPE COVER (FT) FROM TO A1010 A100 2.69 0.00 0.0634 15 16.3 13.2 142 0.18 854.00 845.00 860.00 4.64 A1020 A1021 1.50 0.00 0.0200 15 9.1 7.4 50 0.11 856.00 855.00 860.00 2.64 A1021 A102 1.58 0.00 0.0271 15 10.6 8.7 70 0.13 854.90 853.00 860.00 3.74 A1030 A1031 0.30 0.00 0.0250 15 10.2 8.3 60 0.12 856.50 855.00 860.00 2.14 A1031 A103 1.80 0.00 0.0133 15 7.5 6.1 180 0.49 854.90 852.50 858.50 2.24 B1 B2 1.53 0.00 0.0107 15 6.7 5.4 28 0.09 821.00 820.70 824.50 2.14 B2 B3 3.97 0.00 0.0278 15 10.8 8.8 54 0.10 820.60 819.10 824.50 2.54 B3 B4 5.38 1.06 0.0906 15 19.4 15.8 32 0.03 819.00 816.10 823.58 3.22 B4 B5 5.92 0.00 0.0875 15 19.1 15.6 40 0.04 816.00 812.50 824.00 6.64 B30 B3 1.06 0.00 0.0100 15 6.5 5.3 28 0.09 820.08 819.80 823.58 2.14 Cl C2 28.51 0.00 0.0333 36 121.8 17.2 210 0.20 847.00 840.00 856.00 5.73 C3 C4 143.23 0.00 0.0116 54 212.1 13.3 86 0.11 804.00 803.00 822.00 13.09 D1 D2 4.21 0.00 0.0427 15 13.4 10.9 110 0.17 834.50 829.80 836.50 0.64 17-116-STRM-I-INVERTS.XLSSTORM Page 10 of 12 D8/19/19 • ' - ■ ' DATE DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) /X / /isville /ATION IJECT NAME MS PROJECT NO 17 116 Forsyth County, NC BY KAL CHECKED BY n= g= h= 1= 0.013 192 23 6.86 HYDRAULIC GRADE LINE PIPE HYDRAULIC SIDESTREAM AREA RADIUS SUMMATION (FT) (FT) (CFS) Hf 90' = 0.70 80' = 0.66 He 70' = 0.61 60' = 0.55 HEAD LOSS He BEND LOSS 50' = 0.47 40' = 0.38 Hb K's 30' = 0.28 25' = 0.22 Ht 20° = 0.16 15° = 0.10 BEND LOSS K CONTINUED FRICTION SLOPE (FT/FT) FRICTION VELOCITY (FPS) FROM TO A1010 A100 1.2272 0.3125 0.00 0.24 0.02 0.00 0.00 0.26 0.00 0.0017 2.18 A1020 A1021 1.2272 0.3125 0.00 0.03 0.01 0.00 0.00 0.03 0.00 0.0005 1.22 A1021 A102 1.2272 0.3125 0.00 0.04 0.01 0.01 0.01 0.06 0.28 0.0006 1.29 A1030 A1031 1.2272 0.3125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.24 A1031 A103 1.2272 0.3125 0.00 0.14 0.01 0.00 0.00 0.15 0.61 0.0008 1.46 B1 B2 1.2272 0.3125 0.00 0.02 0.01 0.00 0.00 0.02 0.00 0.0006 1.24 B2 B3 1.2272 0.3125 0.00 0.20 0.04 0.01 0.02 0.27 0.70 0.0038 3.22 B3 B4 1.2272 0.3125 1.06 0.22 0.07 0.06 0.00 0.35 0.00 0.0069 4.37 B4 B5 1.2272 0.3125 1.06 0.33 0.09 0.10 0.21 0.74 0.70 0.0084 4.81 B30 B3 1.2272 0.3125 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.0003 0.86 Cl C2 7.0686 0.7500 0.00 0.38 0.06 0.00 0.00 0.44 0.00 0.0018 4.01 C3 C4 15.9043 1.1250 0.00 0.45 0.31 0.00 0.00 0.76 0.00 0.0052 8.93 D1 D2 1.2272 0.3125 0.00 0.46 0.05 0.00 0.00 0.51 0.00 0.0042 3.41 17-116-STRM-I-INVERTS.XLSSTORM Page 11 of 12 D u • ' mWIMIR"AM ■ DATE 8/19/19 DESIGN PHASE PRELIM /X / CONSTR REVISION RECORD OTHER (SPECIFY) PROJECT NAME Lewisville MS PROJECT NO 17 116 LOCATION Forsyth County, NC BY KAL CHECKED BY n= 0.013 g= 192 h= 23 1= 6.86 HYDRAULIC GRADE LINE - CONTINUED DESIGN CRITERIA: 1. DESIGN FOR THE 10 YR STORM 2. ASSUME TIME OF CONCENTRATION TO AN INDIVIDUAL INLET = 5 MIN. 3. INTENSITY = g/(h+T), FOR 10 YR STORM 4. MANNINGS "n" FACTOR= .013 5. RATIONAL METHOD: C= .30 GRASS, C= .95 PAVEMENT OUTLET W.S. ELEV (FT) INLET W.S.ELEV. FLOW CONDITION CONTROL FREE- BOARD (FT) UPSTREAM INLET TYPE COMMENTS FROM TO OUTLET CONTOL (FT) INLET CONTROL (FT) USE (FT) 846.00 Tailwater Elev= 846.26 1 854.83 841.40 854.83 INLET 5.17 DI OK A1010 A100 Tailwater Elev= 846.00 A1020 A1021 855.60 855.63 856.69 856.69 INLET 3.31 DI OK A1021 A102 854.00 854.06 855.60 855.60 INLET 4.40 DI OK Tailwater Elev= 854.00 A1030 A1031 855.62 855.62 857.13 857.13 INLET 2.87 DI OK A1031 A103 853.50 853.65 855.62 855.62 INLET 2.88 DI OK Tailwater Elev= 853.50 B1 B2 821.68 821.70 821.69 821.70 OUTLET 2.30 CB OK B2 B3 820.45 820.72 821.68 821.68 INLET 2.32 CB OK B3 B4 817.63 817.98 820.45 820.45 INLET 2.63 CB OK B4 B5 813.50 814.24 817.63 817.63 INLET 5.87 CB OK Tailwater Elev= 813.50 B30 B3 820.80 820.81 1 820.74 820.81 OUTLET 2.27 CB OK Tailwater Elev= 820.80 Cl C2 842.40 842.84 1 849.20 849.20 INLET 6.80 FES OK Tailwater Elev= 842.40 C3 C4 806.60 807.36 1 809.75 809.75 INLET 12.25 HW OK Tailwater Elev= 806.60 D1 D2 830.80 831.31 1 835.63 835.63 INLET 0.87 PE OK Tailwater Elev= 830.80 17-116-STRM-I-INVERTS.XLSSTORM Page 12 of 12 • ' ' • DATE ' w0mv- 8/19/19 PROJECT NAME PROJECT NO Lewisville MS 17-116 LOCATION BY ,Forsyth County, INC KAL CHECKED BY Riprap Apron Outlet Protection FES No.= C2 Pipe Dia= 36 in Q10 = 28.51 cfs Qfull = 121.80 cfs Vfull = 17.20 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Riprap Apron Outlet Protection FES No.= C4 Pipe Dia= 54 in Q10 = 143.23 cfs Qfull = 212.10 cfs Vfull = 13.30 fps From Fig. 8.06.b.1: From Fig. 8.06.b.2: Zone D50 DMAX Riprap Class Apron Thickness Apron Length Apron Width = 3xDia Q10/Qfull = V/Vfull = V= Q10/Qfull = V/Vfull = V= DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) 0.23 0.81 13.9 fps 3 10 in 17 in 1 24 in 24 ft 9 ft 0.68 1.07 14.3 fps 4 10 in 17 in 1 24 in 36 ft 14 ft DATE DESIGN PHASE PRELIME rLewisvillTe 8/19/19 PROJECT NO CONSTR / X 17-116 REVISION RECORD LOCATION BY Forsyth County, INC KAL OTHER (SPECIFY) CHECKED BY Riprap Apron Outlet Protection FES No.= D2 Qio/Qfull = 0.32 Pipe Dia= 15 in V/Vfull = 0.87 Qio = 4.21 cfs V = 9.3 fps Qfull = 13.10 cfs Vfull = 10.60 fps From Fig. 8.06.b.1: Zone = 2 From Fig. 8.06.b.2: D50 = 8 in DMAX = 12 in Riprap Class = B Apron Thickness = 18 in 3 Apron Length = 8 ft Length Apron Width = 3xDia = 4 ft DATE 8/19/19 Lewisville MS 17-116 LOCATION BY Forsyth County, INC KAL CHECKED BY Riprap Apron Outlet Protection (to Flat Ground) DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) FES No.= Al2 Qio/Qfull = 0.76 Pipe Dia= 42 in V/Vfull = 1.10 Qio = 66.49 cfs V = 10.0 fps Qfull = 87.80 cfs Vfull = 9.10 fps Outlet Conditions: Flat area, no defined channel From Fig. 8.06.a: D50 = 8 in DMAX = 12 in 3 o Riprap Class = B Apron Thickness = 18 in Outlet W = Do + La Apron Length (L) = 24 ft pipe diameter (Do) Width (W 1) = 3xDia = 11 ft La —a Width (W2) = Dia + L = 28 ft T ilwter < O.SDo Riprap Apron Outlet Protection (to Flat Ground) FES No.= B5 Qio/Qfull = 0.31 Pipe Dia= 15 in V/Vfull = 0.87 Qio = 5.92 cfs V = 13.6 fps Qfull = 19.10 cfs Vfull = 15.60 fps Outlet Conditions: Flat area, no defined channel From Fig. 8.06.a: D50 = 8 in DMAX = 12 in 3 o Riprap Class = B Apron Thickness = 18 in Outlet W = Do + Ld Apron Length (L) = 16 ft pipe diameter (Do) Width (W 1) = 3xDia = 4 ft La —'' O.SDo Width (W2) = Dia + L = 18 ft T ilwater < • ' ' • • DATE 8/19/19 PROJECT NO PROJECT NAME Lewisville MS 17-116 LOCATION BY Forsyth County, INC KAL CHECKED BY Riprap Apron Outlet Protection (to Flat Ground) DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) FES No.= SCM 1 Qio/Qfull = 0.02 Pipe Dia= 30 in V/Vfull = 0.32 Qio = 0.46 cfs V = 1.9 fps Qfull = 29.00 cfs Vfull = 5.90 fps Outlet Conditions: Flat area, no defined channel From Fig. 8.06.a: D50 = 8 in DMAX = 12 in 3 o Riprap Class = B Apron Thickness = 18 in Outlet W = Do + La Apron Length (L) = 16 ft pipe diameter (Do) Width (W 1) = 3xDia = 8 ft La —'' O.SDo Width (W2) = Dia + L = 19 ft T ilwater < Riprap Apron Outlet Protection (to Flat Ground) FES No.= SCM 2 Qio/Qfull = 0.25 Pipe Dia= 15 in V/Vfull = 0.83 Qio = 2.65 cfs V = 7.3 fps Qfull = 10.80 cfs Vfull = 8.80 fps Outlet Conditions: Flat area, no defined channel From Fig. 8.06.a: D50 = 8 in DMAX = 12 in 3 o Riprap Class = B Apron Thickness = 18 in Outlet W = Do + La Apron Length (L) = 12 ft pipe diameter (Do) Width (W 1) = 3xDia = 4 ft La —'' Width (W2) = Dia + L = 14 ft —�-- T ilw,._ after < O.SDo