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Home My WebLink AboutSW3220102_Design Calculations_20220131Storm Water Management/Erosion & Sediment Control Report Waxhaw Downtown Park 301 Givens Street Waxhaw, North Carolina PREPARED FOR The Town of Waxhaw July 23, 2021 Revised: January 12, 2022 Alfred Benesch & Company 2359 Perimeter Pointe Parkway Suite 350 Charlotte, NC 28208 www.benesch.com P: 704.521.9880 41 N, i SEAL 041664 - �g,^ •Dgilallyagr e �P '•.,�fj-�:--, GINS. ��If��lik11111111� by Kevin We 13 16 19-.53-05'99' Corporate Certifications: NC P.E.: F-1320 NC L.A.: C-454 benesch TABLE OF CONTENTS SECTION 1 Project Description 1.1 Location 1.2 Topography/Drainage 1.3 Soils 1.4 Model Parameters/Analysis SECTION 2 conveyance Design 2.1 Storm Drainage System Design Summary 2.2 Culvert Routing Calculations 2.3 Perimeter Dike Calculations SECTION 3 Sedimentation and Erosion Control Measures 3.1 Temporary Skimmer Basin Calculations 3.2 Temporary Sediment Trap Calculations 3.3 Riprap Apron Calculations SECTION 4 Stormwater Detention and Water Quality Design 4.1 Wet Pond Sizing Worksheet 4.2 Stormwater Wetland Sizing Worksheet 4.3 PondPack Detention Routing SECTION 5 Appendix 5.1 USGS Quad Map 5.2 NOAA Rainfall Data 5.3 Soils Map 5.4 Geotechnical Report 5.5 Preliminary Wetlands Determination SECTION 6 Drainage Area Maps 6.1 Predevelopment Area Map 6.2 Post Development Area Map 6.3 Component Drainage Area Map benesch __ --- ----- _-�- Waxhaw Downtown Park I Storm Water Management Report / Erosion and Sedimentation Control Plan 12 Waxhaw Downtown Park Waxhaw, North Carolina Storm Water Management/Erosion & Sediment Control Report Protect Description Location This project involves the construction of a new downtown park, parking lot, sidewalks a 30-foot promenade, multiple shelters, restrooms, retaining walls and an amphitheater. The project will include a pedestrian/light vehicle to the Waxhaw Public Works building, Lynn Street and the future expansion of David Barnes Park. The second phase will include a bridge or open bottom culvert that spans across intermittent stream to access the Waxhaw Public Works building. The project will be constructed in two phases beginning late fall 2021. The first phase will include all stormwater features parking lot, site utilities, retaining walls, promenade, parking lot, asphalt walking trails, sidewalk and improvement and Givens Street. The second phase will include the restrooms, pavilion structure, sport court, interactive play areas including the water feature, pump track, amphitheater, and bridge construction for access to the public works site. Utility improvements (Phase 1) include new water, electric, fire and sewer to serve the parking lots restrooms and amphitheater. A proposed well will serve as the water source for irrigation and the rest of the site. Givens Street will be widened from 16' to 25' with NCDCT curb and gutter to account for the increased traffic flows in the area. The gravel area between Lynn Street and the property will be paved to connect the proposed trails to the street. The neighbors gravel driveways will be resurfaced with base course gravel. Project construction will take place on parcel number 05115026, which contains 9.901 acres. The current property owner is the Town of Waxhaw, who will be the financially responsible party. The area to be disturbed is approximately ±7.23acres. Topography/Drainage Parcel 05115026 is currently occupied by the Town of Waxhaw The property has an open field in the front with wooded areas on the back and sides. The site drains from west to east with a drainage way that runs diagonally on the southernmost half of the property. Both areas flow into a low-lying marshy area on the east side that runs from north to south. Upon observation, water from Main Street flows through gaps in the curbs and makes its way through David Barnes Park, through a 15" HDPE pipe, flows through the backyard of the northernmost neighbors and discharges near Givens Street. In general, Curb and drop inlets along Main Street need to be cleaned out to provide adequate drainage. Soils The soil survey of Union County indicates that soils on the site are as follows: • TuB —Tarrus - urban land complex (2 to 8% slope) • TbC2 —Tarrus -gravelly silty clay loam (8 to 15% slope), moderately eroded Waxhaw Downtown Park Waxhaw, North Carolina Erosion Control Plan The erosion control and sedimentation measures included in the plan are temporary sediment basins, temporary sediment traps, pipe outlet protection, gravel inlet protection, silt fence, hardware cloth and gravel protection, rolled erosion control matting for slopes steeper than 3:1, temporary diversion Swale, silt sacks, temporary tree protection barricades check dams, rock filter berm, excavated drop inlet storage, two gravel construction entrances and seeding and mulching. The site's initial condition is split into 3 drainage areas with ±8.47 acres of contributing area. The drainage area on the north west side will drain into a sediment basin that will later be converted into a stormwater wetland. Diversion swales will redirect water that sheets off the middle of the property and carry it to the sediment basin #1. Check dams will be placed in these swales. The drainage area on the north east side will drain into sediment trap #1. The drainage area on the south east side will drain into sediment trap #2. Both sediment traps will have diversion swales on each side. A sediment trap and two excavated drop inlet storage areas will be used for smaller areas (less than an acre) that are downhill of the proposed sediment basins. Tree protection fencing will be installed around tree save areas indicated on the erosion control sheets. Stormwater Management Stormwater management for this project is accomplished utilizing an underground pipe network to convey the majority of on -site runoff to two proposed stormwater control measures (SCMs). The first proposed storm system conveys water from the parking lot and restroom location and discharges into the proposed wet pond. The second proposed storm system takes water that sheets off the promenade, north lawn area and the interactive play feature area and discharges in the stormwater wetland. There is an existing 30" RCP that conveys water under Givens Street and into the wet weather area on the east side of the site. The pipe is currently undersized and during heavy storms, water will overtop Givens Street. To mitigate this, a network of pipes will be installed to split the flows and help catch water coming off the widened Givens Street. The existing pipe will be connected to a proposed curb inlet and discharged into the wet weather area. Various other pipes and culverts will be installed to help move water out of the amphitheater area, pump track and walking paths. Model Parameters/Analysis Capacity analysis for proposed storm water conveyance system design was performed using the Rational Method (10-year frequency). Storm conveyance modeling and calculations were completed using Autodesk's Hydraflow Express, HY-8 for culvert analysis and Benesch's Rational Method spreadsheets. Detention modeling and calculations were completed using Autodesk's Hydraflow Hydrographs software. Refer to the drainage area maps in the appendix section of this report. A summary of design storm detention and basin stage has been provided below. Waxhaw Downtown Park Waxhaw, North Carolina Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow (cfs) Hydrograph Description 1-yr 2-yr 10-yr 50-yr 100-yr 1 SCS Runoff 4.63 8.63 21.69 36.73 47.94 PRE -DEVELOPED 2 SCS Runoff 6.47 9.40 18.09 27.30 33.82 POST TO BASIN 1 3 SCS Runoff 1.99 3.02 6.09 9.41 11.81 POST TO BASIN 2 4 Reservoir 2 .102 .30 5.74 22.47 31.66 POST THRU BASIN 1 5 Reservoir 3 .037 .15 2.14 6.97 10.82 POST THRU BASIN 2 6 SCS Runoff 3.816 6.93 17.01 28.30 36.61 POST UNDETAINED 7 Combine 4, 5, 6 3.898 7.04 19.62 52.43 79.09 POST DEVELOPED SCM 1 STAGE 628.19 628.66 629.28 629.80 629.93 TOP ELEV=631.00 SCM 2 STAGE 622.87 623.05 623.46 623.84 623.93 TOP ELEV=625.00 Section 2 Conveyance Design Waxhaw Downtown Park Node ID Total Area Weighted Time of Rainfall Qjo Flow Bypass Capture Bypass Ponding D.S. Pie Pipe Dia Pipe Sloe Mannin 's Pipe Capacity Velocity ac. min. in/hr) (cfs) (cfs) (cfs) (cfs cfs in. cfs (fps) DI27A 0.84 0.32 15 5.2 1.4 0.0 1.4 0.0 1.4 15 0.50% 0.013 4.57 3.21 DI27 0.16 0.35 5 7.2 0.4 0.0 0.4 0.0 1.8 15 9.42% 0.013 19.82 9.66 Cl26A 0.10 0.86 5 7.2 0.6 0.0 0.6 0.0 0.6 15 5.40% 0.013 15.01 5.89 JB 26 0.00 0.00 5 7.2 0.0 0.0 0.0 0.0 2.4 15 6.98% 0.013 17.06 9.58 HW 25 10.09 0.48 20 4.6 24.4 100 Yr 24.4 See Hy-8 Calculations 26.50 JB 23 0.00 0.00 5 7.2 0.0 0.0 0.0 0.0 26.8 361 0.83% 0.013 60.75 8.28 FES 22 HW 25A 10.09 0.48 20 4.6 14.1 100 Yr See Hy- Calculations 16.29 JB 25 0.00 0.95 5 7.2 0.0 0.0 0.0 0.0 14.1 24 2.09% 0.013 32.70 9.93 DI24D 0.06 0.40 5 7.2 0.2 0.0 0.2 0.0 0.2 15 6.57% 0.013 16.55 4.32 Cl24C 0.29 0.80 5 7.2 1.7 0.0 1.7 0.0 1.9 15 3.49% 0.013 12.07 6.99 Cl 24B 0.12 0.75 5 7.2 0.7 0.0 0.7 0.0 2.5 15 4.51 % 0.013 13.721 8.15 Cl24A 0.14 0.95 5 7.2 1.0 0.0 1.0 0.01 17.6 24 0.50% 0.013 15.99 5.57 Cl 24 0.17 0.56 5 7.2 0.7 0.0 0.7 0.0 18.3 30 0.50% 0.013 29.00 6.24 FES 23 Cl24E 0.08 0.95 5 7.2 0.6 0.0 0.6 0.0 0.6 15 2.00% 0.013 9.13 4.07 FES 24D DI21 0.08 0.85 5 7.2 0.5 0.0 0.5 0.0 0.5 15 4.25% 0.013 13.31 4.91 FES 15 AD 20B 0.37 0.35 5 7.2 0.9 0.0 0.9 0.0 0.9 10 11.83% 0.013 7.53 8.88 AD 20A 0.06 0.35 5 7.2 0.2 0.0 0.2 0.0 1.1 10 15.80% 0.013 8.71 10.85 DI 20 0.08 0.40 5 7.2 0.2 0.0 0.2 0.0 1.3 15 7.26% 0.013 17.40 8.30 DI19 0.16 0.85 5 7.2 1.0 0.0 1.0 0.0 2.3 15 6.33% 0.013 16.25 9.18 FES 18 DI17 0.10 0.48 5 7.2 0.3 0.0 0.3 0.0 0.3 15 7.04% 0.013 17.14 4.88 DI 16A 0.221 0.65 5 7.2 1.0 0.0 1.0 0.0 1.0 15 2.61 % 0.013 10.43 5.08 DI16 0.10 0.65 5 7.2 0.5 0.0 0.5 0.0 1.9 15 1.25% 0.013 7.22 4.88 DI 15 0.16 0.45 5 7.2 0.5 0.0 0.5 0.0 2.4 18 7.41 % 0.013 28.59 9.41 FES 14 Cl7 0.39 0.95 5 7.2 2.7 0.0 2.7 0.0 2.7 15 1.54% 0.013 8.01 5.88 Cl 6 0.15 0.95 5 7.2 1.0 0.0 1.0 0.0 3.7 15 1.01 % 0.013 6.49 5.42 Cl5 0.25 0.93 5 7.2 1.7 0.0 1.7 0.0 5.4 15 2.73% 0.013 10.67 8.70 Cl4 0.39 0.91 5 7.2 2.6 0.0 2.6 0.0 8.0 15 2.67% 0.013 10.55 9.36 DI 0.06 0.45 5 7.2 0.2 0.0 0.2 0.0 0.2 15 5.48% 0.013 15.12 3.73 DI 0.09 0.39 5 7.2 0.3 0.0 0.3 0.0 8.4 15 10.34% 0.013 20.77 15.70 AD 1C 0.04 0.50 5 7.2 0.1 0.0 0.1 0.0 0.1 8 13.27% 0.013 4.40 5.07 DI1B 0.14 0.80 5 7.2 0.8 0.0 0.8 0.0 0.8 15 9.09% 0.013 19.47 7.31 J131A 0.00 0.00 5 7.2 0.0 0.0 0.0 0.0 9.4 18 1.22% 0.013 11.60 7.26 FES 1 DI11 0.38 0.63 5 7.2 1.7 0.0 1.7 0.0 1.7 15 1.00% 0.013 6.46 4.37 DI 10 0.03 0.65 5 7.2 0.1 0.0 0.1 0.0 1.9 15 2.54% 0.013 10.29 6.19 DI 0.04 0.80 5 7.2 0.2 0.0 0.2 0.0 2.1 15 2.88% 0.013 10.96 6.84 FES 8 DI29 0.32 0.30 5 7.2 0.7 0.0 0.7 0.0 0.7 15 0.74% 0.013 5.56 3.08 FES 28 FES 31 CULVERT 0.28 0.35 5 7.2 0.7 0.0 See Culvert Calcs 8.00 0.86 FES 30 AD 32C 0.18 0.60 5 7.2 0.8 0.0 0.8 0.0 0.8 8 1.00% 0.013 1.21 3.63 AD 32B 0.02 0.76 5 7.2 0.1 0.0 0.1 0.01 0.9 8 1.00% 0.013 1.21 3.73 AD 32A 0.02 0.76 5 7.2 0.1 0.0 0.1 0.0 1.0 8 3.14% 0.013 2.14 5.98 DI 32 0.09 0.43 5 7.2 0.3 0.0 0.3 0.0 1.3 15 2.51 % 0.013 10.23 5.45 FES 33 PE 39 CULVERT 0.50 0.40 5 7.2 1.4 0.0 See Culvert Calcs 5.00 1.56 PE 38 PE 43 CULVERT 0.21 0.50 5 7.2 0.8 0.0 See Culvert Calcs 1.60 2.62 PE 42 PE 41 CULVERT 0.34 0.50 5 7.2 1.2 0.0 See Culvert Calcs 2.20 3.66 PE 40 PERIMETER DIKE 1 0.84 0.32 15 5.2 1.4 0.0 See Dike Calcs 15.10 1.54 PERIMETER DIKE 2 2.48 0.35 15 5.2 4.5 0.0 See Dike Calcs 15.10 2.18 FES 104 2.30 0.38 15 5.2 4.6 0.0 See Culvert Calcs 6.20 4.15 FES 103 OTCB 102 2.551 0.35 15 5.2 4.7 0.01 4.7 0.0 9.2 18 7.12% 0.011 33.12 14.51 MH 101 0.001 0.00 5 7.2 0.0 0.01 0.01 0.0 9.2 18 1.90% 0.0111 17.111 8.96 FES 100 Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Saturday, Oct 9 2021 Culvert 31-30 Invert Elev Dn (ft) = 611.36 Calculations Pipe Length (ft) = 60.00 Qmin (cfs) = 0.70 Slope (%) = 13.78 Qmax (cfs) = 10.70 Invert Elev Up (ft) = 619.63 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 0.70 No. Barrels = 1 Qpipe (cfs) = 0.70 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 0.86 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 2.74 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 612.15 HGL Up (ft) = 619.96 Embankment Hw Elev (ft) = 620.13 Top Elevation (ft) = 622.02 Hw/D (ft) = 0.40 Top Width (ft) = 10.00 Flow Regime = Outlet Control Crest Width (ft) = 50.00 Elev (ft) 623.❑❑ 621.❑❑ 619.❑❑ 617.❑❑ 615.00 613.❑❑ 609.00 Culvert 31-3fl Hw Depth (ft) 3.37 1.37 -0.63 -2.63 -4.63 -6.63 -a.63 -1 ❑.63 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 M - Circular Culvert HGL Embank Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Saturday, Oct 9 2021 Culvert 39-38 Invert Elev Dn (ft) = 647.87 Calculations Pipe Length (ft) = 33.00 Qmin (cfs) = 1.40 Slope (%) = 5.15 Qmax (cfs) = 5.50 Invert Elev Up (ft) = 649.57 Tailwater Elev (ft) _ (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 1.40 No. Barrels = 1 Qpipe (cfs) = 1.40 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.56 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.34 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 648.73 HGL Up (ft) = 650.04 Embankment Hw Elev (ft) = 650.19 Top Elevation (ft) = 651.04 Hw/D (ft) = 0.50 Top Width (ft) = 27.00 Flow Regime = Inlet Control Crest Width (ft) = 8.00 Elev (ft) 652.❑❑ 651.00 65❑.❑❑ 649.00 643.00 647.00 646.00 Culvert 39-38 5 10 15 20 25 30 35 40 45 5❑ Circular Culvert HGL Embank Hw Depth (ft) 2.43 1.43 0.43 -0.67 -1 57 -2.57 -3.57 55 Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Saturday, Oct 9 2021 Culvert 41-40 Invert Elev Dn (ft) = 633.55 Calculations Pipe Length (ft) = 42.00 Qmin (cfs) = 1.20 Slope (%) = 5.71 Qmax (cfs) = 3.50 Invert Elev Up (ft) = 635.95 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 8.0 Shape = Circular Highlighted Span (in) = 8.0 Qtotal (cfs) = 1.20 No. Barrels = 1 Qpipe (cfs) = 1.20 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.66 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.12 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 634.14 HGL Up (ft) = 636.47 Embankment Hw Elev (ft) = 636.85 Top Elevation (ft) = 638.00 Hw/D (ft) = 1.35 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 30.00 Elev (ft) 639.❑❑ 6W.❑❑ 637.❑❑ 6w.❑❑ 635.00 634.❑❑ 633.❑❑ 632.00 CuIvert 41-40 5 10 15 20 25 30 35 40 45 50 55 60 Circular Culvert HGL Embank Hw Depth (ft) 3.❑5 2.05 1 J05 OA5 -095 -1 95 -2.95 3.95 65 Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Saturday, Oct 9 2021 Culvert 43-42 Invert Elev Dn (ft) = 636.97 Calculations Pipe Length (ft) = 24.00 Qmin (cfs) = 0.80 Slope (%) = 7.17 Qmax (cfs) = 3.00 Invert Elev Up (ft) = 638.69 Tailwater Elev (ft) _ (dc+D)/2 Rise (in) = 8.0 Shape = Circular Highlighted Span (in) = 8.0 Qtotal (cfs) = 0.80 No. Barrels = 1 Qpipe (cfs) = 0.80 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.62 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.43 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 637.51 HGL Up (ft) = 639.11 Embankment Hw Elev (ft) = 639.32 Top Elevation (ft) = 640.00 Hw/D (ft) = 0.95 Top Width (ft) = 12.00 Flow Regime = Inlet Control Crest Width (ft) = 30.00 Elev (ft) 641.❑❑ 640.00 639.❑❑ 635.00 637.00 63600 635.00 Culvert 43d2 5 10 15 20 25 30 35 40 Circular Culvert HGL Embank Hw Depth (ft) 2.31 1.31 031 -0.9 -1.69 -2.69 3.69 45 Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jan 13 2022 FES 104 Invert Elev Dn (ft) = 645.75 Calculations Pipe Length (ft) = 46.00 Qmin (cfs) = 4.60 Slope (%) = 3.00 Qmax (cfs) = 8.00 Invert Elev Up (ft) = 647.13 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 4.60 No. Barrels = 1 Qpipe (cfs) = 4.60 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.15 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.05 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 646.81 HGL Up (ft) = 648.00 Embankment Hw Elev (ft) = 648.51 Top Elevation (ft) = 649.00 Hw/D (ft) = 1.11 Top Width (ft) = 15.00 Flow Regime = Inlet Control Crest Width (ft) = 50.00 EI- (ft) 650.00 649.00 64800 64700 64600 64500 64400 0 FES 104 5 10 15 20 25 30 35 40 45 50 55 60 65 Circular CU—t HGL Embank Hw Depth (ft) 2.87 1.87 0 87 -013 -1 13 -213 -313 70 R—h (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Perimeter Dike 1 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 1.40 Elev (ft) Section 102.00 101.50 101.00 100.50 100.00 99.50 Thursday, Jan 13 2022 Highlighted Depth (ft) = 0.31 Q (cfs) = 1.400 Area (sqft) = 0.91 Velocity (ft/s) = 1.54 Wetted Perim (ft) = 3.96 Crit Depth, Yc (ft) = 0.23 Top Width (ft) = 3.86 EGL (ft) = 0.35 1 2 3 4 5 6 7 8 9 10 Reach (ft) Depth (ft) 2.00 1.50 1.00 0.50 _n tin Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Perimeter Dike 2 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 4.50 Elev (ft) Section 102.00 101.50 101.00 100.50 100.00 99.50 Thursday, Jan 13 2022 Highlighted Depth (ft) = 0.56 Q (cfs) = 4.500 Area (sqft) = 2.06 Velocity (ft/s) = 2.18 Wetted Perim (ft) = 5.54 Crit Depth, Yc (ft) = 0.44 Top Width (ft) = 5.36 EGL (ft) = 0.63 1 2 3 4 5 6 7 8 9 10 Reach (ft) Depth (ft) 2.00 1.50 1.00 0.50 _n tin HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: User Defined Table 1 - Summary of Culvert Flows at Crossing: Givens Flow Headwater Discharge Total Existing 30in Proposed 24in Roadway Iterations Elevation (ft) Names Discharge (cfs) Culvert- Culvert Discharge (cfs) Extended Discharge (cfs) Discharge (cfs) 623.81 10 year 22.00 13.81 8.18 0.00 4 624.57 100 year 38.50 23.49 15.02 0.00 3 626.24 Overtopping 65.33 39.85 25.48 0.00 Overtopping Rating Curve Plot for Crossing: Givens Flow 26 (--, w 66.0 m 6 4_5 z 624 (--, Total Rating Curve Crossing: R--ens Flow ZU JU 4U nu OU Total Discharge (cfs) Table 2 - Culvert Summary Table: Existing 30in Culvert - Extended Discharge Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Depth Tailwater Outlet Names Discharge Discharge Elevation (ft) Depth (ft) Control Type Depth (ft) Depth (ft) (ft) Depth (ft) Velocity (cfs) (cfs) Depth (ft) (ft/s) 10 year 22.00 13.81 623.81 1.822 0.0* 1-S2n 0.823 1.250 0.823 1.162 9.468 100 year 38.50 23.49 624.57 2.575 0.589 5-S2n 1.099 1.646 1.099 1.729 10.932 * Full Flow Headwater elevation is below inlet invert. Straight Culvert Inlet Elevation (invert): 621.99 ft, Outlet Elevation (invert): 619.60 ft Culvert Length: 128.02 ft, Culvert Slope: 0.0187 Culvert Performance Curve Plot: Existing 30in Culvert - Extended G26, r, F 625-F r- 625.0 w 624-F 624-0 62-5 I 62-0 622.5 Performance Curve Cuh-ert: Existing 30in Cuh-ert - Extended 0 Inlet Control Elev 0 Outlet Control Elev 20 30 40 60 60 Total Discharge (cfs) Water Surface Profile Plot for Culvert: Existing 30in Culvert - Extended 62C 62F — 624 w 6Z 621 62C `rossi i - givens Now. Design Discharge - .,-5 cfs uh-ert - Existing 30 n uh-ert - Eximded Cuh-ert Discharge `= .= ct_ V iJU IVV IJV tatl on (ft) ■ V. Critical Normal Profile Tailwater Headwater streambed Site Data - Existing 30in Culvert - Extended Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 621.99 ft Outlet Station: 128.00 ft Outlet Elevation: 619.60 ft Number of Barrels: 1 Culvert Data Summary - Existing 30in Culvert - Extended Barrel Shape: Circular Barrel Diameter: 2.50 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0130 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None Table 3 - Culvert Summary Table: Proposed 24in Culvert Discharge Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Depth Tailwater Outlet Names Discharge Discharge Elevation (ft) Depth (ft) Control Type Depth (ft) Depth (ft) (ft) Depth (ft) Velocity (cfs) (cfs) Depth (ft) (ft/s) 10 year 22.00 8.18 623.81 1.482 0.0* 1-S2n 0.630 1.018 0.658 1.162 8.775 100 year 38.50 15.02 624.57 2.236 0.235 5-S2n 0.877 1.393 0.933 1.729 10.117 * Full Flow Headwater elevation is below inlet invert. Straight Culvert Inlet Elevation (invert): 622.33 ft, Outlet Elevation (invert): 620.00 ft Culvert Length: 92.03 ft, Culvert Slope: 0.0253 Culvert Performance Curve Plot: Proposed 24in Culvert G 2 6, r, � 0,25 5 G 2 5 rO u 0-24 r G 2 4 ' 622,_r z 623.0 622.E Performance in-ve uh--ert: Proposed 24in uh-ert 0 Inlet Control Elev 0 Outlet Control Elev 20 30 40 60 60 Total Discharge (cfs) Water Surface Profile Plot for Culvert: Proposed 24in Culvert rossili - Givens Ftow, Design D1schrgre - 38.5 its uh-ert - Proposed 24in uh-eM uh-ert Di_ charge - 15_0 cfs .2( .2r 5.2= 0 62" aD w 6Z 62' 62[ tati on (.ft) Crlt:Cal Normal Profile Tailwater Headwater 5treambed Site Data - Proposed 24in Culvert Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 622.33 ft Outlet Station: 92.00 ft Outlet Elevation: 620.00 ft Number of Barrels: 1 Culvert Data Summary - Proposed 24in Culvert Barrel Shape: Circular Barrel Diameter: 2.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0130 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None Table 4 - Downstream Channel Rating Curve (Crossing: Givens Flow) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number 22.00 621.06 1.16 4.21 1.02 0.69 38.50 621.63 1.73 4.95 1.51 0.66 Tailwater Channel Data - Givens Flow Tailwater Channel Option: Rectangular Channel Bottom Width: 4.50 ft Channel Slope: 0.0140 Channel Manning's n: 0.0350 Channel Invert Elevation: 619.90 ft Roadway Data for Crossing: Givens Flow Roadway Profile Shape: Constant Roadway Elevation Crest Length: 30.00 ft Crest Elevation: 626.24 ft Roadway Surface: Paved Roadway Top Width: 16.00 ft Section 3 Sedimentation and Erosion Control Measures TEMP. SEDIMENT TRAP 3-PRE PROJECT NAME: WBXhaW Downtown Park BY: Benesch PROJECT NUMBER: 17000403.01 DATE: 7/8/21 REV: 12/10/21 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL SECTION 6.61 AND SECTION 8.07. WHERE: Ito= 7.48 in/hr (10 YEAR STORM) DISTURBED AREA= 0.42 Ac A= 0.00 Ac GRASS C= 0.30 DRAINAGE AREA= 0.56 Ac A= 0.42 Ac SOIL C= 0.55 A= 0.14 Ac WOODS C= 0.25 PEAK FLOW: Qlo = Ccl,OA A= 0.00 Ac BLDG/PVM'T C= 0.95 Q10 = 1.99 cis A= 0.56 Ac TOTAL Cc= 0.48 RASIN STAGF/ STORAGF- ELEV. CONTOUR AREA s AVG. AREA s VOL c ACCUM. VOL cf. 608.5 561.00 0 0 0 609 671.00 616 308 308 610 978.00 825 825 1133 610.5 1118.00 1048 524 1657 611 1264.00 1191 1 596 1 2252 612 1573.00 1419 1 1419 3671 DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY: HE=[Qio/ (C x L)]213 WHERE: C= 2.7 LENGTH (4' min.) HEAD (HE) 6 it 0.25 it OK lift 0.16 it OK 16 it 0.13 it OK 21 it 0.11 it OK 26 it 0.09 it OK USE L= 6 it SPILLWAY, HE= 0.25 it REQUIRED BASIN VOLUME, (VRMDISTURBED AREA X 3600 cf/ac)= 1,512 cf REQUIRED Q10 SURFACE AREA, (AR)= (435 x Q10 cis)= 866 sf DETERMINE ELEVATION OF Q10 YR STORM, (X): ELEV. AREA (si) 609 671 X 866 X= 609.63 610 978 DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE, (Hs)=[(Qlo EL.) - HE] Hs= 609.39 Use Hs= 610.50 DETERMINE VOLUME OF SEDIMENT STORAGE, (Vs) @ Hs: ELEV. VOLUME (cf) 610.00 1133 Hs= 610.50 1512 Vs= 610.34 611.00 2252 17000403.01 NC Sediment Traps Page 1 TEMP. SEDIMENT TRAP 3 - PRE PROJECT NAME: WBXhaw Downtown Park BY: Benesch PROJECT NUMBER: 17000403.01 DATE: 7/8/21 REV: 12/10/21 — Cross -Section io " mi of NCDOT#5 5 #57 washed stone m n r ') 3600cu ft/acre--_-- r 1 2 5' Nl i.5: filter -�a fabric D ga settled top Z� 0—fill 6" far Plan mesettlent t �EmergencYbY- 5 min —� pass 6 below ❑ T ____ rr,X settled m p of 2 to 3.5 ----- _----- Natural Ground filter fabric 3' 17000403.01 NC Sediment Traps Page 2 TEMP. SEDIMENT TRAP 3 - POST PROJECT NAME: WBXhaW Downtown Park BY: Benesch PROJECT NUMBER: 17000403.01 DATE: 7/8/21 REV: 12/10/21 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL SECTION 6.61 AND SECTION 8.07. WHERE: Ito= 7.48 in/hr (10 YEAR STORM) DISTURBED AREA= 0.32 Ac A= 0.00 Ac GRASS C= 0.30 DRAINAGE AREA= 0.51 Ac A= 0.32 Ac SOIL C= 0.55 A= 0.13 Ac WOODS C= 0.25 PEAK FLOW: Qlo = Ccl,OA A= 0.06 Ac BLDG/PVM'T C= 0.95 Q10 = 1.99 cis A= 0.51 Ac TOTAL Cc= 0.52 RASIN STAGF/ STORAGF- ELEV. CONTOUR AREA s AVG. AREA s VOL c ACCUM. VOL cf. 608.5 561.00 0 0 0 609 671.00 616 308 308 610 978.00 825 825 1133 610.5 1118.00 1048 524 1657 611 1264.00 1191 1 596 1 2252 612 1573.00 1419 1 1419 3671 DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY: HE=[Qio/ (C x L)]213 WHERE: C= 2.7 LENGTH (4' min.) HEAD (HE) 6 it 0.25 it OK lift 0.16 it OK 16 it 0.13 it OK 21 it 0.11 it OK 26 it 0.09 it OK USE L= 6 it SPILLWAY, HE= 0.25 it REQUIRED BASIN VOLUME, (VRMDISTURBED AREA X 3600 cf/ac)= 1,152 cf REQUIRED Q10 SURFACE AREA, (AR)= (435 x Qlo cfs)= 864 sf DETERMINE ELEVATION OF Q10 YR STORM, (X): ELEV. AREA (si) 609 671 X 864 X= 609.63 610 978 DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE, (Hs)=[(Qlo EL.) - HE] Hs= 609.38 Use Hs= 610.50 DETERMINE VOLUME OF SEDIMENT STORAGE, (Vs) @ Hs: ELEV. VOLUME (cf) 610.00 1133 Hs= 610.50 1152 Vs= 610.02 610.50 1657 17000403.01 NC Sediment Traps Page 1 TEMP. SEDIMENT TRAP 3 - POST PROJECT NAME: WBXhaw Downtown Park BY: Benesch PROJECT NUMBER: 17000403.01 DATE: 7/8/21 REV: 12/10/21 — Cross -Section io " mi of NCDOT#5 5 #57 washed stone m n r ') 3600cu ft/acre--_-- r 1 2 5' Nl i.5: filter -�a fabric D ga settled top Z� 0—fill 6" far Plan mesettlent t �EmergencYbY- 5 min —� pass 6 below ❑ T ____ rr,X settled m p of 2 to 3.5 ----- _----- Natural Ground filter fabric 3' 17000403.01 NC Sediment Traps Page 2 TEMP. SEDIMENT TRAP 4-PRE PROJECT NAME: WBXhaW Downtown Park BY: Benesch PROJECT NUMBER: 17000403.01 DATE: 7/8/21 REV: 10/4/21 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL SECTION 6.61 AND SECTION 8.07. WHERE: Ito= 7.48 in/hr (10 YEAR STORM) DISTURBED AREA= 0.45 Ac A= 0.00 Ac GRASS C= 0.30 DRAINAGE AREA= 0.85 Ac A= 0.59 Ac SOIL C= 0.55 A= 0.40 Ac WOODS C= 0.25 PEAK FLOW: Qlo = Ccl,OA A= 0.00 Ac BLDG/PVM'T C= 0.95 Q10 = 3.18 cfs A= 0.99 Ac TOTAL Cc= 0.43 RASIN STAGF/ STORAGF- ELEV. CONTOUR AREA s AVG. AREA s VOL c ACCUM. VOL cf. 627.5 695.00 0 0 0 628 826.00 761 380 380 629 1106.00 966 966 1346 630 1412.00 1259 1259 2605 631 1742.00 1577 1 1577 1 4182 632 2098.00 1920 1 1920 1 6102 DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY: HE=[Qio/ (C x L)]213 WHERE: C= 2.7 LENGTH (4' min.) HEAD (HE) 5 It 0.38 It OK loft 0.24 It OK 15 It 0.18 It OK 20 It 0.15 It OK 25 ft 0.13 It OK USE L= 5 It SPILLWAY, HE= 0.38 It REQUIRED BASIN VOLUME, (VRMDISTURBED AREA X 3600 cf/ac)= 1,620 cf REQUIRED Q10 SURFACE AREA, (AR)= (435 x Q10cfs)= 1,381 sf DETERMINE ELEVATION OF Q10 YR STORM, (X): ELEV. AREA (sf) 629 1106 X 1381 X= 629.87 631 1742 DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE, (Hs)=[(Qlo EL.) - HE] Hs= 629.49 Use Hs= 630.00 DETERMINE VOLUME OF SEDIMENT STORAGE, (Vs) @ Hs: ELEV. VOLUME (cf) 629.00 1346 Hs= 630.00 1620 Vs= 629.22 630 2605 17000403.01 NC Sediment Traps Page 1 TEMP. SEDIMENT TRAP 4-PRE PROJECT NAME: WBXhaw Downtown Park BY: Benesch PROJECT NUMBER: 17000403.01 DATE: 7/8/21 REV: 10/4/21 — Cross -Section io " mi of NCDOT#5 5 #57 washed stone m n r ') 3600cu ft/acre--_-- r 1 2 5' Nl i.5: filter -�a fabric D ga settled top Z� 0—fill 6" far Plan mesettlent t �EmergencYbY- 5 min —� pass 6 below ❑ T ____ rr,X settled m p of 2 to 3.5 ----- _----- Natural Ground filter fabric 3' 17000403.01 NC Sediment Traps Page 2 TEMP. SEDIMENT TRAP 4-POST PROJECT NAME: WBXhaW Downtown Park BY: Benesch PROJECT NUMBER: 17000403.01 DATE: 7/8/21 REV: 10/4/21 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL SECTION 6.61 AND SECTION 8.07. WHERE: Ito= 7.48 in/hr (10 YEAR STORM) DISTURBED AREA= 0.32 Ac A= 0.00 Ac GRASS C= 0.30 DRAINAGE AREA= 0.85 Ac A= 0.32 Ac SOIL C= 0.55 A= 0.40 Ac WOODS C= 0.25 PEAK FLOW: Qlo = Ccl,OA A= 0.13 Ac BLDG/PVM'T C= 0.95 Q10 = 2.99 cfs A= 0.85 Ac TOTAL Cc= 0.47 RASIN STAGF/ STORAGF- ELEV. CONTOUR AREA s AVG. AREA s VOL c ACCUM. VOL cf. 627.5 695.00 0 0 0 628 826.00 761 380 380 629 1106.00 966 966 1346 630 1412.00 1259 1259 2605 631 1742.00 1577 1 1577 1 4182 632 2098.00 1920 1 1920 1 6102 DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY: HE=[Qio/ (C x L)]213 WHERE: C= 2.7 LENGTH (4' min.) HEAD (HE) 5 It 0.36 It OK loft 0.23 It OK 15 It 0.17 It OK 20 It 0.14 It OK 25 ft 0.12 It OK USE L= 5 It SPILLWAY, HE= 0.36 It REQUIRED BASIN VOLUME, (VRMDISTURBED AREA X 3600 cf/ac)= 1,152 cf REQUIRED Q10 SURFACE AREA, (AR)= (435 x Qlocfs)= 1,300 sf DETERMINE ELEVATION OF Q10 YR STORM, (X): ELEV. AREA (sf) 629 1106 X 1300 X= 629.63 630 1412 DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE, (Hs)=[(Qlo EL.) - HE] Hs= 629.27 Use Hs= 630.00 DETERMINE VOLUME OF SEDIMENT STORAGE, (Vs) @ Hs: ELEV. VOLUME (cf) 631.00 4182 Hs= 630.00 1152 Vs= 629.42 632 6102 17000403.01 NC Sediment Traps Page 1 TEMP. SEDIMENT TRAP 4-POST PROJECT NAME: WBXhaw Downtown Park BY: Benesch PROJECT NUMBER: 17000403.01 DATE: 7/8/21 REV: 10/4/21 — Cross -Section io " mi of NCDOT#5 5 #57 washed stone m n r ') 3600cu ft/acre--_-- r 1 2 5' Nl i.5: filter -�a fabric D ga settled top Z� 0—fill 6" far Plan mesettlent t �EmergencYbY- 5 min —� pass 6 below ❑ T ____ rr,X settled m p of 2 to 3.5 ----- _----- Natural Ground filter fabric 3' 17000403.01 NC Sediment Traps Page 2 SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.4.21 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.64 AND SECTION 8.07. DRAINAGE AREA= 2.32 ac. DENUDED AREA- 2.24 ac. PEAK FLOW: Q2 = CCI2A WHERE: I2= 5.95 in/hr (2yr) (5 min. Tc) Q2 = 7.45 cfs Ito= 7.61 In/hr (10yr) I25= 8.42 in/hr (25yr) Qlo= CCI10A A= 0.08 ac. Woods C= 0.25 Q10= 9.53 cfs A= 0.00 ac. Grass C= 0.30 A= 2.24 ac. Bare Soil C= 0.55 Q25= CCI10A A= 0.00 ac. Gravel C= 0.90 Q25= 10.54 cfs A= 0.00 ac. Buildg/pavt C= 0.95 A= 2.32 ac. TOTAL DRAINAGE AREA Cc= 0.54 COMPOSITE C BASIN STAGE/ STORAGE: DWG. SCALE: V= 1 (NOTEMAX FILL HEIGHT= 5') ELEV. PLANIMETER READING AREA (sf) AVG. AREA (sf) VOL (cf) ACCUM. VOL (cf.) 621 1805 1805 0 0 0 622 3281 3281 2543 2543 2543 623 4174 4174 3728 3728 6271 624 4957 4957 4566 4566 10836 625 5796 5796 5377 5377 16213 0 0 0 16213 0 0 0 16213 0 0 0 16213 0 0 0 16213 0 0 0 16213 0 0 0 16213 0 0 0 16213 " ELEVAI ION 62U IS BELUVV SKIMMEK (bEUIMEN I S I UKAGE). NO INGLUULU IN IABLE UK UKAVVUUVVN GALLS. REQUIRED BASIN VOL. (1800xDA) = 4,032 cf. DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (cf) BASED ON REQUIRED BASIN VOLUME: 622 2543 X 4032 X= 622.40 623 6270.5 H= 1.40 REQUIRED SURFACE AREA ( xQ1o) = 4,145 Sq.Ft. DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (sf) BASED ON REQUIRED SURFACE AREA: 622 3281 X 4145 X= 622.97 623 4174 H= 1.97 H= 1.97 DESIGN ELEVATION OF SEDIMENT STORAGE: USE H= 2.00 RISER DESIGN : DETERMINE HEAD ON RISER FOR VARIOUS DRAINAGE STRUCTURES Hr=[Qp / Cw x L]2(3 WHERE: Qp= 9.53 cfs Cw= 3.3 WEIR COEFF. RISER DIM. (L x W) HEAD (Hr) L= WEIR LENGTH (INTERIOR: 4 ft. 0.32 ft. 5 ft. 0.28 ft. 6 ft. 0.24 ft. 7 ft. 0.22 ft. NOTE: MAX. HEAD ALLOWED 1.5 USE 5 ft. SQ. RISER, Hr= 0.28 ft. Qr= 9.53 cfs SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE PROJECT NAME: COUNTY: PROJECT NUMBER BARREL DESIGN ANTISEEP COLLAR ANTIFLOTATION BLOCK: SKIMMER SIZING: Waxhaw Downtown Park Union 17000403.01 BY: KJ W DATE: 07.10.21 REV: 10.4.21 DETERMINE THE REQUIRED BARREL SIZE Q = Cd x A x (2G H b) 0.5 WHERE: Cd= 0.59 A= PIPE AREA (sf.) Hb= "Z" + "Hr"-DIA./2 BARREL DIA. HEAD (Hb) DISCHARGE 15 in. 1.65 ft. 7.46 cfs 18 in. 1.53 ft. 10.33 cfs 24 in. 1.28 ft. 16.80 cfs 30 in. 1.03 ft. 23.53 cfs 36 in. 0.78 ft. 29.47 cfs 42 in. 0.53 ft. 33.01 cfs 48 in. 0.28 ft. 31.21 cfs USE 18 in. BARREL, Qb= 10.33 cfs 1 BARREL(S) COLLAR SIZE = BARREL DIA. + 1.5' + 1.5' = 4.5 ft. VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA = H x 4 x L WHERE: H= 2.00 ft. = 40.00 cf. L= 5.00 ft. WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf = 2496 lb. WEIGHT OF CONCRETE REQUIRED = 1.1 x 2496 = 2746 lb. REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(WIDTH)(150 Ib/cf - 62.4 lb/cf) BLOCK SIZE THICKNESS 7.00 ft. sq. 0.64 ft. 7.50 ft. sq. 0.56 ft. 8.00 ft. sq. 0.49 ft. 8.50 ft. sq. 0.43 ft. 9.00 ft. sq. 0.39 ft. USE 7.00 ft. SQUARE BLOCK, 12 in. THICK Required Volume= 6,271 cf Number of skimmers: 1 Min. Dewatering Time (days)= 4 days Optimal Skimmer Size= 1.5 " Orifice Area Required (sq. in.)= 1.63 sq. in. Skimmer Orifice Size (RADIUS)= 0.7 " Skimmer Orifice Size (DIAMETER)= 1.4 " Provided Volume= 6271 cf Dewatering Time (days)= 3.7 days (5 days max.; 3 days optimal) From Faircloth Skimmer Design Manual 11/07 Skimmer Size (inches) Cap./Day (cf) Head (ft) 1.5 1,728 0.125 2.0 3,283 0.167 2.5 6,234 0.208 3.0 9,774 0.25 4.0 20,109 0.333 5.0 32,832 4" head 0.333 6.0 51,840 5" head 0.417 8.0 97,978 6" head 0.5 Skimmer Orifice Size (in) 1.5 960 cf 2.0 1,123 cf 2.5 1,270 cf 3.0 1,382 cf 4.0 1,601 cf 5.0 1,642 cf 6.0 1,814 cf 8.0 1,987 cf SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.4.21 EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Q,O-Qp Qlo= CcI10A WHERE: Cc= 0.54 COMPOSITE C Q10= 9.53 cfs 110= 7.61 in/hr (10 YR STORM) A= 2.32 ac. Qp= FLOW THRU THE PRINCIPLE STRUCTURE RISER CAPACITY= 9.53 cfs BARREL CAP.= 10.33 cfs RISER CONTROLS Qp= 9.53 cfs FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY Qe= 0.00 cfs SPILLWAY NOT REQUIRED TEMPORARY SEDIMENT BASIN #1 PRE SUMMARY TOP OF DAM EL. 625.00 Hr RISER CREST FREEBOARD (1' min.) DESIGN HIGH WATER EL. 623.28 RISER DIA. (IN.) BARREL DIA.(IN.) BARREL SLOPE (%) D (in.) S (ft.) Z A Y (ft.) H (ft.) L (ft.) STORAGE REQ'D (cf.) 5 18 1.00 12 7.00 4.00 2.28 2.00 N W 4032 SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE PROJECT NAME: Waxhaw Downtown Park COUNTY: Union PROJECT NUMBER: 17000403.01 Detail Information: 6" min Freeboard Spill.Eev (ft.) (ft.) 0.00 1.72 DATA BLOCK (For Plans): BY: KJ W DATE: 07.10.21 REV: 10.4.21 BASIN # DRAINAGE AREA (AC) DENUDED AREA (AC) Qio (CFS) BASIN VOLUME BASIN SURFACE AREA REQ'D (CF) PROV. (CF) REQ'D (SF) PROV. (SF) #1 PRE 2.32 2.24 9.53 4032 1 6271 4145 4174 CLEANOUT H Z L T W SKIMMER SKIMMER DEPTH (H/2) PIPE DIAM ORR. DIAM (FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN) 1.00 2.00 4 NA 2.00 NA 1.5 1.4 QVIRARACD DACIAI IA11 DCDRA /111T1 CT CTDI lt`71IDC 414 D/lCT PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.04.21 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.64 AND SECTION 8.07. DRAINAGE AREA= 1.70 ac. DENUDED AREA- 1.12 ac. PEAK FLOW: Q2 = CCI2A WHERE: I2= 5.95 in/hr (2yr) (5 min. Tc) Q2 = 6.82 cfs Ito= 7.61 In/hr (10yr) I25= 8.42 in/hr (25yr) Qlo= CCI10A A= 0.03 ac. Woods C= 0.25 Q10= 8.72 cfs A= 0.00 ac. Grass C= 0.30 A= 1.12 ac. Bare Soil C= 0.55 Q25= CCI10A A= 0.00 ac. Gravel C= 0.90 Q25= 9.65 cfs A= 0.55 ac. Buildg/pavt C= 0.95 A= 1.70 ac. TOTAL DRAINAGE AREA Cc= 0.67 COMPOSITE C BASIN STAGE/ STORAGE: DWG. SCALE: V= 1 (NOTEMAX FILL HEIGHT= 5') ELEV. PLANIMETER READING AREA (sf) AVG. AREA (sf) VOL (cf) ACCUM. VOL (cf.) 621 1805 1805 0 0 0 622 3281 3281 2543 2543 2543 623 3969 3969 3625 3625 6168 624 4714 4714 4342 4342 10510 625 5515 5515 5115 5115 15624 0 0 0 15624 0 0 0 15624 0 0 0 15624 0 0 0 15624 0 0 0 15624 0 0 0 15624 0 0 0 15624 " ELEVAI ION 62U IS BELUVV SKIMMEK (bEUIMEN I S I UKAGE). NO INGLUULU IN IABLE UK UKAVVUUVVN GALLS. REQUIRED BASIN VOL. (1800xDA) = 2,016 cf. DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (cf) BASED ON REQUIRED BASIN VOLUME: 621 0 X 2016 X= 621.79 622 2543 H= 0.79 REQUIRED SURFACE AREA ( xQ1o) = 3,794 Sq.Ft. DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (sf) BASED ON REQUIRED SURFACE AREA: 622 3281 X 3794 X= 622.75 623 3969 H= 1.75 H= 1.75 DESIGN ELEVATION OF SEDIMENT STORAGE: USE H= 2.00 RISER DESIGN : DETERMINE HEAD ON RISER FOR VARIOUS DRAINAGE STRUCTURES Hr=[Qp / Cw x L]2(3 WHERE: Qp= 8.72 cfs Cw= 3.3 WEIR COEFF. RISER DIM. (L x W) HEAD (Hr) L= WEIR LENGTH (INTERIOR: 4 ft. 0.30 ft. 5 ft. 0.26 ft. 6 ft. 0.23 ft. 7 ft. 0.21 ft. NOTE: MAX. HEAD ALLOWED 1.5 USE 5 ft. SQ. RISER, Hr= 0.26 ft. Qr= 8.72 cfs SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST PROJECT NAME: COUNTY: PROJECT NUMBER BARREL DESIGN ANTISEEP COLLAR ANTIFLOTATION BLOCK: SKIMMER SIZING: Waxhaw Downtown Park Union 17000403.01 BY: KJ W DATE: 07.10.21 REV: 10.04.21 DETERMINE THE REQUIRED BARREL SIZE Q = Cd x A x (2G H b) 0.5 WHERE: Cd= 0.59 A= PIPE AREA (sf.) Hb= "Z" + "Hr"-DIA./2 BARREL DIA. HEAD (Hb) DISCHARGE 15 in. 1.63 ft. 7.43 cfs 18 in. 1.51 ft. 10.28 cfs 24 in. 1.26 ft. 16.69 cfs 30 in. 1.01 ft. 23.35 cfs 36 in. 0.76 ft. 29.17 cfs 42 in. 0.51 ft. 32.51 cfs 48 in. 0.26 ft. 30.30 cfs USE 18 in. BARREL, Qb= 10.28 cfs 1 BARREL(S) COLLAR SIZE = BARREL DIA. + 1.5' + 1.5' = 4.5 ft. VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA = H x 4 x L WHERE: H= 2.00 ft. = 40.00 cf. L= 5.00 ft. WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf = 2496 lb. WEIGHT OF CONCRETE REQUIRED = 1.1 x 2496 = 2746 lb. REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(WIDTH)(150 Ib/cf - 62.4 lb/cf) BLOCK SIZE THICKNESS 7.00 ft. sq. 0.64 ft. 7.50 ft. sq. 0.56 ft. 8.00 ft. sq. 0.49 ft. 8.50 ft. sq. 0.43 ft. 9.00 ft. sq. 0.39 ft. USE 7.00 ft. SQUARE BLOCK, 12 in. THICK Required Volume= 6,168 cf Number of skimmers: 1 Min. Dewatering Time (days)= 4 days Optimal Skimmer Size= 1.5 " Orifice Area Required (sq. in.)= 1.61 sq. in. Skimmer Orifice Size (RADIUS)= 0.7 " Skimmer Orifice Size (DIAMETER)= 1.4 " Provided Volume= 6168 cf Dewatering Time (days)= 3.7 days (5 days max.; 3 days optimal) From Faircloth Skimmer Design Manual 11/07 Skimmer Size (inches) Cap./Day (cf) Head (ft) 1.5 1,728 0.125 2.0 3,283 0.167 2.5 6,234 0.208 3.0 9,774 0.25 4.0 20,109 0.333 5.0 32,832 4" head 0.333 6.0 51,840 5" head 0.417 8.0 97,978 6" head 0.5 Skimmer Orifice Size (in) 1.5 960 cf 2.0 1,123 cf 2.5 1,270 cf 3.0 1,382 cf 4.0 1,601 cf 5.0 1,642 cf 6.0 1,814 cf 8.0 1,987 cf SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.04.21 EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Q,O-Qp Qlo= CcI10A WHERE: Cc= 0.67 COMPOSITE C Q10= 8.72 cfs 110= 7.61 in/hr (10 YR STORM) A= 1.70 ac. Qp= FLOW THRU THE PRINCIPLE STRUCTURE RISER CAPACITY= 8.72 cfs BARREL CAP.= 10.28 cfs RISER CONTROLS Qp= 8.72 cfs FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY Qe= 0.00 cfs SPILLWAY NOT REQUIRED TEMPORARY SEDIMENT BASIN #1 POST SUMMARY TOP OF DAM EL. 625.00 Hr RISER CREST FREEBOARD (1' min.) DESIGN HIGH WATER EL. 623.26 RISER DIA. (IN.) BARREL DIA.(IN.) BARREL SLOPE (%) D (in.) S (ft.) Z A Y (ft.) H (ft.) L (ft.) STORAGE REQ'D (cf.) 5 18 1.00 12 7.00 4.00 2.26 2.00 N W 2016 SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST PROJECT NAME: Waxhaw Downtown Park COUNTY: Union PROJECT NUMBER: 17000403.01 Detail Information: 6" min Freeboard Spill.Eev (ft.) (ft.) 0.00 1.74 DATA BLOCK (For Plans): BY: KJ W DATE: 07.10.21 REV: 10.04.21 BASIN # DRAINAGE AREA (AC) DENUDED AREA (AC) Qio (CFS) BASIN VOLUME BASIN SURFACE AREA REQ'D (CF) PROV. (CF) REQ'D (SF) PROV. (SF) #1 POST 1.70 1.12 8.72 2016 1 6168 3794 3969 CLEANOUT H Z L T W SKIMMER SKIMMER DEPTH (H/2) PIPE DIAM ORR. DIAM (FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN) 1.00 2.00 4 NA 2.00 NA 1.5 1.4 SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #2 PRE PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.04.21 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.64 AND SECTION 8.07. DRAINAGE AREA= 1.74 ac. DENUDED AREA- 1.74 ac. PEAK FLOW: Q2 = CCI2A WHERE: I2= 5.95 in/hr (2yr) (5 min. Tc) Q2 = 5.69 cfs Ito= 7.61 In/hr (10yr) I25= 8.42 in/hr (25yr) Qlo= CCI10A A= 0.00 ac. Woods C= 0.25 Q10= 7.28 cfs A= 0.00 ac. Grass C= 0.30 A= 1.74 ac. Bare Soil C= 0.55 Q25= CCI10A A= 0.00 ac. Gravel C= 0.90 Q25= 8.06 cfs A= 0.00 ac. Buildg/pavt C= 0.95 A= 1.74 ac. TOTAL DRAINAGE AREA Cc= 0.55 COMPOSITE C BASIN STAGE/ STORAGE: DWG. SCALE: V= 1 (NOTEMAX FILL HEIGHT= 5') ELEV. PLANIMETER READING AREA (sf) AVG. AREA (sf) VOL (cf) ACCUM. VOL (cf.) 627 4720 4720 0 0 0 628 5567 5567 5144 5144 5144 629 6471 6471 6019 6019 11163 630 7432 7432 6952 6952 18114 631 8451 8451 7942 7942 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 " ELEVAI ION 626 IS BELUVV SKIMMEK (bEUIMEN I S I UKAGE). NO INGLUULU IN IABLE UK UKAVVUUVVN GALLS. REQUIRED BASIN VOL. (1800xDA) = 3,132 cf. DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (cf) BASED ON REQUIRED BASIN VOLUME: 627 0 X 3132 X= 627.61 628 5143.5 H= 0.61 REQUIRED SURFACE AREA ( xQ1o) = 3,168 Sq.Ft. DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (sf) BASED ON REQUIRED SURFACE AREA: 627 4720 X 3168 X= 625.17 628 5567 H= -1.83 H= 0.61 DESIGN ELEVATION OF SEDIMENT STORAGE: USE H= 2.00 RISER DESIGN : DETERMINE HEAD ON RISER FOR VARIOUS DRAINAGE STRUCTURES Hr=[Qp / Cw x L]2(3 WHERE: Qp= 7.28 cfs Cw= 3.3 WEIR COEFF. RISER DIM. (L x W) HEAD (Hr) L= WEIR LENGTH (INTERIOR: 4 ft. 0.27 ft. 5 ft. 0.23 ft. 6 ft. 0.20 ft. 7 ft. 0.18 ft. NOTE: MAX. HEAD ALLOWED 1.5 USE 5 ft. SQ. RISER, Hr= 0.23 ft. Qr= 7.28 cfs SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #2 PRE PROJECT NAME: COUNTY: PROJECT NUMBER BARREL DESIGN ANTISEEP COLLAR ANTIFLOTATION BLOCK: SKIMMER SIZING: Waxhaw Downtown Park Union 17000403.01 BY: KJ W DATE: 07.10.21 REV: 10.04.21 DETERMINE THE REQUIRED BARREL SIZE Q = Cd x A x (2G H b) 0.5 WHERE: Cd= 0.59 A= PIPE AREA (sf.) Hb= "Z" + "Hr"-DIA./2 BARREL DIA. HEAD (Hb) DISCHARGE 15 in. 1.61 ft. 7.36 cfs 18 in. 1.48 ft. 10.18 cfs 24 in. 1.23 ft. 16.50 cfs 30 in. 0.98 ft. 23.01 cfs 36 in. 0.73 ft. 28.60 cfs 42 in. 0.48 ft. 31.56 cfs 48 in. 0.23 ft. 28.54 cfs USE 24 in. BARREL, Qb= 16.50 cfs 1 BARREL(S) COLLAR SIZE = BARREL DIA. + 1.5' + 1.5' = 5 ft. VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA = H x 4 x L WHERE: H= 2.00 ft. = 40.00 cf. L= 5.00 ft. WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf = 2496 lb. WEIGHT OF CONCRETE REQUIRED = 1.1 x 2496 = 2746 lb. REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(WIDTH)(150 Ib/cf - 62.4 lb/cf) BLOCK SIZE THICKNESS 7.00 ft. sq. 0.64 ft. 7.50 ft. sq. 0.56 ft. 8.00 ft. sq. 0.49 ft. 8.50 ft. sq. 0.43 ft. 9.00 ft. sq. 0.39 ft. USE 7.00 ft. SQUARE BLOCK, 12 in. THICK Required Volume= 11,163 cf Number of skimmers: 1 Min. Dewatering Time (days)= 4 days Optimal Skimmer Size= 2 " Orifice Area Required (sq. in.)= 2.48 sq. in. Skimmer Orifice Size (RADIUS)= 0.9 " Skimmer Orifice Size (DIAMETER)= 1.8 " Provided Volume= 11163 cf Dewatering Time (days)= 3.7 days (5 days max.; 3 days optimal) From Faircloth Skimmer Design Manual 11/07 Skimmer Size (inches) Cap./Day (cf) Head (ft) 1.5 1,728 0.125 2.0 3,283 0.167 2.5 6,234 0.208 3.0 9,774 0.25 4.0 20,109 0.333 5.0 32,832 4" head 0.333 6.0 51,840 5" head 0.417 8.0 97,978 6" head 0.5 Skimmer Orifice Size (in) 1.5 960 cf 2.0 1,123 cf 2.5 1,270 cf 3.0 1,382 cf 4.0 1,601 cf 5.0 1,642 cf 6.0 1,814 cf 8.0 1,987 cf SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #2 PRE PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.04.21 Qjo= CcIjoA WHERE: Cc= 0.55 COMPOSITE C Q10= 7.28 cfs 110= 7.61 in/hr (10 YR STORM) A= 1.74 ac. Qp= FLOW THRU THE PRINCIPLE STRUCTURE RISER CAPACITY= 7.28 cfs BARREL CAP.= 16.50 cfs RISER CONTROLS Qp= 7.28 cfs FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY Qe= 0.00 cfs SPILLWAY NOT REQUIRED DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY He=[Qe/ (C x L)]213 WHERE: C= 2.7 LENGTH HEAD (He) 10 ft. 0.00 ft. 15 ft. 0.00 ft. 20 ft. 0.00 ft. 25 ft. 0.00 ft. 30 ft. 0.00 ft. USE 20 ft. SPILLWAY. He= 0.00 ft. TEMPORARY SEDIMENT BASIN TOP OF DAM EL. 631.00 SPILLWAY LENGTH (L) SPILLWAY EL. 629.23 Hr Z RISER CREST Y r n #2 PRE SUMMARY I FREEBOARD (1' min.) �JDESIGN HIGH WATER ZL 629.23 He BARREL RISER DIA. (IN.) BARREL DIA.(IN.) BARREL SLOPE (%) D (in.) S (ft.) Z (ft,) Y (ft.) H (ft.) L (ft.) STORAGE REQ'D (cf.) 5 24 1.00 12 7.00 4.00 2.23 2.00 20 3132 SHEET NOT NEEDED- DISCARD SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #2 PRE PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.04.21 EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Q,O-Qp Qlo= CcI10A WHERE: Cc= 0.55 COMPOSITE C Q10= 7.28 cfs 110= 7.61 in/hr (10 YR STORM) A= 1.74 ac. Qp= FLOW THRU THE PRINCIPLE STRUCTURE RISER CAPACITY= 7.28 cfs BARREL CAP.= 16.50 cfs RISER CONTROLS Qp= 7.28 cfs FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY Qe= 0.00 cfs SPILLWAY NOT REQUIRED TEMPORARY SEDIMENT BASIN #2 PRE SUMMARY TOP OF DAM EL. 631.00 Hr RISER CREST FREEBOARD (1' min.) DESIGN HIGH WATER EL. 629.23 RISER DIA. (IN.) BARREL DIA.(IN.) BARREL SLOPE (%) D (in.) S (ft.) Z A Y (ft.) H (ft.) L (ft.) STORAGE REQ'D (cf.) 5 24 1.00 12 7.00 4.00 2.23 2.00 N W 3132 SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #2 PRE PROJECT NAME: Waxhaw Downtown Park COUNTY: Union PROJECT NUMBER: 17000403.01 Detail Information: 6" min Freeboard Spill.Eev (ft.) (ft.) 0.00 1.77 DATA BLOCK (For Plans): BY: KJ W DATE: 07.10.21 REV: 10.04.21 BASIN # DRAINAGE AREA (AC) DENUDED AREA (AC) Qio (CFS) BASIN VOLUME BASIN SURFACE AREA REQ'D (CF) PROV. (CF) REQ'D (SF) PROV. (SF) #2 PRE 1.74 1.74 7.28 3132 1 11163 3168 6471 CLEANOUT H Z L T W SKIMMER SKIMMER DEPTH (H/2) PIPE DIAM ORR. DIAM (FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN) 1.00 2.00 4 NA 2.00 NA 2.0 1.8 QVIRARACD DACIAI IA11 DCDRA /111T1 CT CTDI lt`71IDC *7 D/lCT PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.04.21 THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.64 AND SECTION 8.07. DRAINAGE AREA= 2.50 ac. DENUDED AREA- 1.08 ac. PEAK FLOW: Q2 = CCI2A WHERE: I2= 5.95 in/hr (2yr) (5 min. Tc) Q2 = 11.27 cfs Ito= 7.61 In/hr (10yr) I25= 8.42 in/hr (25yr) Qlo= CCI10A A= 0.08 ac. Woods C= 0.25 Q10= 14.41 cfs A= 0.02 ac. Grass C= 0.30 A= 1.03 ac. Bare Soil C= 0.55 Q25= CCI10A A= 0.00 ac. Gravel C= 0.90 Q25= 15.95 cfs A= 1.37 ac. Buildg/pavt C= 0.95 A= 2.50 ac. TOTAL DRAINAGE AREA Cc= 0.76 COMPOSITE C BASIN STAGE/ STORAGE: DWG. SCALE: V= 1 (NOTEMAX FILL HEIGHT= 5') ELEV. PLANIMETER READING AREA (sf) AVG. AREA (sf) VOL (cf) ACCUM. VOL (cf.) 627 4720 4720 0 0 0 628 5567 5567 5144 5144 5144 629 6471 6471 6019 6019 11163 630 7432 7432 6952 6952 18114 631 8451 8451 7942 7942 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 0 0 0 26056 " ELEVAI ION 626 IS BELUVV SKIMMEK (bEUIMEN I S I UKAGE). NO INGLUULU IN IABLE UK UKAVVUUVVN GALLS. REQUIRED BASIN VOL. (1800xDA) = 1,944 cf. DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (cf) BASED ON REQUIRED BASIN VOLUME: 627 0 X 1944 X= 627.38 628 5143.5 H= 0.38 REQUIRED SURFACE AREA ( xQ1o) = 6,270 Sq.Ft. DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (sf) BASED ON REQUIRED SURFACE AREA: 628 5567 X 6270 X= 628.78 629 6471 H= 1.78 H= 1.78 DESIGN ELEVATION OF SEDIMENT STORAGE: USE H= 2.00 RISER DESIGN : DETERMINE HEAD ON RISER FOR VARIOUS DRAINAGE STRUCTURES Hr=[Qp / Cw x L]2(3 WHERE: Qp= 14.41 cfs Cw= 3.3 WEIR COEFF. RISER DIM. (L x W) HEAD (Hr) L= WEIR LENGTH (INTERIOR: 4 ft. 0.42 ft. 5 ft. 0.36 ft. 6 ft. 0.32 ft. 7 ft. 0.29 ft. NOTE: MAX. HEAD ALLOWED 1.5 USE 5 ft. SQ. RISER, Hr= 0.36 ft. Qr= 14.41 cfs SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #2 POST PROJECT NAME: COUNTY: PROJECT NUMBER BARREL DESIGN ANTISEEP COLLAR ANTIFLOTATION BLOCK: SKIMMER SIZING: Waxhaw Downtown Park Union 17000403.01 BY: KJ W DATE: 07.10.21 REV: 10.04.21 DETERMINE THE REQUIRED BARREL SIZE Q = Cd x A x (2G H b) 0.5 WHERE: Cd= 0.59 A= PIPE AREA (sf.) Hb= "Z" + "Hr"-DIA./2 BARREL DIA. HEAD (Hb) DISCHARGE 15 in. 1.74 ft. 7.66 cfs 18 in. 1.61 ft. 10.63 cfs 24 in. 1.36 ft. 17.36 cfs 30 in. 1.11 ft. 24.52 cfs 36 in. 0.86 ft. 31.08 cfs 42 in. 0.61 ft. 35.65 cfs 48 in. 0.36 ft. 35.83 cfs USE 24 in. BARREL, Qb= 17.36 cfs 1 BARREL(S) COLLAR SIZE = BARREL DIA. + 1.5' + 1.5' = 5 ft. VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA = H x 4 x L WHERE: H= 2.00 ft. = 40.00 cf. L= 5.00 ft. WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf = 2496 lb. WEIGHT OF CONCRETE REQUIRED = 1.1 x 2496 = 2746 lb. REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(WIDTH)(150 Ib/cf - 62.4 lb/cf) BLOCK SIZE THICKNESS 7.00 ft. sq. 0.64 ft. 7.50 ft. sq. 0.56 ft. 8.00 ft. sq. 0.49 ft. 8.50 ft. sq. 0.43 ft. 9.00 ft. sq. 0.39 ft. USE 7.00 ft. SQUARE BLOCK, 12 in. THICK Required Volume= 11,163 cf Number of skimmers: 1 Min. Dewatering Time (days)= 4 days Optimal Skimmer Size= 2 " Orifice Area Required (sq. in.)= 2.48 sq. in. Skimmer Orifice Size (RADIUS)= 0.9 " Skimmer Orifice Size (DIAMETER)= 1.8 " Provided Volume= 11163 cf Dewatering Time (days)= 3.7 days (5 days max.; 3 days optimal) From Faircloth Skimmer Design Manual 11/07 Skimmer Size (inches) Cap./Day (cf) Head (ft) 1.5 1,728 0.125 2.0 3,283 0.167 2.5 6,234 0.208 3.0 9,774 0.25 4.0 20,109 0.333 5.0 32,832 4" head 0.333 6.0 51,840 5" head 0.417 8.0 97,978 6" head 0.5 Skimmer Orifice Size (in) 1.5 960 cf 2.0 1,123 cf 2.5 1,270 cf 3.0 1,382 cf 4.0 1,601 cf 5.0 1,642 cf 6.0 1,814 cf 8.0 1,987 cf SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #2 POST PROJECT NAME: Waxhaw Downtown Park BY: KJW COUNTY: Union DATE: 07.10.21 PROJECT NUMBER: 17000403.01 REV: 10.04.21 EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Q,O-Qp Qlo= CcI10A WHERE: Cc= 0.76 COMPOSITE C Q10= 14.41 cfs 110= 7.61 in/hr (10 YR STORM) A= 2.50 ac. Qp= FLOW THRU THE PRINCIPLE STRUCTURE RISER CAPACITY= 14.41 cfs BARREL CAP.= 17.36 cfs RISER CONTROLS Qp= 14.41 cfs FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY Qe= 0.00 cfs SPILLWAY NOT REQUIRED TEMPORARY SEDIMENT BASIN #2 POST SUMMARY TOP OF DAM EL. 631.00 Hr RISER CREST FREEBOARD (1' min.) DESIGN HIGH WATER EL. 629.36 RISER DIA. (IN.) BARREL DIA.(IN.) BARREL SLOPE (%) D (in.) S (ft.) Z A Y (ft.) H (ft.) L (ft.) STORAGE REQ'D (cf.) 5 24 1.00 12 7.00 4.00 2.36 2.00 N W 1944 SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #2 POST PROJECT NAME: Waxhaw Downtown Park COUNTY: Union PROJECT NUMBER: 17000403.01 Detail Information: 6" min Freeboard Spill.Eev (ft.) (ft.) 0.00 1.64 DATA BLOCK (For Plans): BY: KJ W DATE: 07.10.21 REV: 10.04.21 BASIN # DRAINAGE AREA (AC) DENUDED AREA (AC) Qio (CFS) BASIN VOLUME BASIN SURFACE AREA REQ'D (CF) PROV. (CF) REQ'D (SF) PROV. (SF) #2 POST 2.50 1.08 14.41 1944 1 11163 6270 6471 CLEANOUT H Z L T W SKIMMER SKIMMER DEPTH (H/2) PIPE DIAM ORR. DIAM (FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN) 1.00 2.00 4 NA 2.00 NA 2.0 1.8 RIP RAP OUTLET PROTECTION PROJECT NAME: Waxhaw Downtown Park BY: MJD PROJECT NUMBER: 17000403.01 DATE: 7.13.2021 REV: 1.12.22 DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL. ASSUME TAILWATER DEPTH < 0.5 Do RIP RAP GRADATION PER NCDOT SPECIFICATIONS RIP RAP CLASS MINIMUM MIDRANGE MAXIMUM (IN) (IN) (IN) A 2 4 6 B 5 8 12 1 5 10 17 2 9 14 23 FES # 1 USE CLASS B RIP RAP DISCHARGE (Q)= 14.40 cfs d50= 8 in. PIPE DIA. (Do)= 2.00 ft. dMAx= 12 in. FROM FIGURE 8.06A LENGTH (La)= 13.00 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 2.00 + 13.0 = 15.00 ft. APRON THICKNESS= 18.0 in. d50= 0.50 ft. = 6.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 16 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 8 USE CLASS A RIP RAP DISCHARGE (Q)= 2.10 cfs d50= 4 in. PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in. FROM FIGURE 8.06A LENGTH (La)= 8.00 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft. APRON THICKNESS= 9.0 in. d50= 0.33 ft. = 4.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 12 USE CLASS B RIP RAP DISCHARGE (Q)= 2.80 cfs d50= 8 in. PIPE DIA. (Do)= 2.00 ft. dMAx= 12 in. FROM FIGURE 8.06A LENGTH (La)= 14.00 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 2.00 + 14.0 = 16.00 ft. APRON THICKNESS= 18.0 in. d50= 0.40 ft. = 4.80 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 16 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 14 USE CLASS A RIP RAP DISCHARGE (Q)= 2.40 cfs d50= 4 in. PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in. FROM FIGURE 8.06A LENGTH (La)= 8.0 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft. APRON THICKNESS= 9.0 in. d50= 0.33 ft. = 4.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V riprapoutlet.xls Page 1 RIP RAP OUTLET PROTECTION PROJECT NAME: Waxhaw Downtown Park BY: MJD PROJECT NUMBER: 17000403.01 DATE: 7.13.2021 REV: 1.12.22 FES # 15 USE CLASS A RIP RAP DISCHARGE (Q)= 0.50 cfs d50= 4 in. PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in. FROM FIGURE 8.06A LENGTH (La)= 8.0 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft. APRON THICKNESS= 9.0 in. d50= 0.33 ft. = 4.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 22 USE CLASS B RIP RAP DISCHARGE (Q)= 26.80 cfs d50= 8 in. PIPE DIA. (Do)= 3.00 ft. dMAx= 12 in. FROM FIGURE 8.06A LENGTH (La)= 20.00 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 3.00 + 20.0 = 23.00 ft. APRON THICKNESS= 18.0 in. d50= 0.60 ft. = 7.20 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 24 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 23 USE CLASS B RIP RAP DISCHARGE (Q)= 18.20 cfs Total between FES 23 and 22 d50= 8 in. PIPE DIA. (Do)= 2.50 ft. dMAx= 12 in. FROM FIGURE 8.06A LENGTH (La)= 16.00 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 2.50 + 16.0 = 18.50 ft. APRON THICKNESS= 18.0 in. d50= 0.50 ft. = 6.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 20 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 24D USE CLASS A RIP RAP DISCHARGE (Q)= 0.60 cfs d50= 4 in. PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in. FROM FIGURE 8.06A LENGTH (La)= 8.00 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft. APRON THICKNESS= 9.0 in. d50= 0.33 ft. = 4.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 28 DISCHARGE (Q)= 0.70 cfs PIPE DIA. (Do)= 1.25 ft. FROM FIGURE 8.06A LENGTH (La)= 8.00 ft. WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft d50= 0.33 ft. = 4.00 in USE CLASS A RIP RAP d50= 4 in. dMAx= 6 in. APRON THICKNESS= 1.5 x dMAx APRON THICKNESS= 9.0 in. MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= SIDE SLOPE OF RIP RAP APRON (M)= 10 in 2 H:1 V riprapoutlet.xls Page 2 RIP RAP OUTLET PROTECTION PROJECT NAME: Waxhaw Downtown Park BY: MJD PROJECT NUMBER: 17000403.01 DATE: 7.13.2021 REV: 1.12.22 FES # 30 USE CLASS A RIP RAP DISCHARGE (Q)= 0.70 cfs d50= 4 in. PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in. FROM FIGURE 8.06A LENGTH (La)= 8.0 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft. APRON THICKNESS= 9.0 in. d50= 0.33 ft. = 4.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 33 USE CLASS A RIP RAP DISCHARGE (Q)= 1.30 cfs d50= 4 in. PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in. FROM FIGURE 8.06A LENGTH (La)= 8.0 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft. APRON THICKNESS= 9.0 in. d50= 0.33 ft. = 4.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES # 34 USE CLASS B RIP RAP DISCHARGE (Q)= 21.20 cfs d50= 8 in. PIPE DIA. (Do)= 2.00 ft. dMAx= 12 in. FROM FIGURE 8.06A LENGTH (La)= 14.0 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 2.00 + 14.0 = 16.00 ft. APRON THICKNESS= 18.0 in. d50= 0.40 ft. = 4.80 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 16 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V PE# 38 USE CLASS A RIP RAP DISCHARGE (Q)= 0.80 cfs d50= 4 in. PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in. FROM FIGURE 8.06A LENGTH (La)= 8.0 ft. APRON THICKNESS= 1.5 x dMAx WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft. APRON THICKNESS= 9.0 in. d50= 0.33 ft. = 4.00 in MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in SIDE SLOPE OF RIP RAP APRON (M)= 2 H:1 V FES 100 DISCHARGE (Q)= 10.70 cfs PIPE DIA. (Do)= 1.50 ft. FROM FIGURE 8.06A LENGTH (La)= 10.0 ft. WIDTH W=Do + La= 1.50 + 10.0 = 11.50 ft d50= 0.40 ft. = 4.80 in USE CLASS B RIP RAP d50= 8 in. dMAx= 12 in. APRON THICKNESS= 1.5 x dMAx APRON THICKNESS= 18.0 in. MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= SIDE SLOPE OF RIP RAP APRON (M)= 12 in 2 H:1 V riprapoutlet.xls Page 3 Section 4 Stormwater Detention Et Water Quality Wet Detention Basin Worksheet Basin ID: SCM 1 Project Name: Waxhaw Downtown Park Project # : 17000403.01 Designer: Benesch Date: 12.20.21 Rev: 1.10.21 DESIGNED PER 01-03-2017 MINIMUM DESIGN CRITERIA Basin Drainage Area Summary Impervious Area: 1.53 ac Pervious Area: 2.58 ac Off -Site Impervious Area: 0.00 ac Off -Site Pervious Area: 0.00 ac Future Impervious Area: 0.00 ac Future Pervious Area 0.00 ac Total Area: 4.11 ac Percent Impervious: 37.23% Assumed Average Depth of Permanent Pool: 4.00 ft Calculate the Minimum Required Surface Area for the Permanent Pool (based on NCDEQ) Basin Designed for Mtn/Piedmont Region Table 1.1 Surface Area to Drainage Area ISA/DAI. Taken from NCDEQ. 2017 benesch % IMP. Cover PERMANENT POOL AVERAGE DEPTH (ft.) 3.00 4.00 5.00 6.00 7.00 8.00 10% 0.51 0.43 0.37 0.30 0.27 0.25 20% 0.84 0.69 0.61 0.51 0.44 0.40 30% 1.17 0.81 0.84 0.72 0.61 0.56 40% 1.51 1.22 1.09 0.91 0.78 0.71 50% 1.79 1.47 1.31 1.13 0.95 0.87 60% 2.09 1.73 1.49 1.31 1.12 1.03 70% 2.51 2.04 1.80 1.56 1.34 1.17 80% 2.92 2.36 2.07 1.82 1.62 1.40 90% 3.25 2.64 2.31 2.04 1.84 1.59 Pool Depth Imp Cover SA/DA @ 3' SA/DA @ 4' SA/DA @ 3.93' See next sheet for calculation of actual avg. depth Lower Value: 3.00' 30.00% 1.17 0.81 0.84 Actual Value: 3.93' 37.23% X X X Upper Value: 4.00' 40.00% 1.51 1.22 1.24 X= 1.42 1.11 1.13 Surface Area Min.: 0.06 ac or 2,028.72 sf (SA/DA x Drainage Area) Calculate the Average Depth and Design Volume of Basin from Proposed Contours Assumed Elev. Of Permanent Pool: 626.60 Basin Permanent Pool Stage/Storage Elev. Forebay Area Main Bay Total Area Avg. Total Main Bay Accumul. Forebay Area Area Vol. Accumul. Vol. Total Accumul. Vol. 621 .00 sf 851.00 sf 851.00 sf .00 sf .00 cf .00 cf .00 cf 622 228.00 sf 1,005.00 sf 1,233.00 sf 1,042.00 sf 928.00 cf .00 cf 928.00 cf 623 376.00 sf 1,287.00 sf 1,663.00 sf 1,448.00 sf 2,074.00 cf 302.00 cf 2,376.00 cf 624 549.00 sf 1,594.00 sf 2,143.00 sf 1,903.00 sf 3,514.50 cf 764.50 cf 4,279.00 cf 625 747.00 sf 1,926.00 sf 2,673.00 sf 2,408.00 sf 5,274.50 cf 1,412.50 cf 6,687.00 cf 626 970.00 sf 2,283.00 sf 3,253.00 sf 2,963.00 sf 7,379.00 cf 2,271.00 cf 9,650.00 cf 626.5 1,147.00 sf 2,803.00 sf 3,950.00 sf 3,601.50 sf 8,650.50 cf 2,800.25 cf 11,450.75 cf .00 sf .00 sf .00 cf .00 cf .00 cf .00 sf .00 sf .00 cf .00 cf .00 cf .00 sf .00 sf .00 cf .00 cf .00 cf Basin Detention Stage/Storage Above Permanent Pool Elevation Elev. Contour Area Vol. Accumul. Vol. 626.50 3,950.00 sf 3,950.00 sf 1,975.00 sf .00 cf .00 cf 627.00 4,720.00 sf 4,720.00 sf 4,335.00 sf 2,167.50 cf 2,167.50 cf 628 5,567.00 sf 5,567.00 sf 5,143.50 sf 5,143.50 cf 7,311.00 cf 629 6,471.00 sf 6,471.00 sf 6,019.00 sf 6,019.00 cf 13,330.00 cf 630 7,432.00 sf 7,432.00 sf 6,951.50 sf 6,951.50 cf 20,281.50 cf 631 8,451.00 sf 1 8,451.00 sfj 7,941.50 sfj 7,941.50 cfj 28,223.00 cf 00 sf .00 sf .00 cf .00 cf 00 sf .00 sf .00 cf .00 cf Actual Surface Area of Permanent Pool: 3,960.00 sf Req'd Surface Area of Permanent Pool: 2,028.72 sf Actual Greater Than Req'd- Acceptable Total Volume of Permament Pool: 11,450.75 cf Average Depth of Permanent Pool: 3.93' Avg. Depth is Acceptable and is Greater Than The Assumed Depth C A � Perm Pool Area: 3,950-sf d�,. = 0.25 x 1 + v „he?f + v rr r rf v ,�o„d x Depth Bott. Shelf Area: 3,253-sf „tea b » hef Bottom Area: 851.00 sf NOTE: Min.Avg. Depth Allowed is 3', Max. Avg. Depth is 9' Depth: 5.50 Compute Forebay Volume 24.46% NOTE: Recommended Volume in Forebay is Between 18% and 22% of Total Volume Determine The Volume & Elevation of The Temporary Water Quality Pool Determine the Runoff Coefficient (Rv) for the 1.01, Rainfall. POST Rv = 0.05 + 0.9 x (1) I = 37.23% Rv = 0.39 Determine the Water Quality Volume (WQv) WQv = Design Rainfall x Rvx Drainage Area Design Rainfall is 1.0" Inch Rv is 0.39 WQv = 6,744.48 cf Drainage Area is 4.11 Acres WQv= 1.0"x0.39x4.11 Determine the Elevation of the WQv Elev. Vol. Above Perm. Pool Highest Elev. Below WQv 628.00 7,311.00 cf X 5,744.48 cf Estimated WQv Elev. 629.00 13,330.00 cf Area of WQv WQv Provided Min. WQv Elev.: 627.74 WQv Elev. Used: 628.60 3,950-sf 10,166-cf Temporary WQv Pool Depth: 2.10 ft Recommended WQv Elev. Should be 0.5'Above Min. WQvElev. Determine The Release Rate for the Water Quality Pool Compute Water Quality Volume Release Rate Estimated Orifice Dia.: 1.25 in Orifice Eq. Q = ca(2gh)^'/2 Draw -down Time = WQv Vol./Q Note: Head (h) is taken as 113 actual Orifice Invert Assumed at Perm. Pool Elev. Draw -down Time should be 2 to 5 days Wet Extended Detention Basin Summary WQv ELEV. 627.74 PERM POOL ELEV. 626.5 Add'I 1' of Sediment Storage -------- ------------------ -- Elevation = 620.00 c = 0.62 a = 0.0085 sf g = 32.17 ft/s h = 0.68' Q = 0.04 cfs Draw -down Time:46.67 hrs No Good 6' Littoral Shelf OUTFLOW PIPE Stormwater Wetland Worksheet Basin ID: Project Name Project # Designer: Date: Rev: SCM 2 Waxhaw DTCP 17000403 MRW i ?mi i?i DESIGNED PER NCDEQ STORMWATER DESIGN MANUAL 11-20-2020 MINIMUM DESIGN CRITERIA Basin Drainage Area Summary benesch Impervious Area: 0.44 ac Pervious Area: 1.09 ac Off -Site Impervious Area: 0.00 ac Off -Site Pervious Area: 0.00 ac Future Impervious Area: 0.00 ac Total Area: 1.53 ac Recommend 2 acres min Percent Impervious: 28.76% Note: Artificial runoff from park water feature will supplement remainder. Calculate the Surface Areas and Design Volume of Basin from Proposed Contours Assumed Elev. Of Permanent Pool: 622.00 Basin Permanent Pool Elev. Forebay Shallow Pool r Areas I Areas Non-Forebay Deep Pool Areas Total Area I Avg, Total Area Main Bay Accumul, Forebay Vol. Accumul. Vol. Total Accumul. Vol. 618 46.00 sf 46.00 sf .00 sf .00 cf .00 cf .00 cf 619 105.00 sf 152.00 sf 257.00 sf 151.50 sf 99.00 cf .00 cf 99.00 cf 620 266.00 sf 308.00 sf 574.00 sf 415.50 sf 329.00 cf 185.50 cf 514.50 cf 621 517.00 sf 1,293.00 sf. 532.00 sf 2,342.00 sf 1,458.00 sf 749.00 cf 577.00 cf 1,326.00 cf 622 2,342.00 sf 2,342.00 sf 2,342.00 sf .00 cf 2,006.50 cf 2,006.50 cf .00 sf 00 sf 00 cf .00 cf .00 cf .00 sf 00 sf 00 cf .00 cf .00 cf .00 sfJ 00 sf 1 .00 cf 1 .00 cf 1 .00 cf Note: Forebay Depth Shall be 24-40" below PPE Shallow Pool Areas shall be 0-9" below PPE. Recommend 4" Non-Forebay Deep Pools must be at least 18" below PPE Set Elevation of Temp. Inundation 623.00 Basin Storage Above Permanent Pool Elevation Elev. Contour Area i Total Area Average Area Vol. Accumul. Vol. 622.00 2,342.00 sf 2,342.00 sf 2,342.00 sf .00 cf .00 cf 623.00 3,669.00 sf 3,669.00 sf 3,005.50 sf 3,005.50 cf 3,005.50 cf 624.00 4,387.00 sf 4,387.00 sf 4,028.00 sf 4,028.00 cf 7,033.50 cf 625.00 5,162.00 sf 5,162.00 sf 4,774.50 sf 4,774.50 cf 11,808.00 cf .00 sf .00 sf .00 cf .00 cf Compute Forebay Surface Area Forebay must be between 10% and 15% of Total Surface Area Compute Shallow Pool Surface Area Shallow Pools must be between 35% and 45% of Total Surface Area Compute Deep Pool Surface Area Deep Pools must be between 5% and 15% of Total Surface Area Compute Temporary Inundation Surface Area Deep Pools must be between 30% and 45% of Total Surface Area 14.09 35.24 14.50 36.17 Determine The Volume & Elevation of The Temporary Water Quality Pool Determine the Runoff Coefficient (Rv) for the 1.0" Rainfall. POST Rv = 0.05 + 0.9 x (1) I = 28.76% Rv = 0.31 Determine the Water Quality Volume (WQv) WQv = Design Rainfall x Rv x Drainage Area Design Rainfall is 1.0" Inch Rv is 0.31 WQv = 1,715.18 cf Drainage Area is 1.53 Acres WQv = 1.0"x 0.31 x 1.53 Determine the Elevation of the WQv Elev. Vol. Above Perm. Pool Highest Elev. Below WQv 622.00 0.00 cf X 1,715.18 cf Estimated WQv Elev. 623.00 3,005.50 cf Area of WQv WQv Provided Min. WQv Elev.: 622.57 WQv Elev. Used: 623.00 3,669-sf 3,006-cf Temporary WQv Pool Depth: 1.00ft MAX 15INCH DEPTHFROM PERM - POOL Hydrograph Return Period Recap draflow Hydrographs Extension for Autodesk® Civil 3D® 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 ------ 4.631 8.627 ------- ------- 21.69 ------- 36.73 47.94 PRE -DEVELOPED 2 SCS Runoff ------ 6.469 9.403 ------- ------- 18.09 ------- 27.30 33.82 POST TO BASIN 1 3 SCS Runoff ------ 1.993 3.015 ------- ------- 6.088 ------- 9.411 11.81 POST TO BASIN 2 4 Reservoir 2 0.102 0.300 ------- ------- 5.736 ------- 22.47 31.66 POST THRU BASIN 1 5 Reservoir 3 0.037 0.151 ------- ------- 2.138 ------- 6.969 10.82 POST THRU BASIN 2 6 SCS Runoff ------ 3.816 6.928 ------- ------- 17.01 ------- 28.30 36.61 POST UNDET 7 Combine 4, 5, 6 3.898 7.038 ------- ------- 19.62 ------- 52.43 79.09 POST DEVELOPED Proj. file: 17000403 Detention.gpw Wednesday, 01 / 12 / 2022 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 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 4.631 2 724 17,034 ------ ------ ------ PRE -DEVELOPED 2 SCS Runoff 6.469 2 718 12,983 ------ ------ ------ POST TO BASIN 1 3 SCS Runoff 1.993 2 718 4,053 ------ ------ ------ POST TO BASIN 2 4 Reservoir 0.102 2 1174 12,913 2 628.19 8,847 POST THRU BASIN 1 5 Reservoir 0.037 2 1144 4,020 3 622.87 2,600 POST THRU BASIN 2 6 SCS Runoff 3.816 2 718 8,899 ------ ------ ------ POST UNDET 7 Combine 3.898 2 718 25,833 4, 5, 6 ------ ------ POST DEVELOPED 17000403 Detention.gpw Return Period: 1 Year Wednesday, 01 / 12 / 2022 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 1 PRE -DEVELOPED Hydrograph type = SCS Runoff Peak discharge = 4.631 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 17,034 cuft Drainage area = 9.960 ac Curve number = 65* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.30 min Total precip. = 2.95 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = + (9.760 x 65)] / 9.960 Q (cfs) 5.00 4.00 3.00 2.00 1.00 PRE -DEVELOPED Hyd. No. 1 -- 1 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 4 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 1 PRE -DEVELOPED Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.56 0.00 0.00 Land slope (%) = 7.20 0.00 0.00 Travel Time (min) = 14.11 + 0.00 + 0.00 = 14.11 Shallow Concentrated Flow Flow length (ft) = 554.00 0.00 0.00 Watercourse slope (%) = 6.90 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =4.24 0.00 0.00 Travel Time (min) = 2.18 + 0.00 + 0.00 = 2.18 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) VD0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc.............................................................................. 16.30 min 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 2 POST TO BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 6.469 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 12,983 cuft Drainage area = 4.110 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.95 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = + (1.530 x 98) + (2.580 x 61)] / 4.110 Q (cfs) 7.00 5.00 3.00 2.00 1.00 POST TO BASIN 1 Hyd. No. 2 -- 1 Year Q (cfs) 7.00 5.00 4.00 3.00 2.00 1.00 0.00 ' -.� ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) Hydrograph Report 0 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 3 POST TO BASIN 2 Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 1.530 ac Basin Slope = 0.0 % Tc method = User Total precip. = 2.95 in Storm duration = 24 hrs Composite (Area/CN) = [(0.440 x 98) + (1.090 x 61)] / 1.530 Q (cfs) 2.00 1.00 M Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor POST TO BASIN 2 Hyd. No. 3 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 3 Wednesday, 01 / 12 / 2022 = 1.993 cfs = 718 min = 4,053 cuft = 72* = 0 ft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 4 POST THRU BASIN 1 Hydrograph type = Reservoir Peak discharge = 0.102 cfs Storm frequency = 1 yrs Time to peak = 1174 min Time interval = 2 min Hyd. volume = 12,913 cuft Inflow hyd. No. = 2 - POST TO BASIN 1 Max. Elevation = 628.19 ft Reservoir name = BASIN 1 Max. Storage = 8,847 cuft Storage Indication method used. POST TH RU BASIN 1 Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs) 7.00 7.00 6.00 6.00 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 Time (min) — Hyd No. 4 Hyd No. 2 Total storage used = 8,847 cuff Pond Report 0 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Pond No. 1 - BASIN 1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 626.50 ft Stage / Storage Table Stage (ft) Elevation (ft) 0.00 626.50 0.01 626.51 1.50 628.00 2.50 629.00 3.50 630.00 4.50 631.00 Contour area (sqft) 3,926 4,720 5,565 6,466 7,424 8,440 Incr. Storage (cuft) 0 43 7,653 6,009 6,939 7,926 Total storage (cuft) 0 43 7,696 13,705 20,644 28,570 Wednesday, 01 / 12 / 2022 Culvert / Orifice Structures [A] Rise (in) = 24.00 Span (in) = 24.00 No. Barrels = 1 Invert El. (ft) = 620.25 Length (ft) = 50.00 Slope (%) = 1.20 N-Value = .013 Orifice Coeff. = 0.60 Multi -Stage = n/a [B] [C] 1.75 0.00 1.75 0.00 1 0 626.50 0.00 0.00 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) = 17.00 3.00 Crest El. (ft) = 629.50 628.60 Weir Coeff. = 3.33 3.33 Weir Type = 1 Rect Multi -Stage = Yes Yes Exfil.(in/hr) = 0.000 (by Contour) TW Elev. (ft) = 0.00 [C] 0.00 0.00 3.33 --- No [D] 0.00 0.00 3.33 --- 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 0 626.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 0.00 4 626.50 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.00 9 626.50 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.00 13 626.50 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.00 17 626.50 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.00 22 626.50 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.01 26 626.51 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.01 30 626.51 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.01 35 626.51 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.01 39 626.51 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.01 43 626.51 34.66 is 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000 0.16 808 626.66 34.66 is 0.02 is --- --- 0.00 0.00 --- --- --- --- 0.024 0.31 1,574 626.81 34.66 is 0.04 is --- --- 0.00 0.00 --- --- --- --- 0.039 0.46 2,339 626.96 34.66 is 0.05 is --- --- 0.00 0.00 --- --- --- --- 0.050 0.61 3,104 627.11 34.66 is 0.06 is --- --- 0.00 0.00 --- --- --- --- 0.059 0.75 3,870 627.25 34.66 is 0.07 is --- --- 0.00 0.00 --- --- --- --- 0.066 0.90 4,635 627.40 34.66 is 0.07 is --- --- 0.00 0.00 --- --- --- --- 0.073 1.05 5,400 627.55 34.66 is 0.08 is --- --- 0.00 0.00 --- --- --- --- 0.080 1.20 6,166 627.70 34.66 is 0.09 is --- --- 0.00 0.00 --- --- --- --- 0.085 1.35 6,931 627.85 34.66 is 0.09 is --- --- 0.00 0.00 --- --- --- --- 0.091 1.50 7,696 628.00 34.66 is 0.10 is --- --- 0.00 0.00 --- --- --- --- 0.096 1.60 8,297 628.10 34.66 is 0.10 is --- --- 0.00 0.00 --- --- --- --- 0.099 1.70 8,898 628.20 34.66 is 0.10 is --- --- 0.00 0.00 --- --- --- --- 0.103 1.80 9,499 628.30 34.66 is 0.11 is --- --- 0.00 0.00 --- --- --- --- 0.106 1.90 10,100 628.40 34.66 is 0.11 is --- --- 0.00 0.00 --- --- --- --- 0.109 2.00 10,701 628.50 34.66 is 0.11 is --- --- 0.00 0.00 --- --- --- --- 0.112 2.10 11,302 628.60 34.66 is 0.11 is --- --- 0.00 0.00 --- --- --- --- 0.114 2.20 11,903 628.70 34.66 is 0.12 is --- --- 0.00 0.32 --- --- --- --- 0.432 2.30 12,504 628.80 34.66 is 0.12 is --- --- 0.00 0.89 --- --- --- --- 1.012 2.40 13,104 628.90 34.66 is 0.12 is --- --- 0.00 1.64 --- --- --- --- 1.763 2.50 13,705 629.00 34.66 is 0.13 is --- --- 0.00 2.53 --- --- --- --- 2.653 2.60 14,399 629.10 34.66 is 0.13 is --- --- 0.00 3.53 --- --- --- --- 3.660 2.70 15,093 629.20 34.66 is 0.13 is --- --- 0.00 4.64 --- --- --- --- 4.774 2.80 15,787 629.30 34.66 is 0.13 is --- --- 0.00 5.85 --- --- --- --- 5.983 2.90 16,481 629.40 34.66 is 0.14 is --- --- 0.00 7.15 --- --- --- --- 7.282 3.00 17,175 629.50 34.66 is 0.14 is --- --- 0.00 8.53 --- --- --- --- 8.666 3.10 17,869 629.60 34.66 is 0.14 is --- --- 1.79 9.99 --- --- --- --- 11.92 Continues on next page... 0 BASIN 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C MID Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.20 18,563 629.70 34.66 is 0.14 is --- --- 5.06 11.52 --- --- --- --- 16.72 3.30 19,256 629.80 34.66 is 0.14 is --- --- 9.29 13.13 --- --- --- --- 22.57 3.40 19,950 629.90 34.66 is 0.15 is --- --- 14.31 14.80 --- --- --- --- 29.26 3.50 20,644 630.00 36.70 is 0.14 is --- --- 20.01 16.55 --- --- --- --- 36.70 3.60 21,437 630.10 42.69 is 0.08 is --- --- 26.31 16.31 s --- --- --- --- 42.69 3.70 22,229 630.20 44.12 is 0.05 is --- --- 30.07 s 13.99 s --- --- --- --- 44.12 3.80 23,022 630.30 44.72 is 0.04 is --- --- 31.48 s 13.19 s --- --- --- --- 44.71 3.90 23,814 630.40 45.17 is 0.04 is --- --- 32.52 s 12.61 s --- --- --- --- 45.17 4.00 24,607 630.50 45.56 is 0.03 is --- --- 33.37 s 12.15 s --- --- --- --- 45.55 4.10 25,400 630.60 45.90 is 0.03 is --- --- 34.08 s 11.78 s --- --- --- --- 45.89 4.20 26,192 630.70 46.22 is 0.03 is --- --- 34.71 s 11.48 s --- --- --- --- 46.21 4.30 26,985 630.80 46.51 is 0.02 is --- --- 35.25 s 11.22 s --- --- --- --- 46.50 4.40 27,777 630.90 46.79 is 0.02 is --- --- 35.77 s 11.00 s --- --- --- --- 46.79 4.50 28,570 631.00 47.07 is 0.02 is --- --- 36.21 s 10.81 s --- --- --- --- 47.04 ...End Hydrograph Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 5 POST THRU BASIN 2 Hydrograph type = Reservoir Peak discharge = 0.037 cfs Storm frequency = 1 yrs Time to peak = 1144 min Time interval = 2 min Hyd. volume = 4,020 cuft Inflow hyd. No. = 3 - POST TO BASIN 2 Max. Elevation = 622.87 ft Reservoir name = BASIN 2 Max. Storage = 2,600 cuft Storage Indication method used Q (cfs) 2.00 1.00 POST TH RU BASIN 2 Hyd. No. 5 -- 1 Year 480 960 1440 1920 2400 2880 3360 3840 Hyd No. 5 — Hyd No. 3 Total storage used = 2,600 cuft Q (cfs) 2.00 1.00 0.00 4320 Time (min) Pond Report 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Pond No. 2 - BASIN 2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 622.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 622.00 2,342 0 0 1.00 623.00 3,669 2,980 2,980 2.00 624.00 4,387 4,022 7,003 3.00 625.00 5,162 4,769 11,772 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrFRSr] [A] [B] [C] [D] Rise (in) = 18.00 1.25 0.00 0.00 Crest Len (ft) = 18.00 2.00 0.00 0.00 Span (in) = 18.00 1.25 0.00 0.00 Crest El. (ft) = 623.75 623.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 619.25 622.00 0.00 0.00 Weir Type = 1 Rect --- --- Length (ft) = 50.00 0.00 0.00 0.00 Multi -Stage = Yes Yes No No Slope (%) = 0.50 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 0 622.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 0.10 298 622.10 11.20 oc 0.01 is --- --- 0.00 0.00 --- --- --- --- 0.009 0.20 596 622.20 11.20 oc 0.02 is --- --- 0.00 0.00 --- --- --- --- 0.016 0.30 894 622.30 11.20 oc 0.02 is --- --- 0.00 0.00 --- --- --- --- 0.020 0.40 1,192 622.40 11.20 oc 0.02 is --- --- 0.00 0.00 --- --- --- --- 0.024 0.50 1,490 622.50 11.20 oc 0.03 is --- --- 0.00 0.00 --- --- --- --- 0.027 0.60 1,788 622.60 11.20 oc 0.03 is --- --- 0.00 0.00 --- --- --- --- 0.030 0.70 2,086 622.70 11.20 oc 0.03 is --- --- 0.00 0.00 --- --- --- --- 0.033 0.80 2,384 622.80 11.20 oc 0.04 is --- --- 0.00 0.00 --- --- --- --- 0.035 0.90 2,682 622.90 11.20 oc 0.04 is --- --- 0.00 0.00 --- --- --- --- 0.038 1.00 2,980 623.00 11.20 oc 0.04 is --- --- 0.00 0.00 --- --- --- --- 0.040 1.10 3,383 623.10 11.20 oc 0.04 is --- --- 0.00 0.21 --- --- --- --- 0.253 1.20 3,785 623.20 11.20 oc 0.04 is --- --- 0.00 0.60 --- --- --- --- 0.639 1.30 4,187 623.30 11.20 oc 0.05 is --- --- 0.00 1.09 --- --- --- --- 1.140 1.40 4,589 623.40 11.20 oc 0.05 is --- --- 0.00 1.68 --- --- --- --- 1.732 1.50 4,992 623.50 11.20 oc 0.05 is --- --- 0.00 2.35 --- --- --- --- 2.403 1.60 5,394 623.60 11.20 oc 0.05 is --- --- 0.00 3.09 --- --- --- --- 3.145 1.70 5,796 623.70 11.20 oc 0.05 is --- --- 0.00 3.90 --- --- --- --- 3.952 1.80 6,198 623.80 11.20 oc 0.05 is --- --- 0.67 4.76 --- --- --- --- 5.484 1.90 6,601 623.90 11.20 oc 0.06 is --- --- 3.47 5.68 --- --- --- --- 9.215 2.00 7,003 624.00 14.20 oc 0.04 is --- --- 7.49 6.66 --- --- --- --- 14.20 2.10 7,480 624.10 16.69 is 0.02 is --- --- 11.68 s 4.98 s --- --- --- --- 16.69 2.20 7,956 624.20 17.16 is 0.01 is --- --- 12.81 s 4.33 s --- --- --- --- 17.16 2.30 8,433 624.30 17.47 is 0.01 is --- --- 13.51 s 3.95 s --- --- --- --- 17.47 2.40 8,910 624.40 17.73 is 0.01 is --- --- 14.03 s 3.68 s --- --- --- --- 17.73 2.50 9,387 624.50 17.97 is 0.01 is --- --- 14.47 s 3.49 s --- --- --- --- 17.97 2.60 9,864 624.60 18.19 is 0.01 is --- --- 14.83 s 3.34 s --- --- --- --- 18.18 2.70 10,341 624.70 18.40 is 0.01 is --- --- 15.16 s 3.23 s --- --- --- --- 18.40 2.80 10,818 624.80 18.61 is 0.01 is --- --- 15.45 s 3.13 s --- --- --- --- 18.59 2.90 11,295 624.90 18.81 is 0.00 is --- --- 15.70 s 3.06 s --- --- --- --- 18.76 3.00 11.772 625.00 19.00 is 0.00 is --- --- 15.97 s 3.00 s --- --- --- --- 18.98 Hydrograph Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 6 POST UNDET Hydrograph type = SCS Runoff Peak discharge = 3.816 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,899 cuft Drainage area = 5.850 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.95 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(5.440 x 61) + (0.410 x 98)] / 5.850 POST UNDET Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 1 77 .;;;;;;L - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 6 Time (min) 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 7 POST DEVELOPED Hydrograph type = Combine Peak discharge = 3.898 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 25,833 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 5.850 ac Q (cfs) 4.00 3.00 2.00 1.00 POST DEVELOPED Hyd. No. 7 -- 1 Year 0.00 ' 0 360 720 1080 1440 1800 2160 — Hyd No. 7 Hyd No. 4 Hyd No. 5 2520 2880 3240 Hyd No. 6 Q (cfs) 4.00 3.00 2.00 1.00 MEl'- 0.00 3600 Time (min) Hydrograph Summary Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 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 8.627 2 724 27,624 ------ ------ ------ PRE -DEVELOPED 2 SCS Runoff 9.403 2 718 18,804 ------ ------ ------ POST TO BASIN 1 3 SCS Runoff 3.015 2 718 6,042 ------ ------ ------ POST TO BASIN 2 4 Reservoir 0.300 2 876 18,734 2 628.66 11,652 POST THRU BASIN 1 5 Reservoir 0.151 2 804 6,009 3 623.05 3,190 POST THRU BASIN 2 6 SCS Runoff 6.928 2 718 14,645 ------ ------ ------ POST UNDET 7 Combine 7.038 2 718 39,388 4, 5, 6 ------ ------ POST DEVELOPED 17000403 Detention.gpw Return Period: 2 Year Wednesday, 01 / 12 / 2022 Hydrograph Report 15 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 1 PRE -DEVELOPED Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 9.960 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 3.56 in Storm duration = 24 hrs Composite (Area/CN) = + (9.760 x 65)] / 9.960 Q (cfs) 10.00 Me . UM 4.00 W ItM M Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE -DEVELOPED Hyd. No. 1 -- 2 Year Wednesday, 01 / 12 / 2022 = 8.627 cfs = 724 min = 27,624 cuft = 65* = 0 ft = 16.30 min = Type II = 484 Q (cfs) 10.00 Me 4.00 2.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report 16 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 2 POST TO BASIN 1 Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 4.110 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.56 in Storm duration = 24 hrs Composite (Area/CN) = + (1.530 x 98) + (2.580 x 61)] / 4.110 Q (cfs) 10.00 Me . PM 4.00 W ItM M Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor POST TO BASIN 1 Hyd. No. 2 -- 2 Year Wednesday, 01 / 12 / 2022 = 9.403 cfs = 718 min = 18,804 cuft = 75* = 0 ft = 5.00 min = Type II = 484 Q (cfs) 10.00 Me 4.00 2.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) Hydrograph Report 17 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 3 POST TO BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 3.015 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 6,042 cuft Drainage area = 1.530 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.440 x 98) + (1.090 x 61)] / 1.530 POST TO BASIN 2 Q (cfs) Hyd. No. 3 -- 2 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) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 4 POST THRU BASIN 1 Hydrograph type = Reservoir Peak discharge = 0.300 cfs Storm frequency = 2 yrs Time to peak = 876 min Time interval = 2 min Hyd. volume = 18,734 cuft Inflow hyd. No. = 2 - POST TO BASIN 1 Max. Elevation = 628.66 ft Reservoir name = BASIN 1 Max. Storage = 11,652 cuft Storage Indication method used. Q (cfs) 10.00 We . UX 4.00 W ItX 0.00 0 480 — Hyd No. 4 960 1440 POST TH RU BASIN 1 Hyd. No. 4 -- 2 Year Q (cfs) 10.00 Me 4.00 2.00 0.00 1920 2400 2880 3360 3840 4320 4800 5280 Time (min) Hyd No. 2 Total storage used = 11,652 cult Hydrograph Report 19 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 5 POST THRU BASIN 2 Hydrograph type = Reservoir Peak discharge = 0.151 cfs Storm frequency = 2 yrs Time to peak = 804 min Time interval = 2 min Hyd. volume = 6,009 cuft Inflow hyd. No. = 3 - POST TO BASIN 2 Max. Elevation = 623.05 ft Reservoir name = BASIN 2 Max. Storage - 3,190 cuft Storage Indication method used Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' 0 480 — Hyd No. 5 POST TH RU BASIN 2 Hyd. No. 5 -- 2 Year 960 1440 1920 2400 2880 3360 3840 — Hyd No. 3 Total storage used = 3,190 cuft Q (cfs) 4.00 3.00 2.00 1.00 1 0.00 4320 Time (min) 20 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 6 POST UNDET Hydrograph type = SCS Runoff Peak discharge = 6.928 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 14,645 cuft Drainage area = 5.850 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(5.440 x 61) + (0.410 x 98)] / 5.850 Q (cfs) 7.00 5.00 3.00 2.00 1.00 POST UNDET Hyd. No. 6 -- 2 Year Q (cfs) 7.00 . We 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. 6 Time (min) 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 7 POST DEVELOPED Hydrograph type = Combine Peak discharge = 7.038 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 39,388 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 5.850 ac POST DEVELOPED Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Time (min) — Hyd No. 7 - Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Summary Report 22 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 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 21.69 2 724 63,029 ------ ------ ------ PRE -DEVELOPED 2 SCS Runoff 18.09 2 716 36,540 ------ ------ ------ POST TO BASIN 1 3 SCS Runoff 6.088 2 718 12,252 ------ ------ ------ POST TO BASIN 2 4 Reservoir 5.736 2 724 36,470 2 629.28 15,645 POST THRU BASIN 1 5 Reservoir 2.138 2 724 12,219 3 623.46 4,833 POST THRU BASIN 2 6 SCS Runoff 17.01 2 718 34,081 ------ ------ ------ POST UNDET 7 Combine 19.62 2 720 82,769 4, 5, 6 ------ ------ POST DEVELOPED 17000403 Detention.gpw Return Period: 10 Year Wednesday, 01 / 12 / 2022 23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 1 PRE -DEVELOPED Hydrograph type = SCS Runoff Peak discharge = 21.69 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 63,029 cuft Drainage area = 9.960 ac Curve number = 65* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.30 min Total precip. = 5.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = + (9.760 x 65)] / 9.960 Q (cfs) 24.00 20.00 16.00 12.00 m 4.00 PRE -DEVELOPED Hyd. No. 1 -- 10 Year Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 2 POST TO BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 18.09 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 36,540 cuft Drainage area = 4.110 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = + (1.530 x 98) + (2.580 x 61)] / 4.110 Q (cfs) 21.00 18.00 15.00 12.00 a el 3.00 POST TO BASIN 1 Hyd. No. 2 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 • E1 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 2 Time (min) 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 3 POST TO BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 6.088 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 12,252 cuft Drainage area = 1.530 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.440 x 98) + (1.090 x 61)] / 1.530 Q (cfs) 7.00 5.00 3.00 2.00 1.00 POST TO BASIN 2 Hyd. No. 3 -- 10 Year Q (cfs) 7.00 5.00 4.00 3.00 2.00 1.00 0.00 ' . — ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 3 Time (min) 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 4 POST THRU BASIN 1 Hydrograph type = Reservoir Peak discharge = 5.736 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 36,470 cuft Inflow hyd. No. = 2 - POST TO BASIN 1 Max. Elevation = 629.28 ft Reservoir name = BASIN 1 Max. Storage = 15,645 cuft Storage Indication method used. Q (cfs) 21.00 18.00 15.00 12.00 a el 3.00 POST TH RU BASIN 1 Hyd. No. 4 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 • E1 3.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Time (min) — Hyd No. 4 Hyd No. 2 Total storage used = 15,645 cult 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 5 POST THRU BASIN 2 Hydrograph type = Reservoir Peak discharge = 2.138 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 12,219 cuft Inflow hyd. No. = 3 - POST TO BASIN 2 Max. Elevation = 623.46 ft Reservoir name = BASIN 2 Max. Storage = 4,833 cuft Storage Indication method used. Q (cfs) 7.00 • Me 5.00 3.00 2.00 1.00 Q (cfs) 7.00 • •• 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Time (min) — Hyd No. 5 Hyd No. 3 Total storage used = 4,833 cuff Hydrograph Report 28 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 6 POST UNDET Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 5.850 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.20 in Storm duration = 24 hrs Composite (Area/CN) = [(5.440 x 61) + (0.410 x 98)] / 5.850 Q (cfs) 18.00 15.00 12.00 M M 3.00 M Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor POST UNDET Hyd. No. 6 -- 10 Year Wednesday, 01 / 12 / 2022 = 17.01 cfs = 718 min = 34,081 cuft = 64* = 0 ft = 5.00 min = Type II = 484 Q (cfs) 18.00 15.00 12.00 •M . �� cM 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) 29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 7 POST DEVELOPED Hydrograph type = Combine Peak discharge = 19.62 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 82,769 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 5.850 ac Q (cfs) 21.00 18.00 15.00 12.00 a el 3.00 POST DEVELOPED Hyd. No. 7 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 • E1 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 7 — Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Summary Report 30 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 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 36.73 2 722 103,946 ------ ------ ------ PRE -DEVELOPED 2 SCS Runoff 27.30 2 716 55,580 ------ ------ ------ POST TO BASIN 1 3 SCS Runoff 9.411 2 716 19,053 ------ ------ ------ POST TO BASIN 2 4 Reservoir 22.47 2 720 55,509 2 629.80 19,245 POST THRU BASIN 1 5 Reservoir 6.969 2 720 19,020 3 623.84 6,358 POST THRU BASIN 2 6 SCS Runoff 28.30 2 718 56,740 ------ ------ ------ POST UNDET 7 Combine 52.43 2 718 131,269 4, 5, 6 ------ ------ POST DEVELOPED 17000403 Detention.gpw Return Period: 50 Year Wednesday, 01 / 12 / 2022 Hydrograph Report 31 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 1 PRE -DEVELOPED Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 9.960 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 6.80 in Storm duration = 24 hrs Composite (Area/CN) = + (9.760 x 65)] / 9.960 Q (cfs) 40.00 20.00 10.00 1 120 241 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE -DEVELOPED Hyd. No. 1 -- 50 Year Wednesday, 01 / 12 / 2022 = 36.73 cfs = 722 min = 103,946 cuft = 65* = 0 ft = 16.30 min = Type II = 484 Q (cfs) 40.00 30.00 20.00 10.00 riTaTil 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) 32 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 2 POST TO BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 27.30 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 55,580 cuft Drainage area = 4.110 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = + (1.530 x 98) + (2.580 x 61)] / 4.110 Q (cfs) 28.00 24.00 20.00 16.00 12.00 POST TO BASIN 1 Hyd. No. 2 -- 50 Year 0.00 1 ' ' ' ' 0 120 240 360 480 600 720 840 — Hyd No. 2 Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 0.00 960 1080 1200 1320 1440 Time (min) 33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 3 POST TO BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 9.411 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 19,053 cuft Drainage area = 1.530 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.440 x 98) + (1.090 x 61)] / 1.530 Q (cfs) 10.00 4.00 POST TO BASIN 2 Hyd. No. 3 -- 50 Year 120 240 360 480 600 720 840 Hyd No. 3 Q (cfs) 10.00 We 4.00 2.00 0.00 960 1080 1200 1320 1440 Time (min) 34 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 4 POST THRU BASIN 1 Hydrograph type = Reservoir Peak discharge = 22.47 cfs Storm frequency = 50 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 55,509 cuft Inflow hyd. No. = 2 - POST TO BASIN 1 Max. Elevation = 629.80 ft Reservoir name = BASIN 1 Max. Storage = 19,245 cuft Storage Indication method used. Q (cfs) 28.00 24.00 20.00 16.00 12.00 POST TH RU BASIN 1 Hyd. No. 4 -- 50 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 Time (min) — Hyd No. 4 — Hyd No. 2 Total storage used = 19,245 cult Hydrograph Report 35 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 5 POST THRU BASIN 2 Hydrograph type = Reservoir Peak discharge = 6.969 cfs Storm frequency = 50 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 19,020 cuft Inflow hyd. No. = 3 - POST TO BASIN 2 Max. Elevation = 623.84 ft Reservoir name = BASIN 2 Max. Storage = 6,358 cuft Storage Indication method used Q (cfs) 10.00 We . UX 4.00 W ItX POST TH RU BASIN 2 Hyd. No. 5 -- 50 Year 120 240 360 480 600 720 Hyd No. 5 Hyd No. 3 Q (cfs) 10.00 Me 4.00 2.00 0.00 840 960 1080 1200 1320 1440 1560 Time (min) Total storage used = 6,358 cuff 36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 6 POST UNDET Hydrograph type = SCS Runoff Peak discharge = 28.30 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 56,740 cuft Drainage area = 5.850 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(5.440 x 61) + (0.410 x 98)] / 5.850 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 POST UNDET Hyd. No. 6 -- 50 Year Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' —� ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 6 Time (min) 37 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 7 POST DEVELOPED Hydrograph type = Combine Peak discharge = 52.43 cfs Storm frequency = 50 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 131,269 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 5.850 ac Q (cfs) 60.00 50.00 40.00 20.00 10.00 POST DEVELOPED Hyd. No. 7 -- 50 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 1 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 7 — Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydrograph Summary Report 38 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 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 47.94 2 722 134,714 ------ ------ ------ PRE -DEVELOPED 2 SCS Runoff 33.82 2 716 69,382 ------ ------ ------ POST TO BASIN 1 3 SCS Runoff 11.81 2 716 24,032 ------ ------ ------ POST TO BASIN 2 4 Reservoir 31.66 2 718 69,312 2 629.93 20,174 POST THRU BASIN 1 5 Reservoir 10.82 2 718 23,999 3 623.93 6,730 POST THRU BASIN 2 6 SCS Runoff 36.61 2 718 73,852 ------ ------ ------ POST UNDET 7 Combine 79.09 2 718 167,163 4, 5, 6 ------ ------ POST DEVELOPED 17000403 Detention.gpw Return Period: 100 Year Wednesday, 01 / 12 / 2022 Hydrograph Report 39 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 1 PRE -DEVELOPED Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 9.960 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 7.91 in Storm duration = 24 hrs Composite (Area/CN) = + (9.760 x 65)] / 9.960 Q (cfs) 50.00 40.00 20.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE -DEVELOPED Hyd. No. 1 -- 100 Year Wednesday, 01 / 12 / 2022 = 47.94 cfs = 722 min = 134,714 cuft = 65* = 0 ft = 16.30 min = Type II = 484 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) 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 2 POST TO BASIN 1 Hydrograph type = SCS Runoff Peak discharge = 33.82 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 69,382 cuft Drainage area = 4.110 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = + (1.530 x 98) + (2.580 x 61)] / 4.110 Q (cfs) 35.00 25.00 20.00 15.00 10.00 5.00 POST TO BASIN 1 Hyd. No. 2 -- 100 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 ' —r-- ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 2 Time (min) 41 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 3 POST TO BASIN 2 Hydrograph type = SCS Runoff Peak discharge = 11.81 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 24,032 cuft Drainage area = 1.530 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.440 x 98) + (1.090 x 61)] / 1.530 Q (cfs) 12.00 10.00 91011111 .M 4.00 2.00 POST TO BASIN 2 Hyd. No. 3 -- 100 Year 120 240 360 480 600 720 840 Hyd No. 3 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® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 4 POST THRU BASIN 1 Hydrograph type = Reservoir Peak discharge = 31.66 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 69,312 cuft Inflow hyd. No. = 2 - POST TO BASIN 1 Max. Elevation = 629.93 ft Reservoir name = BASIN 1 Max. Storage = 20,174 cuft Storage Indication method used. Q (cfs) 35.00 ;••• 25.00 20.00 15.00 10.00 5.00 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) — Hyd No. 4 Hyd No. 2 Total storage used = 20,174 cult 43 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 5 POST THRU BASIN 2 Hydrograph type = Reservoir Peak discharge = 10.82 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 23,999 cuft Inflow hyd. No. = 3 - POST TO BASIN 2 Max. Elevation = 623.93 ft Reservoir name = BASIN 2 Max. Storage = 6,730 cuft Storage Indication method used. Q (cfs) 12.00 10.00 M M 4.00 2.00 POST TH RU BASIN 2 Hyd. No. 5 -- 100 Year Q (cfs) 12.00 10.00 M. . �� 4.00 2.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 3 Total storage used = 6,730 cuff Hydrograph Report 44 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 6 POST UNDET Hydrograph type = SCS Runoff Peak discharge = 36.61 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 73,852 cuft Drainage area = 5.850 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(5.440 x 61) + (0.410 x 98)] / 5.850 POST UNDET Q (cfs) Hyd. No. 6 -- 100 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. 6 Time (min) 45 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hyd. No. 7 POST DEVELOPED Hydrograph type = Combine Peak discharge = 79.09 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 167,163 cuft Inflow hyds. = 4, 5, 6 Contrib. drain. area = 5.850 ac Q (cfs) 80.00 70.00 50.00 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 Time (min) — Hyd No. 7 — Hyd No. 4 Hyd No. 5 Hyd No. 6 Hydraflow Rainfall Report 46 Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 66.8196 12.9000 0.8963 -------- 2 71.1962 12.5000 0.8678 -------- 3 0.0000 0.0000 0.0000 -------- 5 0.0000 0.0000 0.0000 -------- 10 75.5517 12.4000 0.8036 -------- 25 0.0000 0.0000 0.0000 -------- 50 0.0000 0.0000 0.0000 -------- 100 54.8500 9.3000 0.6596 -------- File name: Waxhaw.IDF Intensity = B / (Tc + D)^E Wednesday, 01 / 12 / 2022 Return Period Intensity Values (in/hr) (Yrs) 6 min 10 16 20 26 30 36 40 46 60 66 60 1 5.03 4.04 3.38 2.92 2.57 2.30 2.08 1.91 1.76 1.63 1.52 1.43 2 5.94 4.78 4.01 3.47 3.07 2.75 2.50 2.29 2.12 1.97 1.84 1.73 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 7.61 6.21 5.28 4.62 4.11 3.72 3.40 3.14 2.92 2.73 2.56 2.42 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 9.49 7.78 6.69 5.91 5.33 4.87 4.50 4.19 3.93 3.71 3.52 3.35 Tc = time in minutes. Values may exceed 60. lame: Y:\Charlotte\17000400S\17000403.01 Waxhaw CP Desian\Ena Docs\Calculations\Detention\Waxhaw NC.DCD Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 6-yr 10-yr 26-yr 60-yr 100-yr SCS 24-hour 2.95 3.56 1.00 3.30 5.20 5.77 6.80 7.91 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1 st 0.00 0.00 0.00 2.75 0.00 5.38 6.50 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 1.00 0.00 0.00 2.80 0.00 5.25 0.00 0.00 Hydraflow Table of Contents 17000403 Detention.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 01 / 12 / 2022 Hydrograph Return Period Recap............................................................................. 1 1 - Year SummaryReport......................................................................................................................... 2 HydrographReports ................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, PRE-DEVELOPED............................................................... 3 TR-55 Tc Worksheet........................................................................................................... 4 Hydrograph No. 2, SCS Runoff, POST TO BASIN 1................................................................ 5 Hydrograph No. 3, SCS Runoff, POST TO BASIN 2................................................................ 6 Hydrograph No. 4, Reservoir, POST THRU BASIN 1.............................................................. 7 PondReport - BASIN 1........................................................................................................ 8 Hydrograph No. 5, Reservoir, POST THRU BASIN 2............................................................ 10 PondReport - BASIN 2...................................................................................................... 11 Hydrograph No. 6, SCS Runoff, POST UNDET..................................................................... 12 Hydrograph No. 7, Combine, POST DEVELOPED................................................................ 13 2 - Year SummaryReport ....................................................................................................................... 14 HydrographReports................................................................................................................. 15 Hydrograph No. 1, SCS Runoff, PRE-DEVELOPED............................................................. 15 Hydrograph No. 2, SCS Runoff, POST TO BASIN 1.............................................................. 16 Hydrograph No. 3, SCS Runoff, POST TO BASIN 2.............................................................. 17 Hydrograph No. 4, Reservoir, POST THRU BASIN 1............................................................ 18 Hydrograph No. 5, Reservoir, POST THRU BASIN 2............................................................ 19 Hydrograph No. 6, SCS Runoff, POST UNDET..................................................................... 20 Hydrograph No. 7, Combine, POST DEVELOPED................................................................ 21 10 - Year SummaryReport ....................................................................................................................... 22 HydrographReports................................................................................................................. 23 Hydrograph No. 1, SCS Runoff, PRE-DEVELOPED............................................................. 23 Hydrograph No. 2, SCS Runoff, POST TO BASIN 1.............................................................. 24 Hydrograph No. 3, SCS Runoff, POST TO BASIN 2.............................................................. 25 Hydrograph No. 4, Reservoir, POST THRU BASIN 1............................................................ 26 Hydrograph No. 5, Reservoir, POST THRU BASIN 2............................................................ 27 Hydrograph No. 6, SCS Runoff, POST UNDET..................................................................... 28 Hydrograph No. 7, Combine, POST DEVELOPED................................................................ 29 50 - Year SummaryReport ....................................................................................................................... 30 HydrographReports................................................................................................................. 31 Hydrograph No. 1, SCS Runoff, PRE-DEVELOPED............................................................. 31 Hydrograph No. 2, SCS Runoff, POST TO BASIN 1.............................................................. 32 Hydrograph No. 3, SCS Runoff, POST TO BASIN 2.............................................................. 33 Hydrograph No. 4, Reservoir, POST THRU BASIN 1............................................................ 34 Hydrograph No. 5, Reservoir, POST THRU BASIN 2............................................................ 35 Hydrograph No. 6, SCS Runoff, POST UNDET..................................................................... 36 Hydrograph No. 7, Combine, POST DEVELOPED................................................................ 37 Contents continued... 17000403 Detention.gpw 100 -Year SummaryReport ....................................................................................................................... 38 HydrographReports................................................................................................................. 39 Hydrograph No. 1, SCS Runoff, PRE-DEVELOPED............................................................. 39 Hydrograph No. 2, SCS Runoff, POST TO BASIN 1.............................................................. 40 Hydrograph No. 3, SCS Runoff, POST TO BASIN 2.............................................................. 41 Hydrograph No. 4, Reservoir, POST THRU BASIN 1............................................................ 42 Hydrograph No. 5, Reservoir, POST THRU BASIN 2............................................................ 43 Hydrograph No. 6, SCS Runoff, POST UNDET..................................................................... 44 Hydrograph No. 7, Combine, POST DEVELOPED................................................................ 45 OFReport.................................................................................................................. 46 Minimum Drain Time Detailed Report: SCM 2 Drawdown Subsection: Time vs. Volume Label: SCM 2 Drawdown (OUT) Time vs. Elevation (ft) Output Time increment = 360.000 hours Time on left represents time for first value in each row. Time Elevation Elevation Elevation Elevation Elevation (hours) (ft) (ft) (ft) (ft) (ft) 61.500 622.02 622.02 622.02 622.02 622.02 62.000 622.02 622.02 622.01 622.01 622.01 62.500 622.01 622.01 622.01 622.01 622.01 63.000 622.01 622.01 622.01 622.01 622.01 63.500 622.01 622.01 622.01 622.01 622.01 64.000 622.01 622.01 622.01 622.01 622.01 64.500 622.01 622.01 622.01 622.01 622.01 65.000 622.01 622.01 622.01 622.01 622.01 65.500 622.01 622.01 622.01 622.01 622.01 66.000 622.01 622.01 622.01 622.01 622.01 66.500 622.01 622.01 622.01 622.01 622.01 67.000 622.01 622.01 622.01 622.01 622.01 67.500 622.01 622.01 622.01 622.01 622.01 68.000 622.01 622.01 622.01 622.01 622.01 68.500 622.01 622.01 622.01 622.01 622.01 69.000 622.01 622.01 622.01 622.01 622.01 69.500 622.01 622.01 622.01 622.01 622.01 70.000 622.01 622.01 622.01 622.01 622.01 70.500 622.01 622.01 622.01 622.01 622.01 71.000 622.01 622.01 622.01 622.01 622.01 71.500 622.01 622.01 622.01 622.01 622.01 72.000 622.01 622.01 622.01 622.01 622.01 72.500 622.01 622.01 622.01 622.01 622.01 73.000 622.01 622.01 622.01 622.01 622.01 73.500 622.01 622.01 622.01 622.01 622.01 74.000 622.01 622.01 622.01 622.01 622.01 74.500 622.01 622.01 622.01 622.01 622.01 75.000 622.01 622.01 622.01 622.01 622.01 75.500 622.01 622.01 622.01 622.01 622.01 76.000 622.01 622.01 622.01 622.01 622.01 76.500 622.01 622.01 622.01 622.01 622.01 77.000 622.01 622.01 622.01 622.00 622.00 77.500 622.00 622.00 622.00 622.00 622.00 78.000 622.00 622.00 622.00 622.00 622.00 78.500 622.00 622.00 622.00 622.00 622.00 79.000 622.00 622.00 622.00 622.00 622.00 79.500 622.00 622.00 622.00 622.00 622.00 80.000 622.00 622.00 622.00 622.00 622.00 80.500 622.00 622.00 622.00 622.00 622.00 81.000 622.00 622.00 622.00 622.00 622.00 81.500 622.00 622.00 622.00 622.00 622.00 Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i SCM 2 DRAWDOWN.ppc Center [08.11.01.56] 12/21/2021 27 Siemon Company Drive Suite 200 W Page 13 of 37 Watertown, CT 06795 USA +1-203-755-1666 Minimum Drain Time Detailed Report: SCM 2 Drawdown Minimum Drain Time [Elevation vs. Time] 623.00 622.88 622.75 622.63 w c 622.50 fu w 622.38 622.25 622.13 622.00 ! — 0.000 13.000 26.000 39.000 52.000 65.000 78.000 91.000 104.000 117.000 130.00( Time (hours) Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i SCM 2 DRAWDOWN.ppc Center [08.11.01.56] 12/21/2021 27 Siemon Company Drive Suite 200 W Page 33 of 37 Watertown, CT 06795 USA +1-203-755-1666 Section 5 Appendix Waxhaw Downtown Park 301 Givens Street Waxhaw, NC 28173 80.744925°W 34.922054°N 1 T_ S r v HOWIF MIIVt N.- _ 13 __- r Site Location MILLS ST rn �; �Q 4e .. .. U NOAA Atlas 14, Volume 2, Version 3 ' Location name: Waxhaw, North Carolina, USA* Latitude: 34.9216*, Longitude:-80.7452* Elevation: 638.62 ft** 'source: ESRI Maps ' " source: USGS F POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 0.420 0.496 0.575 0.634 0.702 0.749 0.792 0.831 0.876 0.908 5-min (0.387-0.457) (0.456-0.540) (0.528-0.627) (0.581-0.689) (0.640-0.761) (0.680-0.812) (0.716-0.858) (0.747-0.902) (0.780-0.952) (0.803-0.989) 0.672 0.793 0.921 1.01 1.12 1.19 1.26 1.32 1.39 1.43 10-min (0.619-0.730) (0.729-0.864) (0.845-1.00) (0.929-1.10) (1.02-1.21) 1 (1.08-1.29) 1 (1.14-1.36) 1 (1.18-1.43) 1 (1.23-1.51) 1 (1.26-1.56) 15-min 0.7773-0 912 0.916--1609 1.0711.27 1. 821839 1.2941?54 1.37--1164 1.44--1972 1.49-61680 1.55 1490 1.59 1996 1.15 1.38 1.66 1.86 2.10 2.27 2.44 2.59 2.77 2.91 30-min 1 (1.27-1.50) 11 (1.52-1.81) 11 (1.70-2.02) (1.92-2.28) (2.06-2.47) (2.20-2.64) (2.33-2.81) 1 (2.47-3.02) 1 (2.57-3.17) 1.44 1.73 2.12 2.42 2.80 3.08 3.36 3.63 3.98 4.24 60-min (1.32-1.56) (1.59-1.88) (1.95-2.31) (2.22-2.63) (2.55-3.03) (2.80-3.34) (3.03-3.64) (3.26-3.94) 1 (3.55-4.33) 1 (3.75-4.62) 1.66 2.00 2.48 2.85 3.32 3.69 4.06 4.42 4.91 5.28 2-hr (1 .52-1.81) (1.83-2.19) (2.26-2.72) (2.59-3.11) (3.02-3.63) (3.33-4.02) (3.64-4.42) (3.95-4.82) (4.33-5.35) (4.62-5.77) 1.76 2.12 2.64 3.05 3.61 4.05 4.50 4.96 5.60 6.10 3-hr 1 (2.41-2.91) 11 (2.78-3.35) (3.26-3.95) (3.64-4.42) (4.02-4.90) 1 (4.40-5.41) 1 (4.90-6.11) 1 (5.29-6.67) 6-hr (1.9312.32) (2.33 2479) (2. 0 3.48) (3.35 4702) (3.95 4575) (4.41 5034) (4.88 5695) 1 (5.36 6558) 1 (5. 9--67646) 1 (6.48 8117) 2.49 3.01 3.77 4.38 5.23 5.93 6.65 7.41 8.49 9.37 12-hr (2.29-2.73) (2.76-3.31) 1 (3.99-4.79) 11 (4.74-5.71) 1 (5.33-6.46) 1 (5.92-7.24) 1 (6.53-8.06) 1 (7.36-9.23) 1 (8.01-10.2) 2.95 3.56 4.47 5.20 6.22 7.05 7.92 8.84 10.1 11.2 24-hr (2.73-3.20) (3.29-3.86) 1 (4.79-5.64) 11 (5.71-6.74) 1 (6.45-7.64) (7.21-8.59) 1 (8.00-9.60) 1 (9.11-11.0) 1 (9.99-12.2) 3.48 4.18 5.22 6.05 7.20 8.14 9.12 10.1 11.6 12.8 2-day (3.22-3.77) (3.87-4.55) 1 (5.57-6.56) 11 (6.61-7.82) 1 (7.44-8.84) (8.30-9.91) 1 (9.19-11.0) 1 (10.4-12.7) 1 (11.4-14.0) 3-day 3.69 (3.42-3.99) 4.43 (4.11-4.80) 5.50 (5.09-5.96) 6.35 (5.86-6.88) 7.54 (6.94-8.16) 8.50 (7.79-9.22) 9.51 (8.68-10.3) 10.6 (9.59-11.5) 12.0 (10.9-13.1) 13.2 (11.9-14.5) 4-day 3.90 (3.62-4.21) 4.68 (4.34-5.05) 5.77 (5.35-6.24) 6.65 (6.15-7.19) 7.88 (7.26-8.52) 8.87 (8.14-9.60) 9.89 (9.06-10.7) 11.0 (9.99-11.9) 12.5 (11.3-13.6) 13.7 (12.4-15.0) 4.51 5.39 6.57 7.52 8.83 9.89 11.0 12.1 13.8 15.1 7-day (4.22-4.85)1 (5.04-5.78) 1(6.13-7.05) (7.01-8.06)1 (8.20-9.48) 1 (9.15-10.6) 1 (10.1-11.8) 1 (11.1-13.0) 1 (12.6-14.9) 1 (13.7-16.3) 5.16 6.14 7.40 8.39 9.74 10.8 11.9 13.0 14.6 15.9 10-day 4 1 (5.75-6.57) 11 (6.92-7.91) 11 (7.83-8.97) 11 (9.07-10.4) 1 (10.0-11.6) 1 (11.0-12.8) 1 (12.0-14.0) 1 (13.4-15.7) 1 (14.5-17.1) 6.90 8.14 9.62 10.8 12.4 13.6 14.9 16.2 17.9 19.3 20-day (6.49-7.35) (7.66-8.67) (9.04-10.2) 11 (10.1-11.5) 11 (11.6-13.2) 1 (12.7-14.5) 1 (13.9-15.9) 1 (15.0-17.3) 1 (16.6-19.2) 1 (17.8-20.8) 30-day 7 9 8697 9. 0--10.6 1 .9- 2.3 12112 3.6 13 74 5.4 14.9- 6.8 16.0- 8.2 17 2$ 9.6 18.7--21.4 1 81 2.9 10.6 12.5 14.3 15.7 17.5 18.9 20.2 21.5 23.2 24.5 45-day (101-11.2) 1 1 (16.6-18.4) 1 (17.8-19.9) 1 (19.1-21.3) 1 (20.3-22.7) 1 (21.8-24.6) 1 (23.0-26.0) 12.6 14.8 18.3 20.2 21.7 23.1 24.4 26.2 27.5(121-13.3) 60-day [�IQ (14.1-15.5) (17.4-19.1) (19.2-21.2) (20.6-22.7) (21.8-24.2) (23.1-25.7) (24.7-27.6) (25.9-29.0) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PDS-based depth -duration -frequency �DDF) curves Latitude: 34.9216°, Longitude: -80.7452' MIS] Ira: c Z 20 Q6 m 0 15 2 10 Q6 rL I c e c e L- >, >, >, 31 �,-, >, �, �-�31 ' t t t L Jr N N M N M M M N M �{ u'S O u'S O O '-I ry N f1�9 q rx O O O Ln O H rn �n 1-1N rn v sc Duration 30 25 c L 20 41 ram. a 15 49 Q6 �jj 10 FU Q. -- 4L 0 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NQAAAtlas 14, Volume 2, Versio5 3 Created {GNATY Wed Juri 16 12:31.26 2021 Back to Top Maps & aerials Small scale terrain Average recurrence interval ;years} — 1 T — b — 14 — 26 — 60 100 200 500 1000 Duration 5-non — 2-day — 10-mrn — 3Aay 15-min — 4-dsy -- 30--m1n — 7-day — 60-min — 10-day -- 2fir — 20-day — 3-hr — 30-day — "r — 45-day — 12fir -- 60-aay — 24fir 3km M La 115011 L.Iry % scale terrain Guii,am 4P Greensboro Mitchell *ah ripe NORTH CA ROL INA harlotte Fayetteville 4P Greenville 7i- SOUTH CAROLINA V 100km :Wumbia Large scale map Greens6oro D lFh 4iha Asl3eyflle North C Car.1r,a arolin had Otte: F et le le nibia I OOkm ♦outh —4ml Ca d ling Large scale aerial Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer www.nvvs.noaa.gov ■ Search (9) NWS O All NOAA Go General Information NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: NC Homepage Progress Reports Data description FAQ Glossary Data type: Precipitation intensity v Units: English v Time series type: Partial duration v Precipitation Select location Frequency Data Server 1) Manually: GIS Grids a) By location (decimal degrees, use "-" for S and W): Latitude: Longitude: Submit Maps Time Series b) By station (list of NC stations): Select station v Temporals Documents c) By address Search Q Probable Maximum Precipitation 21 Use maD (if ESRI interactive maD is not loadina. try addina the host: hftDs://is.arcais.com/ to the firevwall. or contact us at hdsc.auestions(o)noaa.gov): Documents .Ill" r''•%., ncl+ `! Miscellaneous Map v R a) Select location Publications Terrain as Move crosshair or double click Storm Analysis �'+�"�h Y b) Click on station icon Record Precipitation 161 O Show stations on map Location information: Contact Us Name: Waxhaw, North Carolina, U: Inquiries ___-- Latitude:34.9217` Longitude:-80.7443` Elevation: 619.6 ft ** c $a, b 0 n * Source: ESRI Maps 2km **Source USGS 1mi POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 2, Version 3 PF tabular PF graphical Supplementary information g Print page PDS-based precipitation frequency estimates with 90% confidence intervals (in inches/hour) Average recurrence interval (years) Duration 1 000000000� 2 5 10 25 50 100 200 500 1000 5-min 5.04 (4.64-5.48) 5.95 (5.47-6.48) 6.90 (6.34-7.52) 7.61 (6.97-8.27) 8.42 (7.68-9.13) 8.99 (8.16-9.74) 9.50 (8.59-10.3) 9.97 (8.96-10.8) 10.5 (9.36-11.4) 10.9 (9.64-11.9) 10-min 4.03 (3.71-4.38) 4.76 (4.37-5.18) 5.53 (5.07-6.02) 6.08 (5.57-6.61) 6.71 (6.12-7.28) 7.15 (6.49-7.76) 7.55 (6.82-8.18) 7.90 (7.10-8.57) 8.31 (7.40-9.04) 8.57 15-min 3.36 (3.09-3.65) 3.98 (3.66-4.34) 4.66 (4.28-5.08) 5.13 (4.70-5.58) 5.67 (5.17-6.15) 6.04 (5.48-6.55) 6.36 (5.75-6.90) 6.65 (5.98-7.21) 6.97 (6.22-7.58) 7.18 30-min 2.30 (2.12-2.50) 2.75 (2.53-3.00) 3.31 (3.04-3.61) 3.72 (3.41-4.04) 4.20 (3.83-4.56) 4.55 (4.13-4.93) 4.87 (4.40-5.28) 5.17 (4.65-5.61) 5.55 (4.94-6.03) 5.81 60-min 1.44 (1.32-1.56) 1.13 (1.59-1.88) 2.12 (1.95-2.31) 2.42 (2.22-2.63) 2.80 (2.55-3.03) 3.08 (2.80-3.34) 3.36 (3.03-3.64) 3.63 (3.26-3.94) 3.98 (3.55-4.33) 4.24 2-hr 0.828 (0.758-0.906) 1.00 (0.916-1.10) 1.24 (1.13-1.36) 1.42 (1.30-1.56) 1.66 (1.51-1.81) 1.84 (1.67-2.01) 2.03 (1.82-2.21) 2.21 (1.97-2.41) 2.45 (2.17-2.68) 2.64 3-hr F 0"" (0.535-0.645) 0"06 (0.646-0.778) 0.880 (0.804-0.968) 1.02 (0.925-1.12) 1.20 (1.09-1.32) 1.35 (1.21-1.47) 1.50 (1.34-1.63) 1.65 (1.47-1.80) 1.86 (1.63-2.04) 2.03 (1.76-2.22) 6-hr 0.353 (0.323-0.387) 0.425 (0.389-0.466) 0.530 (0.484-0.581) 0.613 (0.559-0.671) 0.121 (0.659-0.793) 0.818 (0.737-0.891) 0.912 (0.815-0.993) 1.01 (0.894-1.10) 1.15 (1.00-1.25) 1.25 12-hr 0.207 0.250 0.313 0.363 0.434 0.492 0.552 0.615 0.705 0.777 Main Link Categories: Home I OWP US Department of Commerce Map Disclaimer Privacy Pc National Oceanic and Atmospheric Administration Disclaimer Aboul National Weather Service Credits Career Opportun Office of Water Prediction (OWP) Glossary 1325 East West Highway Silver Spring, MD 20910 Page Author: HDSC webmaster Page last modified: April 21, 2017 523160 34° 55' 24" N i Soil Map —Union County, North Carolina 523220 523280 523340 523400 Soil MaN may not he valiel at this scale. ki- pti 34° 55' 6" N 1 w 523160 523220 523280 523340 523400 Map Scale: 1:2,710 if printed on A portrait (8.5" x 11") sheet. Myers $ N 0 40 80 160 240 Feet 0 100 200 400 E00 Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84 usoA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 523460 1 523460 523520 ill 1 � 34° 55' 24" N qkt 1 34° 556" N 523520 3/17/2021 Page 1 of 3 MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils 0 Soil Map Unit Polygons ,N Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit �i Gravelly Spot 0 Landfill A. Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Soil Map —Union County, North Carolina MAP INFORMATION Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. Stony Spot Very Stony Spot Warning: Soil Map may not be valid at this scale. Wet Spot Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil 4� Other line placement. The maps do not show the small areas of Special Line Features contrasting soils that could have been shown at a more detailed scale. Water Features Streams and Canals Please rely on the bar scale on each map sheet for map measurements. Transportation Rails Source of Map: Natural Resources Conservation Service Web Soil Survey URL: . 0 Interstate Highways Coordinate System: Web Mercator (EPSG:3857) US Routes Maps from the Web Soil Survey are based on the Web Mercator Major Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Local Roads Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. Background Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Union County, North Carolina Survey Area Data: Version 20, Jun 3, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 18, 2011—Nov 25, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. usoA Natural Resources Web Soil Survey 3/17/2021 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map —Union County, North Carolina Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI TbC2 Tarrus gravelly silty clay loam, 8 to 15 percent slopes, moderately eroded 16.0 76.0% TuB Tarrus-Urban land complex, 2 to 8 percent slopes 5.0 24.0% Totals for Area of Interest 21.0 100.0% USDA Natural Resources Web Soil Survey 3/17/2021 Conservation Service National Cooperative Soil Survey Page 3 of 3 LEGEND APPROXIMATE STANDARD PENETRATION TEST BORING LOCATION N BASEMAP: Master Plan Update 1.12,2021, Alfred Benesch & Company L UNIVERSAL ENGINEERING SCIENCES GEOTECHNICAL EXPLORATION Waxhaw Downtown Central Park Givens Street Waxhaw, North Carolina BORING LOCATION PLAN REFERENCE: Master Plan Update 1-12-2021 Alfred Benesch do Campany DRAWN BY: RB DATE: 3/18/2021 CHECKED BY: DATE: SCALE: 1:150 PROJECT NO: 2530.2100003.0000 REPORT NO: 1850597 FIGURE NO: B-1 Waxhaw Downtown Central Park UES Project No.: 2530.2100003.0000 Waxhaw, North Carolina March 22. 2021 TABLE I - GROUNDWATER MEASUREMENTS Boring ID Depth to Groundwater ft. B-04 4.7 B-05 14.7 B-12 4A B-13 2.5 5.3 SEASONAL HIGH GROUNDWATER LEVEL In order to estimate the seasonal high water level at borings B-04 and B-05, many factors are examined, including the following: • Measured groundwater level • Drainage characteristics of existing soil types • Current & historical rainfall data • Natural relief points (such as lakes, rivers, wetlands, drainage features,etc.) • Man-made drainage systems (ditches, canals, retention basins, etc.) • On -site types of vegetation ■ Review of available data (soil surveys, USGS maps, etc.) • Redoximorphic features (mottling, stripping, etc.) Based on the results of our field exploration and the factors listed above, we estimate that the seasonal high groundwater level within boring B-04 corresponds with the groundwater measurement of approximately 4 feet bgs. Additionally, the seasonal high groundwater level within boring B-05 is likely approximately 12 feet from the existing ground surface. It should be noted that the estimated seasonal high water levels provided should be considered accurate to approximately t% foot and do not provide any assurance that groundwater levels will not exceed these estimated levels during any given year in the future. Should the impediments to surface water drainage be present, or should rainfall intensity and duration, or total rainfall quantities. exceed the normally anticipated rainfall quantities, groundwater levels might exceed our seasonal high estimates. Further, it should be understood that changes in the surface hydrology and subsurface drainage from on -site and/or off -site improvements could have significant effects on the normal and seasonal high groundwater levels. The soil samples recovered from the test borings were returned to our laboratory and visually classified in general accordance with ASTM D 2487 "Standard Classification of Soils for Engineering Purposes" (Unified Soil Classification System). If necessary, select representative soil samples were evaluated with additional laboratory testing to aid in determination of general engineering characteristics of the site soils. The results of these tests are shown an the boring logs in Appendix B where performed. A summary of the type of tests performed is shown in Table 11. WETLAND DETERMINATION REPORT DOWNTOWN WAXHAW 301 GIVENS STREET WAXHAW, UNION COUNTY, NORTH CAROLINA ECS PROJECT NO. 49:15039 FOR ALFRED BENESCH & CO SEPTEMBER 24, 2021 ECS Southeast, LLP "Setting the Standard for Service" Geotechnical • Construction Matena€s • Environmental • Facilities September 24, 2021 Mr. Brian Cannella Alfred Benesch & Co 2359 Perimeter Pointe Parkway Suite 350 North Carolina, 28208 ECS Project No. 49:15039 Reference: Waters of the US Delineation Report, Downtown Waxhaw, 301 Givens Street, Waxhaw, Union County North Carolina Dear Mr. Cannella: ECS Southeast, LLP (ECS) is pleased submit this report of the Waters of the US services for the above -referenced site. ECS services were provided in general accordance with ECS Proposal No. 49:26314 authorized on August 26, 2021 and generally meet the requirements of the 1987 U.S. Army Corps of Engineers (USACE) Wetlands Delineation Manual, and on the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Eastern Mountains and Piedmont Region, Version 2.0 dated April 2012. Based on our field reconnaissance, potentially jurisdictional Waters of the US (WOUS) are present onsite. If there are questions regarding this report, or a need for further information, please contact the undersigned. ECS Southeast, LLP Ron Johnson Senior Project Manager rgjohnson@ecslimited.com 704-995-3963 Brandon Fulton, LSS, PSC, PWS Environmental Principal bfulton@ecslimited.com 704-968-5704 1812 Center Park Drive, Suite D, Charlotte, North Carolina 28217 • T: 704-525-5152 • F: 704-357-0023 • ecslimited.com ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Southwest, LLP ECS Capitol Services, PLLC -An Associate of the ECS Group of Companies ECSSoutheast, LLP TABLE OF CONTENTS PAGE 1.0 INTRODUCTION.............................................................. 1 2.0 METHODOLOGY............................................................. 1 2.1 Literature Review........................................................ 1 2.2 Methodology for Field Investigation ......................................... 1 2.3 Methodology for Delineating Streams ....................................... 2 3.0 FINDINGS................................................................... 2 3.1 Literature Review Summary ............................................... 2 3.2 Field Investigation Findings ................................................ 3 4.0 REGULATORY DISCUSSION.................................................... 3 5.0 WATERSHED CLASSIFICATION/BUFFER REQUIREMENTS ........................... 4 5.1 State Riparian Buffer Requirements ........................................ 4 5.2 Local Buffer Requirements ................................................ 4 5.3 Stormwater Requirements ................................................ 4 6.0 CONCLUSIONS............................................................... 5 ECS Project # 49:15039 ECSSoutheast, LLP TABLE OF APPENDICES Appendix I: Figures Appendix II: Photographic Log ECS Project # 49:15039 C Southeast, LLP 1.0 INTRODUCTION This report presents the findings of the wetland and stream delineation study conducted by ECS Southeast, LLP (ECS) for Alfred Benesch & Co at the Downtown Waxhaw located at the intersection of 301 Givens Street, Waxhaw, Union County, North Carolina (34.922971,-80.744832). According to the Union County GIS website, the site comprises Parcel No(s). 05115026 The site includes approximately 9.9-acres, as shown on the Site Location Map (Appendix I, Figure 1). The site currently consists of The site consists of moderately wooded land. Surrounding areas consists of single-family residences and wooded land. Based on the United States Geological Survey (USGS) Topographic Map, no tributaries are depicted on the site. The purpose of this study was to identify and delineate jurisdictional Waters of the U.S. (WOUS) within the project study area (PSA). Wetlands are defined by the United States Army Corps of Engineers (USACE) and the United States Environmental Protection Agency (EPA) as "those areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support, and under normal circumstances, do support a prevalence of vegetation typically adapted for life in saturated soil conditions." In order for an area to be classified as wetland, hydrophytic vegetation, hydric soils, and wetland hydrology indicators must be present described in the 1987 "Corps of Engineers Wetlands Delineation Manual" and the Appropriate Regional Supplement. 2.0 Mt I HUUULU(3Y This WOUS delineation is based on ECS' professional judgment and application of the technical criteria presented in the 1987 USACE Wetlands Delineation Manual, and on the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Eastern Mountains and Piedmont Region, Version 2.0 dated April 2012 . ECS completed the following tasks to identify and delineate potentially jurisdictional WOUS boundaries onsite: 2.1 Literature Review ECS wetland scientists reviewed the US Geological Survey (USGS) Topographic Map, US Department of Agriculture Natural Resource Conservation Service (USDA-NRCS) Soil Survey of Union County, the USDA NRCS 2015 National Hydric Soils List for Union County, the Federal Emergency Management Agency (FEMA) Floodplain Mapping Service, US Fish & Wildlife Service (USFWS) National Wetlands Inventory (NWI) Wetlands Mapper, and available aerial photographs to identify potentially jurisdictional Waters of the US (i.e., streams, wetlands, natural ponds, lakes), and available watershed information. 2.2 Methodology for Field Investigation Wetland boundaries were delineated using the routine onsite determination method described in the USACE Manual and Regional Supplement, in conjunction with the Piedmont 2016 Regional Wetland Plant List, and the USDA Soil Survey. ECS Project # 49:15039 Page 1 Southeast, LLP ECS performed onsite wetland delineations as described above. First, site hydrology was observed and the plant community within the data plot was characterized. The dominant plant species within each community were then identified, and it was determined whether or not hydrophytic (wetland) plants dominated the plant community. The USFWS has defined five wetland plant indicator categories including: • Obligate wetland (OBL) - has >99% probability of occurring in wetlands • Facultative wetland (FACW) - has 66% to 99% chance of occurring in wetlands • Facultative (FAC) - has 33% to 66% chance of occurring in wetlands • Facultative upland (FACU) - has 1 to 33% chance of occurring in wetlands • Upland (UPL) - has <1 % chance of occurring in wetlands • No Indicator (NI) - no wetland indicator for the specified species, considered UPL Plants identified as OBL, FACW, or FAC are considered wetland plants (or hydrophytes) by USACE. In areas determined to have hydrophytic vegetation and potential wetland hydrology, an approximately 16-24 inch hand auger soil boring or shovel test pit was completed to determine if hydric soils were present. The soil boring was also inspected to determine if indicators of wetland hydrology (inundation, soil saturation, etc.) were present. Once an area is determined to be a wetland, further testing was performed to locate the wetland/ upland (non -wetland) boundary. A second soil data point was completed in the upland area to document non -wetland conditions. Wetland boundaries were marked with consecutively numbered surveyor's ribbon flags. Data forms specified in the Regional Supplement were completed for each wetland and non -wetland soil data point location. The data forms recorded the vegetation, soils, and hydrology observations used in making the wetland determinations. 2.3 Methodology for Delineating Streams During the field investigation, ECS identified streams onsite that could be considered jurisdictional by state and federal regulatory agencies. ECS used field indicators such as flow, substrate composition, presence/absence of defined bed and banks, origin of hydrologic source, presence/absence of vegetation in the stream channel, and composition and relative abundance of resident benthic macroinvertebrates to classify onsite streams into three stream types: ephemeral, intermittent, and perennial. 3.0 FINDINGS 3.1 Literature Review Summary The following is a summary of the available desktop information that was reviewed as part of this WOTUS Delineation: • According to the USGS Topographic Map, Waxhaw, North Carolina Quadrangle dated 2019 (Figure 2), the PSA is situated at an approximate elevation of 750 feet above mean sea level (MSQ. ECS Project # 49:15039 Page 2 Southeast, LLP According to the NRCS Union County Soil Survey, (Figure 3), soils on the PSA have been mapped as Unit(s) TbC2: Tarrus gravelly silty clay loam, 8 to 15 percent slopes, moderately eroded, and TuB: Tarrus-Urban land complex, 2 to 8 percent slopes. The aforementioned soils were not listed as hydric soils on the national hydric soils list for Union County, North Carolina. The FEMA Flood Insurance Rate Maps (FIRM), Panel3710447300J, dated October 16, 2008 (Figure 4) indicates the PSA is located in unshaded Zone X. Zone X areas are determined to be outside the 0.2%Annual Chance Floodplain. • The US Fish and Wildlife NWI map (Figure 5) does not identify wetlands on the PSA. • The site is located within the Twelvemile Creek watershed and is identified as Hydrologic Unit Code (HUC) 030501030204. 3.2 Field Investigation Findings ECS personnel conducted the field investigation on September 10, 2021. The last precipitation event prior to the site reconnaissance was on September 9, 2021 and approximately 0.03 inch was recorded. During the reconnaissance, ECS observed the PSA for evidence of WOUS, including ponds, streams, and wetlands. These jurisdictional areas were marked with blue (streams) and pink (wetlands) flagging tape and located using a Trimble Geo7X hand-held GPS unit capable of sub -foot accuracy. ECS identified four potentially jurisdictional areas including two potentially jurisdictional streams and two potentially jurisdictional wetlands, summarized in Table 1 below. Table 1: WOUS Summary Table Wetland/Stream ID Classification Acreage Linear Feet (if applicable) Stream 1 Ephemeral N/A 191 Stream 1 Intermittent N/A 498 Stream 2 Intermittent N/A 60 Wetland 1 Emergent 0.00096 N/A Wetland 2 Forested 0.007 N/A Total -- 0.00796 749 4.0 REGULATORY DISCUSSION The WOUS are regulated by Sections 401 and 404 of the Clean Water Act. State and Federal law dictates that any disturbance to WOUS must be permitted through the appropriate agencies. ECS Project # 49:15039 Page 3 Southeast, LLP Upon your request, we will contact the USACE to schedule a field meeting to conduct a wetlands and Waters boundary confirmation and preliminary jurisdictional determination. The timeline of this process is dependent on the availability of the regulator. If any potential impacts are proposed, we can assist you with permitting options and support to complete the process. In the interim, we recommend further review of state and federal agency records pertaining to Section 7 (Federal Endangered Species Act) and Section 106 (National Historic Preservation Act). These reviews will generally be required to verify compliance for either the Nationwide Permit (NWP) or General Permit conditions. If jurisdictional wetlands and streams are present at the site, planned land disturbance in these areas would likely require a permit from the USACE and/or the N.C. Division of Water Resources. ;.0 WATERSHED CLASSIFICATION/BUFFER REQUIREMENTS 5.1 State Riparian Buffer Requirements The PSA is located in the Catawba River Basin. Surface waters within the Catawba River Basin are not subject to State mandated riparian buffers, except for the main stem of the Catawba River. 5.2 Local Buffer Requirements ECS reviewed the Union County Code of Ordinances to determine if the county has vegetative buffer requirements for surface waters. According to the Ordinance, a minimum one hundred -foot vegetative buffer is required for all new development activities that exceed the low density option; otherwise, a minimum fifty -foot vegetative buffer for development activities is required along all perennial waters indicated on the most recent versions of U.S.G.S. 1:24,000 (7.5 minute) scale topographic maps or as determined by local government studies. Desirable artificial streambank or shoreline stabilization is permitted. ECS recommends consultation with a civil engineer to determine if mandatory vegetative buffers and/ or regulated development (impervious surfaces) setbacks are required for the site in addition to those mentioned above. 5.3 Stormwater Requirements Surface waters located within the PSA appear to flow to Rone Branch, which is classified as a Class C water. Class C waters are protected for uses such as secondary recreation, fishing, wildlife, fish consumption, aquatic life including propagation, survival and maintenance of biological integrity, and agriculture. Secondary recreation includes wading, boating, and other uses involving human body contact with water where such activities take place in an infrequent, unorganized, or incidental manner. ECS reviewed the NCDWR online stormwater permitting map to determine jurisdiction of NCDWR stormwater regulations. According to the online permitting map, it appears the site is located in an area designated as Local Permitting Authority. ECS recommends consultation with a civil engineer to determine if mandatory vegetative buffers and/or regulated development (impervious surfaces) setbacks are required for the site in addition to those mentioned above. ECS Project # 49:15039 Page 4 Southeast, LLP �.0 CONCLUSIONS Two potentially jurisdictional wetland areas totaling approximately 0.00796 acre and two potentially jurisdictional streams totaling approximately 749 linear feet were identified and delineated within the study area. The locations and boundaries of jurisdictional Waters are illustrated on the attached Waters of the U.S. Delineation Map (Figure 6). The flagged WOUS boundaries are subject to change during the jurisdictional determination meeting with the USACE. ECS cannot guarantee that field conditions and/or WOUS boundaries will not change over time. ECS Project # 49:15039 Page 5 Appendix I: Figures -N Legend ,G a Project Study Area i7iyth6 Sau lh �1 i55 Ar a �a ip y � r'3are cr c Client: E � S y MaYwooy van' g' „ a prmnel rl 51 °M01 benesch n v e"s 9t � St B' _ "r Project: x � � Price 5l Cxt m Y a w Prig sl = "— crl�est DOWNTOWN WAXHAW y N �" x hlowre Mine Rd Dunlap sl SITE m'Q 'karyr^ Ry s N E North M a m _ waxnaw 301 GIVENS STREET �.,1 18ni th Mam Sr '^ r va-soum MsSM1 sr� t'" y WAXHAW, S,,erist UNION COUNTY, CL Y 5t d +' NORTH CAROLINA G m W 6YMl`M }MY � m 0 n [T� of w GiY Ori9 st Title: SITE LOCATION s � _- w ae� : 1 rnn st aq MAP y o o i Cr a F p � p Ric Grr `� Sr "o- UNION COUNTY a A'thfan 1i anor 1YaY Urr ^ �yj1 st �.' 6a 4 1 ere5a F rweh a Ro �� Stanton Ar V dr k' a 9"�S� 0°sue o pr 9 L rd *m �n n r Drawn By: Scale: _, ° AMC 1 "= 1,000' 6 Approved By: Date: a WzxraW arms Rd � $ WBF 09/14/2021 ECS Project No. 49: 15039 500 1,000 2,000 Fee FIGURE 1 Legend Project Study Area 4 • ;,• � j ' , � ,�`�. Client: r �•r ; �� benesch ,� � �� • �' ," Project: ' 1350 ✓� r'1 � �y � y a i � - L DOWNTOWN WAXHAW �/� r�`� • � .. "' � � ��p�,a _�� > a =�. '•'�SITE 301 GIVENS STREET WAXHAW, �r - y - � :.:• R: ' :' UNION COUNTY, NORTH CAROLINA C 0. •-'� f V 1 jA Title: l_ USGS Wa-Ah '`~"1 J � ~ �•~-� f' �- " • -� • 7� � � 1 TOPOGRAPHIC MAP :::' _ $ [�� k• ;'_ ;- • , ' : ��1 A i ti WAXHAW, NC J 1' . QUADRANGLE �f • y-,. ; DATED: 2019 / •I i �� Howie NJ,- waxl:awsi � ^G } fL L f r i R� • • � � Drawn By: Scale: r { \ ///_ AMC 1 - 2,000 gr Approved By: Date: WBF 09/14/2021 ECS Project No. 49:15039 0 1,000 2,000 4,000 Feet • �--•J�..� ��•i �_ �� .�r�,i�-.' a ��,�-,FIGURE 2 a. Legend " N� QProject Study Area ~ t• M j t r .+ ~ Soil Mapunits TbC2 TuB a• F� s 94 f 1 � p - }� • t .ice . Y � _ '.F,r "�' � �r{�� i � R • w� +L ;- • L is � � �; #'-•. �j�, �••t�� '� ] +�' � P �' %+ ��'�• ` - w .4 k 125 250 i 500� � �' ,l''f Feet iii ; ka L'• pl- Client: benesch Project: DOWNTOWN WAXHAW SITE 301 GIVENS STREET WAXHAW, UNION COUNTY, NORTH CAROLINA Title: USDA-NRCS SOIL SURVEY MAP Waxbavd; . AMC 11 " = 250 ' roved By: Date: WBF 09/14/2021 ECS Project No. 49: 15039 FIGURE 3 Legend N L �- Project Study Area ' -:�- •� Wetland Type client: Freshwater Emergent Wetland r '- - Freshwater Forested/Shrub Wetland benesch - Freshwater Pond Project: - Lake - - ,•., R' RIK _ DOWNTOWN WAXHAW Riverine T � SITE #' 301 GIVENS STREET ► r �� e s WAXHAW, x# UNION COUNTY, NORTH CAROLINA Title: f'. • �' ;'� r ', NATIONAL �y r � ` • � � WETLANDS •b. f r > ..:. INVENTORY r f MAP k Vi All ork t t r r'• _t � 4' Waxhayd; Drawn By: Scale: AMC 1 = 500 ' fir'+ i ` y i S' .r . Approved By: Date: - ■� WBF 09/14/2021 v ECS Project No. °L, ate' a` . Irv- 49: 15039 250 500 1,000Ir 't...; "� a. �'z� °�a- ;- ►�f r �� = � �"�' � - � ' - � �•ti FIGURE 5 Fee } Legend ;+ Project Study Area , ,w�'� .a �# h Streams _ ` W Intermittent Stream I M •. Wetland Area � j *�-; Ephemeral Stream r ► + • Wet 191 LF lan2 d —0.007 AC ~ r ' S Y � YO, ti Wetland 1 .. —0.00096 AC ;YA A �� Stream 1 —498 LF ` r 41. f ` IA M• 4• 0 150 •300 600 Feeliff IL Stream 2 60 LF -40 Client: benesch Project: DOWNTOWN WAXHAW SITE 301 GIVENS STREET WAXHAW, UNION COUNTY, NORTH CAROLINA Title: WATERS OF THE U.S. DELINEATION MAP NOTES: 1. POTENTIALLY JURISDICTIONAL WATERS OF THE US WERE �fF • �- DELINEATED BY ECS ON SEPTEMBER 10, 2021. 2. FEATURES DEPICTED ON THIS MAP HAVE NOT BEEN VERIFIED BY THE USACE AND/OR SCDHEC. THE DELINEATION FINDINGS ARE SUBJECT TO CHANGE BASED ON AGENCY VERIFICATION. 3. THIS MAP SHOULD BE USED FOR PRELIMINARY PLANNING _ .- PURPOSES. UraWn by: Jcale: AMC 1 " = 300 ' Approved By: Date: WBF 09/14/2021 ECS Project No. ' 49: 15039 FIGURE 6 Appendix II: Photographic Log ECSSoutheast, LLP 1 -View of Stream 1. 2 - View of Stream 2. ECS Project # 49:15039 ECSSoutheast, LLP 3 - View of Wetland 1. 4 - View of Wetland 2. ECS Project # 49:15039 ECSSoutheast, LLP 5 - Ephemeral portion of Stream 1 ECS Project # 49:15039 Section 6 Drainage Area Maps Poce Street '-- Z $ Howl, Mine Roatl ' a McDonald Street � m o c �, o c' - a v—s ^ East North Main Stree n treet� w East South Ma,n West North Main S - See Main Street ! c y of ,.,est South c 1 a s ,, y `e¢ Cg HIV ? o , s A : '` �., y``ei street �� e m a rtGivens _ _ ,1 / m' 1 �+/ l 9 � '� a°o e, eI•• i P . 1 o s^ � I P e e"r r� Site ♦ s'P > ♦ .1 y`¢e ♦ # a �`` Lynn Street ♦ e\o ♦ I 2. �\96 .e y ° o ITeresa Circle n n a„ Street v+ I / ,` m m Sheton pave v .� 1 n , 1 , , . v vI �. V \ \ L - 1 1 \ \ \ 1 N� _ iw 1 1 1 1 , , / \ 1 I 1 , / 1 1 1 1 1 1 1 1 \ , 1 1 1 , I I I DL \ . 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I I r / / / / '- \11 I I / I -- ^I / L•. / r 1 r I \i 1 ' -_ � _. \ 1 1 , , 1 I I 1 ' I 1 , 1\y /// / / / / / J -.� \ \ , , \ i ' - - - , I , I , , 1 ` / / i , `' ' 1 1 i `, ` ` , r { _ / / � ` C / / / / / // / / / / / / ) / / / r r / / / �� ` / I \, ` ( \ \ \ I Q/ /J \ I '1 1 '1 ' 6 .79 ' -------..L - , ; ' I ' 1 1 1 1 / 1 ' ' I 1 . \ . 7J. / / / / I 1 --- "---_ V _ Tto] / i 1 i 1 I 1 I I I I 1 ii / J / I /` I I , 1 , , , I _ _ ,''y. , ' , I ' 1 1 I 1 ' I I , •+` , , I , �y \ I / / / I- I \ ( I 1 ' 1 1 ,'p11 I " ----- - - _ - -- - --- M ' , 1 1 I , , I — / / / / / / r / / �JLr _ \ I I v / `r I I / / \ I I 1 ; , 4 ; I ; I --- - --CO -- ' `a' ' ' 1 , i I , I A \ ° I I I , , , I I �\ `% \ - -� - ` � / / / / / / —_ / / / / / / / / / / 1 /� - / i — I 'aV 1 / 1 \ \ I , 'i '' , ' ' , ` ------/�. - --____ I ' - I ' ; , , / ' , r l l r ' 1 / 1 1 ,; i . i / / / / // / / / / / / / / / / -1,` / I 1 _ 1 I , , , / 1 I I - / / / / / I I ) / li I / NQ'W 6 F RMERL Y(" \ 1 \i 1 _ , - - I I � l � / 1 1 1 I I , ' � � I � , J / // � / / / / / / / / )- / / / / / / / � / / / \ , V 1 , , I I 1 , 1 i, / .�/ / / / / I� / '� / % _ I 1 ' I , I / 1 I I I I I 1 \ I`1 I 1 1 O \ I - - - - ` --_ I I I 1 I r i ' , l 11 ` - / / / ! l /�' — / li r )- 1 ( -3NEY &I NOLA JOHMiLN -- - _ --- -- I I s3 �/ , I I 1 - y, • r � / / / / / / r� / \ J \ p 11 i, , ; `I ` ___ - `` i I S ' ' ' ; , /� FFE:625.77 I C 9 / DC 8 I I1 ; ; ; ``` // / / / / / / r / / / / / / /� / / I ) ) \ IDBI 38 /215 \ 1 \ \ \ - E 6,1 s' 1 %, I'- . �'- p�EBAR r / / / ., / / / / / f / /ri // / / 1 1 1 ```I , ,, \ 1 9 /\, %i 1 r / \ I J �J , 11 I PID \05114178 I \ 1 I` ; �'`,1 `O ``♦ \ \ ` I I \ ` ` - �`�V �� ' ' �O ' 1 /' ,' 1 '� l '11, ' y�' FOUND) — / / // / " / / / / / / I / / // I ' > / / > �` \ / I \ l l I I 1 - � I `\ 'i . r"1 `, \ 9 O ,'' ' , I �' — // ✓ / / / / / / / / / / / . / / / r / /( I I I I I 1 i t , - 1,, (//p/Qy 1 I — i, `. i, ```, \ \ , ,I , - \ , I , 1 ; 1 ;' , 1 4.9 ; ' 1 / /1 ; ;; ; , / /�, -, , J / / / ' / / // J /.- --I / \ / / - rJ CIS\ \ � � s I I \ � , \`"� I , �� I/ I I r / / / � / _ ,\ I I �\I , I I \ \� � 1 I `, t `` :� r1,;1; I I ,II I �/ot 1 __� / \\ I � J /i/ / / Ile � I I I � � ♦ \ i i �, I � I ; ' 1 1 1 I `I I • 1i ` � I / / / ) / I / \ I \ \ \ ` r• ```♦ ` 11 I. , 1 `I `` ``` I ' , I , , 1 1 \ , ` \ \ I\\ I I / / / f / / J / I I ``' / � \ \? 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I ; `; , ' II i1 , `, \ _ `. �/ / / — � �// / / I - / / / / / / / / / / / r / '% — // // r 1 t t', I I ; I,, - ; I I' " ;'` / ,(/- / / I.-, / // / 11 � / // / / / J // / r/ / f /�' ,,,, ; ; ,� ; 11 `% / / / / / / / / / / - / / / / / -'*" DC08', ,% I% I1'' '/V'`` - / %;- �'EBAR �`�/%// \///////__/ // / /l i / /�r�Z/ ,' ' I , ;�' , - �, ��J'FOUND) - / / j / \,/ / / / l / / �/ / ,' , ' ;' 1 , A . ; ' , / ��- , I I �, � /_ _ � // / / / / / f / / \1 �cJ/// �``y' / / / / / r J/ / LEGEND / �Irr , , . EXISTING SIGN _ _ _ _ _ _ EXISTING CURB AND GUTTER / / I , I , W 1 , , , , 1 , 1, , 52 : " ; I ~� I; I ; I ;_ 'I - EIP EXISTING IRON PIN PROPOSED CURB AND GUTTER _ `, / ; DCO 5 I I I / �•5 \ c �s'�' ,r ,, EXISTING LIGHT POLE PROPERTY LINE 11 \ ', .N \ ` \ �` - - '-/ ,- _ ' I ; �,� ��V--,cv-�.- ; �-I co��-+- , R I EXISTING UTILITY POLE ` - - -_ -- I ; \ �� co-r�r- ,N 't ,' 1—x—x—x— EXISTING FENCE \ I` `6'� ��, `�� - _ ; , , - _ - _ ;'1-�` 1 �rI I 15 ,?' R/W RIGHT-OF-WAY \ ? - _ _ '� L-��. 16 I UGE EXISTING UNDERGROUND ELECTRIC LINE �,6 " � ' 2'\ \ 1. - _ '�; - _ ; ; ; I �p BAR; ; ; _ '' , _.I , I I I 1 I I 1 6 ( UND) ;I' `, • `;, I HC ACCESSIBLE SPACE OH/U—EXISTING OVERHEAD UTILITY LINE w 1`', , -- _ _ 1 ` _ , \ ` = - ' III, , ; %, , /B- ` , I ," i �aii ;I 1\ tb4. EXISTING TREE TO REMAIN T EXISTING UNDERGROUND TELEPHONE LINE �^� �^ -__ _ t - - - ; i 7 ;;;�FO/C EXISTING FIBER OPTIC LINE %�o�' R, h FES 34 _ _ _ - `` \ (%�'' ; 1; ' ;4,�� ;,,'! 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