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Home My WebLink AboutSW3210401_Report (SW)_20210608ENGINEERING REPORT FOR CALIBER COLLISION Union County, North Carolina Prepared For- McNeel Properties, LLC 1330 Lady Street, Suite 200 Columbia, SC 29201 May 28th, 2021 LandlDesign Project #- 1019553 Calculated By- AR, MDM CORPORATE SEAL 033804 L n Engineering se- C-0658 LandDesign NC Fir Licen 223 N. Graham Street Charlotte, NC 28202 Table of Contents Engineering Narrative Erosion Control Calculations Sediment Basin Design (For Reference Only) PondPack Calculations (2-YR, 1 0-YR, 25-YR) (For Reference Only) Swale Calculations Slope Drain Calculations Storm Drainage Design Detention Calculations (For Reference Only) - Pre -developed - Water Quality - BMP #1 Stage Storage - Channel Protection - Post -developed Rip -Rap Apron Sizing USGS Quad Map Soil Survey Flood Map Deed *Refer to NCDEQ Permit ID: UNION-2019-054 and Union County Permit # for full build out of Erosion Control and BMP calculations listed below Erosion Control Calculations - Sediment basin design - Stage Storage - Pond routing Buoyancy Calculations Swale Calculations ENGINEERING NARRATIVE Caliber Collision LDI Project No. 1019553 DESCRIPTION: LandDesign has prepared a report for Caliber Collision in Union County. The site is located on the east side of South Providence Road, as depicted on the Vicinity Map in the plans. There is 951 linear feet of an existing seasonal RPW stream that runs plan - north of the site. This stream has a 30' strearnside buffer and 20' managed use buffer along it, but the site is located outside of the buffers. The entire site is 26.103 AC, and an early erosion control package has been approved; please refer to NCDEQ Permit ID- UNION-2019-054. The total denuded area of Caliber Collision is a portion of the whole site with a total denuded area of 3.01 AC. Planned facilities associated with the sire includes a 16,214 SF building, parking lot, and a retaining wall. Stormwater Design Criteria: The stormwater BMP design has been designed under a separate Union County Permit package. Caliber Collision impervious and drainage has been accounted for in that separate package — please refer to Union County Permit #. Caliber Collision drainage will discharge into the Wet Pond BMP designed in an earlier package. The project falls in the West Fork Twelvemile Creek subwatershed within the Catawba River Basin. All wetlands, streams, and lakes on -site have a combination of strearnside buffers and managed use buffers. A 50' upland buffer was added in addition to the other buffers on the western lake. The on -site sewer will be installed at all stream crossings via jack and bore. The installation of the public sanitary sewer will result in the filling of the wetland along the existing dam on the west side of the lake. This wetland impact will need to be permitted. Site Utilities All site utilities to serve the building are privately controlled by Caliber Collision. Water, sewer, gas, electric and telecom service are all available to the site. Water Service Water service to the future commercial building and site will be provided from one 8" water line extension that taps from the water main on along S. Providence Road. A 2" domestic water, 6" fire line, and -'/4" irrigation line will tee off of that 8" water line extension for the building. Separate backflow devices will be used and separate meters. All domestic water will be metered for internal tracking. Sanitary Sewer Service The Caliber Collision future building waste will discharge into an 8" gravity sewer main line extension which ties into the existing sanitary sewer line along S. Providence Road. A 6" sanitary sewer line will be provided from the 8" sanitary extension line to the building. Site Geology The project site contains dense grasses, fallow bare soils, a wet pond for future development. Site Preparation and Grading The early erosion control and grading phase has been approved under a separate package; refer to NCDEQ Permit ID- UNION-2019-054. The early phase is intended to accommodate the future buildings by providing building pads. Caliber Collision grading ties into the early grading package and S. Providence Road contours. EROSION CONTROL CALCULATIONS (FOR REFERENCE ONLY) Sediment-Basm' Deag-11 Project: Waxhaw-Nixon Location: Waxhaw, NC Developer: US Developments, LLC Computed By: AER Date: 01/20/21 Checked By: MDM Revised: Design Criteria: Settling Efficiency Criteria: Design Storm 10 yr Design Storm 10 yr Rational Runoff Coeff 0.6 Rational Runoff Coeff. 0.6 Intensity 7.6 in/hr (fc= 5 min.) Intensity 7.6 in/hr (fc= 5 min.) Weir Coefficient 3 Height Over Weir 0.5 ft Length to Width Ratio 2 :1 Min. Dewater Time 2 Days Weir Basin Drainage Denuded Sediment Basin Length Number Area (Acres) Area (Acres) Volume ft. Required Provided 1 17.96 15.3 27,540 226,504 24 10-year Basin Drainage Peak Inflow Surface Area Number Area (Acres) (cfs) (Sq. ft.) Required Provided 1 17.96 81.90 35,625 37,118 Skimmer Size Mimmum Skimmer Basin Basin Dewatering Number Volume Time Size (in) Orifice Diameter (in) 1 27,540 2 Days 4 3.3 Volume Calculation Contour Area Volurne (ac-ft) Volurne sq. ft AC Inc Accurn. cu. ft 544.5 19377 0.44 0.00 0.00 0 545 21605 0.50 0.24 0.24 10240 546 23709 0.54 0.52 0.76 32889 547 25835 0.59 0.57 1.32 57654 548 26489 0.61 0.60 1.92 83815 549 28761 0.66 0.63 2.56 111432 550 31089 0.71 0.69 3.24 141350 551 33438 0.77 0.74 3.99 173606 552 35877 0.82 0.80 4.78 208256 552.5 37118 0.85 0.42 5.20 226504 553 38374 0.88 0.43 5.63 245376 554 40926 0.94 0.91 -7- 6.54 285020 j Project Summary Title Waxhaw-Nixon Engineer krowe Company Date 1/10/2019 Notes Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 1 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Table of Contents Master Network Summary Union County Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 4 yrs) Time -Depth Curve, 10 years (Union County - Synthetic Curve, 6 10 yrs) Time -Depth Curve, 25 years (Union County - Synthetic Curve, 8 25 yrs) Drainage Area Time of Concentration Calculations, 2 years (Union County - 10 Synthetic Curve, 2 yrs) Drainage Area Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 12 yrs) Sed Basin #1 Elevation -Area Volume Curve, 2 years (Union County - 13 Synthetic Curve, 2 yrs) Outlet 1 Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 14 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/S) (years) (ac-ft) Drainage Area Union County - 2 3.834 11.918 70.74 Synthetic Curve, 2 yrs Drainage Area Union County - 10 6.138 11.918 110.64 Synthetic Curve, 10 yrs Drainage Area Union County - 25 7.603 11.918 135.38 Synthetic Curve, 25 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/S) (years) (ac-ft) Outfall Union County - 2 0.384 6.609 0.16 Synthetic Curve, 2 yrs Outfall Union County - 10 2.084 17.371 1.80 Synthetic Curve, 10 yrs Outfall Union County - 25 3.743 13.253 6.07 Synthetic Curve, 25 yrs Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/S) (years) (ac-ft) Maximum Maximum Water Pond Storage Surface (ac-ft) Elevation (ft) Sed Basin Union County - 2 4.499 11.918 70.74 (N/A) (N/A) #1 (IN) Synthetic Curve, 2 yrs Sed Basin Union County - 2 0.384 6.609 0.16 551.38 4.115 #1 (OUT) Synthetic Curve, 2 yrs Sed Basin Union County - 10 7.130 11.918 110.64 (N/A) (N/A) #1 (IN) Synthetic Curve, 10 yrs Sed Basin Union County - 10 2.053 17.371 1.80 552.62 5.110 #1 (OUT) Synthetic Curve, 10 yrs Sed Basin Union County - 25 8.798 11.918 135.38 (N/A) (N/A) #1 (IN) Synthetic Curve, 25 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 2 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/S) (years) (ac-ft) Sed Basin Union County - 25 3.709 13.253 6.07 #1 (OUT) Synthetic Curve, 25 yrs Bentley Systems, Inc. Haestad Methods Solution Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center 1/19/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1 -203-755-1666 Maximum Maximum Water Pond Storage Surface (ac-ft) Elevation (ft) 552.79 5.252 PondPack CONNECT Edition [10.02.00.01] Page 3 of 18 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 2 yrs Time -Depth Curve: Typell 24hr(3.6 in) Label TypeII 24hr (3.6 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 2 years Return Event: 2 years Storm Event: TypeH 24hr (3.6 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.1 0.1 0.1 0.1 3.000 0.1 0.1 0.1 0.1 0.1 3.500 0.1 0.2 0.2 0.2 0.2 4.000 0.2 0.2 0.2 0.2 0.2 4.500 0.2 0.2 0.2 0.2 0.2 5.000 0.2 0.2 0.2 0.2 0.3 5.500 0.3 0.3 0.3 0.3 0.3 6.000 0.3 0.3 0.3 0.3 0.3 6.500 0.3 0.3 0.3 0.3 0.3 7.000 0.4 0.4 0.4 0.4 0.4 7.500 0.4 0.4 0.4 0.4 0.4 8.000 0.4 0.4 0.4 0.5 0.5 8.500 0.5 0.5 0.5 0.5 0.5 9.000 0.5 0.5 0.6 0.6 0.6 9.500 0.6 0.6 0.6 0.6 0.6 10.000 0.7 0.7 0.7 0.7 0.7 10.500 0.7 0.8 0.8 0.8 0.8 11.000 0.8 0.9 0.9 0.9 1.0 11.500 1.0 1.1 1.3 1.6 2.0 12.000 2.4 2.5 2.5 2.6 2.6 12.500 2.6 2.7 2.7 2.7 2.8 13.000 2.8 2.8 2.8 2.8 2.9 13.500 2.9 2.9 2.9 2.9 2.9 14.000 3.0 3.0 3.0 3.0 3.0 14.500 3.0 3.0 3.0 3.1 3.1 15.000 3.1 3.1 3.1 3.1 3.1 15.500 3.1 3.1 3.1 3.2 3.2 16.000 3.2 3.2 3.2 3.2 3.2 16.500 3.2 3.2 3.2 3.2 3.2 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 4 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 2 years Label: Union County Storm Event: TypeH 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 3.2 3.3 3.3 3.3 3.3 17.500 3.3 3.3 3.3 3.3 3.3 18.000 3.3 3.3 3.3 3.3 3.3 18.500 3.3 3.4 3.4 3.4 3.4 19.000 3.4 3.4 3.4 3.4 3.4 19.500 3.4 3.4 3.4 3.4 3.4 20.000 3.4 3.4 3.4 3.4 3.4 20.500 3.5 3.5 3.5 3.5 3.5 21.000 3.5 3.5 3.5 3.5 3.5 21.500 3.5 3.5 3.5 3.5 3.5 22.000 3.5 3.5 3.5 3.5 3.5 22.500 3.5 3.5 3.5 3.6 3.6 23.000 3.6 3.6 3.6 3.6 3.6 23.500 3.6 3.6 3.6 3.6 3.6 24.000 3.6 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 5 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 10 yrs Time -Depth Curve: Typell 24hr(5.2 in) Label TypeII 24hr (5.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 10 years Return Event: 10 years Storm Event: TypeH 24hr (5.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.2 0.2 0.2 0.2 0.2 4.000 0.2 0.3 0.3 0.3 0.3 4.500 0.3 0.3 0.3 0.3 0.3 5.000 0.3 0.3 0.3 0.4 0.4 5.500 0.4 0.4 0.4 0.4 0.4 6.000 0.4 0.4 0.4 0.4 0.5 6.500 0.5 0.5 0.5 0.5 0.5 7.000 0.5 0.5 0.5 0.5 0.6 7.500 0.6 0.6 0.6 0.6 0.6 8.000 0.6 0.6 0.6 0.7 0.7 8.500 0.7 0.7 0.7 0.7 0.7 9.000 0.8 0.8 0.8 0.8 0.8 9.500 0.8 0.9 0.9 0.9 0.9 10.000 0.9 1.0 1.0 1.0 1.0 10.500 1.1 1.1 1.1 1.2 1.2 11.000 1.2 1.3 1.3 1.4 1.4 11.500 1.5 1.6 1.8 2.2 3.0 12.000 3.4 3.5 3.6 3.7 3.8 12.500 3.8 3.9 3.9 3.9 4.0 13.000 4.0 4.0 4.1 4.1 4.1 13.500 4.2 4.2 4.2 4.2 4.2 14.000 4.3 4.3 4.3 4.3 4.3 14.500 4.4 4.4 4.4 4.4 4.4 15.000 4.4 4.5 4.5 4.5 4.5 15.500 4.5 4.5 4.5 4.6 4.6 16.000 4.6 4.6 4.6 4.6 4.6 16.500 4.6 4.6 4.7 4.7 4.7 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 6 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 10 years Label: Union County Storm Event: TypeH 24hr (5.2 in) Scenario: Union County - Synthetic Curve, 10 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 4.7 4.7 4.7 4.7 4.7 17.500 4.7 4.8 4.8 4.8 4.8 18.000 4.8 4.8 4.8 4.8 4.8 18.500 4.8 4.8 4.9 4.9 4.9 19.000 4.9 4.9 4.9 4.9 4.9 19.500 4.9 4.9 4.9 4.9 4.9 20.000 5.0 5.0 5.0 5.0 5.0 20.500 5.0 5.0 5.0 5.0 5.0 21.000 5.0 5.0 5.0 5.0 5.0 21.500 5.0 5.1 5.1 5.1 5.1 22.000 5.1 5.1 5.1 5.1 5.1 22.500 5.1 5.1 5.1 5.1 5.1 23.000 5.1 5.1 5.2 5.2 5.2 23.500 5.2 5.2 5.2 5.2 5.2 24.000 5.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 7 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 25 yrs Time -Depth Curve: Typell 24hr(6.2 in) Label TypeII 24hr (6.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 25 years Return Event: 25 years Storm Event: TypeH 24hr (6.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.3 0.3 0.3 4.500 0.3 0.4 0.4 0.4 0.4 5.000 0.4 0.4 0.4 0.4 0.4 5.500 0.4 0.5 0.5 0.5 0.5 6.000 0.5 0.5 0.5 0.5 0.5 6.500 0.6 0.6 0.6 0.6 0.6 7.000 0.6 0.6 0.6 0.7 0.7 7.500 0.7 0.7 0.7 0.7 0.7 8.000 0.7 0.8 0.8 0.8 0.8 8.500 0.8 0.8 0.9 0.9 0.9 9.000 0.9 0.9 1.0 1.0 1.0 9.500 1.0 1.0 1.1 1.1 1.1 10.000 1.1 1.1 1.2 1.2 1.2 10.500 1.3 1.3 1.3 1.4 1.4 11.000 1.5 1.5 1.6 1.6 1.7 11.500 1.8 1.9 2.2 2.7 3.5 12.000 4.1 4.2 4.3 4.4 4.5 12.500 4.6 4.6 4.7 4.7 4.7 13.000 4.8 4.8 4.9 4.9 4.9 13.500 5.0 5.0 5.0 5.0 5.1 14.000 5.1 5.1 5.1 5.2 5.2 14.500 5.2 5.2 5.2 5.3 5.3 15.000 5.3 5.3 5.3 5.3 5.4 15.500 5.4 5.4 5.4 5.4 5.4 16.000 5.5 5.5 5.5 5.5 5.5 16.500 5.5 5.5 5.6 5.6 5.6 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 8 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 25 years Label: Union County Storm Event: TypeH 24hr (6.2 in) Scenario: Union County - Synthetic Curve, 25 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 5.6 5.6 5.6 5.6 5.6 17.500 5.7 5.7 5.7 5.7 5.7 18.000 5.7 5.7 5.7 5.7 5.8 18.500 5.8 5.8 5.8 5.8 5.8 19.000 5.8 5.8 5.8 5.8 5.9 19.500 5.9 5.9 5.9 5.9 5.9 20.000 5.9 5.9 5.9 5.9 5.9 20.500 5.9 6.0 6.0 6.0 6.0 21.000 6.0 6.0 6.0 6.0 6.0 21.500 6.0 6.0 6.0 6.0 6.0 22.000 6.1 6.1 6.1 6.1 6.1 22.500 6.1 6.1 6.1 6.1 6.1 23.000 6.1 6.1 6.1 6.2 6.2 23.500 6.2 6.2 6.2 6.2 6.2 24.000 6.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 9 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: Drainage Area Storm Event: TypeH 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 10 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: Drainage Area Storm Event: TypeH 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs = = = User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 11 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: Drainage Area Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 1.750 0.0 0.0 98.000 roofs, driveways, Streets and roads Woods - grass combination - good 72.000 2.000 0.0 0.0 72.000 Newly graded area (pervious only - Newly 91.000 12.560 0.0 0.0 91.000 graded area (pervious only) Caliber Collision Impervious 98.000 1.790 0.0 0.0 98.000 COMPOSITE AREA &WEIGHTED CN --- > (N/A) 18.100 (N/A) (N/A) 90.270 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 12 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: Sed Basin #1 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeH 24hr (3.6 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ft2) (acres) (Al*A2) (ac-ft) (ac-ft) (acres) 544.50 0.0 0.414 0.000 0.000 0.000 545.00 0.0 0.461 1.311 0.219 0.219 546.00 0.0 0.506 1.449 0.483 0.702 547.00 0.0 0.553 1.588 0.529 1.231 548.00 0.0 0.601 1.730 0.577 1.808 549.00 0.0 0.649 1.874 0.625 2.432 550.00 0.0 0.698 2.020 0.673 3.106 551.00 0.0 0.747 2.167 0.722 3.828 552.00 0.0 0.797 2.315 0.772 4.600 552.50 0.0 0.832 2.444 0.407 5.007 553.00 0.0 0.868 2.551 0.425 5.432 554.00 0.0 0.940 2.711 0.904 6.336 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 13 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Outlet 1 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 544.50 ft Increment (Headwater) 0.01 ft Maximum (Headwater) 554.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall El E2 (ft) (ft) User Defined U0 Forward TW 0.00 554.00 Table Stand Pipe RO Forward Co 552.50 554.00 Culvert -Circular Co Forward TW 544.30 554.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 14 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Outlet 1 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: RO Structure Type: Stand Pipe Number of Openings 1 Elevation 552.50 ft Diameter 48.0 in Orifice Area 12.6 ft2 Orifice Coefficient 0.600 Weir Length 12.57 ft Weir Coefficient 3.00 (ftA0 .5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 15 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Outlet 1 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Structure ID: CO Structure Type: Culvert -Circular Number of Barrels 1 Diameter 18.0 in Length 59.48 ft Length (Computed Barrel) 59.48 ft Slope (Computed) 0.005 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.500 Kb 0.018 Kr 0.500 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0078 M 2.0000 C 0.0379 Y 0.6900 T1 ratio (HW/D) 1.133 T2 ratio (HW/D) 1.294 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 546.00 ft T1 Flow 7.58 ft3/S T2 Elevation 546.24 ft T2 Flow 8.66 ft3/S Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 16 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Outlet 1 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: UO Structure Type: User Defined Table Elevation Flow (ft) (ft3/S) 544.50 0.00 544.51 0.16 554.00 0.16 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/S Flow Tolerance (Maximum) 10.000 ft3/S Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 17 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Index Drainage Area (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs)) ... 12 Drainage Area (Time of Concentration Calculations, 2 years (Union County - Synthetic Curve, 2 yrs))... 10, 11 Master Network Summary ... 2, 3 0 Outlet 1 (Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 yrs)) ... 14, 15, 16, 17 Sed Basin #1 (Elevation -Area Volume Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 13 U Union County (Time -Depth Curve, 10 years (Union County - Synthetic Curve, 10 yrs)) ... 6,7 Union County (Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 yrs)) ... 4,5 Union County (Time -Depth Curve, 25 years (Union County - Synthetic Curve, 25 yrs)) ... 8,9 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Waxhaw-Nixon-1018244-Sed Basin CaIcs.ppc Center [10.02.00.01] 1/19/2021 27 Siemon Company Drive Suite 200 W Page 18 of 18 Watertown, CT 06795 USA + 1 -203-755-1666 Channel Report Hydraflow Express Extension for AutodeskS Civil 31DO by Autodesk, Inc. 9553-Swale Calculation Triangular Side Slopes (z-1) = 5.00, 6.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 570.00 Slope (%) = 5.32 N-Value = 0.240 Calculations Compute by: Known Q Known Q (cfs) = 1.66 Flow Calculation: Q=C+A C = 0.8 1 = 7.6 in/hr A = 0.27 ac Elev (ft) Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Apr 19 2021 = 0.67 = 1.660 = 2.47 = 0.67 = 7.49 = 0.36 = 7.37 = 0.68 Depth (ft) Z) i I). UU 572.50 I). U U 2.50 572.00 2.00 4 '/4 571.50 1.50 571.00 - 1.00 'OF 570.50 570.00 - 0.50 0.00 56950 -0.50 0 5 10 15 20 Reach (ft) 25 30 35 0 x 0 u 0 -0 -0 0 0 7� 7� 7� 7� u N u CZ I- . 0 r. CA CA CA CA CA O� 0 ESIM 118" CULVERT CALCULATION - CHAPTER 5 DESIGN OF CULVERTS UK/AIN I ISO 10,000 —166 8,000 EXAMPLE —6. —156 D-42 Inches (3.5 feet) - 76,000 a. 120 efs - -144 -5,000 - :. - —4,000 "W —6. 132 test - IL f%nt% - III -120 (2) 9.1 7.4 2,000 -108 I'D In feet —96 1,000 1800 - 84 — 600 :- 500 72 400 2. x -300 11� 0 Z - 1.5 — so —200 lAJ Z I.- LLk —54 a 100 uj > -48 130 x "4? -so IL IL (n -50 HW ENTRANCE 40 SCALE D T Y P E -1.0 UJ 1.- 36 30 (1) Square w1tol -33 wall PO (2) roove slid witk W 30 headwall m Z- Groove sod — 27 projectios 10 — 24 T 6 To was scale M or (3) project - 21 5 horizontally to scale (1).1hen 4 tralght Inclined line through Vol-od G scale*, or reverse 00 3 Illustrated. 9 BUREAU OF PUBLIC ROACS JAM. 1963 15 11.0 HEADWATER SCALES 263 1.5 REVISED MAY 964 2. 5. 4. - 1.5 1-1.5 6— 1.0 9 -.9 .8 .T- -.6 1.5 L-- 12 Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control — English Units Source: www.deldot.gov/information/pubs_forms/manuals/road-design/pdf/supp_figures-chap_6.pdf, page 23 D = 18 inches (1.5 ft) Q = 6.93 cfs HW/D = 1.05 HW = (1.05)* D = (1.05)* (1.5 ft) HW = 1.58 ft 5-13 21" CULVERT CALCULATION - —1 .qi r)PP npmm 9 CHAPTER 5 DESIGN OF CULVERTS ISO 10,000 -166 8,000 EXAMPLE —6. —156 D-42 Inches (3.5 feet) - 76,000 a. 120 efs - —144 —5,000 — :. - —4,000 "W —6. 132 test - IL f%nt% — m -120 (2) 9.1 7.4 2,000 -108 I'D In feat —96 1,000 1800 - 84 — 600 :- 500 72 400 2. x -300 11� 0 Z - 1.5 — so —200 UJ Z I.- LLk —54 a 100 > - 48 130 "4? -so IL IL (n -50 HW ENTRANCE W 0 40 SCALE D TYPE -1.0 lAJ 1.- 36 30 (1) Square @dot witti 49 -33 had4wall 2 0 20 W'tk (2) Groove slid witk 1 G'"v 30 -30 headwall a m Z- .d (3) *ad projectitio 0 10 —24 .7 6 To was scale (2J or (3) project 5 horizontally to scale (1).lhen �y 4 use stralght Inclined line through 0 0"d G scale*, or reverse 00 3 Illustrated. 9 BUREAU OF PUBLIC ROACS JAM. 1963 15 11.0 HEADWATER SCALES 263 1.5 REVISED MAY 964 5. 4. 2. —F� Z—, - 1.5 1-1.5 11 .6 �-.6 .5 L.5 L-- 12 Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control — English Units Source: www.deldot.gov/information/pubs_forms/manuals/road-design/pdf/supp_figures-chap_6.pdf, page 23 D = 21 inches (1.75 ft) Q = 7.42 cfs HW/D = 0.86 HW = (0.86)* D = (0.86)* (1.75 ft) HW = 1.51 ft 5-13 STORm DRAINAGE DESIGN LLI co E 0 -W cn 0 Z� 0 �2 x LU x LU 0 LU 0 22, W E .2 C9 Cl) Lr) LO 0') 0) IL >1 4-0 CL (D .— 0) 0) .— .— .— 0) .— .— .— .— .— .— .— — — (D — W CD C) 00 CD t- 0) C\j t- ce) — LO t- — (D m t- CL 6 " (,i 06 ()� " — Cj — C? r-� Lq gi (C! 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Bentley PondPack (10.01.04.00) 10:32 AM 2/1/2019 Table of Contents Table of Contents MASTER SUMMARY i Watershed ....... Master Network Summary ............. 1.01 DESIGN STORMS SUMMARY Union County.... Design Storms ...................... 2.01 TC CALCULATIONS DRAINAGE AREA... Tc Calcs ........................... 3.01 CN CALCULATIONS DRAINAGE AREA... Runoff CN-Area ..................... 4.01 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:32 AM 2/1/2019 Type .... Master Network Summary Page 1.01 Name .... Watershed File .... N:\-2018\1018244\Docs\Calcs\Stormwater\Pre-Developed.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Union County Total Depth Return Event in Pre 2 3.6000 Pre 10 5.2000 Pre 25 6.2000 Pre 50 7.0000 Pre100 7.9000 Rainfall Type ---------------- Synthetic Curve Synthetic Curve Synthetic Curve Synthetic Curve Synthetic Curve RNF ID TypeII 24hr TypeII 24hr TypeII 24hr TypeII 24hr TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Node ID Type Event cu.ft Trun hrs ----------------- DRAINAGE AREA ---- AREA ------ 2 ---------- 52958 --------- 12.1550 DRAINAGE AREA AREA 10 137555 12.1090 DRAINAGE AREA AREA 25 202254 12.1090 DRAINAGE AREA AREA 50 258823 12.1090 DRAINAGE AREA AREA 100 326563 12.1090 Max Qpeak Max WSEL Pond Storage cfs ft cu.ft 10.15 34.94 54.52 71.52 91.74 *OUTFALL JCT 2 45078 R 12.1550 10.15 *OUTFALL JCT 10 121503 R 12.1090 34.94 *OUTFALL JCT 25 180694 R 12.1090 54.52 *OUTFALL JCT 50 232734 R 12.1090 71.52 *OUTFALL JCT 100 295298 R 12.1090 91.74 SIN: Bentley PondPack (10.01.04.00) 10: 32 AM Bentley Systems, Inc. 2/1/2019 Type .... Design Storms Name .... Union County Page 2.01 File .... N:\-2018\1018244\Docs\Calcs\Stormwater\Pre-Developed.ppw Title ... Project Date: 1/10/2019 Project Engineer: krowe Project Title: Waxhaw-Nixon Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID - Union County Storm Tag Name = Pre 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.6000 in Duration Multiplier = I Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 10 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 5.2000 in Duration Multiplier = I Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 25 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 6.2000 in Duration Multiplier = I Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre 50 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 50 yr Total Rainfall Depth= 7.0000 in Duration Multiplier = I Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Pre100 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 7.9000 in Duration Multiplier = I Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:32 AM 2/1/2019 Type .... Tc Calcs Name .... DRAINAGE AREA Page 3.01 File .... N:\-2018\1018244\Docs\Calcs\Stormwater\Pre-Developed.ppw TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: User Defined Segment #1 Time: .3480 hrs ------------------------------------------------------------------------ ------------------------ Total Tc: .3480 hrs ------------------------ SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:32 AM 2/1/2019 Type .... Tc Calcs Name .... DRAINAGE AREA Page 3.02 File .... N:\-2018\1018244\Docs\Calcs\Stormwater\Pre-Developed.ppw ------------------------------------------------------------------------ Tc Equations used ... ........................................................................ ==== User Defined === --------------------------------------------------- Tc = Value entered by user Where: Tc = Time of concentration SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:32 AM 2/1/2019 Type .... Runoff CN-Area Name .... DRAINAGE AREA Page 4.01 File .... N:\-2018\1018244\Docs\Calcs\Stormwater\Pre-Developed.ppw RUNOFF CURVE NUMBER DATA Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ Woods - good 55 27.600 55.00 Impervious Areas - Paved parking lo 98 2.000 98.00 COMPOSITE AREA & WEIGHTED CN --- > 29.600 57.91 (58) SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:32 AM 2/1/2019 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- D ----- DRAINAGE AREA... 3.01, 4.01 ----- U ----- Union County... 2.01 ----- W ----- Watershed ... 1.01 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:32 AM 2/1/2019 WATER QUALITY Wet Pond Design Project Name: Waxhaw-Nixon Job Number: 18244 Step 1: Compute the water quality volume (WQV). WQv (Ft 3) = (3630) x (RD) X (Rv) x (AD) Where: WQV = Water Quality Volume (Ft) AD = Drainage Area to Wet Pond (acres). Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious) RD = Design Storm Rainfall Depth (in). Typically 1.0". Percent Impervious = 60% AD = 17.96 acres RD = 1.0 in Rv = 0.59 WQv = 38,465 Ft" Step 2: Determine Surface Area Requirements. Average Permanent Pool Depth Feet Percent Impervious 60% SA / DA Ratio 1.71 Required Surface Area = 13,378 Ft2 Step 3: Preliminary Temporary Water Quality Drawdown Calculations Pond Height above Orifice = 2.9 feet Orifice Invert Elevation = 0.0 feet Pond Surface Area at Height Above Orifice = 13,378 square feet Pond Surface Area at Orifice Invert Elevation = 13,378 square feet Orifice Diameter (D) 3.50 inches = 0.29 feet Orifice Area (a) 0.0668 square feet Average Surface Area (A) 13,378 square feet Gravitational Constatnt (g) 32.2 fttseC2 Head (H) 2.75 fe et Discharge Coefficient (C) 0.6 Time (t) 138,025 seconds 1.60 days N ote: The above calculation is based on the Bernoulli Equation where: t = -2 x A )0,5 x (0 - H 05 C x a x (2g Step 4: Compute Site Hydraulic Input Parameters. Condition Area (Ac) CN Tc (hours) Pre -developed 29.60 58 0.348 Post -developed 29.60 93 0.0833 Results Condition Q2-year Q10-year Q25-year Q50-year Pre -developed 10.15 34.94 54.52 71.52 Post -developed 4.89 16.27 32.72 50.21 Scenario Calculation Summary Scenario Summary ID 27 Label Union County - Synthetic Curve, 1 yrs Notes Active Topology Base Active Topology Hydrology Base Hydrology Rainfall Runoff Union County - Synthetic Curve, 1 yrs Physical Base Physical Initial Condition Base Initial Condition Boundary Condition Base Boundary Condition Infiltration and Inflow Base Infiltration and Inflow Output Base Output User Data Extensions Base User Data Extensions PondPack Engine Calculation Options Union County - Synthetic Curve, 1 yrs Output Summary Output Increment 0.100 hours Duration 96.000 hours Rainfall Summary Return Event Tag Dev 1 Rainfall Type Time -Depth Curve Total Depth 1.0 in Storm Event TypeII 24hr (1.0 in) ICPM Output Summary Target Convergence 0.00 ft3/S ICPM Time Step 0.050 hours Maximum Iterations 35 Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) BMP #1 Union 1 None 1.184 11.900 20.75 (N/A) (N/A) (I N) County - Synthetic Curve, 1 yrs BMP #1 Union 1 None 1.159 16.000 0.41 546.28 0.847 (OUT) County - Synthetic Curve, 1 yrs Drainage Union 1 None 1.184 11.900 20.75 (N/A) (N/A) Area County - Synthetic Curve, 1 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Untitledl.ppc Center [10.02.00.01] 5/26/2021 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown, CT 06795 USA + 1 -203-755-1666 Label Scenario Outfall Union County - Synthetic Curve, 1 yrs Scenario Calculation Summary Executive Summary (Nodes) Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) 11 None 1.159 1 16.000 1 0.411 (N/A)l (N/A) Executive Summary (Links) Label Type Location Hydrograph Peak Time Peak Flow End Point Node Flow Volume (hours) (ft3/S) Direction (ac-ft) Route Pond Outlet Upstream 1.184 11.900 20.75 BMP #1 Pond Inflow Route Pond Outlet Outflow 1.159 16.000 0.41 BMP #1 Pond Outflow Route Pond Outlet Link 1.158 16.000 0.41 Route Pond Outlet Downstream 1.159 16.000 0.41 Outfall Messages Message Id 7 Scenario Union County - Synthetic Curve, 1 yrs Element Type Catchment Element Id 32 Label Drainage Area Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 2.5 % is greater than 1.5 %. Computed peak flow= 21.27 ft3/S Interp. peak flow= 20.75 ft3/S. Output increment for this catchment may be too large. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Untitledl.ppc Center [10.02.00.01] 5/26/2021 27 Siemon Company Drive Suite 200 W Page 2 of 2 Watertown, CT 06795 USA + 1 -203-755-1666 III VZATA&MIll 0 111 V4 ra MWO MEM7 go 1 ...... ... ... 0.000 10.000 20.000 30.000 40.000 50.000 60.000 70.000 80.000 90.000 Time (hours) I - BMP #1 - Union County - Synthetic Curve, 1 yrs - Volu I WET POND STAGE STORAGE POND I STAGE STORAGE CALCULATION Area Calculation - Forebav Contour Area Volume (ac-ft) Volume sq. It AC Inc Accum. cu. It 537 430 0.0099 0.0000 0.0000 0 538 706 0.0162 0.0129 0.0129 562 539 1012 0.0232 0.0196 0.0325 1417 540 1348 0.0309 0.0270 0.0595 2593 541 1716 0.0394 0.0351 0.0946 4121 542 2113 0.0485 0.0439 0.1385 6032 543 2542 0.0584 0.0534 0.1918 8356 544 3002 0.0689 0.0636 0.2554 11125 544.5 3703 0.0850 0.0384 0.2938 12798 Area Calculation - Main Pond Contour Area Volume ac-ft) Volume sq. It AC Inc Accum. cu. It 537 6730 0.1545 0.0000 0.0000 0 538 7463 0.1713 0.1628 0.1628 7093 539 8225 0.1888 0.1800 0.3428 14934 540 9014 0.2069 0.1978 0.5407 1 23551 541 9831 0.2257 0.2162 0.7569 32970 542 10675 0.2451 0.2353 0.9922 43220 543 11546 0.2651 0.2550 1.2472 54328 544 12445 0.2857 0.2753 1.5225 66321 544.5 13796 0.3167 1 0.1505 1.6731 72878 Ave. Permanent Pool Depth 5.28 Volume Calculation - Permanent Pool Contour Area Volume ac-ft) Volume sq. It AC Inc Accum. cu. It 537 7160 0.1644 0.0000 0.0000 0 538 8169 0.1875 0.1758 0.1758 7659 539 9237 0.2121 0.1997 0.3755 16356 540 10362 0.2379 0.2248 0.6003 1 26151 541 11547 0.2651 0.2514 0.8517 37100 542 12788 0.2936 0.2792 1.1309 49262 543 14088 0.3234 0.3084 1.4393 62695 544 15447 0.3546 0.3389 1.7782 77457 544.5 17499 0.4017 0.1890 1.9671 85688 Volume Calculation - Temporary Pool Contour Area Volume ac-ft) Volume sq. It AC Inc Accum. cu. It 544.5 17499 0.4017 0.0000 0.0000 0 545 20064 0.4606 0.2154 0.2154 9383 546 22032 0.5058 0.4830 0.6984 30424 547 24099 0.5532 0.5293 1.2278 1 53482 548 26165 0.6007 0.5768 1.8046 78606 549 28501 0.6543 0.6273 2.4318 105931 550 30387 0.6976 0.6758 3.1077 135370 551 32547 0.7472 0.7222 3.8299 166831 552 34706 0.7967 0.7718 4.6017 200452 552.5 36129 0.8294 0.4065 5.0082 218159 553 37551 0.8621 0.4228 5.4311 236578 554 40927 0.9396 0.9005 6.3316 275805 CHANNEL PROTECTION Scenario Calculation Summary Scenario Summary ID 27 Label Union County - Synthetic Curve, 1 yrs Notes Active Topology Base Active Topology Hydrology Base Hydrology Rainfall Runoff Union County - Synthetic Curve, 1 yrs Physical Base Physical Initial Condition Base Initial Condition Boundary Condition Base Boundary Condition Infiltration and Inflow Base Infiltration and Inflow Output Base Output User Data Extensions Base User Data Extensions PondPack Engine Calculation Options Union County - Synthetic Curve, 1 yrs Output Summary Output Increment 0.100 hours Duration 96.000 hours Rainfall Summary Return Event Tag Dev 1 Rainfall Type Time -Depth Curve Total Depth 3.0 in Storm Event TypeII 24hr (3.0 in) ICPM Output Summary Target Convergence 0.00 ft3/S ICPM Time Step 0.050 hours Maximum Iterations 35 Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) BMP #1 Union 1 None 3.374 11.900 59.83 (N/A) (N/A) (I N) County - Synthetic Curve, 1 yrs BMP #1 Union 1 None 3.257 19.900 0.70 549.33 2.652 (OUT) County - Synthetic Curve, 1 yrs Drainage Union 1 None 3.374 11.900 59.83 (N/A) (N/A) Area County - Synthetic Curve, 1 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Untitledl.ppc Center [10.02.00.01] 5/26/2021 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown, CT 06795 USA + 1 -203-755-1666 Label Scenario Outfall Union County - Synthetic Curve, 1 yrs Scenario Calculation Summary Executive Summary (Nodes) Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) 11 None 3.257 1 19.900 1 0.70 1 (N/A)l (N/A) Executive Summary (Links) Label Type Location Hydrograph Peak Time Peak Flow End Point Node Flow Volume (hours) (ft3/S) Direction (ac-ft) Route Pond Outlet Upstream 3.374 11.900 59.83 BMP #1 Pond Inflow Route Pond Outlet Outflow 3.257 19.900 0.70 BMP #1 Pond Outflow Route Pond Outlet Link 3.257 19.900 0.70 Route Pond Outlet Downstream 3.257 19.900 0.70 Outfall Messages Message Id 7 Scenario Union County - Synthetic Curve, 1 yrs Element Type Catchment Element Id 32 Label Drainage Area Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 2.7 % is greater than 1.5 %. Computed peak flow= 61.48 ft3/S Interp. peak flow= 59.83 ft3/S. Output increment for this catchment may be too large. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Untitledl.ppc Center [10.02.00.01] 5/26/2021 27 Siemon Company Drive Suite 200 W Page 2 of 2 Watertown, CT 06795 USA + 1 -203-755-1666 Volume vs. Time BMP #1 Dev 1 140000 120000 100000 80000 60000 40000 20000 0 k===� — 1 i i i i i i i i i i i i i i i i i I 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) POST -DEVELOPED Scenario Calculation Summary Scenario Summary ID 27 Label Union County - Synthetic Curve, 2 yrs Notes Active Topology Base Active Topology Hydrology Base Hydrology Rainfall Runoff Union County - Synthetic Curve, 2 yrs Physical Base Physical Initial Condition Base Initial Condition Boundary Condition Base Boundary Condition Infiltration and Inflow Base Infiltration and Inflow Output Base Output User Data Extensions Base User Data Extensions PondPack Engine Calculation Options Union County - Synthetic Curve, 2 yrs Output Summary Output Increment 0.100 hours Duration 35.000 hours Rainfall Summary Return Event Tag Dev 2 Rainfall Type Time -Depth Curve Total Depth 3.6 in Storm Event TypeII 24hr (3.6 i n) Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) BMP #1 Union 2 None 3.532 11.900 63.72 (N/A) (N/A) (I N) County - Synthetic Curve, 2 yrs BMP #1 Union 2 None 1.347 20.900 0.71 549.55 2.800 (OUT) County - Synthetic Curve, 2 yrs Drainage Union 2 None 3.532 11.900 63.72 (N/A) (N/A) Area County - Synthetic Curve, 2 yrs Outfall Union 2 None 1.682 12.000 4.89 (N/A) (N/A) County - Synthetic Curve, 2 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 1 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) Uncletained Union 2 None 0.335 12.000 4.33 (N/A) (N/A) County - Synthetic Curve, 2 yrs Executive Summary (Links) Label Type Location Hydrograph Peak Time Peak Flow End Point Node Flow Volume (hours) (ft3/S) Direction (ac-ft) Route Pond Outlet Upstream 3.532 11.900 63.72 BMP #1 Pond Inflow Route Pond Outlet Outflow 1.347 20.900 0.71 BMP #1 Pond Outflow Route Pond Outlet Link 1.347 20.900 0.71 Route Pond Outlet Downstream 1.682 12.000 4.89 Outfall Messages Message Id 7 Scenario Union County - Synthetic Curve, 2 yrs Element Type Catchment Element Id 32 Label Drainage Area Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 3.3 % is greater than 1.5 %. Computed peak flow= 65.86 ft3/S Interp. peak flow= 63.72 ft3/S. Output increment for this catchment may be too large. Source Warning Message Id 7 Scenario Union County - Synthetic Curve, 2 yrs Element Type Catchment Element Id 33 Label Uncletained Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 4.7 % is greater than 1.5 %. Computed peak flow= 4.55 ft3/S Interp. peak flow= 4.33 ft3/S. Output increment for this catchment may be too large. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 2 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Messages Message Id 20 Scenario Union County - Synthetic Curve, 2 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Relaxed headwater convergence for conditions below. Headwater Elevation= 542.77 ft. Tailwater elevation= Free Outfall. Flow= 20.57 ft3/S. HW +/- Convergence 0.01 ft TW Convergence 0.26 ft Source Warning Message Id 19 Scenario Union County - Synthetic Curve, 2 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are desired, substitute a user defined outlet rating table for level pool routing. Or, store rating curve (s) in E-Q-TW table, edit, then route with ICPM option. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 3 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Scenario Summary ID 37 Label Union County - Synthetic Curve, 10 yrs Notes Active Topology Base Active Topology Hydrology Base Hydrology Rainfall Runoff Union County - Synthetic Curve, 10 yrs Physical Base Physical Initial Condition Base Initial Condition Boundary Condition Base Boundary Condition Infiltration and Inflow Base Infiltration and Inflow Output Base Output User Data Extensions Base User Data Extensions PondPack Engine Calculation Options Union County - Synthetic Curve, 10 yrs Output Summary Output Increment 0.100 hours Duration 35.000 hours Rainfall Summary Return Event Tag Dev 10 Rainfall Type Time -Depth Curve Total Depth 5.2 in Storm Event TypeII 24hr (5.2 in) Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) BMP #1 Union 10 None 5.776 11.900 102.68 (N/A) (N/A) (I N) County - Synthetic Curve, 10 yrs BMP #1 Union 10 None 3.298 12.600 7.90 550.52 3.479 (OUT) County - Synthetic Curve, 10 yrs Drainage Union 10 None 5.776 11.900 102.68 (N/A) (N/A) Area County - Synthetic Curve, 10 yrs Outfall Union 10 None 4.253 12.000 16.27 (N/A) (N/A) County - Synthetic Curve, 10 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 1 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) Uncletained Union 10 None 0.955 12.000 15.57 (N/A) (N/A) County - Synthetic Curve, 10 yrs Executive Summary (Links) Label Type Location Hydrograph Peak Time Peak Flow End Point Node Flow Volume (hours) (ft3/S) Direction (ac-ft) Route Pond Outlet Upstream 5.776 11.900 102.68 BMP #1 Pond Inflow Route Pond Outlet Outflow 3.298 12.600 7.90 BMP #1 Pond Outflow Route Pond Outlet Link 3.298 12.600 7.90 Route Pond Outlet Downstream 4.253 12.000 16.27 Outfall Messages Message Id 7 Scenario Union County - Synthetic Curve, 10 yrs Element Type Catchment Element Id 32 Label Drainage Area Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 2.7 % is greater than 1.5 %. Computed peak flow= 105.56 ft3/S Interp. peak flow= 102.68 ft3/S. Output increment for this catchment may be too large. Source Warning Message Id 20 Scenario Union County - Synthetic Curve, 10 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Relaxed headwater convergence for conditions below. Headwater Elevation= 542.77 ft. Tailwater elevation= Free Outfall. Flow= 20.57 ft3/S. HW +/- Convergence 0.01 ft TW Convergence 0.26 ft Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 2 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Messages Message Id 19 Scenario Union County - Synthetic Curve, 10 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are desired, substitute a user defined outlet rating table for level pool routing. Or, store rating curve (s) in E-Q-TW table, edit, then route with ICPM option. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 3 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Scenario Summary ID 40 Label Union County - Synthetic Curve, 25 yrs Notes Active Topology Base Active Topology Hydrology Base Hydrology Rainfall Runoff Union County - Synthetic Curve, 25 yrs Physical Base Physical Initial Condition Base Initial Condition Boundary Condition Base Boundary Condition Infiltration and Inflow Base Infiltration and Inflow Output Base Output User Data Extensions Base User Data Extensions PondPack Engine Calculation Options Union County - Synthetic Curve, 25 yrs Output Summary Output Increment 0.100 hours Duration 35.000 hours Rainfall Summary Return Event Tag Dev 25 Rainfall Type Time -Depth Curve Total Depth 6.2 in Storm Event TypeII 24hr (6.2 in) Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) BMP #1 Union 25 None 7.212 11.900 126.97 (N/A) (N/A) (I N) County - Synthetic Curve, 25 yrs BMP #1 Union 25 None 4.727 12.200 17.91 551.29 4.047 (OUT) County - Synthetic Curve, 25 yrs Drainage Union 25 None 7.212 11.900 126.97 (N/A) (N/A) Area County - Synthetic Curve, 25 yrs Outfall Union 25 None 6.171 12.000 32.72 (N/A) (N/A) County - Synthetic Curve, 25 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 1 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) Uncletained Union 25 None 1.443 12.000 23.99 (N/A) (N/A) County - Synthetic Curve, 25 yrs Executive Summary (Links) Label Type Location Hydrograph Peak Time Peak Flow End Point Node Flow Volume (hours) (ft3/S) Direction (ac-ft) Route Pond Outlet Upstream 7.212 11.900 126.97 BMP #1 Pond Inflow Route Pond Outlet Outflow 4.727 12.200 17.91 BMP #1 Pond Outflow Route Pond Outlet Link 4.727 12.200 17.91 Route Pond Outlet Downstream 6.171 12.000 32.72 Outfall Messages Message Id 7 Scenario Union County - Synthetic Curve, 25 yrs Element Type Catchment Element Id 32 Label Drainage Area Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 2.5 % is greater than 1.5 %. Computed peak flow= 130.28 ft3/S Interp. peak flow= 126.97 ft3/S. Output increment for this catchment may be too large. Source Warning Message Id 7 Scenario Union County - Synthetic Curve, 25 yrs Element Type Catchment Element Id 33 Label Uncletained Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 4.7 % is greater than 1.5 %. Computed peak flow= 25.17 ft3/S Interp. peak flow= 23.99 ft3/S. Output increment for this catchment may be too large. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 2 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Messages Message Id 20 Scenario Union County - Synthetic Curve, 25 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Relaxed headwater convergence for conditions below. Headwater Elevation= 542.77 ft. Tailwater elevation= Free Outfall. Flow= 20.57 ft3/S. HW +/- Convergence 0.01 ft TW Convergence 0.26 ft Source Warning Message Id 19 Scenario Union County - Synthetic Curve, 25 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are desired, substitute a user defined outlet rating table for level pool routing. Or, store rating curve (s) in E-Q-TW table, edit, then route with ICPM option. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 3 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Scenario Summary ID 43 Label Union County - Synthetic Curve, 50 yrs Notes Active Topology Base Active Topology Hydrology Base Hydrology Rainfall Runoff Union County - Synthetic Curve, 50 yrs Physical Base Physical Initial Condition Base Initial Condition Boundary Condition Base Boundary Condition Infiltration and Inflow Base Infiltration and Inflow Output Base Output User Data Extensions Base User Data Extensions PondPack Engine Calculation Options Union County - Synthetic Curve, 50 yrs Output Summary Output Increment 0.100 hours Duration 35.000 hours Rainfall Summary Return Event Tag Dev 50 Rainfall Type Time -Depth Curve Total Depth 7.0 in Storm Event TypeII 24hr (7.0 in) Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) BMP #1 Union 50 None 8.372 11.900 146.33 (N/A) (N/A) (I N) County - Synthetic Curve, 50 yrs BMP #1 Union 50 None 5.883 12.200 24.65 552.03 4.626 (OUT) County - Synthetic Curve, 50 yrs Drainage Union 50 None 8.372 11.900 146.33 (N/A) (N/A) Area County - Synthetic Curve, 50 yrs Outfall Union 50 None 7.759 12.000 50.21 (N/A) (N/A) County - Synthetic Curve, 50 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 1 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) Uncletained Union 50 None 1.876 12.000 31.27 (N/A) (N/A) County - Synthetic Curve, 50 yrs Executive Summary (Links) Label Type Location Hydrograph Peak Time Peak Flow End Point Node Flow Volume (hours) (ft3/S) Direction (ac-ft) Route Pond Outlet Upstream 8.372 11.900 146.33 BMP #1 Pond Inflow Route Pond Outlet Outflow 5.883 12.200 24.65 BMP #1 Pond Outflow Route Pond Outlet Link 5.883 12.200 24.65 Route Pond Outlet Downstream 7.759 12.000 50.21 Outfall Messages Message Id 7 Scenario Union County - Synthetic Curve, 50 yrs Element Type Catchment Element Id 32 Label Drainage Area Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 2.4 % is greater than 1.5 %. Computed peak flow= 149.97 ft3/S Interp. peak flow= 146.33 ft3/S. Output increment for this catchment may be too large. Source Warning Message Id 7 Scenario Union County - Synthetic Curve, 50 yrs Element Type Catchment Element Id 33 Label Uncletained Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 7.2 % is greater than 1.5 %. Computed peak flow= 33.70 ft3/S Interp. peak flow= 31.27 ft3/S. Output increment for this catchment may be too large. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 2 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Messages Message Id 20 Scenario Union County - Synthetic Curve, 50 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Relaxed headwater convergence for conditions below. Headwater Elevation= 542.77 ft. Tailwater elevation= Free Outfall. Flow= 20.57 ft3/S. HW +/- Convergence 0.01 ft TW Convergence 0.26 ft Source Warning Message Id 19 Scenario Union County - Synthetic Curve, 50 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are desired, substitute a user defined outlet rating table for level pool routing. Or, store rating curve (s) in E-Q-TW table, edit, then route with ICPM option. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 3 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Scenario Summary ID 46 Label Union County - Synthetic Curve, 100 yrs Notes Active Topology Base Active Topology Hydrology Base Hydrology Rainfall Runoff Union County - Synthetic Curve, 100 yrs Physical Base Physical Initial Condition Base Initial Condition Boundary Condition Base Boundary Condition Infiltration and Inflow Base Infiltration and Inflow Output Base Output User Data Extensions Base User Data Extensions PondPack Engine Calculation Options Union County - Synthetic Curve, 100 yrs Output Summary Output Increment 0.100 hours Duration 35.000 hours Rainfall Summary Return Event Tag Dev100 Rainfall Type Time -Depth Curve Total Depth 7.9 in Storm Event TypeII 24hr (7.9 i n) Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) BMP #1 Union 100 None 9.684 11.900 168.01 (N/A) (N/A) (I N) County - Synthetic Curve, 100 yrs BMP #1 Union 100 None 7.191 12.100 38.44 552.74 5.213 (OUT) County - Synthetic Curve, 100 yrs Drainage Union 100 None 9.684 11.900 168.01 (N/A) (N/A) Area County - Synthetic Curve, 100 yrs Outfall Union 100 None 9.590 12.000 65.69 (N/A) (N/A) County - Synthetic Curve, 100 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 1 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Executive Summary (Nodes) Label Scenario Return Truncation Hydrograph Time to Peak Flow Maximum Maximum Event Volume Peak (ft3/S) Water Pond (years) (ac-ft) (hours) Surface Storage Elevation (ac-ft) (ft) Uncletained Union 100 None 2.399 11.900 40.58 (N/A) (N/A) County - Synthetic Curve, 100 yrs Executive Summary (Links) Label Type Location Hydrograph Peak Time Peak Flow End Point Node Flow Volume (hours) (ft3/S) Direction (ac-ft) Route Pond Outlet Upstream 9.684 11.900 168.01 BMP #1 Pond Inflow Route Pond Outlet Outflow 7.191 12.100 38.44 BMP #1 Pond Outflow Route Pond Outlet Link 7.191 12.100 38.44 Route Pond Outlet Downstream 9.590 12.000 65.69 Outfall Messages Message Id 7 Scenario Union County - Synthetic Curve, 100 yrs Element Type Catchment Element Id 32 Label Drainage Area Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 2.3 % is greater than 1.5 %. Computed peak flow= 172.03 ft3/S Interp. peak flow= 168.01 ft3/S. Output increment for this catchment may be too large. Source Warning Message Id 7 Scenario Union County - Synthetic Curve, 100 yrs Element Type Catchment Element Id 33 Label Uncletained Time (N/A) Message The difference between calculated peak flow and interpolated peak flow 7.8 % is greater than 1.5 %. Computed peak flow= 44.01 ft3/S Interp. peak flow= 40.58 ft3/S. Output increment for this catchment may be too large. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 2 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Scenario Calculation Summary Messages Message Id 20 Scenario Union County - Synthetic Curve, 100 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Relaxed headwater convergence for conditions below. Headwater Elevation= 542.77 ft. Tailwater elevation= Free Outfall. Flow= 20.57 ft3/S. HW +/- Convergence 0.01 ft TW Convergence 0.26 ft Source Warning Message Id 19 Scenario Union County - Synthetic Curve, 100 yrs Element Type Composite Outlet Structure Element Id 31 Label Outlet 1 Time (N/A) Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are desired, substitute a user defined outlet rating table for level pool routing. Or, store rating curve (s) in E-Q-TW table, edit, then route with ICPM option. Source Warning Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 9553-Post Developed.ppc Center [10.02.00.01] 5/27/2021 27 Siemon Company Drive Suite 200 W Page 3 of 3 Watertown, CT 06795 USA + 1 -203-755-1666 Rip -RAP APRON SIZING 18" RCP DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL MINIMUM TAILWATER CONDITION (T,,< 0.5 DIAMETER) IMEME mmm = --------- ME SHIM.% --- ------------ �" N g g q- _111blima MoMm"N' ME M ME I 0 i El, N'Mom —MMEMEMMEMEMON-1 OMMEMEMEENOM ---------- ME a E M-2— M "MOMMMMMMEMMEMMu MMMMMMMM 0 SO N ME I -------- wn W=WM .� =,= 'M = Ow! I MMMM __MMM1 MEMEEMEM 221 2_5 �i =========I MMMMMMMMIM Eaccouccommon M1___ MEMMMMEMM ........................... WE=== M — M . — nimmis .......................................— III 11111111-511 ---------- —mmmmmmimmm MIMM mm—_mmmmm ------------- ---------- ------- -- ............ - MMMMMMMMMMMMi . ---------- MOMEM M70 kilns "MINION MOMMOMMEMEME MOMMEMEMEMEME MOMMEMEMEMEME MOMEEMEM 000MOMMEMEMEM aMMONNIMIMEMEM NONE 0 Elkin MEN ME MOMMEMEMMOMME MOMEMOMMEM Lin MOMMEMEMEMEME "MIMEMIMMIMEMIMMIS - M NEOMMOMMEM Oki mmm��mwmmm WEEMIM11MEMEEME M 00101=01000010102 M mommomomm MEMMMME mmmmmmm____ M MEMEME 111111111111 Ism MMEOMMMEM W-111M............ M-MV1-M111 E EEE ENEOMMEM ----------- ------------------ ... MOOMMMMMM moommoom -------- MMMI ---------------------- 11111111111-MMEMANNE 111_11111 MEE ------ !ISM-S.I.E. 111111111-0L.11-1111111 !MEE MEN ME iffliffliff"MEW ------------ ---------- M ---------- M W-AIN M ------------------- Emosiollooll ..MMMMMMMMMxw MENEEMEMEN roN121121112 WWEEEEEEEMMMMMMMMMM ------------ - - Ism"mlLlllmmm NIMEM EMEMEMEMMIN MENEEMEN III, N'lliIIIIEN I M MEMEMEME! MENEM mirialimmm WIMI IEEE M 0 MENOMONEE M M M M M M M a, ok M M M M M 10010101010101010100 MENEEMEN MAIL IMMUMME IEEE _MMMMMMMM=lE EMEMEEMEW-10 ME MEME M__ ====MEMO "=MEE MEE .-E ----------- Ell Ell -MEE ------------- ------------ 00 -MMOMM 1.1.0 ME EEEEEMM IREE IMEE I SEE ------------- ------------ 00 =MMM=M==MMM.___ -------- MOM - _12=122=12=212 1221212212222HIMMIMM221i -------------- .......................... mmmmm-_mmmmm -ME mmmmmmmmmmmi-- ------------ ------ MEE ----- 24" RCP DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL MINIMUM TAILWATER CONDITION (T,,< 0.5 DIAMETER) mmm mmm mmm-------------- - ----------- MEE MEE Q EMMMMM ----------- ------- ME M ------------ ---------- - M - ME MEN. - MEMEMEMEMEMEM MEM M 0 ME --- WORMEMEM _h ----------------- ME --- 0 W- - 'm ------ REEMEMEME ------------- ----------- Room NEW, MMOMMEMEMEMEMEMEN ----------- ---------- Emm ---------- ---------- mmmmmmmmmmm - MOM M on ------- ==0M mumummuffl-EMER ===MEE mumm no MOMMI N-Nmr --------------- --------- mom MMUMOMEMOMMM mommmomm Mm N I mmmwmmmmmm NN __ 61 N __ __ __ __ MOM __ - - - mEmmmummommol ROMMOMMM-1 IMMMMMMMMMMMMMME mmisom! EMEMEMEMMER MENOMONEE! INIEN MEME IMOMOMMMEM MEMEMEMEME mommommommomm mommommommommm mommommommommm mammummommm amammmommom amm ENNEMINE 0 MEN mommmommommomm mommommommommm mamommom OEM Noommomm mmm mm mmmmmmm mmmmmmmm mmmwmmmm mmmmmmmm _0640 MMMMMMMM -------- EMMMMEMM MMMMMMMM M M emommmmm - ------- = MEME MEE --- mommwmmm --mmmmmm ------ MEMEMEMEMEME OW NNESEEME _=11NEWIMME ------ --- - ---- EMEE MEMEME Emmammum mommmom mMMMMmMMMMM MEMEEMEMEME ----------- 1 WE 11 X-1 ME 0 --------- mmmmmm: ------- 1111millm = = ------- = = = = = = liffiffiffiffiffiffim - - .1 0 NmW mamm=MEMMMM Ma. WME mmmm ---------- own mmm ----------- ----------- M MINEEMENVOM., mwMMMMMMMMMMM -------------- MMEE _0 momm MOMMMOME ---------- am EEM.". MEMO MEE I 160 WEEMMOMMMEMOMMOMMOMMUM U-10-00 GKIN __MM_M IM . .... MENNEN WELIKEEME I MEMMEMEMIN MEMEMEN =======ME N 101MINEEM-M .1111111 EMEEZINVIMME ------------ --- EMEMMINKEEMEM MEMEMOMMEMEW ---------- I- MOMMOSIMMUMM MEMOMMMIll --- EMEMEMEMEW ----------- MmEmmi OMMILIM MEMMMMMMMMM MEME INEZZIMME MMMMMMMMMMlZ_ MEMENIMMEMEM ----------- 30" RCP DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL MINIMUM TAILWATER CONDITION (T,,< 0.5 DIAMETER) MEM ME ME mmmmmmmmmmm mmmmmmmmmmm mmmmm - m�Immm-mmmmmmmmmmmmmmmmmmmmnmmmmmmom mommmman ----- now mmmmmmmmmmm�fimmmmalm---- mommmmom --- mmmmmmmmmm ----------- ========= m ---- ---omow -a ---------- MEM1. --MMMMM1MMMMMM-MMM-- a a ME Omni :,q MERS-Em- ---- --- 'ME ---- =MOM1=MEMOMm ----------- -------- ME a 00 MI-1- --- MOON q ----------- MEMEMEMOO mm 0 MEMMOMM EMEMOMMOMMOMMMINE -_MMM-_ 0 MEMIM mmwwwwwwwww m ----------- RI-0 OMNMMMMMMEE -- MOON MEMEMIMMEM111MR-50 MEMEMMIMEW Rid—MIMMERM mm ----- -- ----------- MENOMINEE ---------- MmmMMMMM wMmmMMM mommumm MMMMMMMMMIM --------- MEMO MEMMEM on MEMMEMMEM =MM-M1MOM1=ME mammomm MEMO am ==am=== MEMEMIEVOwmig ----------- 0 1111111111 WX s 11 -- -- -- -0 -0 -0 - =man=== mammmum ------- MEMO MEMO ------ am am 0 0 0 0 0 0 ---------- I I I I I I I 1 momm M mmucam MEMO= MOON= -------- -moussommom 70230MR00000-mmmm ----------- WIN am-00 -mmmmum W NEWME mommm On mr 0,.m mmmm mm MIIIIIMMMMMMMMM IMOMOMMME MEN MEMEMEMEMMEME MEN MEMO Man MEN on mommommommomm mommommommomm mommommomm mangummommomm anamommommomm MWENRIVEMEMEN NONE MEN MEN 0 INE 00614 ME mommommommomm mommommomm MEN kin mommommommomm NEEMENEEME-000 mill -------- -- MEMO muumuu ------ ---- a ---------- ----------- MWEVIEVEMOM- - -MMMMMMMMMMM -------- M ---- MEME MEMEME mumommummomm ME1.10MEL-00 OEM MMMMMMMMMMM ----------- MOMM - �Immmmmmm ------------ MINE SEEM m ------------ ------- m-m--m mmmmm ------------- -a ------------ --------- MEMEM111 MENNEN --a -------- - ------------- ---------------- ------- MEMEMEMEM 'I WIMMEMMEME SEIM WE ommmmmmmmm, I i,,%,Mmmmmm 'a ELI MEMEMEMEM IWWMMMM MEMEMMMIN ,IN I'm E --- E m m i m X2.1 m m m m ZMEMIEIM MEMEME. M 1WEIZE I I am a ===ME=== z ----------- ----------- 48" RCP DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL MINIMUM TAILWATER CONDITION (T,,< 0.5 DIAMETER) mmm ==21111 ---------- ------- mmmmmmmmmml m -- --------- MOMMIM---- ------ MEE MM ME -------- MEN =ME MEEMEME ._MM MEE ME! RIM III MEMMEMMENZ --------------- ------ RIN Mom IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII MEE MEE ME ME ME N ON IIIIIIIIIIIIIIIIIIIIIIIIIN011-- III ---------- a No Mir M-10-11011 00-11111101111111111111111,11111111111 MEMEMEMSE OEM EM ME-mi ------ OEM ME- On OEM OEM ME 1 0111 MMMMMMMMMM ME OR M__ 012- -------------- h!!h!!hlm!!H!H!HVff OEM ----- --- -- - - ------------- ---- mmmmmmmumb- ---------- MlMlMMMIMllMl ------------- mammmmmmi o�MMMMEE=i.Innn a ---------- ------ --Emmmmmmmmmm mmoommm&O 110H Emmumn 0 onomm-mmmmomm ME monownum -------- ====ME== ----- ---------- -- --- ------ ----- ---------- MEMO MIN, m -------------- ommillomill NEEMEM III MIRE MwMMaMMmMMMMMMMM MENEEMEMEN MENEEMEN MONEEMEMEMEN No 101110MOMME MENNEEN 111 0 nommommommom nommommommon mosommommommonom amm%MMMMMMMMMMMm on mkqmNvllmmmmmm MENEWINEMEMEM nommommommom nommommommom 1101110MEMEMEMME mmoiimmmmmmmmmm MMmMmMMMMMMMM onommommommon MENOMINEE= smolloommoommon NOMMENEENEENE MEN MMMMMM M ------ MMM mmmmmmmmm EMEMEEMEME MI 11; ILIa 11111,910 I MENEM --------- EMEMEEMEME M ----- M-Mill M_ MEE commummmill MMMMMMMMI ME 1 -------------- __MMM _Mmmm"Mmmmm __MMM ------------ Mw=mmwMMMmMM ----------- ----------- III WEEMEMMEEMO-� ----------- =W 111- on ----------- WEEMEMENE ce 0 mm on M ammmmummmmi MEMMMMMMMMMIN ommommommiiiikl lvommonow ------- --- No _MMMMMMMMMMlMi -------- -------- MMMMMM R." 0 ----------- ---- ------- mommommom mmmm ME -0 MMMMMMMMMlMi mmmmmmmmmi MEMEMIMml WIVEMMEME "Mill"m mmmmmim IN =-Emmmmmm�l=-=- MIMMME I MEN ---------- ----------- MMM 0-mmmmmm�.- MENNEN i I I .MMMMMM MENEM MINE MMEMEMEME MUM -------- MM_ ----------- 0 momommom EMEMUMEMEME MMMMMMMMM MEMEMEMEME MMMMMMMM ------------ MMMMMIMMMMMMM ------------ ME MMMMMMMMMMIM__ ------------ -wounnow USGS QUAD MAP SOIL SURVEY 3; Hydrologic Soil Group —Union County, North Carolina 3; (Waxhaw-Nixon) 522450 522530 522610 522690 522770 522&50 522930 34' 56� 46" N I - I 1 34' 56'46" N SIC if -V U� PROJECT SITE 940 41 llifidVIAMIMENTE73-7all 34o 56 25" N 1 34' 56'25" N 522450 522530 522310 522690 522770 522&50 522930 3� 3� Map Scale: 1:3,280 if printed on A portrait (8.S" x 11") sheet. eters N 0 45 90 180 0 150 300 600 900 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: LFFM Zone 17N WGS84 Natural Resources Web Soil Survey 1/10/2019 Conservation Service National Cooperative Soil Survey Page I of 4 ca c 2 ca 0 z 0 0 z .E CL :3 2 0 0 z 0 0 LL z IL 0 z w 0 w -i IL ci C, N 13 0 0 13 E ca ca — CLD 'E 0 Co C E to E ca Ma — tm 0 0 r- Co Co 6 0 ca = a) 10 E to a) ca a) — —.0 > 0 0 0 a) c > .0 ca .0 , 0 — 0 'D 0 :i, to a) CL .0 co 0 w— E 0 E a — m o 0 CL ca E ISM 0 'D t! 0 a) to ac) Be E tm E a) 8 s a) V5 S 2) 2 t! c 0 0 ca ca > 0 Co z a) -D 3: - o CL 0 0 a) 0 a) 2 ca E m :3 E - a) Z -0 -5 'D a) a) to CL CD N E Cc F-- ci " a) .0 2 a) 'S ca ca E C6 0 ca E to .0 0 a) LO ca 00 = a) ca to or — CL :3 a) r- CO c 00 zo 0 ca a*) a) -0 -0 Z E 10-0 CL ca to cr) c 0 a) — Co :3 ca o a) N 0 a) 5 a) ca E 0 Co Co ". = �a .0 cl CO 0 ca CL Lo to .0 ca to 0 c to 2 .-0 �g CF 0 CO '6 = a) z CO a) ca ca tm 0 a) C, (C*L a) C 0 0 a) .- '6 - :3 00 CL 0 .2 0 E E 2, co to 0 a) to a) Ak E 0 -0 0 C.) 'COO CL a) E to co co cr) a) au 2 ma W CL -0 4-- -o -0 o c LO co -0 a) co 0 to CL to :j 0 cr) to C co .2 > :3 0 co w - - z z) E 0 .0 2 < 0 a o r- . . co a) tm 0 0 cd CO 4) a) tm co c"o CO 2) CO c -S 0 tm a) Z >� 0 r- a) CL CO :3 cr) 2 a) :E CO CO :3 -L 0 co CO 'E M CL -D , co r- Dr E 21 E 2 CO 2 i5 = co ty :3 La '0 2 < :3 o CL CD co r-- CL co .- 0 15 2 :3 0 CO -2 .2 C La 2 CL 4) :3 cr) t CO CD E q = tm o to co co .2? a) 2 :3 o o a) o a M :3 co o U m =0 :3 CD =0 4� c,, CO L6 a) E co 55 0 = a- E co 3� 0 2 �i T3 ;� co o co co co — 0 N E �=- 0 .- 0 cc >1 cc r_ cc co tm cc -02 'a 23 E CL 2 cc o w w In Zt m In C-) C-) 0 z 0 cc co 2 cn m 0 c 11 13 13 E] E] 13 El "t CL 0 0) c cc A? A? .0 .0 0 vs 0 (L -i 0 (L '6 '6 LD r- r- a) 0 c E 0 E 0 0 2 cc, 0 0 0 0 IL In In '6 c M In In +6 0 IL A A cn tm m o 0 z 0) m L) C-) 0 z tm El cc 0 0) 't CD 0 2!! N tm ca a_ c') 0 CL 0 0 0 ca z 'A 0. 0 ul U) c 0 z 0 Hydrologic Soil Group —Union County, North Carolina Waxhaw-Nixon Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI BaC Badin channery silt C 15.8 61.6% loam, 8 to 15 percent slopes MeB2 Mecklenburg sandy clay C 0.4 1.8% loam, 2 to 8 percent slopes, moderately eroded TbB2 Tarrus gravelly silty clay B 9.1 35.5% loam, 2 to 8 percent slopes, moderately eroded TuB Tarrus-Urban land B 0.3 1.1% complex, 2 to 8 percent slopes Totals for Area of Interest 25.7 100.0% Natural Resources Web Soil Survey 1/10/2019 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Union County, North Carolina Waxhaw-Nixon Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group WD, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method. Dominant Condition Component Percent Cutoff. None Speciried Tie -break Rule: H ig her Natural Resources Web Soil Survey 1/10/2019 Conservation Service National Cooperative Soil Survey Page 4 of 4 FLOOD MAP N m 17 _0 0 0 H m C: 0 z CD Ci co ix -0,) 2 a- 'Cc 0 a c c 0 wl a o. MM IUD cc m 0 m 0 30� m mo cm -Do M. m LL' 00 N' 00 M= 2 Mo M'2 cm "D . m m M N 0- .5 oc cc EE ME mw .2 'C' oc cw 0 11) , 0 z 6 M 0 :E m 0 LR IWD LLJ Lr) 15 0-0 < — 5 V) - S U 15 0 15 mo cl 2 o o M, 15 Irs = a) 2 0 2 2 0 2 2 iL in z ma Lu aw 0 c lu 2 w '� IWD o 'au 'cu > aa r= w 3: .2 a ;6 �O Z U) LL 0 U) < U) < LLI U) LLI LLI LLI m C a w m U) < < LLI M 1= m LLI Z) = 1= F- Z) z 0 0 a 'OD 0 a LL < LLI < < z F- LLI 0 m —2 < LLI 0 Z) LLI LL 0 m 0 w w U� < :E om :E .2 W LLI N LLI F- U) U) LL 0 80'44'38.28"W CD CD CD CD CD LO CD LO N CD N m 17 _0 0 0 H m C: 0 z I co ix -0,) 2 E 7; t; m N' E -0 � m , a.) 2 A 2 oc wc a) EE !2 —W a; o :E -;8 in o 2 M M Lu C4 'D ol Lu iZ .2 m M 2 .3 .3 T 02 in a :5 w -S 15 15 cc 2n w �r 2 0 a mo cl a 0. M, 15 2 L) < 2 2 2 2 :2P z ma An I 0 a M M 2 mw aw 0 c a ww o N 3� C4 m m w E ma cm > aa r= WD U) LL 0 U) < U) < LLI U) LLI LLI a m a U) < < LLI M 1= m LLI Z) = 1= F- Z) LLI z 0 w a M w m a LL < LLI < < z F- LLI 0 < LLI 0 Z) LLI LL m :E om w w w :E u < F- .2 W LLI N LLI U) U) LL 0 80'44'32.41 "W CD CD CD CD CD LO CD LO N CD DEED BK 7330 PG 0547 FILED UNION COUNTY NC CRYSTAL D. GILLIARD REGISTER OF DEEDS FILED Mar 15, 2019 AT 12:52 pm BOOK 07330 START PAGE 0547 END PAGE 0549 INSTRUMENT # 06535 EXCISE TAX $5,540.00 SH Prepared by and mail after recording to Love & Hutaff, PLIX, Richard R. llutaff, 108 E. Jefferson Street, Monroe, NC 28112. Excise Tax $5,540.00 Tax Lot No. Verified by By 06-138-017 Parcel Identifier No. County on the day of Brief Description for the index FETT��re or less on Providence Road I NORTH CAROLINA GENERAL WARRANTY DEED THIS DEED made this 15" day of March, 2019, by and between: GRANTOR 3701 S Providence Properties, LLC GRANTEE Providence Commons, LLC, a North Carolina limited liability company Mailing Address: 5925 Carnegie Blvd., Ste. 200 Charlotte, NC 28209 Enter in appropriate block for each party: naine, address, and, if appropriate, character of entity, e.g., corporation oi partnership. 20 The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shalt include singular, plural, masculine, feminine or neuter as required by context. WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in Sandy Ridge Township, Union County, North Carolina and more particularly described as follows: SEE ATTACHED EXHIBIT "A" FOR A MORE PARTICULAR METES AND BOUNDS DESCRIPTION (NC GS § 105-317.2) The property being conveyed herein does not contain the primary residence of the Grantor. BK 7330 PG 0548 The property hereinabove described was acquired by Grantor by instrument recorded in Book 7184, Page 747 and Book 7184, Page 752. A map showing the above -described property is recorded in Plat Cabinet at File No TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in fee simple. And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter stated. Title to the property hereinabove described is subject to the following exceptions: Grant of Easement to North Carolina Natural Gas Corporation in Book 927 at Page 740, Union County Registry. APPLICABLE ZONING; ANY EASEMENTS AND RIGHTS OF WAY FOR SERVICE LINES, ROADS AND UTILITIES AS MAY BORDER OR CROSS THE PROPERTY IINCLUDING, IF APPLICABLE, THE SUBDIVISION STREETS AS SHOWN ON RECORDED PLAT; ANY EASEMENTS RESERVED IN THE RESTRICTIVE COVENANTS, INCLUDING HOMEOWNERS ASSOCIATION PROVISIONS; APPLICABLE RESTRICTIVE COVENANTS OF RECORD AND STREET ASSESSMENTS; 2019 REAL PROPERTY TAXES; SUBJECT TO MATTERS THAT COULD BE REVEALED BY A CURRENT ACCURATE PHYSICAL AND BOUNDARY SURVEY AND ACTUAL INSPECTION OF THE PROPERTY. IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused this instrument to be signed in its corporate name by its duly authorized officers and its seal to be hereunto affixed by authority of its Board of Directors, the day and year first above written. 3701 S Providence Properties, LLC, a North Carolina limited liability company B ee yAeSt,phen'A. Rose STATE OF NORTH CAROLINA COUNTY OF UNION I, Low,,�� 5 �6 k k-Sl0f), a Notary Public for said County and State, do hereby certify that Stephen A. Rosenburgh, Manager of 3701 S Providence Properties, LLC, either being personally known to me or proven by satisfactory evidence, personally came before me this day, and acknowledged that he is Manager of 3701 S Providence Properties, LLC, a North Carolina limited liability company and that he as Manager of 3701 S Providence Properties, LLC being authorized to do so, voluntarily executed the foregoing on behalf of the foregoing on behalf of the said company for the purposes stated therein. Witness my hand and seal, this the 15' day of March, 2019. S. otary ublic �z Notary Public My commission expires: Union County My COmm. Exp. 0,22-27-2022 CA`i� "ImmW10\ BK 7330 PG 0549 EXHIBIT "A" TRACT I BEGINNING at a point in the 60' public right of way of S. Providence Road, said point being the northwestern comer of the property of Castora Real Estate Group, Inc., now or formerly (3243- 375, Tax ID 06-138-018); thence from said beginning point North 73-23-28 East 535.00 feet to a found nail in pipe, said nail located in the western boundary of the property of Mack Layne, now or formerly (6618-046, Tax ID 06-142-015); thence along and with the western property line of numerous lots located on Majestic Poplar Drive North 10-50-23 East 1,704.04 feet to a set rebar; thence along and with the southern boundary line of the property of Robert Alexy, Trustee, now or formerly, (6737-759, 119-588, Tax ID 06-138-013); thence South 58-20-26 West 979.80 feet to a set rebar in the eastern boundary of the property of Raeford Couiek, now or formerly, (282- 702, Tax ID 06-138-015B); thence South 16-37-29 East 148.79 feet to a found pipe in the eastern boundary of the property of Shawn M. & Denise A. Pagano (1288-039, Tax ID 06-138-016); thence along and with the southern boundary of the Pagano property South 58-09-16 West 400.20 feet to a point in the 60-public right of way of S. Providence Road; thence along and with the road South 17-17-57 East 1,003.85 feet to the point and place of BEGINNING and containing 25.673 acres, as shown on map of survey entitled Physical Land Survey Nixon Family Ltd Partnership, prepared by Yarbrough -Williams & Houle, Inc., NCPLS, dated February 7, 2017, to which reference is hereby made and incorporated herein by this reference for a more particular metes and bounds description. TRACT2 BEGINNING at a found nail in pipe located upon the westerly boundary of Lot 13 of Camberley Subdivision, Phase I Map 2 as shown in Map Book Cabinet G, File 603 of the Union County Public Registry (now or formerly the property of Mack Layne per deed recorded in Deed Book 6818 at Page 46) (said found nail in pipe located North 13-44-26 East 6.03 feet from the common westerly comer of lots 12 and 13 of Cambercly Subdivision, Phase 1, Map 2 as shown in Map Book Cabinet G, File 603 of the Union County Public Registry); thence continuing from said point and place of Beginning North 10-50-23 East 1,704.04 feet to a set rebar per Deed Book 756 at Page 628 of the Union County Public Registry (per survey prepared by Yarbrough -Williams & Houle, Inc. prepared for the Nixon Family Ltd. Partnership dated February 7, 2017) (R.L.S. C- 0475); thence South 60-10-54 West 21.50 feet to a point (per MB: G-603); thence South 11 -59-02 West 1,688.65 feet to a point (per MB: G-603); thence North 74-25-49 East 9.64 feet to the point and place of Beginning (per MB: G-603) and being a "possible overlap", strip of property between the legal descriptions set forth in Deed Book 756 at Page 628 and Deed Book 1486 and Page 623 consisting of approximately .43 acres which is depicted in Map Book: G-603 of the Union County Public Registry.