Loading...
HomeMy WebLinkAboutSW3210401_Report (SW)_20210415ENGINEERING REPORT CALIBER COLLISION Union County, North Carolina Prepared For: McNeel Properties, LLC 1330 Lady Street, Suite 200 Columbia, SC 29201 April 6t", 2021 LandDesign Project #: 1019553 Calculated By: GR, MDM NC Firm Engineering License: C-0658 `}IYY4lVl! ! _ SEAL 033804 — JJJrltl11111.1Y11\ ON DgRAly Signed by MARC MOMSEN IN C=.US, MARC MOMSEN O-LAN DESIGNMSEN@LANDDESICNcoM, O-LANDDESIGN, CN=MARC MOMSEN Reasoq..I we v d this document e Dale,'2021 04.0 6 15 15.30.0&04'00' 223 N. Graham Street Charlotte, NC 28202 Table of Contents Engineering Narrative Erosion Control Calculations (For Reference Only) Sediment Basin Design PondPack Calculations (2-YR, 10-YR, 25-YR) Storm Drainage Design Detention Calculations (For Reference Only) - Pre -developed - Water Quality - BM P #1 Stage Storage - Channel Protection - Post -developed USGS Quad Map Soil Survey Flood Map Deed Erosion Control Calculations - Sediment basin design - Stage Storage - Pond routing Buoyancy Calculations Rip -Rap Apron Sizing 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' streamside 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 streamside 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 3/" 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 Basin Design 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 0.8 Rational Runoff Coef£ 0.7 Intensity 7.6 in/hr (Tc= 5 min.) Intensity 7.6 in/hr (Tc= 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 19 15.3 27,540 218,103 24 10-year Basin Drainage Peak Inflow Surface Area Number Area (Acres) (cfs) (Sq. ft.) Required Provided 1 19 101.08 32,851 36,262 Skimmer Size Minimum Skimmer Basin Basin Dewatering Number Volume Time Size (in) Orifice Diameter (in) 1 27,540 2 Days 4 3.3 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 Calcs.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 2 years (Union County - Synthetic Curve, 2 12 YRunoffCN-Area, 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 Calcs.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 I Union County - I 25 I 3.709 13.253 6.07 #1 (OUT) Synthetic Curve, 25 yrs Bentley Systems, Inc. Haestad Methods Solution Waxhaw-Nixon-1018244-Sed Basin Calcs.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: TypeII 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: TypeII 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 Calcs.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: TypeII 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 Calcs.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: TypeII 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: TypeII 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 Calcs.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: TypeII 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 Calcs.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: TypeII 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: TypeII 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 Calcs.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: TypeII 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 Calcs.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: TypeII 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 Calcs.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: TypeII 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 Calcs.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 Calcs.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: TypeII 24hr (3.6 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (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 Calcs.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 E1 E2 (ft) (ft) User Defined UO 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 Calcs.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 ftz Orifice Coefficient 0.600 Weir Length 12.57 ft Weir Coefficient 3.00 (ft^0.5)/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 Calcs.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 Calcs.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 Calcs.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 Calcs.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 STORM DRAINAGE DESIGN N N O N N N 0 C2 X W (2 0 X LLI O co r U O M Q � LU m U Z m o m U c� M M W M ' M M m � U m M m M m U � m U m m U o v rn rn M v M W c? m m U ' U m � U r � U M O m � U 22, E5 ui 3 a� W E `o C9 LO U N O d 0) rn IL 4-0 CL V o rn rn rn ., ., ., (D . J M O O 00 O Ih O N Ih M LO n - (O M Ih Q 6 N (,i 00 O N - (h M - M I- Lq N M O) (O L'i Lq _ .�.. t LO 00 V (O LO (O LO V n 00 n O 00 0o LO V 00 00 00 N 00 Ih N Ih (.O Ih I- Ih I` (n M Ih Lo (n M LO LO LO LO LO LO LO LO LO LO LO LO LO LO i V O V V V V V V V V V V V V V V V V V C C r O I- I` I` I` I` I` I` I` I` I` I` I` I` I` I` I` I` la d M M M M M M M M M M M M M M M M M N N NO Q" c a O o (D 0 O 0 O 0 O 6 O 0 O 6 O 0 O 6 O 0 O 6 O 0 O 6 O 6 O 6 O 6 O 6 O 6 O 0 N N V 00 O) LO O LO 00 1` 00 00 O 00 1` O 0 M O N> O (O V a7 00 N O O V V O M (O O (O M N O Qj i< v r V 00 N M M M M N LO LO V V V M 00 (6 0 0 M W O O N I- O 00 M LO M (n W M O N V 00 V O O V N V 00 00 00 00 M V R p v M M N V O co 00 O M V V V V O W N U LL O M N N N N N (O V N N 00 00 00 00 00 00 00 00 00 00 00 00 00 00 O V M N J (A N O CD wO O O O O O CD Lo O CD CD O M m 0 C C 0 LO O O LO It 0)O (A O O O V O O O O O Cl) 0)O J 2 — O O V L6 M V V M M N N N N N N /1 N C t 0 M) O M N_ M � 00 00 O 00 I� O N 00 00 M (O = � 000 0')O O 0) M N I- O O N O O It ItI- V O s CI ^ - I- (n O M M V O N CO O 00 (O O V N O N I� p J .`�.. O M - V (O O) - O) M 't 00 N M O V V J (O N N 00 It N M N O V 00 (O 00 O 00 V - N E O V V N I� 00 07 V N N_ V CO V V 00 00 M 0)Z r Lq O O) (O Lq (A M) Lq N (O Co V O N M Cl? CO .V.. M (O (O N N- - O O O O (O (O LO V V O ( M N ( O (O I- N U) V O) N V 00 U) It LO 00 LO 0)V O O N 00 V CO N - (O Lq V I- M" M a0 M V (D O O O O O O O O O O V O (O w O N W W W W W W W 00 W 00 OR OR OR OR OR OR OR OR OR O O O O O O O O O O O O O O O O O O O O �U C N C) O O O N N O O N M O I� O (O CO t oa O O O O O O O O O O O O O O O O V V p- a+ O 00 00 O V N N Q a0 C� O N N r r O N O O r (S7 M (n Cl? V O r C = v V V I- V 00 (O 00 (O V I- I- I- O I- M 00 V 00 00 00 N 00 O 1` (n 1` W 1` 00 1` 00 1` M LO V LO („) LO LO LO x O O O I,- 00 O N (D N V O) V V O N ' N C (n 00 O O N N I� (A O N V) M VL V) C v V V V V I- (O 00 (O 00 (O V I- r- I` 00 M 00 V 00 O I- 00 (O CD I` LO I` W I` W I` W V M LLO } LO LO LO LO LO LO LO LO LO LO LO LO LO LO LO LO LO CD M N CA aO r V M N CO O V M N V CO I I -p (O (O (O V V V LO LO LO V LO V V V Lf) V (O (O p N N N O^ N N N N N N N N N N N N N N N N C D N N N N N N N N N N N N N N N N N N N Q- a M Oo N O 00 I� M M N .-. M N .-. O O O Cl) ce) M O O O w w w w (Am (Am w m w 00 O r 0 0 0 O LO N 2 [0 [0 [0 [0 [0 [0 CO m CO m CO m m m W U U U U U U U U U U U U U U W W 0 + U) N E N ui N N 3: c LO I` I` O O O O (M O O O O O O O O O O O N .... Q. O O - N CO 00 N O O - V N M O 00 N O 00 00 :3 v N r (O (O co M (O r 00 M (O co co 00 O I- 00 O V N W In (n I` (n 00 (n 00 (n 00 (n 00 (n 00 (n 00 (n 00 (n O (n 00 (n 00 (n 00 (n 00 (n 00 (n 00 (n 00 (n LO (n (O (n o 00 00 I I N LO I- r- O O O O M (D O I- O O O O O V) O M Lo (A O O N CO 00 N O O N - N M O 00 00 O aO LO .0 0 ' w N r M M co w (O I- w M M M CO 00 00 N aO - LO I- Oo co co Oo co Oo co Oo co Oo Oo Oo Oo Oo LO LO a) W LO LO LO LO LO LO LO LO M) M) LO LO LO (S') LO LO LO LO LO N C (� IL U W r N M V LO (O I- COO O 0) O OL O JZ a z C) 9 C) 9 0 0 0 0 1— C\j 00 0 CY) 00 0 rl- C\j V) Ino 00,999 '13 'AUI co co LO LO LO LOC) O4"C69 '13 wl 0�l LO 0 ul - t7Ct7'86+t7 elS C) LO ul OZ't7g9 ]E] 'Aul Ino OZ,t7e9 '13 'AUI a) 00"999 '13 wlj 6 :ul - C17L'99+C elS Ul ZOT99 '13 'AUI InC) Zo,C29 '13 'AUI C6199 '13 WN v C) 8 :ul- 99t7'LZ +C elS LO C', ul M'M '13 'AUI Ino ZL'6L9 '13 'AUI LO OZ'999 A WN L :ul - 9Ct7'90+£ elS C) rn C) CO ul t7L'LL9 '13 'AUI Ino t7L,LL9 '13 'AUI ao 09,999 A WN a) 9 :ul - coo,Lg+z elS CA (.0 00 ul 6Z't7L9 '13 'AUI InO 6Z'tL9 '13 'AUI 09"C99 '1�1 WN CD 9 :ul - 19'OL+ 4 elS ul OZ'999 '13 'AUI Ino 9Z,999 '13 'AUI OZ'999 '13 WIU 0 C) LO t7 :ul - 66Z'69+0 131S ul L0,999 '13 'Aul P Ino L0,999 '13 'AUI 00 O� LV999 '13 w'U 50 0 CD e :ul - 96Z'giF+O elS D, ? (D — LU D ul OO'L99 '13 'AUI Ino 94'Lt79 '13 'ALIJ C) /-O'J-1-9 A WN Z :ul - 96L'CZ+O elS LO ul 091179 '13 'AUI Ino 09,t7l79 '13 'AUI v 90799 '13 WN 00,00+01319 C) O C) 9 O O O O C\j 00 C) CY) 00 C) 1— C\j CY) (D (D LO LO LO LO LU C) 9 0 C� 0 C� 0 C� 0 C� 0 C� 1- 0 00 0') CY) 00 0 00 C\j (D (D LO LO LO LO LO ino zc,q) g '13 'AUI CD (D OZ'699 A WN Lo 94 :ul - 960'99+t7 BIS C) LO Ul t79,919 '13 'Au Ino tlg,g)g '13 'AUI 08,999 A WN CD 9 4 Ul - 9179'96+£ elS Ul [C'qLq 'JA 'AUI C) Ino 4£'9L9 '13 'AUI O6T99 AA WN coLO K :ul - 917t'LC+£ elS C I 0 O Lo a) O ul 69'4L9 '13 'Aul Ino 69, 4) g '13 'AUI ocleg 'IA wl2j C 4 Ul - 91717'49+ 4 elS C, ul t7L'OL9 '13 'AUI a 0 LU Ino t7L'OL9 '13 'AUI 0zT99 'IA WN cli Z4 Ul - 8Z9,90+ elS 0 0 ul LO'999 '13 'AUI 0 InO LO'999 '13 'AUI /-V999 'IA WN 00,00+0 els c) C) O O O O O O C) 00 0') CY) 00 C) 00 C\j (D (D LO LO LO LO LO LU 0) rn IL 4-0 /CL V _ I` N r N J 00 N N O n M LO M O V M V (O O 00 r V a M O 00 O M N (h M — M oD (O N M (O (O _ .y^.. V LO 00 'rLO (O (D LO V I- 00 1-00 O 00 LO V 00 00 00 N 00 h N Ih (O Ih I- Ih I` LO M Ih 0 LO (O LO LO LO LO LO LO LO LO LO LO LO LO LO LO i Ln O LO Lr) Lr) Lr) Lr) Lr) Lr) LO LO LO LO LO LO LO LO LO LO O N N N N N N N N N N N N N N N N N C C 00 O 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 la d M M M M M M M M M M M M M M M M M N N NO Q > c a O o O 0 O 0 O 0 O 6 O 6 O 6 O 6 O 6 O 6 O 6 O 6 O 6 O 6 O 6 O 6 O 6 O 6 O o N LO N M d O V N O I- 1` 00 N (D () N V (O O N (D O V N d � V — N O V N N V I� VI O M I, V O Qj i Q v r LO O M V M M V N Lo Lo Lo V V V CA (a 0 U M M O O N I` O 00 M LO M LO (4 Cl) O N V 00 V O O V N V 00 00 00 00 M V v M M N V (D co 0o O (fl - V V V O m N LL U O M N N N N N (D V N N 00 00 00 00 00 00 00 00 00 00 00 00 00 00 O V M N J (A N O CD wO O O O O O CD Lo O CD O O O 0 (A 0 C C 0 LO O O LO It 0)O 0) O O O V O O O O O Cl) 0)O J 2 �.. O O V Ln M V V M M N N N N N N /1 0) C t O O M N_ M Ln 00 00 O 00 I� O N 00 00 M (O = 0) O O I- O O N O O It ItI- V "6.`�.. s CI ^ — I- Ln O M M V O N CO O a0 M O V N O N I� J O M— V (D 0-)— 0-) M 't 00 N (4 0) V V J (O N N W V N M (N O V 00 M 00 O 00 V N E 7 Z W N M M 00 M I'- (D I'- M M O O M O O N M (O (O (4 V I� 00 V 00 .V.. LO 00 00 M M N O O O O 00 I- M V V O (D O i N O I- O 0) N Ln M M M M (O Ln 00 O 00 O LO N V a I` O O N M (A (4 r Cl? I� (O (O O V 00 V Ln v 1= V I� O O O O O O O O CD CD V CDO O — ' M M O Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo Oo O O O O O O O O O O O O O O O O O O O O �U CI l6 1� O M V N O O M V (O M t C N C) O O O N N O O N M O I- O (4 M Q- oa C) O O O O O O O O O O O O O O O V V N a O 00 O V N N O O O V O V N M N 1� U N Q 00 O N N r r O N O O r Ln M Ln M V O r - > v V I- 00 00 V I- O M V 00 N O Lo 0 00 00 M V U C V V (O (D I- I- I- 00 00 00 00 1` 1` 1` 1` 1` LO LO — LO LO LO LO LO LO LO LO Ln Ln Ln Ln LO Ln Ln Ln LO LO LO O O O I,- 00 O N O N V O V V O N rn N r LI7 00 O O N N I� CA O N I� O r VI M VI Ln M Ln v V V I- 00 00 V r- M V O 00 O LO (4 (4 (4 M C V V (O (D (O I- I` 00 00 00 I- (O I- I- I- I- V LO W) — LO LO LO LO LO LO Ln LO Ln LO LO LO LO LO LO LO LO LO LO N M M N M M �-' CA V a0 V r V V Ln M Ln N Ln CO V O LO V V M V N V LO V V (O (O M I I .2 2 LO Q a N 00 N �-. O 00 CD00 O 00 00 I� 00 M 00 M (A N a) .-. (A Ln 00 M 00 N 00 .-. 00 O 00 O a) O r M co O O 0 0 0 LO N 2 [0 [0 [0 [0 [0 [0 m [0 m [0 m [0 in in M c W U U U U U U U U U U U U U U W W n + — 0 LO N N - NI N LO I` I` O (D (DO M O (DO (DO O O O O O (D (D Q. O O N (O 00 N O O — V N M O 00 N O 00 00 -6 v N r M M co M M r 00 M M M M 00 O r 00 O (O — W LO LO I` LO 00 LO 00 LO 00 LO 00 LO 00 LO 00 LO 00 LO O LO 00 LO 00 LO 00 LO 00 LO 00 LO 00 LO 00 LO LO LO (D V) LO N O N LO � � O O O O M O O I- O O O O O Ln O M L() (A O O N (O 00 N O O N — N M O 00 00 O 00 LO .0 0 ^ 00 N r- M M co M M r 00 M M co CO 00 00 N 00 - 0 I- w co co w co w co w co w w 00 00 LO LO W LO LO LO LO LO LO LO LO LO LO LO LO LO Lo Lo LO LO LO LO LO N C (� IL U W M V LO (D I` CO O O N M Ln M r a0 O O O .0) a z rn rn C) 9 C) 9 0 0 C) 0 0 o 0 0 cli C\j V C) CO 00 00 (D =Co C) LO C\j V) ino zc,g)g '13 'Aulco co LO LO LO LO OZ"699 'Ig wlJ CD (.0 96 •u-1 - 99'C6+9 elS 00 m 00 C) 9 cli a CD LO LO 00 ul t79,9L9 'JEJ 'AUJ Ino tlg,g)g '13 'AUJ 08,999 '19 wlj C\j 9 1, :ul - ZCE't?0+9 elS C) LO ul [C'qLq 'JE] 'AUJ Ino [C'gLq 'JE] 'AUJ CD 06,C99 '19 wlj LO t7 U-1 C6'Zt+t7 elS CD O cl, Cc C) LO ce) 0� ul 69'I,L9 '13 'Aul CD (0 a) InO 69'I,L9 '13 'Aul (D oclgg Ig wl C I, :ul - S6,99+z elS -C Lr. ul t7L'OL9 '13 'AUJ LO Ino t7L,0L9 '13 'AUJ cc 0z"C99 '19 WIU ZI, :ul - ZIC'176+z 131E �c ul 20'999 '13 'AUJ ZE cl, C) Ino Z0,999 '13 'AUJ oc oc LV999 '19 WIU 0 e :ul - t79t7'90+ I, 131S CD ul 00'L99 '13 'A Ul Ino OVL179 '13 'AUJ Lo"Ll-9 '19 WIU c r —i Z -1 :U - 1796'C9+O elS LU CD ul 091179 '13 'AUJ '4 Ino 09,17t79 '13 'ALIJ 90,Z99 '19 WN I, ul - 69 V09+0 elS DO —i (D LO ul 091179 '13 'AUJ Z6'9tl9 '13 'PuJO L I Ilepno - 00,00+0 elS C) 9 C) 9 0 0 0 0 cli V 0 00 C) C\j (D (D LO LO LO LO LU C) C) 9 0 C� 0 C� 0 C� 0 C� co C\j 1— 0 00 00 of (D 0 LO (D (D LO LO LO LO (D CD (.0 ino 00,999 'JEJ 'AUI OVC69 A WN 0 Ul - CZ9,c9+9 elS CD LO C) ul OZ1799 '13 'Aul LO Ino OZ,1799 'JEJ 'AUI cl. 00,999 A wl� cc 6 :Uj - ZC6'9Z+t7 elS c C) LO ul ZO'C99 '13 'AUI Ino ZO,Cgg '13 'AUI C6199 A WN 8 :ul - 999'L9+C elS C CD Ul L6'499 ]E] 'AUI Ino ZL'6L9 '13 'AUI OZ"999 'IA WN L :ul - LZ9'99+£ elS O LO ul t7L'LL9 '13 'AUI ce) Ino t7L'LL9 '13 'AUI 09,999 A WN 9 :ul - £6 VL 6+t elS C) ul 6Z't7L9 '13 'AUI co a) InO 6Z'tL9 '13 'AUI 09"C99 'IA WN 9 :ul - oe,oe+z elS L ul 9Z'999 '13 'AUI Ino 9Z,999 '13 'AUI OZ"999 'IA WN t7 :U-1 - 99t7'64+G elS C) Ul Z0,999 '13 'Aul Ino Z0,999 '13 'AUI /-V999 'IA WN < D ( e : Ul - t79t7'9o+ k 131S C) C) ul OO'L99 '13 'AUI Ino 9VL179 '13 'AUI 0 1-011-9 'IA WN 14 Z :U-1 - t796'C9+o elS C) w ul 091179 '13 'AUI 50 Ino 09,17t79 '13 'ALIJ 90799 A WN ul - 69 V09+0 elS Lo ul 091179 '13 'AUI Z6'9tl9 'IE3 'PuJO Ilepno - 00,00+0 elS Q C) C) O O O O co C\j C) 00 00 of (D C) LO (D (D LO 110 LO LO LU DETENTION CALCULATIONS PRE -DEVELOPED Job File: N:\ 2018\1018244\Docs\Calcs\Stormwater\PRE-DEVELOPED.PPW Rain Dir: N:\-2018\1018244\Docs\Calcs\Stormwater\ -------------------------- JOB TITLE -------------------------- Project Date: 1/10/2019 Project Engineer: krowe Project Title: Waxhaw-Nixon Project Comments: SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 10:32 AM 2/1/2019 Table of Contents Table of Contents i ********************** MASTER SUMMARY ********************** 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 = 1 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 = 1 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 = 1 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 = 1 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 = 1 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 ------------------------ S/N: 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 oC oUC CN Woods - good 55 27.600 55.00 Impervious Areas - Paved parking to 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 (Ft3) = (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) Rp = Design Storm Rainfall Depth (in). Typically 1.0". Percent Impervious = 80% AD = 19.0 acres Rp = 1.0 in Rv = 0.77 WQv = 53,107 Ft3 Step 2: Determine Surface Area Requirements. Average Permanent Pool Depth '! Feet Percent Impervious = 80% SA / DA Ratio = 2.1 Required Surface Area = 17,380 Ft2 Step 3: Preliminary Temporary Water Quality Drawdown Calculations Pond Height above Orifice = 3.1 feet Orifice Invert Elevation = 0.0 feet Pond Surface Area at Height Above Orifice = 17,380 Pond Surface Area at Orifice Invert Elevation = 17,380 Orifice Diameter (D) _ Orifice Area (a) = 0.0668 Average Surface Area (A) = 17,380 Gravitational Constatnt (g) = 32.2 Head (H) = 2.95 Discharge Coefficient (C) = 0.6 Time (t) = 185,712 square feet square feet inches = square feet square feet ft/sec2 feet 0.29 feet seconds = 2.15 days Note: The above calculation is based on the Bernoulli Equation where: -2 x A t _ - 0 5 x (0 - H0.5) 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 Post -developed Job File: N:\ 2018\1018244\Docs\Calcs\Stormwater\POST-DEVELOPED WQ.PPW Rain Dir: N:\-2018\1018244\Docs\Calcs\Stormwater\ -------------------------- JOB TITLE -------------------------- Project Date: 1/10/2019 Project Engineer: krowe Project Title: Waxhaw-Nixon Project Comments: SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:02 PM 4/29/2019 Table of Contents Table of Contents i ********************** MASTER SUMMARY ********************** 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 *********************** POND VOLUMES *********************** BMP #1.......... Vol: Elev-Area ..................... 5.01 ******************** OUTLET STRUCTURES ********************* WQ.............. Outlet Input Data .................. 6.01 SIN: Bentley PondPack (10.01.04.00) 4:02 PM Bentley Systems, Inc. 4/29/2019 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed WQ.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Union County Total Depth Rainfall Return Event in Type Dev 1 1.0000 Synthetic Curve --------------------------- ICPM CALCULATION TOLERANCES Target Convergence= .000 cfs +/- Max. Iterations = 35 loops ICPM Time Step = .0500 hrs Output Time Step = .1000 hrs ICPM Ending Time = ------------------------------- 96.0000 hrs RNF ID ---------------- 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 Node ID Type Event cu.ft Trun BMP #1 POND 1 54550 BMP #1 OUT POND 1 53431 DRAINAGE AREA AREA 1 54550 *OUTFALL T-E 1 53431 SIN: Bentley PondPack (10.01.04.00) Max Qpeak Qpeak Max WSEL Pond Storage hrs cfs ft cu.ft 11.9000 21.95 15.5000 .42 546.38 39203 11.9000 21.95 15.5000 .42 540.00 4:02 PM Bentley Systems, Inc. 4/29/2019 Type.... Design Storms Name.... Union County Page 2.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed WQ.ppw Title... Project Date: 1/10/2019 Project Engineer: krowe Project Title: Waxhaw-Nixon Project Comments: DESIGN STORMS SUMMARY Design Storm File,ID = Storm Tag Name = Dev 1 Union County Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 1 yr Total Rainfall Depth= 1.0000 in Duration Multiplier = 1 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) 4:02 PM 4/29/2019 Type.... Tc Calcs Name.... DRAINAGE AREA Page 3.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed WQ.ppw ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR ........................................................................ ........................................................................ Segment #1: Tc: User Defined Segment #1 Time: .0833 hrs ------------------------------------------------------------------------ ------------------------ Total Tc: .0833 hrs Calculated Tc G Min.Tc: Use Minimum Tc... Use Tc = .0833 hrs ------------------------- S/N: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:02 PM 4/29/2019 Type.... Tc Calcs Name.... DRAINAGE AREA Page 3.02 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed WQ.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) 4:02 PM 4/29/2019 Type.... Runoff CN-Area Name.... DRAINAGE AREA Page 4.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed WQ.ppw RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... Impervious Area Adjustment Adjusted Soil/Surface Description CN acres oC oUC CN WQ 98 19.000 98.00 COMPOSITE AREA & WEIGHTED CN ---> 19.000 98.00 (98) ........................................................................... ........................................................................... SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:02 PM 4/29/2019 Type.... Vol: Elev-Area Name.... BMP #1 Page 5.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed WQ.ppw Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) ------------------------------------------------------------------------ (sq.ft) (sq.ft) (cu.ft) (cu.ft) 544.50 17499 0 0 0 545.00 20064 56301 9383 9383 546.00 22032 63121 21040 30424 547.00 24099 69173 23058 53482 548.00 26165 75375 25125 78606 549.00 28501 81974 27325 105931 550.00 30387 88317 29439 135370 551.00 32547 94382 31461 166831 552.00 34706 100862 33621 200452 552.50 36129 106245 17708 218159 553.00 37551 110513 18419 236578 554.00 40927 117681 39227 275805 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1. EL2, respectively Volume = Incremental volume between EL1 and EL2 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:02 PM 4/29/2019 Type.... Outlet Input Data Name.... WQ Page 6.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed WQ.ppw REQUESTED POND WS ELEVATIONS: Min. Elev.= 544.50 ft Increment = .01 ft Max. Elev.= 554.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) G--- Reverse Flow Only (DnStream to UpStream) G --- > Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- ----------------------------- Orifice-Circular 00 ---> TW 544.500 554.000 TW SETUP, DS Channel SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:02 PM 4/29/2019 Type.... Outlet Input Data Name.... WQ Page 6.02 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed WQ.ppw OUTLET STRUCTURE INPUT DATA Structure ID = 00 Structure Type = Orifice -Circular ------------------------------------ # of Openings = 1 Invert Elev. = 544.50 ft Diameter = 3.50 in Orifice Coeff. _ .600 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:02 PM 4/29/2019 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- B ----- BMP #1... 5.01 ----- D ----- DRAINAGE AREA... 3.01, 4.01 ----- U ----- Union County... 2.01 ----- W ----- Watershed... 1.01 WQ... 6.01 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:02 PM 4/29/2019 Volume vs. Time BMP #1 Dev 1 40000 E 20000 _7 O 10000 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) WET POND STAGE STORAGE POND 1 STAGE STORAGE CALCULATION Area Calculation - Forebay Contour Area Volume ac-ft Volume sq. ft AC Inc Accum. cu. ft 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 1 12798 Area Calculation - Main Pond Contour Area Volume (ac-ft) Volume sq. ft AC Inc Accum. cu. ft 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 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 0.1505 1.6731 1 72878 Volume Calculation - Permanent Pool Contour Area Volume (ac-ft) Volume sq. ft AC Inc Accum. cu. ft 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 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 1 85688 Ave. Permanent Pool Depth 4.90 Volume Calculation - Temporary Pool Contour Area Volume ac-ft Volume sq. ft AC Inc Accum. cu. ft 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 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 Job File: N:\ 2018\1018244\Docs\Calcs\Stormwater\POST-DEVELOPED CP.PPW Rain Dir: N:\-2018\1018244\Docs\Calcs\Stormwater\ -------------------------- JOB TITLE -------------------------- Project Date: 1/10/2019 Project Engineer: krowe Project Title: Waxhaw-Nixon Project Comments: SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:16 PM 4/29/2019 Table of Contents Table of Contents i ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ********************** TC CALCULATIONS ********************* DRAINAGE AREA... Tc Calcs ........................... 2.01 ********************** CN CALCULATIONS ********************* DRAINAGE AREA... Runoff CN-Area ..................... 3.01 *********************** POND VOLUMES *********************** BMP #1.......... Vol: Elev-Area ..................... 4.01 ******************** OUTLET STRUCTURES ********************* CP.............. Outlet Input Data .................. 5.01 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:16 PM 4/29/2019 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed CP.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Union County Total Depth Rainfall Return Event in Type Dev 1 3.0000 Synthetic Curve --------------------------- ICPM CALCULATION TOLERANCES Target Convergence= .000 cfs +/- Max. Iterations = 35 loops ICPM Time Step = .0500 hrs Output Time Step = .1000 hrs ICPM Ending Time = ------------------------------- 96.0000 hrs RNF ID ---------------- 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 Node ID Type Event cu.ft Trun BMP #1 POND 1 155467 BMP #1 OUT POND 1 149056 R DRAINAGE AREA AREA 1 155467 *OUTFALL T-E 1 149056 R SIN: Bentley PondPack (10.01.04.00) Max Qpeak Qpeak Max WSEL Pond Storage hrs cfs ft cu.ft 11.9000 63.30 18.9000 .71 549.58 122904 11.9000 63.30 18.9000 .71 540.00 4:16 PM Bentley Systems, Inc. 4/29/2019 Type.... Tc Calcs Name.... DRAINAGE AREA Page 2.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed CP.ppw ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR ........................................................................ ........................................................................ Segment #1: Tc: User Defined Segment #1 Time: .0833 hrs ------------------------------------------------------------------------ ------------------------ Total Tc: .0833 hrs Calculated Tc G Min.Tc: Use Minimum Tc... Use Tc = .0833 hrs ------------------------- S/N: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:16 PM 4/29/2019 Type.... Tc Calcs Name.... DRAINAGE AREA Page 2.02 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed CP.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) 4:16 PM 4/29/2019 Type.... Runoff CN-Area Name.... DRAINAGE AREA Page 3.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed CP.ppw RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... Impervious Area Adjustment Adjusted Soil/Surface Description CN acres oC oUC CN CP 93 19.000 93.00 COMPOSITE AREA & WEIGHTED CN ---> 19.000 93.00 (93) ........................................................................... ........................................................................... SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:16 PM 4/29/2019 Type.... Vol: Elev-Area Name.... BMP #1 Page 4.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed CP.ppw Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) ------------------------------------------------------------------------ (sq.ft) (sq.ft) (cu.ft) (cu.ft) 544.50 17499 0 0 0 545.00 20064 56301 9383 9383 546.00 22032 63121 21040 30424 547.00 24099 69173 23058 53482 548.00 26165 75375 25125 78606 549.00 28501 81974 27325 105931 550.00 30387 88317 29439 135370 551.00 32547 94382 31461 166831 552.00 34706 100862 33621 200452 552.50 36129 106245 17708 218159 553.00 37551 110513 18419 236578 554.00 40927 117681 39227 275805 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1. EL2, respectively Volume = Incremental volume between EL1 and EL2 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:16 PM 4/29/2019 Type.... Outlet Input Data Name.... CP Page 5.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed CP.ppw REQUESTED POND WS ELEVATIONS: Min. Elev.= 544.50 ft Increment = .01 ft Max. Elev.= 554.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) G--- Reverse Flow Only (DnStream to UpStream) G --- > Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- ----------------------------- Orifice-Circular 00 ---> TW 544.500 554.000 TW SETUP, DS Channel SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:16 PM 4/29/2019 Type.... Outlet Input Data Name.... CP Page 5.02 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed CP.ppw OUTLET STRUCTURE INPUT DATA Structure ID = 00 Structure Type = Orifice -Circular ------------------------------------ # of Openings = 1 Invert Elev. = 544.50 ft Diameter = 3.50 in Orifice Coeff. _ .600 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:16 PM 4/29/2019 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- B ----- BMP #1... 4.01 ----- C ----- CP... 5.01 ----- D ----- DRAINAGE AREA... 2.01, 3.01 ----- W ----- Watershed... 1.01 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:16 PM 4/29/2019 Volume vs. Time BMP #1 Dev 1 140000 120000 100000 80000 m E 0 60000 40000 20000 01 1 ' 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) POST -DEVELOPED Job File: N:\ 2018\1018244\Docs\Calcs\Stormwater\POST-DEVELOPED.PPW Rain Dir: N:\-2018\1018244\Docs\Calcs\Stormwater\ -------------------------- JOB TITLE -------------------------- Project Date: 1/10/2019 Project Engineer: krowe Project Title: Waxhaw-Nixon Project Comments: SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Table of Contents Table of Contents i ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY ******************* Union County.... Design Storms ...................... 2.01 ********************** TC CALCULATIONS ********************* DRAINAGE AREA... Tc Calcs ........................... 3.01 UNDETAINED...... Tc Calcs ........................... 3.03 ********************** CN CALCULATIONS ********************* DRAINAGE AREA... Runoff CN-Area ..................... 4.01 UNDETAINED...... Runoff CN-Area ..................... 4.02 *********************** POND VOLUMES *********************** BMP #1.......... Vol: Elev-Area ..................... 5.01 ******************** OUTLET STRUCTURES ********************* Outlet 1........ Outlet Input Data .................. 6.01 SIN: Bentley PondPack (10.01.04.00) 4:24 PM Bentley Systems, Inc. 4/29/2019 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: Union County Total Depth Return Event in Dev 2 3.6000 Dev 10 5.2000 Dev 25 6.2000 Dev 50 7.0000 Dev100 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) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event cu.ft Trun hrs cfs ft cu.ft BMP #1 IN POND 2 183512 R 11.9160 80.69 BMP #1 IN POND 10 285778 R 11.9160 122.06 BMP #1 IN POND 25 350328 R 11.9160 147.67 BMP #1 IN POND 50 402163 R 11.9160 168.05 BMP #1 IN POND 100 460617 R 11.9160 190.89 BMP #1 OUT POND 2 88329 R 14.0660 2.41 550.12 139092 BMP #1 OUT POND 10 187734 R 12.1790 17.40 551.24 174730 BMP #1 OUT POND 25 251135 R 12.1280 26.27 552.24 208867 BMP #1 OUT POND 50 302261 R 12.0840 49.09 552.90 232954 BMP #1 OUT POND 100 360047 R 12.0620 80.46 553.42 252454 DRAINAGE AREA AREA 2 195244 11.9160 80.69 DRAINAGE AREA AREA 10 303005 11.9160 122.06 DRAINAGE AREA AREA 25 370968 11.9160 147.67 DRAINAGE AREA AREA 50 425530 11.9160 168.05 DRAINAGE AREA AREA 100 487041 11.9160 190.89 SIN: Bentley PondPack (10.01.04.00) 4:24 PM Bentley Systems, Inc. 4/29/2019 Type.... Master Network Summary Page 1.02 Name.... Watershed File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event cu.ft Trun hrs cfs ft cu.ft *OUTFALL JCT 2 59950 R 12.0160 5.20 *OUTFALL JCT 10 185526 R 12.0270 27.68 *OUTFALL JCT 25 268896 R 12.0160 46.69 *OUTFALL JCT 50 337562 R 12.0440 66.76 *OUTFALL JCT 100 416500 R 12.0200 114.24 UNDETAINED AREA 2 14623 12.0160 4.55 UNDETAINED AREA 10 41596 12.0050 15.63 UNDETAINED AREA 25 62865 11.9380 25.17 UNDETAINED AREA 50 81708 11.9280 33.69 UNDETAINED AREA 100 104485 11.9280 44.00 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Type.... Design Storms Name.... Union County Page 2.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-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 = Dev 2 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 3.6000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 10 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 5.2000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 25 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 25 yr Total Rainfall Depth= 6.2000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev 50 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 50 yr Total Rainfall Depth= 7.0000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev100 Data Type, File, ID = Synthetic Storm TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 7.9000 in Duration Multiplier = 1 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) 4:24 PM 4/29/2019 Type.... Tc Calcs Name.... DRAINAGE AREA Page 3.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR ........................................................................ ........................................................................ Segment #1: Tc: User Defined Segment #1 Time: .0833 hrs ------------------------------------------------------------------------ ------------------------ Total Tc: .0833 hrs Calculated Tc G Min.Tc: Use Minimum Tc... Use Tc = .0833 hrs ------------------------- S/N: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Type.... Tc Calcs Name.... DRAINAGE AREA Page 3.02 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-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) 4:24 PM 4/29/2019 Type.... Tc Calcs Name.... UNDETAINED Page 3.03 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR ........................................................................ ........................................................................ Segment #1: Tc: User Defined Segment #1 Time: .0833 hrs ------------------------------------------------------------------------ ------------------------ Total Tc: .0833 hrs Calculated Tc G Min.Tc: Use Minimum Tc... Use Tc = .0833 hrs ------------------------- S/N: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Type.... Tc Calcs Name.... UNDETAINED Page 3.04 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-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) 4:24 PM 4/29/2019 Type.... Runoff CN-Area Name.... DRAINAGE AREA Page 4.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... Impervious Area Adjustment Adjusted Soil/Surface Description CN acres oC oUC CN Impervious Areas - Paved parking to 98 15.200 98.00 Open space (Lawns,parks etc.) - Goo 74 3.800 74.00 COMPOSITE AREA & WEIGHTED CN ---> 19.000 93.20 (93) ........................................................................... ........................................................................... SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Type.... Runoff CN-Area Name.... UNDETAINED Page 4.02 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw RUNOFF CURVE NUMBER DATA .......................................................................... .......................................................................... Impervious Area Adjustment Adjusted Soil/Surface Description CN acres oC oUC CN Woods - good 55 10.600 55.00 COMPOSITE AREA & WEIGHTED CN ---> 10.600 55.00 (55) ........................................................................... ........................................................................... SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Type.... Vol: Elev-Area Name.... BMP #1 Page 5.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in) ------------------------------------------------------------------------ (sq.ft) (sq.ft) (cu.ft) (cu.ft) 544.50 17499 0 0 0 545.00 20064 56301 9383 9383 546.00 22032 63121 21040 30424 547.00 24099 69173 23058 53482 548.00 26165 75375 25125 78606 549.00 28501 81974 27325 105931 550.00 30387 88317 29439 135370 551.00 32547 94382 31461 166831 552.00 34706 100862 33621 200452 552.50 36129 106245 17708 218159 553.00 37551 110513 18419 236578 554.00 40927 117681 39227 275805 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1. EL2, respectively Volume = Incremental volume between EL1 and EL2 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Type.... Outlet Input Data Name.... Outlet 1 Page 6.01 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw REQUESTED POND WS ELEVATIONS: Min. Elev.= 544.50 ft Increment = .01 ft Max. Elev.= 554.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) G--- Reverse Flow Only (DnStream to UpStream) G --- > Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- Orifice-Area ---- 01 ---> ------- CO --------- 550.000 --------- 554.000 Inlet Box RO ---> CO 552.500 554.000 Orifice -Circular 00 ---> CO 544.500 554.000 Culvert -Circular CO ---> TW 540.260 554.000 TW SETUP, DS Channel SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Type.... Outlet Input Data Name.... Outlet 1 Page 6.02 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw OUTLET STRUCTURE INPUT DATA Structure ID = 01 Structure Type = Orifice -Area ------------------------------------ # of Openings = 1 Invert Elev. = 550.00 ft Area = 4.0000 sq.ft Top of Orifice = 551.00 ft Datum Elev. = 550.50 ft Orifice Coeff. _ .600 Structure ID = RO Structure Type ------------------------------------ = Inlet Box # of Openings = 1 Invert Elev. = 552.50 ft Orifice Area = 36.0000 sq.ft Orifice Coeff. _ .600 Weir Length = 24.00 ft Weir Coeff. = 3.000 K, Reverse = 1.000 Mannings n = .0000 Kev,Charged Riser = .000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice -Circular ------------------------------------ # of Openings = 1 Invert Elev. = 544.50 ft Diameter = 3.50 in Orifice Coeff. _ .600 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Type.... Outlet Input Data Name.... Outlet 1 Page 6.03 File.... N:\-2018\1018244\Docs\Calcs\Stormwater\Post-Developed.ppw OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type = Culvert -Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = 30.00 in Upstream Invert = 540.26 ft Dnstream Invert = 540.00 ft Horiz. Length = 51.63 ft Barrel Length = 51.63 ft Barrel Slope = .00504 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .5000 Kb = .009217 Kr = .5000 HW Convergence = .001 INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 T1 ratio (HW/D) _ .000 T2 ratio (HW/D) = 1.304 Slope Factor = -.500 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 540.26 ft ---> Flow = 27.16 cfs At T2 Elev = 543.52 ft ---> Flow = 31.05 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 Appendix A A-1 Index of Starting Page Numbers for ID Names ----- B ----- BMP #1... 5.01 ----- D ----- DRAINAGE AREA... 3.01, 4.01 ----- O ----- Outlet 1... 6.01 ----- U ----- UNDETAINED... 3.03, 4.02 Union County... 2.01 ----- W ----- Watershed... 1.01 SIN: Bentley Systems, Inc. Bentley PondPack (10.01.04.00) 4:24 PM 4/29/2019 USGS QUAD MAP SOIL SURVEY Hydrologic Soil Group —Union County, North Carolina (Waxhaw-Nixon) 522530 522610 522690 522770 a 522450 34' 56' 46" N 0 ti cKc�� c^S 522850 522930 34' 56' 46" N 0 cyS 0 34' 56' 25" N 522850 522930 3 1/10/2019 Page 1 of 4 f6 c O O U L 0 0 z c _ 'o c U x oz 'c C o 0 Z W W J IL O O j O 1 N 13 O O � y U O 0 13 �p O) U c f6 O. O O O U CoC E C toE O y 3 y w tm N O .L... O C "' y O Co O L N O y E to � D .L _0 C D N .0C O L C N D to 7 L co.LU y-. E CL f6 E O H '� ISMC y O C 0 C f�6 a% toto aeEm OU) N D .y E o 7 O 2 N w E c coy O .Ly O O > O N U y y N Co N (O D y N z I N -O 3 C o O. U O U O N U a) O C E N N Z y 'O N C. N C N .y Cp I-- N .02 N 7 U O E L O LO y C O` O O L y Z N (7 y N N O y Z L Z f6 O y V E y 'O O. m y V% p W D N D Co yCayi:3cao a) 0 U N Lo 3 ° 'O t O a) N 3�O Co Co ' L Oca y CO z O- CL L m y C y CO°=co CO N C f6 o p N Q >+ �DyE C O N p a C .— .Lo.3 O 7 0 y O E 2' co y N N 'O N U y -0 O� p. NL E N co U N 7 y O V% Z p O' 'O -p 'O N y U _O CO L N N N fto 6 L N fp to L a N D y .-. j cr, y aC m .C, y t-O '.' O °rv' Cp f6 z z) E L N Q U C N O O N N C f6 N tm L 0 w p N (p tm co D N O O m E Z 0 tm >, 7 CCL O C CO Z >' i N .Ly. L CO L U y C Q CO .y. f6 .o O 'O , co Lp. E >+ a) CO E C co 7 U 7 Q 7 o CL CD co n co D O O 2 N 7 y2 O C -26 O U Nty O> j fl) N f6 O EO y L Z, �O .p.�C1 f6 fto N N _ 2 OL o N p.� M N U f6 O y L _ U yL L — Z 0 7 —� O� �N CO �j a� E co 55 L p L a E to � U i O. 'O Q m w H O to to to — O N E= E H U .— y m m N cc L m c f0 3 a m a tm f0 m m 0 'co m E m o o ° r a 2 cc N w o f0 m 0 a m 0 m U 0 U 0 z 0 C •cc in O = (n 7 •m U J 0 Q c ® ® ® E3 S ® ® LL cL "// 0) r y ! bg v 3 � m A? a? N o T r C CO CO co CO y ° a -i (L o 6 L c c c C c m y c o 0 CO CO COT a)c g0 d m cc,m a� IL 0 0 c J 0 0 0 ILA A Q a a0 a0 U U 0 Z Q a a0 a0 U U 0 Z Q t o❑❑❑❑❑❑❑❑ o ° ' ", o Q y rnv O O N N O N ca a m z 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 McB2 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% usm Natural Resources Web Soil Survey 1/10/2019 1"0111 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 (A/D, 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 Specified Tie -break Rule: Higher tmm Natural Resources Web Soil Survey 1/10/2019 1"0111 Conservation Service National Cooperative Soil Survey Page 4 of 4 FLOOD MAP W A--j --j 5W G H L— W\ J L N m O O H L40 h m bD N.Y U.i C m IIAr ox. ma- 3 0u`"' 72 H m U z+ o a m m a > o a c o o y m w ¢ a m � m m t off o .. 'm^3m f E~oacn o a o m N a >' m m m a c U a m >. w a.2 m m c c c O e a LL '.' 2 rl R a IIA� 3 . m >o cai mmo� m� mN LLE .;� c m Q > mmy am �ncEai o�E�o yN a yZ o E g m? o u ^w a m m u t ¢ m o cma o y o my� a -a LL aa�tay' LO .> uoi m y omoi°'m E o c y U LL �_ N �_ d � U p m 0 a 3~ o N 2 uoi ~ m B .a C :° a aai a :6 m i d a LO 3 o Y o a m 2 a"i N LL omO m ami m�mH dm > y mO mm# mi NO O aam l3L U Q2J>m Q2 Q2 W Q2 U Jo J U W mm lu a d O m O O C� am w W.N 3oa w N Jmaa a h a�n h 1 - a m L a m a a � Z o m O¢ H Zy E <¢ w¢ ¢tw.L>_ ¢ W Z) 2¢LLI ♦- Z) Z o asm mo a0 im aeyE w ¢ x Q Z Z) oy 17 Nym m am aa�i�°a mQ c W 30 m00 F- H-aH m H m 3 n m LL m LLIH O LL O 80'44'38.28"W 0 0 N 0 0 0 0 0 0 0 In 0 N O L N m O O H h m bD N.Y U.i C m IIAr ox. 72 o N m m m 3 m c m 000� ¢ 3 o E_ m m moc m3m E~aac° oNmEa a 0 0 o N '� o x $ Q c c c m a o c y E a o Q a y L w" m w a a m 2 u4 o c o o m m m m m a m E m 3 m y n >, y" m y o 'c a3i w y a c c c N a o �> .. y N a y Z o E g m ? o u ^ m w a m u m m ¢ m g o c m a oy2 m y aaLL a a? m y >>mmy o m> EEY. mi c y LL �_ �_ d U p 3~ o N ~ m a C a aai a :6 m i m o m 2 U N u 3 3 0 o c a"i N LL omO bn m m m m a ''� a w c '6 a IT c c m m a s m m y y m y o y N `O uJ et m m O O a m 3 L m LL U Q J Q Q W Q L et U J O m U U m J O T U a 2 O C C Z J m i a O W O O. > `"� E' 3 y m m # C m .L+ lu LL d 0 a U O 4 d m i am 3oa h h m.N Jmaa O¢ Z <¢ w ¢¢ W Z) 2¢ ♦- W Z u o>_ O. d T m a y O L dO. tI1 C 0 wQQ ¢= ¢ ZH OH W a m et m'en3 o- x 1 wLNyyo y a m mEa�i�m3 cWS� W a w 00 H -a H et H m 3 n m LL O HLL 80'44'32.41"W 0 0 N 0 0 0 0 0 0 0 In 0 N O 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, PLLC, Richard R. Hutaff, 108 E. Jefferson Street, Monroe, NC 28112. Excise Tax $5,540.00 Tax Lot No. Verified by 6y 06-138-017 Parcel Identifier No. County on the day of Brief Description for the index 25.673 acres, more or less on Providence Road 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: name, address, and, if appropriate, character of entity, e.g., corporation or 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 INCLUDING, 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 ee Stephen A. Rosenburgh Manager STATE OF NORTH CAROLINA COUNTY OF UNION I, Low,,�� 5 �61k-Sl0'n, 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`h day of March, 2019. nuuurrrii — Je�� S �7! otary ublic (�S( S P Notary Public Z % My commission expires: r Union County = My Comm. Exp. G� 02-27-2022 Q 'oiTHrCA`i 0\ \` BK 7330 PG 0549 EXHIBIT "A" TRACT l BEGINNING at a point in the 60' public right of way of S. Providence Road, said point being the northwestern corner 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. TRACT 2 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 corner of lots 12 and 13 of Cambercey 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.