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
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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
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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)
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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)
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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
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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
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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
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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)
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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
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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
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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
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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
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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.
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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
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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
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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
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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
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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
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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
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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)
...........................................................................
...........................................................................
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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)
...........................................................................
...........................................................................
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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
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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
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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
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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.
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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.
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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
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c^S
522850
522930
34' 56' 46" N
0
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34' 56' 25" N
522850 522930
3
1/10/2019
Page 1 of 4
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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-
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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.