SWA000202_Design Calculations_20230823

Storm Water Management/Erosion &
Sedimentation Control Report
Virginia Eury Foil Athletic Complex and Library
1111-A, B North Washington Street
Mt. Pleasant, North Carolina 28124
PREPARED FOR
Cabarrus County — County Managers Office
June 6, 2023
Alfred Benesch &Company
2359 Perimeter Pointe Parkway
Suite 350
Charlotte, NC 28208
www.benesch.com
P: 704.521.9880
Corporate Certifications:
NC P.E.: F-1320
NC L.A.: C-454
benesch

TABLE OF ( ONTENTS
SECTION 1 Project Description
1.1 Location
1.2 Topography/Drainage
1.3 Soils
1.4 Erosion Control Plan
1.5 Storm Water Management
1.6 Model Parameters/Analysis
SECTION 2 Conveyance Design
2.1 Drainage Area Curve Numbers
2.2 Storm Pipe Flow Rates
2.3 Storm Pipe Calculations
2.3.1 Storm Pipe Calculations
2.3.2 Storm Pipe Calculations
2.4 Storm Structure Calculations
2.4.1 Storm Structure Calculations
2.4.2 Storm Structure Calculations
2.5 Storm Profiles
2.5.1 FES66 to DI-24
2.5.2 CI-7 to DI-14
2.5.3 CI-7 to DI-10
2.5.4 CI-8 to CI-9
2.5.5 FES-3 to DI-5
2.5.6 DI-61 to FES-27
2.5.7 DI-59 to CI-58
2.5.8 CI-57 to CI-53
2.5.9 CI-55 to CI-53
2.5.10 DI-52 to DI-51
2.5.11 DI-50 to DI-48
2.5.12 DI-47A to DI-46
2.5.13 DI-41 A to DI-29
2.5.14 CI-37 to CI-35
2.5.15 DI-33 to DI-32
ibenesch
irgin,u emu, ; . _.. . ._.,„_,.,c Complex and Library 1 Storm Water Management Report/ Erosion and Sedimentation Control
Plan 12

SECTION 3 Erosion and Sedimentation Control Calculations
3.1 Temporary Sediment Basin Calculations
3.1.1 Temporary Sediment Basin 1 — Pre-Developed
3.1.2 Temporary Sediment Basin 1 — Post-Developed
3.1.3 Temporary Sediment Basin 2 — Pre/Post-Developed
3.1.4 Temporary Sediment Basin 3 — Pre-Developed
3.1.5 Temporary Sediment Basin 3 — Post-Developed
3.1.6 Temporary Sediment Basin 4— Pre/Post Developed
3.2 Riprap Apron Calculations
3.2.1 Riprap Apron Calculations
3.2.2 Nomograph — PE#1
3.2.3 Nomograph — FES#25
3.2.4 Nomograph — FES#42
3.2.5 Nomograph — FES#44
3.2.6 Nomograph — FES#62
3.3 Temporary Slope Drain Calculations
3.3.1 Temporary Slope Drain 1
3.3.2 Temporary Slope Drain 2
3.3.3 Temporary Slope Drain 3
3.3.4 Temporary Slope Drain 4
3.3.5 Temporary Slope Drain 5
3.3.6 Temporary Slope Drain 6
3.3.7 Temporary Slope Drain 7
3.3.8 Temporary Slope Drain 8
3.4 Temporary Diversion Ditch Calculations
3.4.1 Hydraflow Channel Analysis— Ditch 1
3.4.2 North American Green Channel Analysis — Ditch 1
3.4.3 Hydraflow Channel Analysis— Ditch 2
3.4.4 North American Green Channel Analysis — Ditch 2
3.4.5 Hydraflow Channel Analysis— Ditch 3
3.4.6 North American Green Channel Analysis — Ditch 3
3.4.7 Hydraflow Channel Analysis— Ditch 4
3.4.8 North American Green Channel Analysis — Ditch 4
3.4.9 Hydraflow Channel Analysis— Ditch 5
3.4.10 North American Green Channel Analysis— Ditch 5
3.4.11 Hydraflow Channel Analysis— Ditch 6
3.4.12 North American Green Channel Analysis— Ditch 6
3.4.13 Hydraflow Channel Analysis— Ditch 7
3.4.14 North American Green Channel Analysis— Ditch 7
3.4.15 Hydraflow Channel Analysis— Ditch 8
3.4.16 North American Green Channel Analysis— Ditch 8
3.5 Permanent Vegetated Swale Calculations
3.5.1 Hydraflow Channel Analysis— Swale 1
3.5.2 North American Green Channel Analysis — Swale 1
3.5.3 Hydraflow Channel Analysis— Swale 2
3.5.4 North American Green Channel Analysis — Swale 2
3.5.5 Hydraflow Channel Analysis— Swale 3
irgibenesch
n,u emu, ; . _.. . ._.,„_,.,c Complex and Library I Storm Water Management Report/ Erosion and Sedimentation Control
Plan 13

3.5.6 North American Green Channel Analysis — Swale 3
3.5.7 Hydraflow Channel Analysis— Swale 4
3.5.8 North American Green Channel Analysis — Swale 4
3.5.9 Hydraflow Channel Analysis— Swale 5
3.5.10 North American Green Channel Analysis— Swale 5
3.5.11 Hydraflow Channel Analysis— Swale 6
3.5.12 North American Green Channel Analysis— Swale 6
3.5.13 Hydraflow Channel Analysis— Swale 7
3.5.14 North American Green Channel Analysis— Swale 7
3.5.15 Hydraflow Channel Analysis— Swale 8
3.5.16 North American Green Channel Analysis— Swale 8
3.5.17 Hydraflow Channel Analysis— Swale 9
3.5.18 North American Green Channel Analysis— Swale 9
3.5.19 Hydraflow Channel Analysis— Swale 10
3.5.20 North American Green Channel Analysis— Swale 10
SECTION 4 Storm Water Detention and Water Quality Design
4.1 Wet Detention Basin Calculations
4.1.1 Wet Detention Basin Worksheet— Pond 1
4.1.2 Wet Detention Basin Worksheet— Pond 2
4.2 Hydraflow Detention Routing Calculations
SECTION 5 Drainage Area Maps
5.1 Pre- Development Area Map
5.2 Post- Development Area Map
5.3 Component Drainage Area Map
SECTION 6 Appendix
6.1 USGS Quad Map
6.2 Map Cabarrus GIS Map
6.3 NOAA Rainfall Depth
6.3 NOAA Rainfall Intensity
6.4 Soils Map
6.5 Geotechnical Report
6.6 Deed
6.7 Wetland Delineation
ibenesch
irgin,u emu, ; . _.. . ._.,„_,.,c Complex and Library I Storm Water Management Report/ Erosion and Sedimentation Control
Plan 14

SECTION 1
Project Description

Virginia Eury Foil Athletic Complex and Library
Mt. Pleasant,Cabarrus County, North Carolina
Storm Water Management/Erosion&Sediment Control Report
Project Description
Location
This project involves the construction of a new county park with a library, parking lots,
sidewalks, multiple shelters, restrooms, maintenance facility, softball / baseball and
soccer fields, fitness station, walking trail, and a playground.
Utility improvements include new water, electric, fire and sanitary sewer to serve the
library, the multiple shelters, restrooms and maintenance facility. Sanitary Sewer will be
extended to connect to the existing sanitary sewer system located in "C" Street.
Project construction will take place on parcel number 56704401870000, located at 1111
North Washington Street, Mt. Pleasant, NC 28124 and encompasses ±29.11 acres. The
current property owner is Cabarrus County, who will be the financially responsible
party. The area to be disturbed is approximately±25 acres.
Topography/Drainage
Parcel 56704401870000 is currently vacant and is primarily an open field with a wooded
stream along the north / northeastern property line. The site slopes from west to east
with a ridge line that runs centrally through the property conveying storm water runoff
to the stream located along the northern property line and to a wooded area south of
the property.
Soils
The soil survey of Cabarrus County indicates that soils on the site are as follows:
• BaD— Badin —Channery Silt Loam (8%to 15% slope)
• ChA—Chewacla —Sandy Loam (0%to 2% slope), frequently flooded
• GeB2—Georgeville—Silty Clay Loam (2%to 8% slope), moderately eroded
Erosion Control Plan
The erosion control and sedimentation measures included in the plan are temporary
sediment basins, temporary sediment trap, pipe outlet protection, gravel inlet
protection, silt fence, hardware cloth and gravel protection, slope drains, rolled erosion
control matting for slopes steeper than 3:1, temporary diversion swales, silt sacks, check
dams, rock filter berms, two gravel construction entrances and seeding and mulching.
The site's initial condition is split into 4 drainage areas with ±21.50 acres of contributing
area. Most of the site will drain into multiple sediment basins that will later be
converted into storm water ponds and a temporary sediment trap is located to treat
runoff from an area less than an acre. The drainage area at the southwest corner of the
site will drain into a temporary sediment basin that will later be removed. Diversion

Virginia Eury Foil Athletic Complex and Library
Mt. Pleasant,Cabarrus County, North Carolina
swales will redirect water and convey it to the sediment basins and sediment trap.
Check dams will be placed in these swales. Filter berms will be located above the
sediment basins and sediment trap with slope drains to convey water from the diversion
ditches into the basins to reduce erosion of the basins side slopes. Silt fence will be
installed primarily along the north, east, and south side of the site to prevent offsite
sedimentation.
Storm Water Management
Storm water management for this project is accomplished utilizing an underground pipe
network to convey the majority of on-site runoff to two proposed storm water control
measures (SCMs). The first proposed storm system conveys water from the library and
parking lot and discharges into the first proposed wet pond. The second proposed storm
system takes water that sheets off the athletic fields and back parking area and
discharges into the second storm water pond.
Model Parameters/Analysis
Capacity analysis for proposed storm water conveyance system design was performed
using the Rational Method (10-year frequency). Storm conveyance modeling and
calculations were completed using Autodesk's Hydraflow Express, and Benesch's
Rational Method spreadsheets. Detention modeling and calculations were completed
using Autodesk's Hydraflow Hydrographs software. Refer to the drainage area maps in
the appendix section of this report. A summary of design storm detention and basin
stage has been provided below.
Peak Outflow(cfs) Hydrograph Description
Hyd. Hydrograph Inflow
No. type(origin) hyd(s) 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 35.89 50.43 62.86 76.06 PRE-DEVELOPED 1
2 SCS Runoff 14.25 20.38 25.57 31.10 PRE-DEVELOPED 2
4 SCS Runoff 18.69 23.18 26.76 30.43 POST TO WETPOND 1
5 Reservoir 4 6.675 8.912 9.970 10.59 POST THRU WETPOND 1
7 SCS Runoff 57.78 73.89 86.89 100.29 POST TO WETPOND 2
8 Reservoir 7 15.46 18.19 20.07 21.53 POST THRU WETPOND 2
10 SCS Runoff 18.42 25.49 31.41 37.65 DA-3 UNDETAINED(NORTH)
11 SCS Runoff 1.795 2.692 3.464 4.295 DA-4 UNDETAINED(SOUTH)
14 Combine 5,8, 10 35.02 47.58 56.69 65.50 POST CONDITION-NORTH
SCM 1 STAGE 614.20 614.64 615.00 615.36 TOP ELEV=616
SCM 2 STAGE 595.99 597.06 597.88 598.69 TOP ELEV=600

SECTION 2
Conveyance Design

Virginia Foil Park Drainage Area Numbers
Drainage Area DA-1 PRE Tc= 26.7 Min
Total Area 782,147 SF 17.96 Acre
Classification SF Acre C-Value Weighted C
Open Space Good (B) 375,757 8.63 61 526.20
Open Space Good (C) 237,610 5.45 74 403.65
Wooded (B) 59,176 1.36 55 74.72
Wooded (C) 109,604 2.52 70 176.13
Impervious 2,013 0.05 98 4.53
Total 66
Drainage Area DA-2 PRE Tc= 23.2 Min
Total Area 486,366 SF 11.17 Acre
Classification SF Acre C-Value Weighted C
Open Space Good (B) 309,992 7.12 61 434.10
Open Space Good (C) 111,257 2.55 74 189.00
Wooded (B) 41,221 0.95 55 52.05
Wooded (C) 7,765 0.18 70 12.48
Impervious 16,131 0.37 98 36.29
Total 65
Drainage Area DA-1 POST Tc= 5 Min
Total Area 184,680 SF 4.24 Acre
Classification SF Acre C-Value Weighted C
Open Space Good (B) 37,327 0.86 61 52.27
Open Space Good (C) 31,747 0.73 74 53.93
Impervious 89,922 2.06 98 202.30
Impervious-0.5 Ball Field 25,684 0.59 98 57.78
Total 86
Drainage Area DA-2 POST Tc= 5 Min
Total Area 671,909 SF 15.42 Acre
Classification SF Acre C-Value Weighted C
Open Space Good (B) 214,936 4.93 61 300.99
Open Space Good (C) 163,154 3.75 74 277.17
Impervious 164,607 3.78 98 370.33
Impervious-2.5 Ball Fields 129,212 2.97 98 290.70
Total 80
Drainage Area DA-3 POST(North) Tc= 5 Min

Total Area 334,516 SF 7.68 Acre
Classification SF Acre C-Value Weighted C
Open Space Good (B) 96,941 2.23 61 135.75
Open Space Good (C) 96,282 2.21 74 163.56
Wooded (B) 59,226 1.36 55 74.78
Wooded (C) 60,413 1.39 70 97.08
Impervious 21,654 0.50 98 48.72
Total 68
Drainage Area DA-3 POST(South) Tc= 5 Min
Total Area 77,334 SF 1.78 Acre
Classification SF Acre C-Value Weighted C
Open Space Good (B) 31,933 0.73 61 44.72
Open Space Good (C) 1,432 0.03 74 2.43
Wooded (B) 33,257 0.76 55 41.99
Wooded (C) 6,796 0.16 70 10.92
Impervious 3,916 0.09 98 8.81
Total 61

Virginia Foil Storm Pipe Calculations- Artificial Turf Baseball Fields
Node ID Total Area Concrete Gravel Grass Woods Weighted Time of Rainfall Q10 Flow Bypass Capture Bypass Ponding D.S.Pipe Pipe Dia Pipe Slope Manning's Pipe Capacity Velocity Percentage Full
ac. min. in/hr cfs cfs cfs cfs cfs in. cfs f.s %
Proposed BMP#1 i
FES 1 SEE HYDRAFLOW REPORT
OS 2 i
Pipe Run#1 i - i i AIL JIM
FES 6 SEE STORMCAD REPORT
CI 7 0.19 0.14 0.00 0.05 0.00 0.78 5 7.27 1.08 0.0 16.0 15.96
CI 8 0.06 0.06 0.00 0.00 0.00 0.95 5 7.27 0.41 0.0 2.3 2.33
CI 9 0.17 0.14 0.00 0.03 0.00 0.84 5 7.27 1.03I 0.0 1.0 1.03
DI 10 0.19 0.10 0.00 0.09 0.00 0.64 5 7.27 0.89 0.0 0.9 0.89
CI11 0.09 0.06 0.00 0.03 0.00 0.73 5 7.27 0.48 0.0 4.4 4.45
CI 12 0.14 0.11 0.00 0.03 0.00 0.81 5 7.27 0.83 0.0 4.0 3.97
CI 13 0.17 0.15 0.00 0.02 0.00 0.87 5 7.27 1.08 0.0 3.1 3.14
DI 14 0.49 0.21 0.00 0.28 0.00 0.58 5 7.27 2.06 0.0 2.1 2.06
CI 15 0.48 0.34 0.00 0.14 0.00 0.76 5 7.27 2.65 0.0 8.1 8.10
CI 16 0.23 0.21 0.00 0.02 0.00 0.89 5 7.27 1.49 0.0 5.4 5.45
CI 17 0.12 0.09 0.00 0.03 0.00 0.79 5 7.27 0.69 0.0 4.0 3.96
DI 18 0.11 0.06 0.00 0.05 0.00 0.65 5 7.27 0.52 0.0 3.3 3.27
DI 19 0.07 0.05 0.00 0.02 0.00 0.76 5 7.27 0.39 0.0 2.7 2.75
DI 20 0.06 0.01 0.00 0.05 0.00 0.41 5 7.27 0.18 0.0 2.4 2.36
DI 21 0.18 0.14 0.00 0.04 0.00 0.81 5 7.27 1.05 0.0 2.2 2.18
DI 22 0.06 0.01 0.00 0.05 0.00 0.41 5 7.27 0.18 0.0 1.1 1.12
DI 23 0.03 0.01 0.00 0.02 0.00 0.49 5 7.27 0.101 0.0 0.9 0.95
DI 24 0.15 0.11 0.00 0.04 0.00 0.78 5 7.27 0.85 0.0 0.8 0.85
Pi.e Run#2
FES 3 SEE STORMCAD REPORT
DI 4 0.30 0.20 0.00 0.10 0.00 0.73 5 7.27 1.60 0.0 5.1 5.10
DI 5 0.63 0.45 0.00 0.18 0.00 0.76 5 7.27 3.50 0.0 3.5 3.50
Proposed BMP#2
FES 25 i i SEE HYDRAFLOW REPORT
OS 26 I111
Pipe Run#3
FES 27 i SEE STORMCAD REPORT
MH 28
DI 29 0.361 0.36 0.30 5 7.27 0.79 0.0 66.0 66.00
DI 30 0.41 0.41 0.30 5 7.27 0.89 0.0 24.4 24.45
DI 31 0.41 0.02 0.39 0.33 5 7.27 0.99 0.0 23.6 23.55
DI 32 0.55 0.08 0.47 0.39 5 7.27 1.58 0.0 22.6 22.56
DI 33 0.36 0.02 0.34 0.34 5 7.27 0.88 0.0 0.9 0.88
DI 34 0.39 0.39 0.30 5 7.27 0.85 0.0 20.1 20.11
DI 35 0.30 0.23 0.07 0.80 5 7.27 1.74 0.0 19.3 19.25
CI 36 0.23 0.18 0.05 0.81 5 7.27 1.35 0.0 5.2 5.23
DI 37 0.61 0.54 0.07 0.88 5 7.27 3.88 0.0 3.9 3.88
DI 38 0.20 0.13 0.07 0.72 5 7.27 1.05 0.0 12.3 12.28
DI 39 0.34 0.24 0.10 0.76 5 7.27 1.88 0.0 11.2 11.23
CI 40 0.21 0.16 0.05 0.80 5 7.27 1.21 0.0 9.4 9.35
DI 41-41A 1.27 0.54 0.73 0.58 5 7.27 5.32 0.0 8.1 8.14
FES 42
DI 43 0.60 0.10 0.50 0.41 5 7.27 1.78 0.0 2.8 2.82
FES 44
MH 45 0.15 0.15 0.95 5 7.27 1.04 0.0 1.0 1.04
DI 46 0.85 0.05 0.80 0.34 5 7.27 2.09 0.0 40.8 40.77
DI 47 0.82 0.59 0.23 0.77 5 7.27 4.58 0.0 9.7 9.72
DI 47A 0.93 0.66 0.27 0.76 5 7.27 5.15. 0.0 5.1 5.15
DI 48 0.55 0.45 0.10 0.83 5 7.27 3.331 0.0 29.0 28.95

DI 49 0.55 0.45 _ 0.10 0.83 5 7.27 3.33 0.0 5.2 5.16
DI 50 0.69 0.07 0.62 0.37 5 7.27 1.84 0.0 1.8 1.84
DI 51 1.10 0.20 0.90 0.42 5 7.27 3.34 0.0 20.5 20.47
DI 52 1.10 0.20 0.90 0.42 5 7.27 3.34 0.0 3.3 3.34
CI 53 0.15 0.13 0.02 0.86 5 7.27 0.94 0.0 13.8 13.78
CI 54 0.20 0.17 0.03 0.85 5 7.27 1.24 0.0 2.7 2.71
CI 55 0.24 0.20 0.04 0.84 5 7.27 1.47 0.0 1.5 1.47
CI 56 0.06 0.05 0.01 0.84 5 7.27 0.37 0.0 2.0 1.98
CI 57 0.24 0.23 0.01 0.92 5 7.27 1.61 0.0 1.6 1.61
CI 58 0.12 0.11 0.01 0.90 5 7.27 0.78 0.0 8.1 8.15
DI 59 0.85 0.65 0.20 0.80 5 7.27 4.93 0.0 4.9 4.93
CI 60 0.09 0.08 0.01 0.88 5 7.27 0.57 0.0 2.4 2.44
DI 61 0.64 0.10 0.54 0.40 5 7.27 1.87 0.0 1.9 1.87
Undetained Structures '
FES 62 I I SEE STORMCAD REPORT
DI 63 0.50 0.00 0.00 0.50 0.00 0.30 5 7.27 1.091 0.0 2.7 2.73
DI 64 0.35 0.00 0.00 0.35 0.00 0.30 5 7.27 0.761 0.0 1.6 1.64
DI 65 0.40 0.00 0.00 0.40 0.00 0.30 5 7.27 0.87 0.0 0.9 0.87
Temporary Slope Drains
TSD#1 0.84 0.14 0.70 0.00 0.00 0.62 5 7.27 3.77 0.0 3.8 3.77 SEE EXPRESS REPORT
TSD#2 1.79 0.00 1.79 0.00 0.00 0.55 5 7.27 7.16 0.0 7.2 7.16
TSD#3 0.31 0.00 0.31 0.00 0.00 0.55 5 7.27 1.24 0.0 1.2 1.24
TSD#4 1.12 0.00 1.12 0.00 0.00 0.55 5 7.27 4.48 0.0 4.5 4.48
TSD#5 4.34 0.00 4.34 0.00 0.00 0.55 5 7.27 17.35 0.0 17.4 17.35
TSD#6 3.25 0.00 3.25 0.00 0.00 0.55 5 7.27 13.00 0.0 13.0 13.00
TSD#7 2.57 0.00 2.57 0.00 0.00 0.55 5 7.27 10.28 0.0 10.3 10.28
TSD#8 4.61 0.00 4.61 0.00 0.00 0.55 5 7.27, 18.43 0.0 18.4 18.43

FlexTable: Conduit Table
Start Node Invert(Start) Stop Node Invert(Stop) Diameter Length (User Manning's n
(ft) (ft) (in) Defined)
(ft)
DI 5 612.35 DI 4 611.94 15.0 68.1 0.013
DI 4 611.84 FES 3 611.50 15.0 56.4 0.013
CI 12 617.63 CI11 615.86 15.0 58.9 0.013
CI 7 613.76 FES 6 611.50 18.0 45.2 0.013
CI11 615.61 CI 7 613.86 18.0 58.4 0.013
CI 15 620.40 CI 7 617.12 15.0 109.2 0.013
CI 13 620.15 CI 12 617.73 15.0 80.8 0.013
CI 9 625.52 CI 8 624.95 15.0 54.9 0.013
CI 8 619.69 CI 7 617.12 15.0 73.3 0.013
DI 14 622.72 CI 13 620.25 15.0 82.3 0.013
CI 16 622.97 CI 15 620.50 15.0 82.3 0.013
DI 10 626.55 CI 8 623.82 15.0 91.0 0.013
CI 17 625.32 CI 16 624.51 15.0 80.6 0.013
DI 18 625.80 CI 17 625.42 15.0 76.9 0.013
DI 19 626.11 DI 18 625.90 15.0 41.9 0.013
DI 24 627.57 DI 23 627.43 15.0 27.9 0.013
DI 21 626.66 DI 20 626.48 15.0 35.4 0.013
DI 20 626.38 DI 19 626.21 15.0 34.2 0.013
DI 23 627.33 DI 22 627.17 15.0 31.3 0.013
DI 22 627.07 DI 21 626.76 15.0 63.1 0.013
Material Slope Flow Capacity(Full Velocity Cover(Start)
(Calculated) (cfs) Flow) (ft/s) (ft)
(ft/ft) (cfs)
Concrete 0.006 1 2.51 5.01 4.08 3.10
Concrete 0.006 4.07 5.02 4.55 3.91
Concrete 0.030 3.95 11.20 8.33 3.42
Concrete 0.050 15.01 23.50 14.10 7.10
Concrete 0.030 4.41 18.18 8.48 6.00
Concrete 0.030 7.67 11.19 9.82 3.35
Concrete 0.030 3.15 11.18 7.83 5.60
Concrete 0.010 1.05 6.58 3.92 1.73
Concrete 0.035 2.33 12.09 7.62 8.06
Concrete 0.030 2.08 11.19 6.98 5.03
Concrete 0.030 5.19 11.19 8.95 4.78
Concrete 0.030 0.89 11.19 5.45 3.80
Concrete 0.010 3.81 6.47 5.49 5.43
Concrete 0.005 3.18 4.54 4.00 5.45
Concrete 0.005 2.69 4.58 3.88 5.14
Concrete 0.005 0.86 4.57 2.86 3.78
Concrete 0.005 2.16 4.61 3.70 4.69
Concrete 0.005 2.33 4.56 3.73 4.97
Concrete 0.005 0.96 4.62 2.97 4.04
Concrete 0.005 1.13 4.53 3.07 4.72
Cover(Stop) Flow/Capacity Size Depth (Out) Depth (Normal)/ Conduit Type
(ft) (Design) (ft) Rise
(%) (%)
User Defined
3.81 50.0 <None> 0.76 50.0 Conduit
0.69 81.2 <None> 0.82 68.4 User Defined
Conduit
6.00 35.3 <None> 0.51 41.0 User Defined
Conduit
Bentley Systems,Inc. Haestad Methods StormCAD
Virginia Foil Storm Pipe.stsw Solution Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 3
Watertown,CT 06795 USA [phone]
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FlexTable: Conduit Table
Cover(Stop) Flow/Capacity Size Depth (Out) Depth (Normal)/ Conduit Type
(ft) (Design) (ft) Rise
(%) (%)
1.94 63.9 <None> 0.95 58.1 User Defined
Conduit
7.00 24.2 <None> 1.31 33.5 User Defined
Conduit
3.99 68.5 <None> 0.76 60.8 User Defined
Conduit
3.32 28.1 <None> 0.45 36.3 User Defined
Conduit
2.80 15.9 <None> 0.34 27.0 User Defined
Conduit
3.99 19.3 <None> 0.37 29.8 User Defined
Conduit
5.50 18.6 <None> 0.61 29.2 User Defined
Conduit
3.25 46.4 <None> 0.99 47.9 User Defined
Conduit
3.93 8.0 <None> 0.24 19.1 User Defined
Conduit
3.24 58.8 <None> 0.69 55.1 User Defined
Conduit
5.33 70.1 <None> 0.72 61.7 User Defined
Conduit
5.35 58.9 <None> 0.67 55.2 User Defined
Conduit
3.94 18.8 <None> 0.36 29.3 User Defined
Conduit
4.87 47.0 <None> 0.59 48.2 User Defined
Conduit
5.04 51.1 <None> 0.61 50.6 User Defined
Conduit
4.62 20.8 <None> 0.39 30.9 User Defined
Conduit
4.59 25.0 <None> 0.50 I 34.1 User Defined
Conduit
Label Catalog Class
5-4 <None>
4-3 <None>
12-11 <None>
7-1 <None>
11-7 <None>
16-7 <None>
14-12 <None>
9-8 <None>
8-7 <None>
15-14 <None>
17-16 <None>
10-8 <None>
18-17 <None>
19-18 <None>
20-19 <None>
25-24 <None>
22-21 <None>
21-20 <None>
24-23 <None>
Bentley Systems,Inc. Haestad Methods StormCAD
Virginia Foil Storm Pipe.stsw Solution Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 2 of 3
Watertown,CT 06795 USA [phone]
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FlexTable: Conduit Table
Label Catalog Class
23-22 <None>
Bentley Systems,Inc. Haestad Methods StormCAD
Virginia Foil Storm Pipe.stsw Solution Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 3 of 3
Watertown,CT 06795 USA [phone]
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Purchase a license to generate PDF files without this notice.

FlexTable: Conduit Table
Start Node Invert(Start) Stop Node Invert(Stop) Diameter Length(User Manning's n
(ft) (ft) (in) Defined)
(ft)
MH 28 1 592.22 FES 27 591.50 I 36.0 36.0 0.013
(STORM)
CI 37 602.08 CI 36 601.71 15.0 71.3 0.013
DI 64 600.84 DI 63 600.30 15.0 107.3 0.013
DI 65 600.86 DI 63 600.30 15.0 112.3 0.013
DI 31 598.41 DI 30 598.18 30.0 47.0 0.013
DI 33 600.69 DI 32 600.06 15.0 127.9 0.013
CI 36 600.96 CI 35 600.60 24.0 73.5 0.013
DI 63 600.30 FES 62 600.03 15.0 54.1 0.013
DI 32 598.97 DI 31 598.51 30.0 92.3 0.013
CI 35 599.98 DI 34 599.32 30.0 132.5 0.013
CI 40 603.36 CI 39 602.66 24.0 70.2 0.013
CI 39 602.56 CI 38 601.86 24.0 70.0 0.013
CI 38 601.76 CI 35 600.60 24.0 115.8 0.013
DI 41 605.28 CI 40 603.46 18.0 181.9 0.013
DI 34 599.22 DI 32 599.07 30.0 30.0 0.013
DI 30 598.08 DI 29 597.36 30.0 144.0 0.013
DI 29 596.36 MH 28 595.46 36.0 44.8 0.013
DI 50 605.82 DI 49 605.42 18.0 79.6 0.013
DI 46 602.65 DI 29 598.70 30.0 263.0 0.013
DI 41A 605.81 DI 41 605.38 15.0 43.2 0.013
DI 59 611.84 CI 58 611.73 18.0 22.2 0.013
DI 47A 611.57 DI 47 610.44 15.0 39.7 0.013
DI 49 605.32 DI 48 605.14 18.0 36.0 0.013
DI48 604.66 DI46 602.85 30.0 121.1 0.013
DI 47 610.22 DI 46 605.11 18.0 367.2 0.013
DI 52 611.49 DI 51 611.23 15.0 26.1 0.013
DI 51 609.32 DI 48 607.37 30.0 97.4 0.013
CI 58 611.73 CI 53 611.00 24.0 145.0 0.013
CI 53 611.00 DI 51 609.82 24.0 236.4 0.013
CI 54 611.61 CI 53 611.33 15.0 28.0 0.013
CI 55 612.51 CI 54 611.71 15.0 79.7 0.013
CI 60 614.00 CI 58 611.73 15.0 75.8 0.013
CI 56 614.57 CI 53 612.04 15.0 70.6 0.013
CI 57 615.49 CI 56 614.67 15.0 41.2 0.013
DI 61 616.24 CI 60 614.10 15.0 71.5 0.013
Material Slope Flow Capacity(Full Velocity Cover(Start)
(Calculated) (cfs) Flow) (ft/s) (ft)
(ft/ft) (cfs)
Concrete(centrif. spun) 0.020 66.89 94.31 14.48 7.78
Concrete(centrif. spun) 0.005 3.93 4.65 4.25 2.66
Concrete(centrif. spun) 0.005 0.77 4.58 2.77 4.16
Concrete(centrif. spun) 0.005 0.88 4.56 2.87 4.14
Concrete(centrif. spun) 0.005 24.12 29.00 6.61 5.59
Concrete(centrif. spun) 0.005 0.90 4.53 2.88 4.56
Concrete(centrif. spun) 0.005 5.30 15.83 4.54 4.04
Concrete(centrif. spun) 0.005 2.75 4.56 3.89 5.45
Concrete(centrif. spun) 0.005 23.13 29.00 6.56 5.53
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 4
Watertown,CT 06795 USA [phone]

FlexTable: Conduit Table
Material Slope Flow Capacity(Full Velocity Cover(Start)
(Calculated) (cfs) Flow) (ft/s) (ft)
(ft/ft) (cfs)
Concrete(centrif. spun) 0.005 19.81 28.87 6.34 5.35
Concrete(centrif. spun) 0.010 9.81 22.62 6.94 2.61
Concrete(centrif. spun) 0.010 11.71 22.62 7.26 4.36
Concrete(centrif. spun) 0.010 12.76 22.66 7.43 5.68
Concrete(centrif. spun) 0.010 8.59 10.50 6.63 3.22
Concrete(centrif. spun) 0.005 20.66 29.00 6.42 8.53
Concrete(centrif. spun) 0.005 25.02 29.00 6.65 9.67
Concrete(centrif. spun) 0.020 66.89 94.63 14.52 10.89
Concrete(centrif. spun) 0.005 1.87 7.43 3.50 2.93
Concrete(centrif. spun) 0.015 41.10 50.26 11.42 5.10
Concrete(centrif. spun) 0.010 4.29 6.46 5.63 3.44
Concrete(centrif. spun) 0.005 4.98 7.43 4.51 1.60
Concrete(centrif. spun) 0.028 5.18 10.90 8.77 2.18
Concrete(centrif. spun) 0.005 5.22 7.43 4.55 8.18
Concrete(centrif. spun) 0.015 29.19 50.14 10.60 7.84
Concrete(centrif. spun) 0.014 9.81 12.39 7.77 3.76
Concrete(centrif. spun) 0.010 3.39 6.40 5.29 3.26
Concrete(centrif. spun) 0.020 20.64 58.02 10.82 4.18
Concrete(centrif. spun) 0.005 8.23 16.00 5.13 2.28
Concrete(centrif. spun) 0.005 13.88 16.00 5.73 3.95
Concrete(centrif. spun) 0.010 2.72 6.46 5.04 4.54
Concrete(centrif. spun) 0.010 1.48 6.46 4.27 3.94
Concrete(centrif. spun) 0.030 2.46 11.19 7.31 4.75
Concrete(centrif. spun) 0.036 1.99 12.23 7.34 4.18
Concrete(centrif. spun) 0.020 1.62 9.10 5.60 3.65
Concrete(centrif. spun) 0.030 1.88 11.17 6.76 4.51
Cover(Stop) Flow/Capacity Size Depth(Out) Depth(Normal)/ Conduit Type
(ft) (Design) (ft) Rise
(%) (%)
User Defined
0.42 70.9 <None> 2.14 62.2 Conduit
4.04 84.6 <None> 0.80 70.5 User Defined
Conduit
5.45 16.8 <None> 0.70 27.7 User Defined
Conduit
5.45 19.3 <None> 0.70 29.8 User Defined
Conduit
9.57 83.2 <None> 1.70 69.6 User Defined
Conduit
5.69 19.8 <None> 0.60 30.2 User Defined
Conduit
5.23 33.5 <None> 0.90 39.9 User Defined
Conduit
1.50 60.2 <None> 0.67 55.9 User Defined
Conduit
5.49 79.8 <None> 1.64 67.5 User Defined
Conduit
8.43 68.6 <None> 1.51 60.8 User Defined
Conduit
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 2 of 4
Watertown,CT 06795 USA [phone]

FlexTable: Conduit Table
Cover(Stop) Flow/Capacity Size Depth(Out) Depth(Normal)/ Conduit Type
(ft) (Design) (ft) Rise
(%) (%)
4.26 43.4 <None> 1.13 46.1 User Defined
Conduit
5.58 51.7 <None> 1.03 51.0 User Defined
Conduit
5.23 56.3 <None> 1.07 53.7 User Defined
Conduit
3.01 81.7 <None> 1.03 68.7 User Defined
Conduit
5.43 71.2 <None> 1.59 I 62.4 User Defined
Conduit
10.39 86.3 <None> 1.70 71.6 User Defined
Conduit
4.54 70.7 <None> 2.10 62.1 User Defined
Conduit
8.08 25.2 <None> 1.14 34.2 User Defined
Conduit
9.05 81.8 <None> 1.72 68.8 User Defined
Conduit
3.37 66.5 <None> 1.03 59.6 User Defined
Conduit
2.78 67.1 <None> 1.02 60.0 User Defined
Conduit
3.79 47.5 <None> 0.99 48.5 User Defined
Conduit
8.36 70.2 <None> 1.36 ' 61.8 User Defined
Conduit
4.90 58.2 <None> 1.95 54.8 User Defined
Conduit
3.64 79.2 <None> 1.01 I 67.1 User Defined
Conduit
3.52 52.9 <None> 0.65 51.7 User Defined
Conduit
5.13 35.6 <None> 1.05 41.2 User Defined
Conduit
3.95 I 51.4 <None> 1.44 50.8 User Defined
Conduit
4.18 86.8 <None> 1.34 72.0 User Defined
Conduit
4.37 42.2 <None> 1.11 45.3 User Defined
Conduit
4.44 22.9 <None> 0.71 32.5 User Defined
Conduit
3.03 22.0 <None> 1.02 31.8 User Defined
Conduit
3.67 16.2 <None> 0.34 27.3 User Defined
Conduit
4.08 17.8 <None> 0.36 28.6 User Defined
Conduit
4.65 16.8 <None> 0.35 27.7 User Defined
Conduit
Label Catalog Class
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 3 of 4
Watertown,CT 06795 USA [phone]

FlexTable: Conduit Table
Label Catalog Class
28-27(STORM) <None>
37-36(STORM) <None>
64-63(STORM) <None>
65-63(STORM) <None>
31-30(STORM) <None>
33-32(STORM) <None>
36-35(STORM) <None>
63-62(STORM) <None>
32-31 (STORM) <None>
35-34(STORM) <None>
40-39(STORM) <None>
39-38(STORM) <None>
38-35(STORM) <None>
41-40(STORM) <None>
34-32(STORM) <None>
30-29(STORM) <None>
29-28(STORM) <None>
50-49(STORM) <None>
46-29(STORM) <None>
Pipe-(216) <None>
(STORM)
59-58(STORM) <None>
Pipe-(215) <None>
(STORM)
49-48(STORM) <None>
48-46(STORM) <None>
47-46(STORM) <None>
52-51 (STORM) <None>
51-48(STORM) <None>
58-53(STORM) <None>
53-51 (STORM) <None>
54-53(STORM) <None>
Pipe-(219) <None>
(STORM)
60-58(STORM) <None>
56-53(STORM) <None>
57-56(STORM) <None>
61-60(STORM) <None>
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 4 of 4
Watertown,CT 06795 USA [phone]

FlexTable: Manhole Table
Label Elevation (Rim) Elevation (Invert Flow(Total Out) Hydraulic Grade
(ft) in 1) (cfs) Line(Out)
(ft) (ft)
DI22 633.04 627.17 1.13 627.50
DI 23 632.62 627.43 0.96 627.72
DI 20 632.60 626.48 2.33 627.01
DI 21 632.60 626.76 2.16 627.26
DI 24 632.60 (N/A) 0.86 627.94
DI 19 632.50 626.21 2.69 626.80
DI 18 632.50 625.90 3.18 626.57
CI 17 632.00 625.42 3.81 626.11
DI 10 631.60 (N/A) 0.89 626.92
CI 16 629.00 624.51 5.19 623.90
DI 14 629.00 (N/A) 2.08 623.30
CI 8 629.00 623.82 2.33 620.30
CI 9 628.50 (N/A) 1.05 625.92
CI 13 627.00 620.25 3.15 620.86
CI 15 625.00 620.50 7.67 621.50
CI11 623.11 615.86 4.41 616.42
CI 7 622.36 617.12 15.01 615.17
CI 12 622.30 617.73 3.95 618.43
DI 4 617.00 611.94 4.07 612.70
DI 5 616.70 (N/A) 2.51 612.98
Notes ID Set Rim to Bolted Cover?
Ground
Elevation?
24 x 36 Rect Structure 24 x 36 Frm 206 True False
24 x 36 Rect Structure 24 x 36 Frm 207 True False
24 x 36 Rect Structure 24 x 36 Frm 208 True False
24 x 36 Rect Structure 24 x 36 Frm 209 True False
24 x 36 Rect Structure 24 x 36 Frm 210 True False
24 x 36 Rect Structure 24 x 36 Frm 211 True False
24 x 36 Rect Structure 24 x 36 Frm 212 True False
24 x 36 Rect Structure 24 x 36 Frm 213 True False
24 x 36 Rect Structure 24 x 36 Frm 214 True False
24 x 36 Rect Structure 24 x 36 Frm 215 True False
24 x 36 Rect Structure 24 x 36 Frm 216 True False
24 x 36 Rect Structure 24 x 36 Frm 217 True False
24 x 36 Rect Structure 24 x 36 Frm 218 True False
24 x 36 Rect Structure 24 x 36 Frm 219 True False
24 x 36 Rect Structure 24 x 36 Frm 220 True False
24 x 36 Rect Structure 24 x 36 Frm 221 True False
24 x 36 Rect Structure 24 x 36 Frm 222 True False
24 x 36 Rect Structure 24 x 36 Frm 223 True False
24 x 36 Rect Structure 24 x 36 Frm 233 True False
24 x 36 Rect Structure 24 x 36 Frm 235 True _ False
Elevation Flow(Total In) Depth (Out) Headloss Method Hydraulic Grade
(Ground) (ft) Line(In)
(ft) (ft)
633.04 1.140262246139 0.43 Standard 627.50 1
632.62 0.9651186466204 0.39 Standard 627.72
2.344951391220
632.60 09 0.92 Standard 627.01
Bentley Systems,Inc. Haestad Methods StormCAD
Virginia Foil Storm Pipe.stsw Solution Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 2
Watertown,CT 06795 USA [phone]
This document was created by an application that isn't licensed to use novaPDF.
Purchase a license to generate PDF files without this notice.

FlexTable: Manhole Table
Elevation Flow(Total In) Depth (Out) Headloss Method Hydraulic Grade
(Ground) (ft) Line(In)
(ft) (ft)
632.60 2.201199769975 0.81 Standard 627.26
632.60 0.857394695982 0.37 Standard 627.94
632.50 2.718354940443 0.97 Standard 626.80
632.50 3.217797040933 1.22 Standard 626.57
3632.00 3.876157045338 1.53 Standard 626.11
631.60 0.891104280639 5.57 Standard 626.92
629.00 5.307875156409 0.92 Standard 623.90
629.00 2.082663059262 1.98 Standard 623.30
629.00 2.355270624160 2.10 Standard 620.30
77
628.50 1.046461224597 2.28 Standard 625.92
627.00 3.166497945782 1.14 Standard 620.86
625.00 7.864234924346 1.10 Standard 621.50
1
623.11 4.430923938722 0.88 Standard 616.42
622.36 15.49978733064 3.67 Standard 615.17
622.30 3.977209091186
2 2.42 Standard 618.43
5617.00 4.111097812659 1.20 Standard 612.70
616.70 2.506230831124 0.63 Standard 612.98
Bentley Systems,Inc. Haestad Methods StormCAD
Virginia Foil Storm Pipe.stsw Solution Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 2 of 2
Watertown,CT 06795 USA [phone]
This document was created by an application that isn't licensed to use novaPDF.
Purchase a license to generate PDF files without this notice.

FlexTable: Manhole Table
Label Elevation(Rim) Elevation (Invert Flow(Total Out) Hydraulic Grade
(ft) in 1) (cfs) Line(Out)
(ft) (ft)
DI 61 622.00 (N/A) 1.88 616.78
CI 57 620.39 (N/A) 1.62 615.99
CI 56 620.00 614.67 1.99 615.13
CI 60 620.00 614.10 2.46 614.63
CI 55 617.70 (N/A) 1.48 612.99
CI 54 617.40 611.71 2.72 612.43
CI 53 616.96 612.04 13.88 612.44
CI 58 616.00 611.73 8.23 612.75
DI 51 616.00 609.82 20.64 610.86
DI 52 616.00 (N/A) 3.39 612.23
DI47 615.48 610.44 9.81 611.43
DI 48 615.00 607.37 29.19 606.50
DI 49 615.00 605.42 5.22 606.56
DI 47A 615.00 (N/A) 5.18 612.49
DI 59 614.94 (N/A) 4.98 612.80
DI 41A 610.50 (N/A) 4.29 606.65
DI46 610.25 605.11 41.10 604.80
DI 50 610.25 (N/A) 1.87 606.57
DI 29 610.25 598.70 66.89 598.98
DI 30 610.25 598.18 25.02 599.87
DI 34 610.25 599.32 20.66 600.78
DI 41 610.00 605.38 8.59 606.42
CI 38 609.44 601.86 12.76 603.05
CI 39 608.92 602.66 11.71 603.79
CI 40 607.97 603.46 9.81 604.48
CI 35 607.83 600.60 19.81 601.50
DI 32 607.00 599.07 23.13 600.66
DI 63 607.00 600.30 2.75 601.00
CI 36 607.00 601.71 5.30 601.77
DI 33 606.50 (N/A) 0.90 601.07
DI 31 606.50 598.51 24.12 600.15
DI 65 606.25 (N/A) 0.88 601.23
DI 64 606.25 (N/A) 0.77 601.19
CI 37 605.99 (N/A) 3.93 602.96
MH 28 603.00 595.46 66.89 594.84
Notes ID Set Rim to Bolted Cover? Elevation
Ground (Ground)
Elevation? (ft)
24 x 36 Rect Structure 24 x 36 Frm 50 True False 622.00
24 x 36 Rect Structure 24 x 36 Frm 52 True False 620.39
24 x 36 Rect Structure 24 x 36 Frm 53 True False 620.00
24 x 36 Rect Structure 24 x 36 Frm 54 True False 620.00
24 x 36 Rect Structure 24 x 36 Frm 56 True False 617.70
24 x 36 Rect Structure 24 x 36 Frm 57 True False 617.40
24 x 36 Rect Structure 24 x 36 Frm 59 True False 616.96
24 x 36 Rect Structure 24 x 36 Frm 61 True False 616.00
24 x 36 Rect Structure 24 x 36 Frm 62 True False 616.00
24 x 36 Rect Structure 24 x 36 Frm 63 True False 616.00
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 3
Watertown,CT 06795 USA [phone]

FlexTable: Manhole Table
Notes ID Set Rim to Bolted Cover? Elevation
Ground (Ground)
Elevation? (ft)
24 x 36 Rect Structure 24 x 36 Frm 64 True False 615.48
24 x 36 Rect Structure 24 x 36 Frm 65 True False 615.00
24 x 36 Rect Structure 24 x 36 Frm 66 True False 615.00
24 x 36 Rect Structure 24 x 36 Frm 67 True False 615.00
24 x 36 Rect Structure 24 x 36 Frm 68 True False 614.94
24 x 36 Rect Structure 24 x 36 Frm 73 True False 610.50
24 x 36 Rect Structure 24 x 36 Frm 74 True False 610.25
24 x 36 Rect Structure 24 x 36 Frm 75 True False 610.25
24 x 36 Rect Structure 24 x 36 Frm 76 True False 610.25
24 x 36 Rect Structure 24 x 36 Frm 77 True False 610.25
24 x 36 Rect Structure 24 x 36 Frm 78 True False 610.25
24 x 36 Rect Structure 24 x 36 Frm 79 True False 610.00
24 x 36 Rect Structure 24 x 36 Frm 80 True False 609.44
24 x 36 Rect Structure 24 x 36 Frm 81 True False 608.92
24 x 36 Rect Structure 24 x 36 Frm 82 True False 607.97
24 x 36 Rect Structure 24 x 36 Frm 83 True False 607.83
24 x 36 Rect Structure 24 x 36 Frm 84 True False 607.00
24 x 36 Rect Structure 24 x 36 Frm 85 True False 607.00
24 x 36 Rect Structure 24 x 36 Frm 86 True False 607.00
24 x 36 Rect Structure 24 x 36 Frm 87 True False 606.50
24 x 36 Rect Structure 24 x 36 Frm 88 True False 606.50
24 x 36 Rect Structure 24 x 36 Frm 89 True False 606.25
24 x 36 Rect Structure 24 x 36 Frm 90 True False 606.25
36 x 24 inch Rectangular Structure 91 True False 605.99
Eccentric Structure 48 dia 24 frame 24 cone 92 True False 603.00
5 wall 6 floor
Flow(Total In) Depth(Out) Headloss Method Hydraulic Grade
(ft) Line(In)
(ft)
1.876008987476 0.54 Standard 616.78
1.618057727813 0.50 Standard 615.99
72
1.987396955490 0.56 Standard 615.13
11
2.456399202346 0.63 Standard 614.63
8
1.477357029914 0.48 Standard 612.99
86
2.723144292831 0.82 Standard 612.43
42
13.88470745086 1.44 Standard 612.44
67
8.230753898620 1.02 Standard 612.75
61
20.65188980102 1.54 Standard 610.86
54
3.385609865188 0.74 Standard 612.23
6
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 2 of 3
Watertown,CT 06795 USA [phone]

FlexTable: Manhole Table
Flow(Total In) Depth(Out) Headloss Method Hydraulic Grade
(ft) Line(In)
(ft)
9.806543350219 1.73 Standard 611.43
73
29.20157432556 1.84 Standard 606.50
15
5.216184139251 1.24 Standard 606.56
71
5.179543495178 2.20 Standard 612.49
22
4.983148574829 0.96 Standard 612.80
1
4.292836189270 0.84 Standard 606.65
02
41.11722946166 2.15 Standard 604.80
99
1.870879292488 0.75 Standard 606.57
1
66.91001892089 2.61 Standard 598.98
84
25.01845169067 1.79 Standard 599.87
38
20.66815567016 1.56 Standard 600.78
6
8.585672378540 1.13 Standard 606.42
04
12.76086044311 1.29 Standard 603.05
52
11.70727920532 1.23 Standard 603.79
23
9.816206932067 1.12 Standard 604.48
87
19.81625938415 1.52 Standard 601.50
53
23.13254928588 1.69 Standard 600.66
87
2.748059988021 0.70 Standard 601.00
85
5.298992633819 1.05 Standard 601.77
58
0.896966755390 0.38 Standard 601.07
167
24.12102699279 1.74 Standard 600.15
79
0.879379212856 0.37 Standard 601.23
293
0.769456803798 0.35 Standard 601.19
676
3.933756351470 1.43 Standard 602.96
95
66.89368438720 2.61 Standard 594.84
7
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 3 of 3
Watertown,CT 06795 USA [phone]

Profile Report
Profile: FES 6 to DI 24
FES6toDI24 - lOyr
634
633 — off' o:„ -:a .-.a'"°'.
632 ,,.."`° �u°�"o', .,emu . moo_
631
629 T°
628 ,m u.:, _
626 .,
w 625 a
620 TM° I
N 62 621
LLl 619
618
617 e:i.Z.
616
61
614
613
612
611
-50 0 50 100 150 200 250 300 350 400 450 500 550 600 650
Station(ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil Storm Pipe.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: CI 7 to DI 14
CI7toDI 14 - lOyr
Label:DI 14
629.5 Type:Manhole
629 ID:216
628.5
628 L bel: 113 111
627.5 Ty��e:M:nhol-
627 ID:1111
626.5
626
625.5
625
624.5 L:bel: 111
624 Ty.e:M:nho-
623.5 ab-:CI ID:, L..-:.112 Imo„
ice-• 623 T pI , a - /.6222 ID:•22 :
0 6 621 111111 liiiI I li
.- 666222660212.55251
620 !!'
I619.5 �=685 = ===========
6117 ���� i��/_ I6 ............
616.5 ===='W'il� .28 11=================
616 M=���,I/� .• .11=================
615.5 In abel:1J /
615 Iwo..
uo
614
613.5
613
612.5
612
611.5
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil Storm Pipe.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: CI 7 to DI 10
CI7toDI lO - lOyr
Label: DI 10
632 Type:Manhole
ID:214
631
630 Label:Cl 8
Type: Manhole
629 ID:21
628
627
626
625 : 10-8
Type:Conduit
624 D.279
_abel:CI 7
623 Type:Man :e
ID:
O 622
CO a--+ 621
620
619 ;1[000 _,
UJ 618 ype:Conduit
ID:283
617
616
615
614
613
612
611
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil Storm Pipe.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: CI 8 to CI 9
CI 8toCI 9 - 10yr
Label: CI 8
62-Type: Manhole
ID: 217 Lab:l: CI 9
629 Type: -nhole
ID: 118
628.5
628
627.5
627
Label:9-:
626.5
••e: onduit
626 ID:282
625.5
625
4— 624.5
O 624
CO 623.5
(1) 623
LLI
622.5
622
621.5
621
620.5
620
619.5
619
618.5
618
-2 0 2 4 6 8 1012 14 16 1820 22 2426283032 34363840424446 48 50 5254 56
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil Storm Pipe.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: FES 3 to DI 5
FES3toDI5 - lOyr
Label: DI 4
Type: Manhole Label: DI 5
617.200000000001 ID: 233 Type: Manhole
617.000000000001 - 235
616.800000000001
616.600000000001
616.400000000001
616.200000000001
616.000000000001
615.800000000001
615.600000000001
615.400000000001
615.200000000001
615.000000000001
614.800000000001
s0 614.600000000001
614.400000000001Label €S
614.200000000001
j 614.000000000001 Ty : Outf Label. $
N 613.800000000001 Yee
613.E a7� Label.4-3 T ._: Co d
LL_I 613.4
613.2 29
613
612.8 n.j. LAO
612.6
612.4
612.2
612
611.8
611.6
611.4
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil Storm Pipe.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: DI 61 to FES 27 (STORM)
DI 61 to FES 27 (STORM) - Base
000
619 I
II
BIB
o -- --- -U--
w
Station(ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: DI 59 to CI 58
DI 59 to CI 58 - Base
616.200000000001 Label:CI 58
Type:Ma�Ihhole
616.000000000001
615.800000000001
615.600000000001
615.400000000001
615.200000000001 Label.DI 59
'type:Manhole
615.000000000001
614.800000000001
614.600000000001
614.400000000001
4-1
•••••i 614.200000000001
0 614.000000000001
(3 613.800000000001
Q) 613.6 L9bEI:59-&8(STORM)
fype:Conduit
w 613.4 D:127
613.2
613
612.8
612.6
612.4
612.2
612
611.8
I I 611.6
-2 -1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 24
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: CI 57 to CI 53
CI 57 to CI 53 - Base
Label:CI 57
Type:Manhole
620.5 ID:52 Label:CI 56
Type:Manhole
620 1 :53
619.5
619
618.5
618
Label:57-56(STORM) Label:56-53(STORM)617.5 I Type:Gend at Type:Conduit L,�i•CI 53
.� ID:118 ID:119 Type.Man ole
617 :59
616.5 II
O 616 .
615.5
1
615 _
a)
LU 614.5 — '
614
613.5
613
612.5 --
612 I I I I I I
611.5
611
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 05110 15
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: CI 55 to CI 53
0155to 0153 - Base
Label:CI 55
Type:Manhole Label:CI 54
617.800000000002 ID:56
617.600000000002 Type:Manhole
617.400000000001 ID:57 Label:CI 53
617.200000000001 Tyro-RAM-Mole
617.000000000001
616.800000000001
616.600000000001
616.400000000001
616.200000000001
616.000000000001
615.800000000001
615.600000000001
615.400000000001
4- 615.200000000001
*"... 615.000000000001
C 614.800000000001
0 614.600000000001 Label:Pip.. (210)(STORM)
614.400000000001 T-YP0 COa uY
to 614.200000000001 ID:121
> 614.000000000001
CD 613.800000000001
613.600000000001
LIJ 613.400000000001 Label.54-53(STORM)
613.200000000001 _ Type:Conduit
613 ID:1.2
612.8 Ann,
_ FFF
612.6
612.4
612.2
612
611.8
611.6
611.4
611.2
611
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: DI 52 to DI 51
DI 52 to DI 51 - Base
616 200000000002 Label:DI 52 Label:DI 51
Type:Ma hale Type:Marie
616.000000000002 �-�6 D:6
615.800000000002
615.600000000002
615.400000000001
615.200000000001
615.000000000001
614.800000000001
614.600000000001
614.400000000001
614.200000000001 - - - -
614.000000000001
613.800000000001
613.600000000001
613.400000000001
613.200000000001
bel:52-51(8T8ORMb
613.000000000001 Pe CD d�,"
C ID:12
0 612.800000000001
CO 612.600000000001
a) 612.400000000001
w 612.200000000001 -
612.000000000001
611.800000000001
611.600000000001
611.400000000001
611.200000000001 - - -
611
610.8
610.6
610.4
610.2
610
609.8
609.6
609.4
609.2
-2-1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: DI 50 to DI 48
DI5OtoDI48 - Base
615.5 Label:DI 49 Label:DI 48
Type:Manhole ype:Manhole
615 ID:66 ID:65
614.5
614
613.5
613
612.5
612
611.5
611 abet:DI 50
610.5 T pe:Manh
O ID:7
•}, 610
(13 609.5
609
W 608.5
608 Label:50-49(STORM)
Type:Conduit I
607.5 ID:134 Label:49-48(STORM)
607 Type:Conduit
ID:133
606.5
606
605.5
605
604.5
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 05110 15120
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: DI 47A to DI 46
DI 47A to DI 46
Label:DI 47
Label:DI 47A Type:Manhole
Type:Manhole ID:64 Label:47-46(STORM)
615.5 ��...0 R7],n,,� _
6u -Labl�' ;_ ----
su4 Type. undo(
s14 ID:131
.3.5
613 — _
612.5
614 Label.�I!6
611.5
Iype:A an ole
sn
610.5
C 610
O 608.5 '_
608
608.5 N 608 '_
603.5
W .
60507
606 ,
605.5
605 ---
605
604
603.5
603
602.5
-20 0 20 40 60 80 100 120 146 166 180 200 220 200 260 280 300 320 340 360 380 400 420
Station(ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: DI 41A to DI 29
DI 41 DI 29 - Base
.,m
.,o
Tee
MEMMMM Mai ! m1====min
O===M�M`lrfriai��; ==_3-
Sbtlon 5)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: CI 37 to CI 35
0137to 0135 - Base
Label:CI 35
608 Type:Manhole
83 hole
607.5 Label:Cl 36
607 ,I'
Label:CI 37
606.5 Type:Manhole
606 ID 91
605.5
605
604.5
Label:37-36(STORM)
O 604 Type:Conduit• Label:36-35(STORM)
ID:153
603.5
Type:Conduit
603 ID:147
W 602.5
602
601.5
601
600.5
600
599.5
-5 0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 951001051101151201 25130 35140 45150
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Profile Report
Profile: DI 33 to DI 32
DI 33 to DI 32 - Base
Label: DI 32
607.5Label: DI 33 Type: Manhole
60Type: Manhole ID: 84
606.5 ID: 8�
606
605.5
605
604.5
604
O 603.5 Label: 33-32 (STORM)
603 Type: Conduit
602.5 ID: 149
N 602
W 601.5 —
601
600.5
600
599.5
599 - -
598.5
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 0511015120125130
Station (ft)
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Virginia Foil SCM 2 Calcs 2.stsw Center [10.02.02.04]
3/22/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SECTION 3
Erosion and Sedimentation Control Calculations

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT AND EROSION CONTROL
MANUAL,SECTION 6.64 AND SECTION 8.07.
DRAINAGE AREA= 3.20 ac. DENUDED AREA- 3.20 ac.
PEAK FLOW: Q2= Cc12A WHERE:12= 5.69 in/hr(2yr) (5 min.Tc)
Q2= 10.01 cfs lio= 7.27 In/hr(10yr)
125= 8.00 in/hr(25yr)
Qio= Cc11oA A= 0.00 ac.Woods C=0.25
Qio= 12.80 cfs A= 0.00 ac.Grass C=0.30
A= 3.20 ac.Bare Soil C=0.55
Q25= Cc11oA A= 0.00 ac.Gravel C=0.90
Q25= 14.08 cfs A= 0.00 ac.Buildg/pavt C=0.95
A= 3.20 ac.TOTAL DRAINAGE AREA
Cc= 0.55 COMPOSITE C
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
612 8017 8017 0 0 0
613 9590 9590 8804 8804 8804
614 11222 11222 10406 10406 19210
615 12910 12910 12066 12066 31276
616 14655 14655 13783 13783 45058
REQUIRED BASIN VOL.(1800xDA)= 5,760 cf.
DETERMINE ELEV.OF SEDIMENT STORAGE ELEV. VOLUME(cf)
BASED ON REQUIRED BASIN VOLUME: 612 0
X 5760 X=612.65
613 8803.5 H=0.65
REQUIRED SURFACE AREA(325xQio)= 4,158 Sq.Ft.
DETERMINE ELEV.OF SEDIMENT STORAGE: ELEV. AREA(sf)
BASED ON REQUIRED SURFACE AREA: 612 0
X 4158 X=612.43
613 9590 H=0.43
H=0.65
DESIGN ELEVATION OF SEDIMENT STORAGE: USE H= 1.50
RISER DESIGN: DETERMINE HEAD ON RISER FOR VARIOUS DRAINAGE STRUCTURES
Hr=[Qp/Cw x L]2i3 WHERE:Qp= 12.80 cfs
Cw= 3.3 WEIR COEFF.
RISER DIM.(L x W) HEAD(Hr) L=WEIR LENGTH(INTERIOR
4 ft. 0.39 ft.
5 ft. 0.33 ft.
6 ft. 0.30 ft.
7 ft. 0.27 ft. NOTE:MAX.HEAD ALLOWED 1.5
USE 5 ft.SQ.RISER, Hr= 0.33 ft. Qr= 12.80 cfs
This document was created by an application that isn't licensed to use novaPDF.
Purchase a license to generate PDF files without this notice.

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE:3.22.23
PROJECT NUMBER: 17000492 REV:
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q=Cd x A x(2GHb)0.5 WHERE:Cd=0.59
A= PIPE AREA(sf.)
Elevation Change from Bottom of Pond to Riser Floor Hs=8.5
Hb="Z"+"Hr"-DIA./2+Hs
Additional Z due to additional height of Permanent Riser:Bottom of TSB to INV.OUT at FES: 9.00
BARREL DIA. HEAD(Hb) DISCHARGE
15 in. 9.71 ft. 18.11 cfs
18 in. 9.58 ft. 25.90 cfs
24 in. 9.33 ft. 45.45 cfs
30 in. 9.08 ft. 70.05 cfs
36 in. 8.83 ft. 99.48 cfs
42 in. 8.58 ft. 133.47 cfs
48 in. 8.33 ft. 171.77 cfs
USE 15 in.BARREL, Qb= 18.11 cfs
1 BARREL(S)
ANTISEEP COLLAR: COLLAR SIZE=BARREL DIA.+1.5'+1.5'
= 4.25 ft.
ANTIFLOTATION BLOCK:
VOL.OF DISPLACED WATER=RISER HEIGHT x RISER AREA
= H x 4 x L WHERE:H= 1.50 ft.
= 30.00 cf. L= 5.00 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf
= 1872 lb.
WEIGHT OF CONCRETE REQUIRED=1.1 x 1872
= 2059 lb.
REQ'D THICKNESS OF CONC.BLOCK=WT/(LENGTH)(WIDTH)(150 lb/cf-62.4 lb/cf)
BLOCK SIZE THICKNESS
7.00 ft.sq. 0.48 ft.
7.50 ft.sq. 0.42 ft.
8.00 ft.sq. 0.37 ft.
8.50 ft.sq. 0.33 ft.
9.00 ft.sq. 0.29 ft.
USE 7.00 ft.SQUARE BLOCK, 12 in.THICK
SKIMMER SIZING:
Required Volume= 19,210 cf Number of skimmers: 1
Min.Dewatering Time(days)= 3.5 days
Optimal Skimmer Size= 2.5"
Orifice Area Required(sq.in.)= 4.32 sq.in.
Skimmer Orifice Size(RADIUS)= 1.2"
Skimmer Orifice Size(DIAMETER)= 2.3"
Provided Volume= 19210 cf
Dewatering Time(days)= 3.3 days (5 days max.;3 days optimal)
From Faircloth Skimmer Design Manual
11/07 Skimmer Orifice Size(in)
Skimmer Size 1.5 960 cf
(inches) Cap./Day(cf) Head(ft) 2.0 1,123 cf
1.5 1,728 0.125 2.5 1,270 cf
2.0 3,283 0.167 3.0 1,382 cf
2.5 6,234 0.208 4.0 1,601 cf
3.0 9,774 0.25 5.0 1,642 cf
4.0 20,109 0.333 6.0 1,814 cf
5.0 32,832 4"head 0.333 8.0 1,987 cf
6.0 51,840 5"head 0.417
8.0 97,978 6"head 0.5
This document was created by an application that isn't licensed to use novaPDF.
Purchase a license to generate PDF files without this notice.

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
Qto= Cc110A WHERE:Cc= 0.55 COMPOSITE C
Q1a= 12.80 cfs Ito- 7.27 in/hr(10 YR STORM)
A= 3.20 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 12.80 cfs
BARREL CAP.= 18.11 cfs RISER CONTROLS
Qp= 12.80 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 0.00 cfs SPILLWAY NOT REQUIRED
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He=[Qe/(C x L)]213 WHERE:C= 2.7
LENGTH HEAD(He)
10 ft. 0.00 ft.
15 ft. 0.00 ft.
20 ft. 0.00 ft.
25 ft. 0.00 ft.
30 ft. 0.00 ft.
USE 10 ft. SPILLWAY, He= 0.00 ft.
TEMPORARY SEDIMENT BASIN #1 PRE SUMMARY
TOP OF DAM EL. 616.00
♦ FREEBOARD(1'min.)
SPILLWAY LENGTH(L) 'DESIGN HIGH WATER EL.613.83
SPILLWAY EL. 613.83 He
♦ ♦
Hr
RISER CREST
Y A I
BARREL
EL. 612.00
kS
RISER BARREL BARREL D S Z Y H L STORAGE
DIA.(IN.) DIA.(IN.) SLOPE(%) (in.) (ft.) (ft,) (ft.) (ft.) (ft.) REQ'D(cf.)
5 15 1.00 12 7.00 4.00 1.83 1.50 10 5760
SHEET NOT NEEDED- DISCARD
This document was created by an application that isn't licensed to use novaPDF.
Purchase a license to generate PDF files without this notice.

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
EMERGENCY SPILLWAY: DESIGN FLOW:Qe=Qto-Op
Qta= CcltoA WHERE:Cc= 0.55 COMPOSITE C
Qt0= 12.80 cfs Ito— 7.27 in/hr(10 YR STORM)
A= 3.20 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 12.80 cfs
BARREL CAP.= 18.11 cfs RISER CONTROLS
Op= 12.80 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 0.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN #1 PRE SUMMARY
TOP OF DAM EL. 616.00
FREEBOARD(1'min.)
• o DESIGN HIGH WATER
EL. 613.83
Hr
RISER CREST
BARREL
EL. 612.00
kS
RISER BARREL BARREL D S Z Y H L STORAGE
DIA.(IN.) DIA.(IN.) SLOPE(%) (in.) (ft.) (ft,) (ft.) (ft.) (ft.) REQ'D(cf.)
5 15 1.00 12 7.00 4.00 1.83 1.50 NSA 5760
This document was created by an application that isn't licensed to use novaPDF.
Purchase a license to generate PDF files without this notice.

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
Detail Information:
6"min Freeboard
Spill.Eev
(ft.) (ft.)
0.50 1.67
DATA BLOCK(For Plans):
BASIN DRAINAGE DENUDED Qio BASIN VOLUME BASIN SURFACE AREA
AREA AREA REQ'D PROV. REQ'D PROV.
# (AC) (AC) (CFS) (CF) (CF) (SF) (SF)
#1 PRE 3.20 3.20 12.80 5760 19210 4158 11222
CLEANOUT H Z L T W SKIMMER SKIMMER
DEPTH(H/2) PIPE DIAM ORR.DIAM
(FT) (FT) (FT) _ (FT) _ (FT) (FT) _ (IN) (IN)
0.75 1.50 4 NA 2.50 NA 2.5 2.3
This document was created by an application that isn't licensed to use novaPDF.
Purchase a license to generate PDF files without this notice.

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT AND EROSION CONTROL
MANUAL,SECTION 6.64 AND SECTION 8.07.
DRAINAGE AREA= 4.24 ac. DENUDED AREA- 4.24 ac.
PEAK FLOW: Q2= CcI2A WHERE:12= 5.69 in/hr(2yr) (5 min.Tc)
Q2= 14.60 cfs lio= 7.27 In/hr(10yr)
125= 8.00 in/hr(25yr)
Qio= CcIisA A= 0.00 ac.Woods C= 0.25
Qio= 18.65 cfs A= 2.25 ac.Grass C= 0.30
A= 0.00 ac.Bare Soil C= 0.55
Q25= CclisA A= 0.00 ac.Gravel C= 0.90
Q25= 20.52 cfs A= 1.99 ac.Buildg/pavt C= 0.95
A= 4.24 ac.TOTAL DRAINAGE AREA
Cc= 0.61 COMPOSITE C
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. _ PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
612 _ 8017 8017 0 0 0
613 9590 9590 8804 8804 8804
614 11222 11222 10406 10406 19210
615 12910 12910 12066 12066 31276
616 14655 14655 13783 13783 45058
REQUIRED BASIN VOL.(1800xDA)= 7,632 cf.
DETERMINE ELEV.OF SEDIMENT STORAGE ELEV. VOLUME(cf)
BASED ON REQUIRED BASIN VOLUME: 612 0
X 7632 X= 612.87
613 8803.5 H= 0.87
REQUIRED SURFACE AREA(435xQio)= 8,113 Sq.Ft.
DETERMINE ELEV.OF SEDIMENT STORAGE: ELEV. AREA(sf)
BASED ON REQUIRED SURFACE AREA: 612 0
X 8113 X= 612.85
613 9590 H= 0.85
H= 0.87
DESIGN ELEVATION OF SEDIMENT STORAGE: USE H= 1.50
RISER DESIGN: DETERMINE HEAD ON RISER FOR VARIOUS DRAINAGE STRUCTURES
Hr=[Qp/Cw x L]2/3 WHERE:Qp= 18.65 cfs
Cw= 3.3 WEIR COEFF.
RISER DIM.(L x W) HEAD(Hr) L=WEIR LENGTH(INTERIOR
4 ft. 0.50 ft.
5 ft. 0.43 ft.
6 ft. 0.38 ft.
7 ft. 0.34 ft. NOTE:MAX.HEAD ALLOWED 1.5
USE 5 ft.SQ.RISER, Hr= 0.43 ft. Qr= 18.65 cfs
This document was created by an application that isn't licensed to use novaPDF.
Purchase a license to generate PDF files without this notice.

SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q=Cd x A x(2GHb)°.5 WHERE:Cd=0.59
A= PIPE AREA(sf.)
Hb="Z"+"Hr"-DIA./2
Additional Z due to additional height of Permanent Riser:Bottom of TSB to INV.OUT at FES: 9.00
BARREL DIA. HEAD(Hb) DISCHARGE
15 in. 10.31 ft. 18.65 cfs
18 in. 10.18 ft. 26.70 cfs
24 in. 9.93 ft. 46.87 cfs
30 in. 9.68 ft. 72.31 cfs
36 in. 9.43 ft. 102.78 cfs
42 in. 9.18 ft. 138.02 cfs
48 in. 8.93 ft. 177.81 cfs
USE 15 in.BARREL, Qb= 18.65 cfs
1 BARREL(S)
ANTISEEP COLLAR: COLLAR SIZE=BARREL DIA.+1.5'+1.5'
4.25 ft.
ANTIFLOTATION BLOCK:
VOL.OF DISPLACED WATER=RISER HEIGHT x RISER AREA
= H x 4 x L WHERE:H= 1.50 ft.
= 30.00 cf. L= 5.00 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf
1872 lb.
WEIGHT OF CONCRETE REQUIRED=1.1 x 1872
2059 lb.
REQ'D THICKNESS OF CONC.BLOCK=WT/(LENGTH)(WIDTH)(150 lb/cf-62.4 lb/cf)
BLOCK SIZE THICKNESS
7.00 ft.sq. 0.48 ft.
7.50 ft.sq. 0.42 ft.
8.00 ft.sq. 0.37 ft.
8.50 ft.sq. 0.33 ft.
9.00 ft.sq. 0.29 ft.
USE 7.00 ft.SQUARE BLOCK, 12 in.THICK
SKIMMER SIZING:
Required Volume= 19,210 cf Number of skimmers: 1
Min.Dewatering Time(days)= 3.5 days
Optimal Skimmer Size= 2.5"
Orifice Area Required(sq.in.)= 4.32 sq.in.
Skimmer Orifice Size(RADIUS)= 1.2"
Skimmer Orifice Size(DIAMETER)= 2.3"
Provided Volume= 19210 cf
Dewatering Time(days)= 3.3 days (5 days max.;3 days optimal)
From Faircloth Skimmer Design Manual
11/07 Skimmer Orifice Size(in)
Skimmer Size 1.5 960 cf
(inches) Cap./Day(cf) Head(ft) 2.0 1,123 cf
1.5 1,728 0.125 2.5 1,270 cf
2.0 3,283 0.167 3.0 1,382 cf
2.5 6,234 0.208 4.0 1,601 cf
3.0 9,774 0.25 5.0 1,642 cf
4.0 20,109 0.333 6.0 1,814 cf
5.0 32,832 4"head 0.333 8.0 1,987 cf
6.0 51,840 5"head 0.417
8.0 97,978 6"head 0.5
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
Qio= CclioA WHERE:Cc= 0.61 COMPOSITE C
Qio= 18.65 cfs Ito= 7.27 in/hr(10 YR STORM)
A= 4.24 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 18.65 cfs
BARREL CAP.= 18.65 cfs RISER CONTROLS
Qp= 18.65 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe=0.00 cfs SPILLWAY NOT REQUIRED
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He=[Qe/(C x L)]213 WHERE:C= 2.7
LENGTH HEAD(He)
10 ft. 0.00 ft.
15 ft. 0.00 ft.
20 ft. 0.00 ft.
25 ft. 0.00 ft.
30 ft. 0.00 ft.
USE 10 ft. SPILLWAY, He= 0.00 ft.
TEMPORARY SEDIMENT BASIN #1 POST SUMMARY
TOP OF DAM EL. 616.00
FREEBOARD(1'min.)
SPILLWAY LENGTH(L) ESIGN HIGH WATER EL.613.93
SPILLWAY EL. 613.93 He —
1
Hr
RISER CREST
BARREL
EL. 612.00
RISER BARREL BARREL D S Z Y H L STORAGE
DIA.(IN.) DIA.(IN.) SLOPE(%) (in.) (ft.) (ft,) (ft.) (ft.) (ft.) REO'D(cf.)
5 15 1.00 12 7.00 4.00 1.93 1.50 10 7632
SHEET NOT NEEDED- DISCARD
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
EMERGENCY SPILLWAY: DESIGN FLOW:Qe=Q10-Qp
Qio= CclioA WHERE:Cc= 0.61 COMPOSITE C
Qio= 18.65 cfs Ito= 7.27 in/hr(10 YR STORM)
A= 4.24 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 18.65 cfs
BARREL CAP.= 18.65 cfs RISER CONTROLS
Qp= 18.65 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe=0.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN #1 POST SUMMARY
TOP OF DAM EL. 616.00
• FREEBOARD(1'min.)
• �i DESIGN HIGH WATER
A — EL. 613.93
Hr
Z
RISER CREST
Y • I I
H
BARREL
• j EL. 612.00
D
7
k S _I
RISER BARREL BARREL D S Z Y H L STORAGE
DIA.(IN.) DIA.(IN.) SLOPE(%) (in.) (ft.) (ft,) (ft.) (ft.) (ft.) REQ'D(cf.)
5 15 1.00 12 7.00 4.00 1.93 1.50 N\A 7632
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #1 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
Detail Information:
6"min Freeboard
Spill.Eev
(ft.) (ft.)
0.50 1.57
DATA BLOCK(For Plans):
BASIN DRAINAGE DENUDED Qio BASIN VOLUME BASIN SURFACE AREA
AREA AREA REQ'D PROV. REQ'D PROV.
# (AC) (AC) (CFS) (CF) (CF) (SF) (SF)
#1 POST 4.24 4.24 18.65 7632 19210 8113 11222
CLEANOUT H Z L T W SKIMMER SKIMMER
DEPTH(H/2) PIPE DIAM ORR.DIAM
(FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN)
0.75 1.50 4 NA 2.50 NA 2.5 2.3
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TEMPORARY SKIMMER BASIN #2 PRE/POST
PROJECT NAME: Virginia Foil Park BY: Benesch
PROJECT NUMBER: 17000492 DATE: 3.20.23
REV 6.06.23
THE SKIMMER SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA
SEDIMENT AND EROSION CONTROL MANUAL,SECTION 6.64
Pre Post
DISTURBED AREA= 5.96 ac. 0.79 ac. POST DEVELOPED BASIN AREAS HAVE BEEN PAIRED WITH
DRAINAGE AREA= 5.96 ac. 0.79 ac. PRE-DEVELOPED DRAINAGE AREA FOR CONSERVATIVE
USED:5.96 ac. DESIGN.
REQ'D BASIN VOL.= DISTURBED AREA X 1800 cf/ac +25%increase for Enhanced ESC
= 12,874 cf
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
608 6304 6304 0 0 _ 0
609 7329 7329 6817 6817 6817
610 8379 8379 7854 7854 14671
611 9454 9454 8917 8917 23587
612 10576 10576 10015 10015 33602
612.5 0 0 0 0
DETERMINE ELEV.OF SEDIMENT STORAGE: ELEV. VOLUME(cf)
609 6817
X 12874 X=609.77
610 14671 H=1.77 ft
PEAK FLOW: Qp=CcI2A WHERE:lio= 7.27 in/hr(10 YEAR STORM) 5 min TC
125= 8.00
Op=22.48 cfs A= 0.00 ac.GRASS C=0.30
A= 5.71 ac.BARE SOIL C=0.50
A= 0.00 ac.WOODS C=0.25
A= 0.25 ac.BLDG/PVM'T C=0.95
A= 5.96 ac.TOTAL Cc=0.52
DETERMINE REQ'D SURFACE AREA:
Qto=CcltoA= 22.48 cfs
AR=325 sf/cfs x Q10
AR=7,307 sf
DETERMINE SURFACE AREA ELEV.OF THE 10 YR RAINFALL AREA(sf)
608 6304
X 7307 X= 608.98
609 7329 H=0.98 ft
DEPTH OF SEDIMENT STORAGE(H)BASED ON VOL.REQUIREMENT= 1.77 ft
DEPTH OF SEDIMENT STORAGE(H)BASED ON AREA REQUIREMENT= 0.98 ft
USE H=2.00
SKIMMER SIZING:
Required Volume= 12,874 cf
Min.Dewatering Time(days)= 3.0 days
Optimal Skimmer Size= 2.5"
Orifice Area Required(sq.in.)= 3.4 sq.in.
Skimmer Orifice Size(RADIUS)= 1.0„
Skimmer Orifice Size(DIAMETER)= 2.1 .,
Provided Volume= 14,671 cf
Dewatering Time(days)= 3 days (5 days max.,3 days optimal)
From Faircloth Skimmer Design
Manual 11/07 Skimmer Orifice Size(in)
Skimmer Size 1.5 960 cf
(inches) ;ap./Day(cf) Head(ft) 2.0 1,123 cf
1.5 1,728 0.125 2.5 1,270 cf
2.0 3,283 0.167 3.0 1,382 cf
2.5 6,234 0.208 4.0 1,601 cf
3.0 9,774 0.25 5.0 1,642 cf
4.0 20,109 0.333 6.0 1,814 cf
5.0 32,832 4"head 0.333 8.0 1,987 cf
6.0 51,840 5"head 0.417
8.0 97,978 6"head 0.5
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EMERGENCY SPILLWAY:
DESIGN FLOW:Qe Q1e
Qe 22.48 cfs
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He[Qe/(C x L)]213 WHERE:C= 2.7
LENGTH HEAD(He)
10 ft 0.88 ft
15 ft 0.67 ft
20 ft 0.56 ft
25 ft 0.48 ft
30 ft 0.42 ft
USE 15 ft SPILLWAY, He 0.67 ft
TEMPORARY SKIMMER BASIN #2 PRE/PO SUMMARY
Plw vi.
_,O' _
E^v+•Xcy
=67^ 41:1111%""--"' ' ilinio
L
N E+d
rap a r.HIN.o-,.nr Newman (talks
W-5.MIN.
Inflow ioffl.. ,'Prenboare Emba" ur
1 r.=,5 MIN
11\
MR�g
Sal me"r _ Secfon ANN—SEEP
COLLAR
Detail Information:
6"min Freeboard
Spill.Eev
(ft.) (ft.)
0.50 1.33
DATA BLOCK(for plans)
BASIN DRAINAGE DENUDED Q10 BASIN VOLUME BASIN SURFACE AREA
AREA AREA REQ'D PROV. REQ'D PROV.
(AC) (AC) (CFS) (CF) (CF) (SF) (SF)
#2 PRE/POST 5.96 ac. 5.96 ac. 22.48 cfs 12874 14671 7307 8379
CLEANOUT H Z L T W SKIMMER SKIMMER
DEPTH(H/2) PIPE DIAM ORIFICE DIA.
(FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN)
1.00 2.00 4.50 15 2.50 5 2.5 2.1
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT AND EROSION CONTROL
MANUAL,SECTION 6.64 AND SECTION 8.07.
DRAINAGE AREA= 11.35 ac. DENUDED AREA- 11.35 ac.
PEAK FLOW: Q2= CcI2A WHERE:12= 5.69 in/hr(2yr) (5 min.Tc)
02= 35.52 cfs lio= 7.27 In/hr(10yr)
125= 8.00 in/hr(25yr)
Qio= CclisA A= 0.00 ac.Woods C= 0.25
Qio= 45.38 cfs A= 0.00 ac.Grass C= 0.30
A= 11.33 ac.Bare Soil C= 0.55
Q25= CclisA A= 0.00 ac.Gravel C= 0.90
Q25= 49.94 cfs A= 0.00 ac.Buildg/pavt C= 0.95
A= 11.33 ac.TOTAL DRAINAGE AREA
Cc= 0.55 COMPOSITE C
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
595 18063 18063 0 0 0
596 19815 19815 15000 15000 15000
597 21623 21623 17000 17000 32000
598 23488 23488 19000 19000 51000
599 25409 25409 24449 24449 75449
600 27387 27387 26398 26398 101847
600.5 28398 28398 27893 13946 115793
**ELEVATION 620 IS BELOW SKIMMER(SEDIMENT STORAGE).NOT INCLUDED IN TABLE OR DRAWDOWN CALCS.
REQUIRED BASIN VOL.(1800xDA)= 20,430 cf.
DETERMINE ELEV.OF SEDIMENT STORAGE ELEV. VOLUME(cf)
BASED ON REQUIRED BASIN VOLUME: 596 15000
X 20430 X= 596.32
597 32000 H= 1.32
REQUIRED SURFACE AREA(435xQio)= 19,742 Sq.Ft.
DETERMINE ELEV.OF SEDIMENT STORAGE: ELEV. AREA(sf)
BASED ON REQUIRED SURFACE AREA: 595 18063
X 19742 X= 595.96
596 19815 H= 0.96
H= 1.32
DESIGN ELEVATION OF SEDIMENT STORAGE: USE H=2.00
RISER DESIGN: DETERMINE HEAD ON RISER FOR VARIOUS DRAINAGE STRUCTURES
Hr=[Qp/Cw x L]2/3 WHERE:Qp= 45.38 cfs
Cw= 3.3 WEIR COEFF.
RISER DIM.(L x W) HEAD(Hr) L=WEIR LENGTH(INTERIOR
4 ft. 0.90 ft.
5 ft. 0.78 ft.
6 ft. 0.69 ft.
7 ft. 0.62 ft. NOTE:MAX.HEAD ALLOWED 1.5
USE 5 ft.SQ.RISER, Hr= 0.78 ft. Qr= 45.38 cfs
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q=Cd x A x(2GHb)°.5 WHERE:Cd=0.59
A= PIPE AREA(sf.)
Hb="Z"+"Hr"-DIA./2
Additional Z due to additional height of Permanent Riser:Bottom of TSB to INV.OUT at FES: 18.99
BARREL DIA. HEAD(Hb) DISCHARGE
15 in. 21.14 ft. 26.72 cfs
18 in. 21.02 ft. 38.36 cfs
24 in. 20.77 ft. 67.79 cfs
30 in. 20.52 ft. 105.28 cfs
36 in. 20.27 ft. 150.68 cfs
42 in. 20.02 ft. 203.82 cfs
48 in. 19.77 ft. 264.54 cfs
USE 24 in.BARREL, Qb= 67.79 cfs
1 BARREL(S)
ANTISEEP COLLAR: COLLAR SIZE=BARREL DIA.+1.5'+1.5'
5 ft.
ANTIFLOTATION BLOCK:
VOL.OF DISPLACED WATER=RISER HEIGHT x RISER AREA
= H x 4 x L WHERE:H= 2.00 ft.
= 40.00 cf. L= 5.00 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf
2496 lb.
WEIGHT OF CONCRETE REQUIRED=1.1 x 2496
2746 lb.
REQ'D THICKNESS OF CONC.BLOCK=WT/(LENGTH)(WIDTH)(150 lb/cf-62.4 lb/cf)
BLOCK SIZE THICKNESS
7.00 ft.sq. 0.64 ft.
7.50 ft.sq. 0.56 ft.
8.00 ft.sq. 0.49 ft.
8.50 ft.sq. 0.43 ft.
9.00 ft.sq. 0.39 ft.
USE 7.00 ft.SQUARE BLOCK, 12 in.THICK
SKIMMER SIZING:
Required Volume= 32,000 cf Number of skimmers: 1
Min.Dewatering Time(days)= 3 days
Optimal Skimmer Size= 4"
Orifice Area Required(sq.in.)= 6.66 sq.in.
Skimmer Orifice Size(RADIUS)= 1.5"
Skimmer Orifice Size(DIAMETER)= 2.9"
Provided Volume= 32000 cf
Dewatering Time(days)= 2.8 days (5 days max.;3 days optimal)
From Faircloth Skimmer Design Manual
11/07 Skimmer Orifice Size(in)
Skimmer Size 1.5 960 cf
(inches) Cap./Day(cf) Head(ft) 2.0 1,123 cf
1.5 1,728 0.125 2.5 1,270 cf
2.0 3,283 0.167 3.0 1,382 cf
2.5 6,234 0.208 4.0 1,601 cf
3.0 9,774 0.25 5.0 1,642 cf
4.0 20,109 0.333 6.0 1,814 cf
5.0 32,832 4"head 0.333 8.0 1,987 cf
6.0 51,840 5"head 0.417
8.0 97,978 6"head 0.5
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
Qio= CclioA WHERE:Cc= 0.55 COMPOSITE C
Qio= 45.30 cfs Ito= 7.27 in/hr(10 YR STORM)
A= 11.33 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 45.38 cfs
BARREL CAP.= 67.79 cfs RISER CONTROLS
Qp=45.38 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe=0.00 cfs SPILLWAY NOT REQUIRED
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He=[Qe/(C x L)]2/3 WHERE:C= 2.7
LENGTH HEAD(He)
10 ft. 0.00 ft.
15 ft. 0.00 ft.
20 ft. 0.00 ft.
25 ft. 0.00 ft.
30 ft. 0.00 ft.
USE 10 ft. SPILLWAY, He= 0.00 ft.
TEMPORARY SEDIMENT BASIN #3 PRE SUMMARY
TOP OF DAM EL. 600.50
FREEBOARD(1'min.)
SPILLWAY LENGTH(L) ESIGN HIGH WATER EL.597.78
SPILLWAY EL. 597.78 He —
1
Hr
RISER CREST
BARREL
EL. 595.00
RISER BARREL BARREL D S Z Y H L STORAGE
DIA.(IN.) DIA.(IN.) SLOPE(%) (in.) (ft.) (ft,) (ft.) (ft.) (ft.) REO'D(cf.)
5 24 3.00 12 7.00 5.50 2.78 2.00 10 20430
SHEET NOT NEEDED- DISCARD
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
EMERGENCY SPILLWAY: DESIGN FLOW:Qe=Qto-Qp
Qio= CclioA WHERE:Cc= 0.55 COMPOSITE C
Qto= 45.30 cfs Ito= 7.27 in/hr(10 YR STORM)
A= 11.33 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 45.38 cfs
BARREL CAP.= 67.79 cfs RISER CONTROLS
Qp=45.38 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe=0.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN #3 PRE SUMMARY
TOP OF DAM EL. 600.50
• FREEBOARD(1'min.)
• �i DESIGN HIGH WATER
A — EL. 597.78
Hr
Z
RISER CREST
Y • I I
H
BARREL
• j EL. 595.00
D
7
k S _I
RISER BARREL BARREL D S Z Y H L STORAGE
DIA.(IN.) DIA.(IN.) SLOPE(%) (in.) (ft.) (ft,) (ft.) (ft.) (ft.) REQ'D(cf.)
5 24 3.00 12 7.00 5.50 2.78 2.00 N\A 20430
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 PRE
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
Detail Information:
6"min Freeboard
Spill.Eev
(ft.) (ft.)
0.00 2.72
DATA BLOCK(For Plans): _
BASIN DRAINAGE DENUDED Qio BASIN VOLUME BASIN SURFACE AREA
AREA AREA REQ'D PROV. REQ'D PROV.
# (AC) (AC) (CFS) (CF) (CF) (SF) (SF)
#3 PRE 11.35 11.35 45.38 20430 32000 19742 21623
CLEANOUT H Z L T W SKIMMER SKIMMER
DEPTH(H/2) PIPE DIAM ORR.DIAM
(FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN)
1.00 2.00 5.5 NA 3.50 NA 4.0 2.9
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT AND EROSION CONTROL
MANUAL,SECTION 6.64 AND SECTION 8.07.
DRAINAGE AREA= 13.69 ac. DENUDED AREA- 13.69 ac.
PEAK FLOW: Q2= CcI2A WHERE:12= 5.69 in/hr(2yr) (5 min.Tc)
02= 39.75 cfs lio= 7.27 In/hr(10yr)
125= 8.00 in/hr(25yr)
Qio= CcIisA A= 0.00 ac.Woods C= 0.25
Qio= 50.79 cfs A= 9.26 ac.Grass C= 0.30
A= 0.00 ac.Bare Soil C= 0.55
Q25= CclisA A= 0.00 ac.Gravel C= 0.90
Q25= 55.89 cfs A= 4.43 ac.Buildg/pavt C= 0.95
A= 13.69 ac.TOTAL DRAINAGE AREA
Cc= 0.51 COMPOSITE C
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
595 18063 18063 0 0 0
596 19815 19815 15000 15000 15000
597 21623 21623 17000 17000 32000
598 23488 23488 19000 19000 51000
599 25409 25409 24449 24449 75449
600 27387 27387 26398 26398 101847
600.5 28398 28398 27893 13946 115793
**ELEVATION 620 IS BELOW SKIMMER(SEDIMENT STORAGE).NOT INCLUDED IN TABLE OR DRAWDOWN CALCS.
REQUIRED BASIN VOL.(1800xDA)= 24,642 cf.
DETERMINE ELEV.OF SEDIMENT STORAGE ELEV. VOLUME(cf)
BASED ON REQUIRED BASIN VOLUME: 596 15000
X 24642 X= 596.57
597 32000 H= 1.57
REQUIRED SURFACE AREA(435xQio)= 22,094 Sq.Ft.
DETERMINE ELEV.OF SEDIMENT STORAGE: ELEV. AREA(sf)
BASED ON REQUIRED SURFACE AREA: 595 18063
X 22094 X= 597.30
596 19815 H=2.30
H=2.30
DESIGN ELEVATION OF SEDIMENT STORAGE: USE H=2.50
RISER DESIGN: DETERMINE HEAD ON RISER FOR VARIOUS DRAINAGE STRUCTURES
Hr=[Qp/Cw x L]2/3 WHERE:Qp= 50.79 cfs
Cw= 3.3 WEIR COEFF.
RISER DIM.(L x W) HEAD(Hr) L=WEIR LENGTH(INTERIOR
4 ft. 0.97 ft.
5 ft. 0.84 ft.
6 ft. 0.74 ft.
7 ft. 0.67 ft. NOTE:MAX.HEAD ALLOWED 1.5
USE 5 ft.SQ.RISER, Hr= 0.84 ft. Qr= 50.79 cfs
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q=Cd x A x(2GHb)°.5 WHERE:Cd=0.59
A= PIPE AREA(sf.)
Hb="Z"+"Hr"-DIA./2
Additional Z due to additional height of Permanent Riser:Bottom of TSB to INV.OUT at FES: 18.99
BARREL DIA. HEAD(Hb) DISCHARGE
15 in. 21.70 ft. 27.07 cfs
18 in. 21.58 ft. 38.87 cfs
24 in. 21.33 ft. 68.70 cfs
30 in. 21.08 ft. 106.71 cfs
36 in. 20.83 ft. 152.75 cfs
42 in. 20.58 ft. 206.65 cfs
48 in. 20.33 ft. 268.27 cfs
USE 24 in.BARREL, Qb= 68.70 cfs
1 BARREL(S)
ANTISEEP COLLAR: COLLAR SIZE=BARREL DIA.+1.5'+1.5'
5 ft.
ANTIFLOTATION BLOCK:
VOL.OF DISPLACED WATER=RISER HEIGHT x RISER AREA
= Hx4xL WHERE:H= 2.50 ft.
= 50.00 cf. L= 5.00 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf
3120 lb.
WEIGHT OF CONCRETE REQUIRED=1.1 x 3120
3432 lb.
REQ'D THICKNESS OF CONC.BLOCK=WT/(LENGTH)(WIDTH)(150 lb/cf-62.4 lb/cf)
BLOCK SIZE THICKNESS
7.00 ft.sq. 0.80 ft.
7.50 ft.sq. 0.70 ft.
8.00 ft.sq. 0.61 ft.
8.50 ft.sq. 0.54 ft.
9.00 ft.sq. 0.48 ft.
USE 7.00 ft.SQUARE BLOCK, 12 in.THICK
SKIMMER SIZING:
Required Volume= 41,500 cf Number of skimmers: 1
Min.Dewatering Time(days)= 3 days
Optimal Skimmer Size= 4"
Orifice Area Required(sq.in.)= 8.64 sq.in.
Skimmer Orifice Size(RADIUS)= 1.7"
Skimmer Orifice Size(DIAMETER)= 3.3"
Provided Volume= 41500 cf
Dewatering Time(days)= 2.8 days (5 days max.;3 days optimal)
From Faircloth Skimmer Design Manual
11/07 Skimmer Orifice Size(in)
Skimmer Size 1.5 960 cf
(inches) Cap./Day(cf) Head(ft) 2.0 1,123 cf
1.5 1,728 0.125 2.5 1,270 cf
2.0 3,283 0.167 3.0 1,382 cf
2.5 6,234 0.208 4.0 1,601 cf
3.0 9,774 0.25 5.0 1,642 cf
4.0 20,109 0.333 6.0 1,814 cf
5.0 32,832 4"head 0.333 8.0 1,987 cf
6.0 51,840 5"head 0.417
8.0 97,978 6"head 0.5
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
Qio= CclioA WHERE:Cc= 0.51 COMPOSITE C
Qio= 50.79 cfs Ito= 7.27 in/hr(10 YR STORM)
A= 13.69 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 50.79 cfs
BARREL CAP.= 68.70 cfs RISER CONTROLS
Qp= 50.79 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe=0.00 cfs SPILLWAY NOT REQUIRED
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He=[Qe/(C x L)]2/3 WHERE:C= 2.7
LENGTH HEAD(He)
10 ft. 0.00 ft.
15 ft. 0.00 ft.
20 ft. 0.00 ft.
25 ft. 0.00 ft.
30 ft. 0.00 ft.
USE 10 ft. SPILLWAY, He= 0.00 ft.
TEMPORARY SEDIMENT BASIN #3 POST SUMMARY
TOP OF DAM EL. 600.50
FREEBOARD(1'min.)
SPILLWAY LENGTH(L) ESIGN HIGH WATER EL.598.34
SPILLWAY EL. 598.34 He —
1
Hr
RISER CREST
BARREL
EL. 595.00
RISER BARREL BARREL D S Z Y H L STORAGE
DIA.(IN.) DIA.(IN.) SLOPE(%) (in.) (ft.) (ft,) (ft.) (ft.) (ft.) REO'D(cf.)
5 24 3.00 12 7.00 5.50 3.34 2.50 10 24642
SHEET NOT NEEDED- DISCARD
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
EMERGENCY SPILLWAY: DESIGN FLOW:Qe=Qto-Qp
Qio= CclioA WHERE:Cc= 0.51 COMPOSITE C
Qio= 50.79 cfs Ito= 7.27 in/hr(10 YR STORM)
A= 13.69 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 50.79 cfs
BARREL CAP.= 68.70 cfs RISER CONTROLS
Qp=50.79 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe=0.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN #3 POST SUMMARY
TOP OF DAM EL. 600.50
• FREEBOARD(1'min.)
• �i DESIGN HIGH WATER
A — EL. 598.34
Hr
Z
RISER CREST
Y • I I
H
BARREL
• j EL. 595.00
D
7
k S _I
RISER BARREL BARREL D S Z Y H L STORAGE
DIA.(IN.) DIA.(IN.) SLOPE(%) (in.) (ft.) (ft,) (ft.) (ft.) (ft.) REQ'D(cf.)
5 24 3.00 12 7.00 5.50 3.34 2.50 N\A 24642
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SKIMMER BASIN W/ PERM. OUTLET STRUCTURE #3 POST
PROJECT NAME: Virginia Foil Park BY: MJD
COUNTY: Cabarrus DATE: 3.22.23
PROJECT NUMBER: 17000492 REV:
Detail Information:
6"min Freeboard
Spill.Eev
(ft.) (ft.)
0.00 2.16
DATA BLOCK(For Plans): _
BASIN DRAINAGE DENUDED Qio BASIN VOLUME BASIN SURFACE AREA
AREA AREA REQ'D PROV. REQ'D PROV.
# (AC) (AC) (CFS) (CF) (CF) (SF) (SF)
#3 POST 13.69 13.69 50.79 24642 41500 22094 22556
CLEANOUT H Z L T W SKIMMER SKIMMER
DEPTH(H/2) PIPE DIAM ORR.DIAM
(FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN)
1.25 2.50 5.5 NA 3.00 NA 4.0 3.3
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TEMPORARY SKIMMER BASIN #4 PRE/POST
PROJECT NAME: Virginia Foil Park BY: Benesch
PROJECT NUMBER: 17000492 DATE: 3.20.23
REV 6.06.23
THE SKIMMER SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA
SEDIMENT AND EROSION CONTROL MANUAL,SECTION 6.64
Pre Post
DISTURBED AREA= 1.58 ac. 1.75 ac. POST DEVELOPED BASIN AREAS HAVE BEEN PAIRED WITH
DRAINAGE AREA= 1.58 ac. 1.75 ac. PRE-DEVELOPED DRAINAGE AREA FOR CONSERVATIVE
USED: 1.75 ac. DESIGN.
REQ'D BASIN VOL.= DISTURBED AREA X 1800 cf/ac +25%increase for Enhanced ESC
=3,938 cf
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
608 5103 5103 0 0 0
609 6028 6028 5566 5566 5566
610 7008 7008 6518 6518 12084
611 8046 8046 7527 7527 19611
612 9140 9140 8593 8593 28204
0 0 0 0
DETERMINE ELEV.OF SEDIMENT STORAGE: ELEV. VOLUME(cf)
608 0
X 3938 X=608.71
609 5566 H=0.71 ft
PEAK FLOW: Qp=CcI2A WHERE:lio= 7.27 in/hr(10 YEAR STORM) 5 min TC
125= 8.00
Qp=9.72 cfs A= 0.50 ac.GRASS C=0.30
A= 0.00 ac.BARE SOIL C=0.50
A= 0.00 ac.WOODS C=0.25
A= 1.25 ac.BLDG/PVM'T C=0.95
A= 1.75 ac.TOTAL Cc=0.76
DETERMINE REQ'D SURFACE AREA:
Qto=CclioA= 9.72 cfs
AR=325 sf/cfs x Q10
AR=3,160 sf
DETERMINE SURFACE AREA ELEV.OF THE 10 YR RAINFALL AREA(sf)
608 5103
X 3160 X= 605.90
609 6028 H=-2.10 ft
DEPTH OF SEDIMENT STORAGE(H)BASED ON VOL.REQUIREMENT= 0.71 ft
DEPTH OF SEDIMENT STORAGE(H)BASED ON AREA REQUIREMENT= -2.10 ft
USE H=1.00
SKIMMER SIZING:
Required Volume= 3,938 cf
Min.Dewatering Time(days)= 3.0 days
Optimal Skimmer Size= 1.5"
Orifice Area Required(sq.in.)= 1.4 sq.in.
Skimmer Orifice Size(RADIUS)= 0.7„
Skimmer Orifice Size(DIAMETER)= 1.3"
Provided Volume= 5,566 cf
Dewatering Time(days)= 4 days (5 days max.,3 days optimal)
From Faircloth Skimmer Design
Manual 11/07 Skimmer Orifice Size(in)
Skimmer Size 1.5 960 cf
(inches) ;ap./Day(cf) Head(ft) 2.0 1,123 cf
1.5 1,728 0.125 2.5 1,270 cf
2.0 3,283 0.167 3.0 1,382 cf
2.5 6,234 0.208 4.0 1,601 cf
3.0 9,774 0.25 5.0 1,642 cf
4.0 20,109 0.333 6.0 1,814 cf
5.0 32,832 4"head 0.333 8.0 1,987 cf
6.0 51,840 5"head 0.417
8.0 97,978 6"head 0.5
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EMERGENCY SPILLWAY:
DESIGN FLOW:Qa Q1a
Qe 9.72 cfs
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He[Qe/(C x L)]213 WHERE:C= 2.7
LENGTH HEAD(He)
10 ft 0.50 ft
15 ft 0.38 ft
20 ft 0.32 ft
25 ft 0.27 ft
30 ft 0.24 ft
USE 15 ft SPILLWAY, He 0.38 ft
TEMPORARY SKIMMER BASIN #4 PRE/PO SUMMARY
Plw v.e.
\ _,O' '
1 ul..
E^v+•Xncy
'61"'. 141:1111%".1.."....' ' 1169,;..ii
L
rap a r.HIN 4,0•Ny Newman (talks
W-5.MIN.
Inflow ioffl.. ,'Prenboare Emba" ur
1 r.=,5 MIN
11\
MR�g
Sal me"r _ Secfon ANN—SEEP
COLLAR
Detail Information:
6"min Freeboard
Spill.Eev
(ft.) (ft.)
0.50 2.12
DATA BLOCK(for plans)
BASIN DRAINAGE DENUDED Q10 BASIN VOLUME BASIN SURFACE AREA
AREA AREA REQ'D PROV. REQ'D PROV.
(AC) (AC) (CFS) _ (CF) (CF) (SF) (SF)
#4 PRE/POST 1.75 ac. 1.75 ac. 9.72 cfs 3938 5566 3160 6028
CLEANOUT H Z L T W SKIMMER SKIMMER
DEPTH(H/2) PIPE DIAM ORIFICE DIA.
(FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN)
0.50 1.00 4.00 15 3.00 5 1.5 1.3
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RIP RAP OUTLET PROTECTION
PROJECT NAME: Virginia Foil Park BY: Michael DelVecchio
PROJECT NUMBER: 17000492 DATE: 3/20/23
REV:
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE S.C. STORMWATER
MANAGEMENT AND SEDIMENT CONTROL HANDBOOK FOR LAND DISTURBANCE ACTIVITIES.
ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP _ MINIMUM MIDRANGE_ MAXIMUM
CLASS (IN) (IN) _ (IN)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
PE# 1 USE CLASS B RIP RAP
DISCHARGE (Q)= 10.59 cfs d5o= 8 in.
PIPE DIA. (Do)= 1.25 ft. dMax= 12 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.0 ft. (min.) APRON THICKNESS= 1.5 x dMax
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 18.0 in.
d50= 0.42 ft. = 5.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
FES# 25 USE CLASS B RIP RAP
DISCHARGE (Q)= 21.53 cfs d5o= 8 in.
PIPE DIA. (Do)= 2.00 ft. dMax= 12 in.
FROM FIGURE 8.06A
LENGTH (La)= 13.0 ft. (min.) APRON THICKNESS= 1.5 x dMax
WIDTH W=Do + La= 2.00 + 13.0 = 15.00 ft. APRON THICKNESS= 18.0 in.
dso= 0.58 ft. = 7.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 16 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
FES# 42 USE CLASS A RIP RAP
DISCHARGE (Q)= 2.82 cfs d5o= 4 in.
PIPE DIA. (Do)= 1.25 ft. dMax= 6 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.0 ft. (min.) APRON THICKNESS= 1.5 x dMax
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 9.0 in.
dso= 0.25 ft. = 3.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
riprapoutlet.xls Page 1

RIP RAP OUTLET PROTECTION
PROJECT NAME: Virginia Foil Park BY: Michael DelVecchio
PROJECT NUMBER: 17000492 DATE: 3/20/23
REV:
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE S.C. STORMWATER
MANAGEMENT AND SEDIMENT CONTROL HANDBOOK FOR LAND DISTURBANCE ACTIVITIES.
ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP _ MINIMUM MIDRANGE MAXIMUM
CLASS (IN) (IN) _ (IN)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
FES# 44 USE CLASS A RIP RAP
DISCHARGE (Q)= 1.04 cfs d50= 4 in.
PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.00 ft. (min.) APRON THICKNESS= 1.5 x dMAx
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 9.0 in.
d50= 0.25 ft. = 3.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
FES # 62 USE CLASS A RIP RAP
DISCHARGE (Q)= 2.73 cfs d50= 4 in.
PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.00 ft. (min.) APRON THICKNESS= 1.5 x dMAx
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 9.0 in.
d50= 0.25 ft. = 3.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
riprapoutlet.xls Page 2

Appendices
3 0
I I „I:.
•
I '•• 11 I 1 i ,I II
90
Outlet W = Do + La •- . mini • '' II Ii co.
pipe I. 1111 mini! 1 "„•
u un.i 1 I ii
diameter (Do) :.. t • Inu ■:11 I 1
unll& .n%ii:11:i
_ . . .. _. . • uIIIII1111 I,�d.ldl'I
. T.ilwater < 0.5D 1•
p _. .�.._ _ ._ _ . - I,. mini Nlil! 1'I:�
...-- O� 1... I liii ,, .!amour llHum ' 1
al`��F, 7C ! 1Isim.. _ I o.i eu'ii it
�� - 1 `..t/l;li 1i •III
':l'IP !•11= Ali
Ppt 60 __ I e:II:dl►/al' ' AM IIII
diAP,I1VJ5115 ''1 -YI1I11I
,L.III'Iil r/ a.1 • 111111
IIIIIIII
\_ _ - I .t- y 0 , °S'II y rn;': 11111111II
�J� 50 _. I '1 K'4 roiIInmmnilltl I
\ ---1 - —I y ,//r r _ I IPdP1IIIII111111I11111
�\\n - --, I I I%��I I y I'iiIhr 111111111111111111111 I
---i - ! -1— I. dllllil11111 11111 11111111111
• II �.' ■111111111111111.11 minima,
4 I y 14 ■iillilIIMMi IIn:nP, 4
,..-- : .-- . .- _ iL11' 'i ce tea: ■�■ umuw eA.,,lil n
I 4.� tir . ■nunlll 'e .WM111'ml
- - Wr _I- •■nmmu i .uu;uIII 11111
_�I -- - - r- �i� - A��I1IIIII1111 IIiilu;ll!u'!:i,,
3 I — -- 1 y .;••I ;�i � - I ■111111111111U/111NI':'dilPA
am. I:����■ ■ uuu 36 nuv: pa uaI'
I me� // �r I 'I—� I rll ISIIU:'id111111;
�rl—_ I ,fi 4 I II=� I I111I11ISr':IAIIK11IW1
20 ■,.- Idoffirar';1111pI11Q1Il:III
irmiiimosimmoduommiiiiiillir� I. 1
LIIIIIII..�I 11. 1 !9' in ��i�r�+= ,.� � ��Ili�l I�� R;7 'w
Etil
wismis - r iiiimil ii _ V ',iipp51. - ,, ,:.:: AlTdirljr yi ---
MEN ■ Mrll�i■ii rallll'il/ill!Illill�i III N
0 PPMr�111111•111111��E=El _.A.: - — �■ -iL�r III11:1111►/II511!11! 111
�-/�/�� __I+JI'811II:II:IIGpi nllll 2
.fir ligli :' rip '. 111111
�� �1 11111':!';'�pllal.: IIIIIIIII 0-
�� I I , '�i•:dP1111�1!111111111 IIIIIIIIal
�� , .__': - I.dP:111151►5i11111Iiiiiii111111 al
M_ } V= % P.! 1 /:AlI:d11111111111111111111111
Ir /_5'i�1�/_ ' YIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII CC
ME IMIN
-- 20 l- I� ��__a�.,i�li '�r/, I ���:J1111111111111111111111111111111 V— • ;m;f� �eilli.� �5'�1- .1—:11111111111111�I111111111111111 0��� 1 11111111111111 111111111111111�6 �"" ' 1um I 1uuun1- I- v=1� � �r ,,f 1111111 IIIIII1 . .. �. .i/-;.r.�' - II I iIII� IIII. 5„
l ll l .L, ,..
I v=I .` d .ce- mill►' ;I;•:.'1 — I
v=5,1, . �: I . 1 .. 1 . I •II. 11 : I Ill;
• I 1 - I I•
:I i. I I I ,... • 1 1 I i I ; I -I ll• I I'
;, � i � !ill'�:�Ili' 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
PE #1 : 10 .59 CFS
Rev.12/93 8.06.3

Appendices
3 0
II 1 i!'•
l •
1111 l• 11 II4
Outlet W = Do + La :hull■ I. II 11 to.
90:. •Pine ' 1 f ' rpm' 1 1 "„ ,
diameter (Do) niii 1 i!'
Mifflin d�'sil;il!i
La —�I 80 1 • mum „ irvirn!m
mum 1.051111
. T.ilwater < 0.5D 1•
i pill Mrdilgli :el
� I IIr di
_ ••,i11Ji=1i{' III
(� __ .. I ,411,111r11 a dim
(. I11 I ,-•fidi1►1aI' .; 'IIIII
P 60 I b/A,IIPJ511i I Milli I
p�tr III -t. �. • I111,11 . , 11111111
�g� IT '- a '1!d S IIIIIIIII
I rni uuuuu
d`\� 111
J� 51 - - I�I 1 _f_ _. _l y //, ' u aaiuiuii 11 it Iiii 1
- - Ele II A'%=�� / r,ilil mm�uuuuullm I
II ..� s \ : � 1. w iI11111111111111111111111111I11
11111111111 1111 IIIIIIU!e,
40 . I , M11111111111111 III!;ills,
}._ I `4r t/; I MI IIIIII IIII 09,,,11111'11 4
1 = ---- I Aa�m� � no mini An,uuruu
i�� I no mini 4 Allrlllll'11111
I -- _ _:� - iIr r _ _U11111111I iii/1u;uiu':;,,
3n !Milli 'ii r;�i ► i� I1111 1111111/1111II 11111A
`� - ^__ 1 % il! III/�it� 1 I �1111111 Ir1IVaAI�ll Ilal'
_ _ i. ��' TIM 1 1o'il'IIICIII!';,Ill
��� �� !1 11�■� I rll1ISI111::41111l;
20 ■■li uu '.— `i i i ii 1.it=.�� 1 tiliiiiira ni uiiini;0
17' u. ■nul._�.I.l� 3
iiifi;iiiii Ir=.Mr P=ice'? �` litii..401keifiiii!,
r lu!' �► ',;111.■ IIIII .�.�I�'io 11.■■I11W. 1fAPai �� III III11.■■IIIII�i� II ■I ■ 'ra �'i IPI"; .I /!7iid I II V' I/ , ry11!II�'. I'
11..■II111 I i " .ill,lllilll I;d
Il..■i1••=El �� �my • or11�imil �' .,.,iii!dl/illdl . 'III N
0 11111111111111111111111111111 li 1 -iLmor /1I1;1111C/11I11:11! •'Ill 2
�'�� II /rS11111:11:11!111i ,dlll U)
11..■III �— • - ' /,�- I/�IIII'11/i1i"'i��IIIIIII
11. ■11111 R`' /� bit" II1:!:':ii:II:IId 111111111 Q-
lui■IIIII ..... -_ y 9 4; 4. , �iG1ir;iir.du11111111 u111111 as
I1.■■IIIII 1�� --- ,I� 0' /r_''i !/iII;,ImsIP I.1111111III111111 Q 11.■ IIII 1 �, _
iiuu III1 I + v 1p - 11� y mil. /u111'd11111111111111111111111
9 •' /_i'��Ir/ i1111111111111111111111111I11111 CC
II B1111111 j I'I ', �1'I�iF I , r MOM . 1111111111.11.111111111111
ii�mini 1=2 •d1 apl+hil1 �p AP/rI1_1 _ 111111111181111I11I11111I o
EliII 15 • .�-�11 ;111�'ll � ��1 I' Iiiulili111 1111111H111111 1 1—
!� Ifl�; k Y=15..• :I s/ ,ipimici�>�miaMi r. �1111I1��i11M11111111111111 7
u!■IUI ' v= 1 ,���= =,�, r 1.,,1 Mi1_;;:III ' • . . ! IIWIII�• IINIIIIII1IIII1i-
•
1v=5 I.
� I 1 • � III • , 11 i 1 1:
.. •, 1 1 i,, ,I i 1 • I i • • I 1 I 1 I 1 ', iI it II,' . .i 'ill 111l
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
FES #25: 21 .53 CFS
Rev.12/93 8.06.3

Appendices
3 0
l ' 1111 I. I II II,
Outlet W = Do + La :min '' II II 43,
90:.
pipe ., ' 1f ' i uiuiu 1 I "* ,
diameter Do - • 1III°II11= '
mum .I `1,;0::11i1
La —� 80 1 uuuon " illin!m
_ . .. _. . . Iuuuw I,�d.nan'I
. T.ilwater < 0.50 1•
p _. .�.. ._ _ . - I, /1111111 ►.I111'1'lil
...-- O 1... I III y "Ammo 1
��al`��l' 7C I n 1 oarlslrll ,il
Ill
'.9dI lips Ill
Ppt 60 _ yli:dluar au I
JA,l!IIJ4Ir5 1 -lIIIIII
o i.u'la r/ a.1 • 111111
�otir III A. + . �!ill�-- , uuun
J�(\�'S0 — -- -1 Il0 -.t_..,4 / 1., i'y rail: ui l
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ii
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3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
FES #42 : 2 .82 CFS
Rev.12/93 8.06.3

Appendices
3 0
II „I,.
l •
1111• I 111 II,
Outlet W = Do + La :11111111 '' II 11 43.
90:.
pipe I ' rpm'in°il I I "„
diameter (Do) niiiiii�i= I
" IIIIIIIr1111 �d!liiiiti
La —� 80 IRE' ., ir;cir;l►.Ir
T.i lwater < 0.500 - .1.._ _ . .- _. rmug N 1=fiC P,;
ti3�, 7C 1nII"I .II,uJ it 1,
��al` 1 II I Ainuar1'ri PIr •I•
Pe •
-- 1 ill',i11►1�111 . u'lill��
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j j ii����� �uuuluw luu unnuP
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1111111r11111111111111105
4 I 1 , rIIIIII111U11 Ip'irN
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21 rr11■� 11•1� i% �'i—� II I Ira tidillu/v:;nirulu,lly■ 3
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2uiiu � __I ; I'I 1�''r' ,'��eIIF'I A��1�■;Ai IYr�~Ii iiiiII IuIIII1111111111 °C
Isi ii' li�i v= 'd0'/rI ��usr�,���i �.�i111i=�ii�iiiiiiiI::fl lliiiiiiiiiiiii Lo
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I v=1161 d .' ri•
I I i I III 10
3 5 10 20 50 100 200 500 1000
Discharge(f13/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
FES #44 : 1 .04 CFS
Rev.12/93 8.06.3

Appendices
3 0
II „I,.
l •
1111 I II II,4
Outlet W = Do + La I huml II I1 ca
90:.
pipe i i:moo I 1 "„
diameter (Do) ii�i= 'I i)
unuunn �n�'sii�la
La —�+ 80 i uuuuu ., ii;cir;l►.m
. T.ilwater < 0.5D0 -. .1.._ _ . . ._ _.- lump N11,/ir.1'I,il
�`� 11111 •.a�irlo,lf slid
...-- ��1, 7C 1...-- III ., .11l./'d'a,' III
��al` III I 051/1;11'I1, IIII
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t)\Pp 60 IIII ,"�A ,I!P'4IP '1 •vn,m
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I •
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I.. 1 • • • • • II
31 5 10 20 50 100 200 500 1000
Discharge(f13/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
FES #62 : 2 .73 CFS
Rev.12/93 8.06.3

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Mar 22 2023
TSD #1
Invert Elev Dn (ft) = 612.00 Calculations
Pipe Length (ft) = 75.00 Qmin (cfs) = 3.77
Slope (%) = 17.33 Qmax (cfs) = 3.77
Invert Elev Up (ft) = 625.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 3.77
No. Barrels = 1 Qpipe (cfs) = 3.77
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.53
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 4.65
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 613.02
HGL Up (ft) = 625.78
Embankment Hw Elev (ft) = 626.05
Top Elevation (ft) = 633.00 Hw/D (ft) = 0.84
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Elev(ft) TSD/1 Hw Depth(ft)
636.00 - 11.00
632.0D - - 7.00
628.00 3.00
624.60 -1.00
620.00 5.00
616.00 -9.00
612.00 - -13.00
608.00 -17.00
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Cirwler Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Mar 22 2023
TSD #2
Invert Elev Dn (ft) = 612.00 Calculations
Pipe Length (ft) = 53.00 Qmin (cfs) = 7.16
Slope (%) = 9.43 Qmax (cfs) = 7.16
Invert Elev Up (ft) = 617.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 7.16
No. Barrels = 1 Qpipe (cfs) = 7.16
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.49
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 5.50
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 613.27
HGL Up (ft) = 618.04
Embankment Hw Elev (ft) = 618.51
Top Elevation (ft) = 620.00 Hw/D (ft) = 1.01
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Bev(ft) TSD la Hw Depth(ft)
621.00 4.00
620.00 3.00
619.00 2.00
impleantrai
610.00 1.00
617.00 0.00
616.00 -1.00
615.00 -2.00
614.00 -3.00
613.00 -4.00
612.00 5.00
611.00 -6.00
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Circular Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Mar 22 2023
TS D #3
Invert Elev Dn (ft) = 608.00 Calculations
Pipe Length (ft) = 33.00 Qmin (cfs) = 1.24
Slope (%) = 6.06 Qmax (cfs) = 1.24
Invert Elev Up (ft) = 610.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 1.24
No. Barrels = 1 Qpipe (cfs) = 1.24
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.41
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 3.23
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 608.84
HGL Up (ft) = 610.44
Embankment Hw Elev (ft) = 610.57
Top Elevation (ft) = 612.00 Hw/D (ft) = 0.45
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Elev(It) T5D#3 Hw Depth(ft)
613.00 3.00
612.00 2.00
611.00 1.00
heat cnitro!
610.00 0.00
-PW'
609.00 -1.00
606.00 -2.00
607.00 -3.00
0 5 10 15 20 25 30 35 40 45 50 55
Circular Culvert HGL Embank
Reach(R)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Mar 22 2023
TSD #4
Invert Elev Dn (ft) = 608.00 Calculations
Pipe Length (ft) = 35.00 Qmin (cfs) = 4.48
Slope (%) = 5.71 Qmax (cfs) = 4.48
Invert Elev Up (ft) = 610.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 4.48
No. Barrels = 1 Qpipe (cfs) = 4.48
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.06
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 5.00
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 609.05
HGL Up (ft) = 610.86
Embankment Hw Elev (ft) = 611.27
Top Elevation (ft) = 612.00 Hw/D (ft) = 1.02
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Elev(It) TSD#4 Hw Depth(ft)
613.00 3.00
612.00 2.00
Inletcontrol
611.00 1.00
610.00 0.00
609.00 -1.00
60900 -2.00
607.00 -100
0 5 10 15 20 25 3D 35 40 45 50 55
Circular Culvert HGL Embank
Reach(R)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Mar 22 2023
TSD #5
Invert Elev Dn (ft) = 609.00 Calculations
Pipe Length (ft) = 40.00 Qmin (cfs) = 17.35
Slope (%) = 7.50 Qmax (cfs) = 17.35
Invert Elev Up (ft) = 612.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 17.35
No. Barrels = 1 Qpipe (cfs) = 17.35
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.95
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6.86
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 610.75
HGL Up (ft) = 613.50
Embankment Hw Elev (ft) = 614.29
Top Elevation (ft) = 618.00 Hw/D (ft) = 1.15
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Elev(ft) TSD#5 Hw Depth(ft)
619.00 1 7.00
617.00 5.00
615.00 3.00
Inlet control
613.00 1.00
611.00 -1.00
609.00 -3.00
607.00 -5.00
0 5 10 15 2D 25 3D 35 17 35 50 55 60
Circular Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Mar 22 2023
TSD #6
Invert Elev Dn (ft) = 595.00 Calculations
Pipe Length (ft) = 48.00 Qmin (cfs) = 13.00
Slope (%) = 8.33 Qmax (cfs) = 13.00
Invert Elev Up (ft) = 599.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 13.00
No. Barrels = 1 Qpipe (cfs) = 13.00
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.69
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6.03
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 596.65
HGL Up (ft) = 600.30
Embankment Hw Elev (ft) = 600.86
Top Elevation (ft) = 602.00 Hw/D (ft) = 0.93
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Bee(ft) TSD/6 Hw Depth(ft)
603.00 4.00
602.00 3.00
601.00 _ w 2.00
600.00 1.00
599.00 0.00
59900 -1.00
597.00 -2.00
596.00 -3.00
595.00 -4.00
594.00 -5.00
0 5 10 15 20 25 30 35 40 46 50 55 60 65 70
Circular Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Mar 22 2023
TSD #7
Invert Elev Dn (ft) = 595.00 Calculations
Pipe Length (ft) = 86.00 Qmin (cfs) = 10.28
Slope (%) = 4.65 Qmax (cfs) = 10.28
Invert Elev Up (ft) = 599.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 10.28
No. Barrels = 1 Qpipe (cfs) = 10.28
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.88
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 5.52
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 596.57
HGL Up (ft) = 600.15
Embankment Hw Elev (ft) = 600.62
Top Elevation (ft) = 602.00 Hw/D (ft) = 0.81
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Bee(ft) TSD 17 Hw Depth(0)
603.00 4.00
602.00 3.00
601.00 _ 2.00
Inlet�ontral -
60D.00 1.00
599.00 0.00
593.00 -1.00
597.00 - -2.00
596.00 -3.00
595.00 -4.00
594.00 -5.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Circular Culvert IIGL Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Mar 22 2023
TSD #8
Invert Elev Dn (ft) = 595.00 Calculations
Pipe Length (ft) = 34.00 Qmin (cfs) = 18.43
Slope (%) = 8.82 Qmax (cfs) = 18.43
Invert Elev Up (ft) = 598.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 18.43
No. Barrels = 1 Qpipe (cfs) = 18.43
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.26
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 7.08
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 596.77
HGL Up (ft) = 599.54
Embankment Hw Elev (ft) = 600.39
Top Elevation (ft) = 602.00 Hw/D (ft) = 1.20
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Elev(ft) TSD#8 Hw Depth(ft)
603.00 5.00
602.00 4.00
601.00 3.00
ntra�-
600.00 2.00
599.00 - 1.00
595.00 0.00
597.00 -1.00
596.00 -2.00
595.00 -3.00
594.00 -4.00
0 5 10 15 20 25 30 35 40 45 50 55
Circular Culvert HGL Embank
Reach(ft)

TEMPORARY DIVERSION DITCH CALCULATIONS
PROJECT NAME: Virginia Foil Park BY: GB
PROJECT NUMBER: 17000492 DATE: 3.20.23
REV
THE FOLLOWING TABLE IS DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA
SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.20
5 Min duration Simplicity value for C assumed
10 Year Intensity Value (i): 7.27 actively graded bare soil: 0.50
(cfs) Q: = C x i x A No Product Necessary is Temporary seeding lined
Temporary Ditch ' Area Elevation Slope Q- Flow
Number (Acers) Length (LF) Product
High/Low % (cfs)
Ditch #1 0.84 360 - 637 3.33 3.053 No Product
625 Necessary
Ditch#2 1.79 291 - 621 - 1.37 6.507 No Product
617 Necessary
Ditch#3 0.31 146 617 4.79 1.127 No Product
610 Necessary
Ditch#4 1.12 290 - 616 - 2.07 4.071 No Product
610 Necessary
Ditch#5 4.34 140 617 - 1.43 15.776 No Product
615 Necessary
Ditch#6 3.25 935 - 614 - 1.60 11.814 No Product
599 Necessary
Ditch#7 2.57 485 603 - 1.24 9.342 No Product
597 Necessary
Ditch#8 4.61 245 — 602 1.63 16.757 No Product
598 Necessary

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Mar 27 2023
Ditch #1
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.58
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 3.050
Total Depth (ft) = 1.50 Area (sqft) = 1.25
Invert Elev (ft) = 625.00 Velocity (ft/s) = 2.43
Slope (%) = 3.33 Wetted Perim (ft) = 3.59
N-Value = 0.054 Crit Depth, Yc (ft) = 0.49
Top Width (ft) = 3.32
Calculations EGL (ft) = 0.67
Compute by: Known Q
Known Q (cfs) = 3.05
Elev (ft) Section Depth (ft)
627.00 - 2.00
•
626.50 - • 1.50
626.00 • 1.00
v
•
625.50 - 0.50
•
•
625.00 • 0.00
•
624.50 -0.50
0 1 2 3 4 5 6 7 8 9
Reach (ft)

3/27/23,2:42 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#1
Name Ditch#1
Discharge 3.05
Channel Slope 0.0333
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.05 cfs 2.49 ft/s 0.57 ft 0.054 4 lbs/ft2 1.19 lbs/ft2 3.37 STABLE --
Vegetation
Underlying Straight 3.05 cfs 2.49 ft/s 0.57 ft 0.054 2.69 Ibs/ft2 0.72 lbs/ft2 3.76 STABLE --
Substrate
https://ecmds.com/project/155963/channel-analysis/242187/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Mar 27 2023
Ditch #2
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.07
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 6.510
Total Depth (ft) = 1.50 Area (sqft) = 3.36
Invert Elev (ft) = 617.00 Velocity (ft/s) = 1.94
Slope (%) = 1.37 Wetted Perim (ft) = 5.79
N-Value = 0.062 Crit Depth, Yc (ft) = 0.71
Top Width (ft) = 5.28
Calculations EGL (ft) = 1.13
Compute by: Known Q
Known Q (cfs) = 6.51
Elev (ft) Section Depth (ft)
619.00 - 2.00
618.50 1.50
v
618.00 - 1.00
617.50 0.50
617.00 0.00
616.50 -0.50
0 1 2 3 4 5 6 7 8 9
Reach (ft)

3/27/23,2:49 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#2
Name Ditch#2
Discharge 6.51
Channel Slope 0.0137
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 6.51 cfs 1.95 ft/s 1.07 ft 0.062 4 lbs/ft2 0.91 lbs/ft2 4.39 STABLE --
Vegetation
Underlying Straight 6.51 cfs 1.95 ft/s 1.07 ft 0.062 3.61 Ibs/ft2 0.49 Ibs/ft2 7.31 STABLE --
Substrate
https://ecmds.com/project/155963/channel-analysis/242190/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Mar 27 2023
Ditch #3
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.33
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 1.130
Total Depth (ft) = 1.50 Area (sqft) = 0.55
Invert Elev (ft) = 610.00 Velocity (ft/s) = 2.06
Slope (%) = 4.79 Wetted Perim (ft) = 2.48
N-Value = 0.056 Crit Depth, Yc (ft) = 0.29
Top Width (ft) = 2.32
Calculations EGL (ft) = 0.40
Compute by: Known Q
Known Q (cfs) = 1.13
Elev (ft) Section Depth (ft)
612.00 - 2.00
611.50 - 1.50
611.00 1.00
610.50 0.50
v
610.00 0.00
609.50 -0.50
0 1 2 3 4 5 6 7 8 9
Reach (ft)

3/27/23,2:52 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#3
Name Ditch#3
Discharge 1.127
Channel Slope 0.0479
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.13 cfs 2.12 ft/s 0.32 ft 0.056 4 lbs/ft2 0.97 lbs/ft2 4.14 STABLE --
Vegetation
Underlying Straight 1.13 cfs 2.12 ft/s 0.32 ft 0.056 2.9 Ibs/ft2 0.65 Ibs/ft2 4.46 STABLE --
Substrate
https://ecmds.com/project/155963/channel-analysis/242191/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Mar 27 2023
Ditch #4
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.78
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 4.070
Total Depth (ft) = 1.50 Area (sqft) = 2.00
Invert Elev (ft) = 610.00 Velocity (ft/s) = 2.04
Slope (%) = 2.07 Wetted Perim (ft) = 4.49
N-Value = 0.060 Crit Depth, Yc (ft) = 0.56
Top Width (ft) = 4.12
Calculations EGL (ft) = 0.84
Compute by: Known Q
Known Q (cfs) = 4.07
Elev (ft) Section Depth (ft)
612.00 - 2.00
611.50 - 1.50
611.00 \ / 1.00
v
610.50 0.50
610.00 0.00
609.50 -0.50
0 1 2 3 4 5 6 7 8 9
Reach (ft)

3/27/23,2:56 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#4
Name Ditch#4
Discharge 4.071
Channel Slope 0.0207
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 4.07 cfs 2.1 ft/s 0.77 ft 0.059 4 lbs/ft2 0.99 Ibs/ft2 4.04 STABLE
Vegetation
Underlying Straight 4.07 cfs 2.1 ft/s 0.77 ft 0.059 3.24 Ibs/ft2 0.57 Ibs/ft2 5.73 STABLE
Substrate
https://ecmds.com/project/155963/channel-analysis/242194/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Mar 27 2023
Ditch #5
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.48
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 15.78
Total Depth (ft) = 1.50 Area (sqft) = 5.86
Invert Elev (ft) = 610.00 Velocity (ft/s) = 2.69
Slope (%) = 1.43 Wetted Perim (ft) = 7.62
N-Value = 0.055 Crit Depth, Yc (ft) = 1.09
Top Width (ft) = 6.92
Calculations EGL (ft) = 1.59
Compute by: Known Q
Known Q (cfs) = 15.78
Elev (ft) Section Depth (ft)
612.00 - 2.00
611.50 - 1.50
611.00 1.00
\ = /
610.50 0.50
610.00 0.00
609.50 -0.50
0 1 2 3 4 5 6 7 8 9
Reach (ft)

3/27/23,2:59 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#5
Name Ditch#5
Discharge 15.776
Channel Slope 0.0143
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 15.78 cfs 2.72 ft/s 1.47 ft 0.055 4 lbs/ft2 1.31 lbs/ft2 3.05 STABLE --
Vegetation
Underlying Straight 15.78 cfs 2.72 ft/s 1.47 ft 0.055 2.79 Ibs/ft2 0.68 Ibs/ft2 4.09 STABLE
Substrate
https://ecmds.com/project/155963/channel-analysis/242197/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Mar 27 2023
Ditch #6
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.28
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 11.81
Total Depth (ft) = 1.50 Area (sqft) = 4.56
Invert Elev (ft) = 599.00 Velocity (ft/s) = 2.59
Slope (%) = 1.60 Wetted Perim (ft) = 6.72
N-Value = 0.055 Crit Depth, Yc (ft) = 0.95
Top Width (ft) = 6.12
Calculations EGL (ft) = 1.38
Compute by: Known Q
Known Q (cfs) = 11.81
Elev (ft) Section Depth (ft)
601.00 - 2.00
600.50 1.50
v
600.00 1.00
599.50 0.50
599.00 0.00
598.50 -0.50
0 1 2 3 4 5 6 7 8 9
Reach (ft)

3/27/23,3:01 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#6
Name Ditch#6
Discharge 11.814
Channel Slope 0.016
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 11.81 cfs 2.63 ft/s 1.27 ft 0.055 4 lbs/ft2 1.27 lbs/ft2 3.15 STABLE --
Vegetation
Underlying Straight 11.81 cfs 2.63 ft/s 1.27 ft 0.055 2.83 Ibs/ft2 0.67 lbs/ft2 4.21 STABLE --
Substrate
https://ecmds.com/project/155963/channel-analysis/242200/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Mar 27 2023
Ditch #7
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.27
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 9.342
Total Depth (ft) = 1.50 Area (sqft) = 4.50
Invert Elev (ft) = 597.00 Velocity (ft/s) = 2.08
Slope (%) = 1.24 Wetted Perim (ft) = 6.68
N-Value = 0.061 Crit Depth, Yc (ft) = 0.85
Top Width (ft) = 6.08
Calculations EGL (ft) = 1.34
Compute by: Known Q
Known Q (cfs) = 9.34
Elev (ft) Section Depth (ft)
599.00 2.00
598.50 1.50
v
598.00 1.00
597.50 0.50
597.00 0.00
596.50 -0.50
0 1 2 3 4 5 6 7 8 9
Reach (ft)

3/27/23,3:04 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#7
Name Ditch#7
Discharge 9.342
Channel Slope 0.0124
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 9.34 cfs 2.08 ft/s 1.27 ft 0.061 4 lbs/ft2 0.98 lbs/ft2 4.08 STABLE --
Vegetation
Underlying Straight 9.34 cfs 2.08 ft/s 1.27 ft 0.061 3.48 Ibs/ft2 0.52 Ibs/ft2 6.69 STABLE --
Substrate
https://ecmds.com/project/155963/channel-analysis/242202/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Mar 27 2023
Ditch #8
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.44
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 16.76
Total Depth (ft) = 1.50 Area (sqft) = 5.59
Invert Elev (ft) = 598.00 Velocity (ft/s) = 3.00
Slope (%) = 1.63 Wetted Perim (ft) = 7.44
N-Value = 0.052 Crit Depth, Yc (ft) = 1.13
Top Width (ft) = 6.76
Calculations EGL (ft) = 1.58
Compute by: Known Q
Known Q (cfs) = 16.76
Elev (ft) Section Depth (ft)
600.00 2.00
599.50 1.50
599.00 1.00
598.50 0.50
598.00 0.00
597.50 -0.50
0 1 2 3 4 5 6 7 8 9
Reach (ft)

3/27/23,2:40 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Ditch#8
Name Ditch#8
Discharge 16.76
Channel Slope 0.0163
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 16.76 cfs 3 ft/s 1.44 ft 0.052 4 lbs/ft2 1.46 Ibs/ft2 2.73 STABLE
Vegetation
Underlying Straight 16.76 cfs 3 ft/s 1.44 ft 0.052 2.55 Ibs/ft2 0.76 Ibs/ft2 3.34 STABLE
Substrate
https://ecmds.com/project/155963/channel-analysis/242186/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 01
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 0.59
Side Slopes (z:1) = 5.00, 5.00 Q (cfs) = 1.870
Total Depth (ft) = 1.00 Area (sqft) = 4.10
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.46
Slope (%) = 5.00 Wetted Perim (ft) = 10.02
N-Value = 0.400 Crit Depth, Yc (ft) = 0.18
Top Width (ft) = 9.90
Calculations EGL (ft) = 0.59
Compute by: Known Q
Known Q (cfs) = 1.87
Elev (ft) Section Depth (ft)
102.00 - 2.00
101.50 - 1.50
101.00 1.00
/
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 01
Name Permanent Swale 01
Discharge 1.87
Channel Slope 0.05
Channel Bottom Width 4
Left Side Slope 5
Right Side Slope 5
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.87 cfs 0.46 ft/s 0.59 ft 0.4 4 lbs/ft2 1.84 lbs/ft2 2.18 STABLE
Vegetation
Underlying Straight 1.87 cfs 0.46 ft/s 0.59 ft 0.4 4 lbs/ft2 1.27 lbs/ft2 3.14 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 02
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.82
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 2.820
Total Depth (ft) = 2.00 Area (sqft) = 4.48
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.63
Slope (%) = 6.67 Wetted Perim (ft) = 8.19
N-Value = 0.400 Crit Depth, Yc (ft) = 0.28
Top Width (ft) = 7.92
Calculations EGL (ft) = 0.83
Compute by: Known Q
Known Q (cfs) = 2.82
Elev (ft) Section Depth (ft)
103.00 - 3.00
102.50 2.50
102.00 2.00
101.50 1.50
101.00 - 1.00
v
100.50 - 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 02
Name Permanent Swale 02
Discharge 2.82
Channel Slope 0.0667
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2.82 cfs 0.64 ft/s 0.81 ft 0.4 4 lbs/ft2 3.38 lbs/ft2 1.18 STABLE --
Vegetation
Underlying Straight 2.82 cfs 0.64 ft/s 0.81 ft 0.4 4 lbs/ft2 2.26 lbs/ft2 1.77 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 03
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 1.64
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 8.140
Total Depth (ft) = 2.00 Area (sqft) = 14.63
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.56
Slope (%) = 2.20 Wetted Perim (ft) = 14.37
N-Value = 0.400 Crit Depth, Yc (ft) = 0.45
Top Width (ft) = 13.84
Calculations EGL (ft) = 1.64
Compute by: Known Q
Known Q (cfs) = 8.14
Elev (ft) Section Depth (ft)
103.00 - 3.00
102.50 2.50
102.00 2.00
101.50 1.50
101.00 - 1.00
100.50 - 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 03
Name Permanent Swale 03
Discharge 8.14
Channel Slope 0.022
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 8.14 cfs 0.56 ft/s 1.75 ft 0.4 4 lbs/ft2 2.41 lbs/ft2 1.66 STABLE
Vegetation
Underlying Straight 8.14 cfs 0.56 ft/s 1.75 ft 0.4 4 lbs/ft2 1.41 lbs/ft2 2.83 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 04
Trapezoidal Highlighted
Bottom Width (ft) = 8.00 Depth (ft) = 1.01
Side Slopes (z:1) = 3.00, 7.00 Q (cfs) = 4.930
Total Depth (ft) = 2.00 Area (sqft) = 13.18
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.37
Slope (%) = 1.60 Wetted Perim (ft) = 18.34
N-Value = 0.400 Crit Depth, Yc (ft) = 0.22
Top Width (ft) = 18.10
Calculations EGL (ft) = 1.01
Compute by: Known Q
Known Q (cfs) = 4.93
Elev (ft) Section Depth (ft)
103.00 - 3.00
102.50 2.50
102.00 2.00
101.50 1.50
101.00 1.00
100.50 - 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 04
Name Permanent Swale 04
Discharge 4.93
Channel Slope 0.016
Channel Bottom Width 8
Left Side Slope 3
Right Side Slope 7
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 4.93 cfs 0.38 ft/s 1.01 ft 0.4 4 lbs/ft2 1 lbs/ft2 3.98 STABLE
Vegetation
Underlying Straight 4.93 cfs 0.38 ft/s 1.01 ft 0.4 4 lbs/ft2 0.72 lbs/ft2 5.59 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 05
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.67
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 0.770
Total Depth (ft) = 0.80 Area (sqft) = 3.36
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.23
Slope (%) = 1.10 Wetted Perim (ft) = 7.24
N-Value = 0.400 Crit Depth, Yc (ft) = 0.13
Top Width (ft) = 7.02
Calculations EGL (ft) = 0.67
Compute by: Known Q
Known Q (cfs) = 0.77
Elev (ft) Section Depth (ft)
101.00 - 1.00
100.75 0.75
VP100.50 0.50
100.25 0.25
100.00 0.00
99.75 -0.25
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 05
Name Permanent Swale 05
Discharge 0.77
Channel Slope 0.011
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.77 cfs 0.23 ft/s 0.66 ft 0.4 4 lbs/ft2 0.46 lbs/ft2 8.78 STABLE --
Vegetation
Underlying Straight 0.77 cfs 0.23 ft/s 0.66 ft 0.4 4 lbs/ft2 0.32 lbs/ft2 12.67 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 06
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.67
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 0.770
Total Depth (ft) = 0.80 Area (sqft) = 3.36
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.23
Slope (%) = 1.10 Wetted Perim (ft) = 7.24
N-Value = 0.400 Crit Depth, Yc (ft) = 0.13
Top Width (ft) = 7.02
Calculations EGL (ft) = 0.67
Compute by: Known Q
Known Q (cfs) = 0.77
Elev (ft) Section Depth (ft)
101.00 - 1.00
100.75 0.75
VP100.50 0.50
100.25 0.25
100.00 0.00
99.75 -0.25
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 06
Name Permanent Swale 06
Discharge 0.77
Channel Slope 0.011
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.77 cfs 0.23 ft/s 0.66 ft 0.4 4 lbs/ft2 0.46 lbs/ft2 8.78 STABLE --
Vegetation
Underlying Straight 0.77 cfs 0.23 ft/s 0.66 ft 0.4 4 lbs/ft2 0.32 lbs/ft2 12.67 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 07
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.63
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 0.770
Total Depth (ft) = 0.80 Area (sqft) = 3.08
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.25
Slope (%) = 1.40 Wetted Perim (ft) = 6.98
N-Value = 0.400 Crit Depth, Yc (ft) = 0.13
Top Width (ft) = 6.78
Calculations EGL (ft) = 0.63
Compute by: Known Q
Known Q (cfs) = 0.77
Elev (ft) Section Depth (ft)
101.00 1.00
100.75 - 0.75
v
100.50 0.50
100.25 0.25
100.00 0.00
99.75 -0.25
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 07
Name Permanent Swale 07
Discharge 0.77
Channel Slope 0.014
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.77 cfs 0.25 ft/s 0.62 ft 0.4 4 lbs/ft2 0.54 lbs/ft2 7.34 STABLE --
Vegetation
Underlying Straight 0.77 cfs 0.25 ft/s 0.62 ft 0.4 4 lbs/ft2 0.38 lbs/ft2 10.47 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 08
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.63
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 0.770
Total Depth (ft) = 0.80 Area (sqft) = 3.08
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.25
Slope (%) = 1.40 Wetted Perim (ft) = 6.98
N-Value = 0.400 Crit Depth, Yc (ft) = 0.13
Top Width (ft) = 6.78
Calculations EGL (ft) = 0.63
Compute by: Known Q
Known Q (cfs) = 0.77
Elev (ft) Section Depth (ft)
101.00 1.00
100.75 - 0.75
v
100.50 0.50
100.25 0.25
100.00 0.00
99.75 -0.25
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 08
Name Permanent Swale 08
Discharge 0.77
Channel Slope 0.014
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.77 cfs 0.25 ft/s 0.62 ft 0.4 4 lbs/ft2 0.54 lbs/ft2 7.34 STABLE --
Vegetation
Underlying Straight 0.77 cfs 0.25 ft/s 0.62 ft 0.4 4 lbs/ft2 0.38 lbs/ft2 10.47 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 09
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.63
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 0.770
Total Depth (ft) = 0.80 Area (sqft) = 3.08
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.25
Slope (%) = 1.40 Wetted Perim (ft) = 6.98
N-Value = 0.400 Crit Depth, Yc (ft) = 0.13
Top Width (ft) = 6.78
Calculations EGL (ft) = 0.63
Compute by: Known Q
Known Q (cfs) = 0.77
Elev (ft) Section Depth (ft)
101.00 1.00
100.75 - 0.75
v
100.50 0.50
100.25 0.25
100.00 0.00
99.75 -0.25
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 09
Name Permanent Swale 09
Discharge 0.77
Channel Slope 0.014
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.77 cfs 0.25 ft/s 0.62 ft 0.4 4 lbs/ft2 0.54 lbs/ft2 7.34 STABLE --
Vegetation
Underlying Straight 0.77 cfs 0.25 ft/s 0.62 ft 0.4 4 lbs/ft2 0.38 lbs/ft2 10.47 STABLE
Substrate

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jun 22 2023
Permanent Swale 10
Trapezoidal Highlighted
Bottom Width (ft) = 51.00 Depth (ft) = 0.57
Side Slopes (z:1) = 50.00, 50.00 Q (cfs) = 9.720
Total Depth (ft) = 1.00 Area (sqft) = 45.31
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.21
Slope (%) = 1.07 Wetted Perim (ft) = 108.01
N-Value = 0.400 Crit Depth, Yc (ft) = 0.11
Top Width (ft) = 108.00
Calculations EGL (ft) = 0.57
Compute by: Known Q
Known Q (cfs) = 9.72
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 1.50
•
101.00 / — 1.00
100.50 — 0.50
100.00 0.00
99.50 -0.50
0 20 40 60 80 100 120 140 160 180 200
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Swale 10
Name Permanent Swale 10
Discharge 9.72
Channel Slope 0.0107
Channel Bottom Width 51
Left Side Slope 50
Right Side Slope 50
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 9.72 cfs 0.22 ft/s 0.57 ft 0.4 4 lbs/ft2 0.38 lbs/ft2 10.54 STABLE --
Vegetation
Underlying Straight 9.72 cfs 0.22 ft/s 0.57 ft 0.4 4 lbs/ft2 0.28 lbs/ft2 14.31 STABLE
Substrate

Wet Detention Basin Worksheet
Basin ID: SCM#1
Project Name: Mt.Pleasant Park
Project#: 17000492
Designer: M. DelVecchio b e n e s c h
Date: 1.11.23
Rev:
DESIGNED PER 01-03-2017 MINIMUM DESIGN CRITERIA
Basin Drainage Area Summary _
Impervious Area: 2.65 ac
Pervious Area: 1.59 ac
Off-Site Impervious Area: 0.00 ac
Off-Site Pervious Area: 0.00 ac
Future Impervious Area: 0.00 ac
Future Pervious Area 0.00 ac
Total Area: 4.24 ac
Percent Impervious: 62.50%
Assumed Average Depth of Permanent Pool: 4.00 ft
Calculate the Minimum Required Surface Area for the Permanent Pool(based on NCDEQ)
Basin Designed for Mtn/Piedmont Region
Table 1.1 Surface Area to Drainage Area(SA/DA).Taken from NCDEQ,2017
%IMP.Cover PERMANENT POOL AVERAGE DEPTH (ft.)
3.00 4.00 5.00 6.00 7.00 8.00
10% 0.51 0.43 0.37 0.30 0.27 0.25
20% 0.84 0.69 0.61 0.51 0.44 0.40
30% 1.17 0.81 0.84 0.72 0.61 0.56
40% 1.51 1.22 1.09 0.91 0.78 0.71
50% 1.79 1.47 1.31 1.13 0.95 0.87
60% 2.09 1.73 1.49 1.31 1.12 1.03
70% 2.51 2.04 1.80 1.56 1.34 1.17
80% 2.92 2.36 2.07 1.82 1.62 1.40
90% 3.25 2.64 2.31 2.04 1.84 1.59
Pool Depth Imp Cover SA/DA @ 3' SA/DA @ 4' SA/DA @ 3.60' See next sheet for calculation of actual avg.depth
Lower Value: 3.00' 60.00% 2.09 1.73 1.87
Actual Value: 3.60' 62.50% X X X
Upper Value: 4.00' 70.00% 2.51 2.04 2.23
X= 2.2 1.81 1.96
Surface Area Min.: 0.08 ac or 3,628.07 st (SA/DA x Drainage Area)

Calculate the Average Depth and Design Volume of Basin from Proposed Contours
Assumed Elev.Of Permanent Pool: 611.50
Basin Permanent Pool Stage/Storage
Elev. Forebay Area Main Pool Total Area Avg.Total Main Pool Forebay Total Accumul.
_ Area Area Accumul.Vol. Accumul.Vol. Vol.
607 .00 sf 1,645.00 sf 1,645.00 sf .00 sf .00 cf .00 cf .00 cf
608 297.00 sf 2,153.00 sf 2,450.00 sf 2,047.50 sf 1,899.00 cf .00 cf 1,899.00 cf
609 659.00 sf 2,723.00 sf 3,382.00 sf 2,916.00 sf 4,337.00 cf 478.00 cf 4,815.00 cf
610 655.00 sf 3,359.00 sf 4,014.00 sf 3,698.00 sf 7,378.00 cf 1,135.00 cf 8,513.00 cf
611 878.00 sf 4,067.00 sf 4,945.00 sf 4,479.50 sf 11,091.00 cf 1,901.50 cf 12,992.50 cf
611.5 1,207.00 sf 5,237.00 sf 6,444.00 sf 5,694.50 sf 13,417.00 cf 2,422.75 cf 15,839.75 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
_ Basin Detention Stage/Storage Above Permanent Pool Elevation
Elev. Contour Area _ Vol. _ Accumul.Vol.
611.50 6,444.00 sf 6,444.00 sf 3,222.00 sf .00 cf .00 cf
612.00 8,017.00 sf 8,017.00 sf 7,230.50 sf 3,615.25 cf 3,615.25 cf
613 9,590.00 sf 9,590.00 sf 8,803.50 sf 8,803.50 cf 12,418.75 cf
614 11,222.00 sf 11,222.00 sf 10,406.00 sf 10,406.00 cf 22,824.75 cf
615 12,910.00 sf 12,910.00 sf 12,066.00 sf 12,066.00 cf 34,890.75 cf
616 14,655.00 sf 14,655.00 sf 13,782.50 sf 13,782.50 cf 48,673.25 cf
.00 sf .00 sf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf
Provided Surface Area of Main Pool: 5,237.00 sf
Req'd Surface Area of Main Pool: 3,628.07 sf
Actual Greater Than Req'd-Acceptable
Total Volume of Main Pool: 13,417.00 cf
Average Depth of Main Pool: 3.60'
Avg.Depth is Acceptable and is Greater Than The Assumed Depth
7 A,o 5,e �� i A o e +A o o 7 De nth Main Pool Area: 5,237-sf
do„ = 0.25 x 1+ r n.i"di + h ich p h f4E d x P Bott.Shelf Area: 4,067-sf
Are,myool ,j v 2 Abolished' ,j Bottom Area: 1,645.00 sf
NOTE: Min.Avg.Depth Allowed is 3', Max.Avg. Depth is 9' Depth: 4.50
Compute Forebay Volume 18.06%
NOTE: Volume in Forebay Must Be Between 15%and 20%of Volume in the Main Pool

Determine The Volume & Elevation of The Temporary Water Quality Pool
Determine the Runoff Coefficient(Rv)for the 1.0" Rainfall.
POST R,=0.05+0.9 x(I)
I= 62.50% R„= 0.61
Determine the Water Quality Volume(WQv)
WQv=Design Rainfall x Rv x Drainage Area
Design Rainfall is 1.0"Inch
Rv is 0.61 WQv= 9,427.11 cf
Drainage Area is 4.24 Acres
WQv= 1.0"x 0.61 x 4.24
Determine the Elevation of the WQv
Elev. Vol.Above Perm.
Pool
Highest Elev.Below WQv 612.00 3,615.25 cf
X 9,427.11 cf
Estimated WQv Elev. 613.00 12,418.75 cf
Area of WQv WQv Provided
Min.WQv Elev.: 612.66 WQv Elev. Used: 613.16 9,590-cf 12,419-cf
Temporary WQv Pool Depth: 1.66 ft Recommended WQv Elev.Should be
0.5'Above Min. WQv Elev.

Determine The Release Rate for the Water Quality Pool
Compute Water Quality Volume Release Rate
Estimated Orifice Dia.: 1.50 in
Orifice Eq. Q=ca(2gh)^1/2 c= 0.62
Draw-down Time=WQv Vol./Q a= 0.0123 sf
Note:Head(h)is taken as 1/3 actual g= 32.17 ft/s
Orifice Invert Assumed at Perm.Pool Elev. h= 0.53'
Q= 0.04 cfs
Draw-down Time:58.80 hrs CHECK WITH ROUTING
Draw-down Time should be 2 to 5 days Acceptable
Wet Extended Detention Basin Summary
6'Littoral Shelf
WQv ELEV.612.66
PERM POOL ELEV.611.5
OUTFLOW PIPE
BOTTOM OF POND 607
Add'I 1'of Sediment Storage
Elevation= 606.00

Wet Detention Basin Worksheet
Basin ID: Wetpond#2
Project Name: Mt.Pleasant Park
Project#: 17000492
Designer: M. DelVecchio b e n e s c h
Date: 1.11.23
Rev:
DESIGNED PER 01-03-2017 MINIMUM DESIGN CRITERIA
Basin Drainage Area Summary
Impervious Area: 6.75 ac
Pervious Area: 8.67 ac
Off-Site Impervious Area: 0.00 ac
Off-Site Pervious Area: 0.00 ac
Future Impervious Area: 0.00 ac
Future Pervious Area 0.00 ac
Total Area: 15.42 ac
Percent Impervious: 43.77%
Assumed Average Depth of Permanent Pool: 5.00 ft
Calculate the Minimum Required Surface Area for the Permanent Pool(based on NCDEQ)
Basin Designed for Mtn/Piedmont Region
Table 1.1 Surface Area to Drainage Area(SA/DA).Taken from NCDEQ,2017
%IMP.Cover PERMANENT POOL AVERAGE DEPTH (ft.)
3.00 4.00 5.00 6.00 7.00 8.00
10% 0.51 0.43 0.37 0.30 0.27 0.25
20% 0.84 0.69 0.61 0.51 0.44 0.40
30% 1.17 0.81 0.84 0.72 0.61 0.56
40% 1.51 1.22 1.09 0.91 0.78 0.71
50% 1.79 1.47 1.31 1.13 0.95 0.87
60% 2.09 1.73 1.49 1.31 1.12 1.03
70% 2.51 2.04 1.80 1.56 1.34 1.17
80% 2.92 2.36 2.07 1.82 1.62 1.40
90% 3.25 2.64 2.31 2.04 1.84 1.59
Pool Depth Imp Cover SA/DA @ 4' SA/DA @ 5' SA/DA @ 4.67' See next sheet for calculation of actual avg.depth
Lower Value: 4.00' 40.00% 1.22 1.09 1.13
Actual Value: 4.67' 43.77% X X X
Upper Value: 5.00' 50.00% 1.47 1.31 1.36
X= 1.31 1.17 1.22
Surface Area Min.: 0.19 ac or 8,166.03 st (SA/DA x Drainage Area)

Calculate the Average Depth and Design Volume of Basin from Proposed Contours
Assumed Elev.Of Permanent Pool: 591.50
LBasin Permanent Pool Stage/Storage
Elev. Forebay Area Main Pool Total Area Avg.Total Main Pool Forebay Total Accumul.
Area Area Accumul.Vol. Accumul.Vol. Vol.
586 .00 sf 3,994.00 sf 3,994.00 sf .00 sf .00 cf .00 cf .00 cf
587 489.00 sf 4,654.00 sf 5,143.00 sf 4,568.50 sf 4,324.00 cf .00 cf 4,324.00 cf
588 747.00 sf 5,339.00 sf 6,086.00 sf 5,614.50 sf 9,320.50 cf 618.00 cf 9,938.50 cf
589 1,031.00 sf 6,050.00 sf 7,081.00 sf 6,583.50 sf 15,015.00 cf 1,507.00 cf 16,522.00 cf
590 1,339.00 sf 6,786.00 sf 8,125.00 sf 7,603.00 sf 21,433.00 cf 2,692.00 cf 24,125.00 cf
591 1,673.00 sf 7,546.00 sf 9,219.00 sf 8,672.00 sf 28,599.00 cf 4,198.00 cf 32,797.00 cf
591.5 2,279.00 sf 8,661.00 sf 10,940.00 sf 10,079.50 sf 32,650.75 cf 5,186.00 cf 37,836.75 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
Basin Detention Stage/Storage Above Permanent Pool Elevation
Elev. Contour Area _ Vol. _ Accumul.Vol.
591.50 10,940.00 sf 10,940.00 sf 5,470.00 sf .00 cf .00 cf
592.00 13,147.00 sf 13,147.00 sf 12,043.50 sf 6,021.75 cf 6,021.75 cf
593 14,729.00 sf 14,729.00 sf 13,938.00 sf 13,938.00 cf 19,959.75 cf
594 16,368.00 sf 16,368.00 sf 15,548.50 sf 15,548.50 cf 35,508.25 cf
595 18,063.00 sf 18,063.00 sf 17,215.50 sf 17,215.50 cf 52,723.75 cf
596 19,815.00 sf 19,815.00 sf 18,939.00 sf 18,939.00 cf 71,662.75 cf
597 21,623.00 sf 21,623.00 sf 20,719.00 sf 20,719.00 cf 92,381.75 cf
598 23,488.00 sf 23,488.00 sf 22,555.50 sf 22,555.50 cf 114,937.25 cf
599 25,409.00 sf 25,409.00 sf 24,448.50 sf 24,448.50 cf 139,385.75 cf
600 27,387.00 sf 27,387.00 sf 26,398.00 sf 26,398.00 cf 165,783.75 cf
Provided Surface Area of Main Pool: 8,661.00 sf
Req'd Surface Area of Main Pool: 8,166.03 sf
Actual Greater Than Req'd-Acceptable
Total Volume of Main Pool: 32,650.75 cf
Average Depth of Main Pool: 4.67'
Avg.Depth is Acceptable and is Greater Than The Assumed Depth
7 A,o 5,e �� i A o e +A o o 7 De nth Main Pool Area: 8,661-sf
do„ = 0.25 x 1+ r n.i rl + h ich p h f4E d x P Bott.Shelf Area: 7,546-sf
Are,myool ,j v 2 Abolished' ,j Bottom Area: 3,994.00 sf
NOTE: Min.Avg.Depth Allowed is 3', Max.Avg. Depth is 9' Depth: 5.50
Compute Forebay Volume 15.88%
NOTE: Volume in Forebay Must Be Between 15%and 20%of Volume in the Main Pool

Determine The Volume & Elevation of The Temporary Water Quality Pool
Determine the Runoff Coefficient(Rv)for the 1.0" Rainfall.
POST R,=0.05+0.9 x(I)
I= 43.77% R„= 0.44
Determine the Water Quality Volume(WQv)
WQv=Design Rainfall x Rv x Drainage Area
Design Rainfall is 1.0"Inch
Rv is 0.44 WQv= 24,850.98 cf
Drainage Area is 15.42 Acres
WQv= 1.0"x 0.44 x 15.42
Determine the Elevation of the WQv
Elev. Vol.Above Perm.
Pool
Highest Elev.Below WQv 593.00 19,959.75 cf
X 24,850.98 cf
Estimated WQv Elev. 594.00 35,508.25 cf
Area of WQv WQv Provided
Min.WQv Elev.: 593.31 WQv Elev. Used: 593.50 14,729-cf 19,960-cf
Temporary WQv Pool Depth: 2.00 ft Recommended WQv Elev.Should be
0.5'Above Min. WQv Elev.

Determine The Release Rate for the Water Quality Pool
Compute Water Quality Volume Release Rate
Estimated Orifice Dia.: 2.00 in
Orifice Eq. Q=ca(2gh)^1/2 c= 0.62
Draw-down Time=WQv Vol./Q a= 0.0218 sf
Note:Head(h)is taken as 1/3 actual g= 32.17 ft/s
Orifice Invert Assumed at Perm.Pool Elev. h= 0.64'
Q= 0.09 cfs
Draw-down Time:79.59 hrs CHECK WITH ROUTING
Draw-down Time should be 2 to 5 days Acceptable
Wet Extended Detention Basin Summary
6'Littoral Shelf
WQv ELEV.593.31
PERM POOL ELEV.591.5
OUTFLOW PIPE
BOTTOM OF POND 586
Add'I 1'of Sediment Storage
Elevation= 585.00

SECTION 4
Storm Water Detention and Water Quality Design

Hydraflow Table of Contents 492 Wet Pond Detention_2 Basins_Artificial Turf Fields.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
10 - Year
Summary Report 1
Hydrograph Reports 2
Hydrograph No. 1, SCS Runoff, DA-1 PRE 2
Hydrograph No. 2, SCS Runoff, DA-2 PRE 3
Hydrograph No. 4, SCS Runoff, DA-1 POST 4
Hydrograph No. 5, Reservoir, THRU BASIN 1 5
Pond Report - Pond #1 6
Hydrograph No. 7, SCS Runoff, DA-2 POST 7
Hydrograph No. 8, Reservoir, THRU BASIN 2 8
Pond Report - Pond #2 9
Hydrograph No. 10, SCS Runoff, DA-3 UNDETAINED (North) 10
Hydrograph No. 11, SCS Runoff, DA-4 UNDETAINED (South) 11
Hydrograph No. 14, Combine, Post Condition - North 12
25 - Year
Summary Report 13
Hydrograph Reports 14
Hydrograph No. 1, SCS Runoff, DA-1 PRE 14
Hydrograph No. 2, SCS Runoff, DA-2 PRE 15
Hydrograph No. 4, SCS Runoff, DA-1 POST 16
Hydrograph No. 5, Reservoir, THRU BASIN 1 17
Hydrograph No. 7, SCS Runoff, DA-2 POST 18
Hydrograph No. 8, Reservoir, THRU BASIN 2 19
Hydrograph No. 10, SCS Runoff, DA-3 UNDETAINED (North) 20
Hydrograph No. 11, SCS Runoff, DA-4 UNDETAINED (South) 21
Hydrograph No. 14, Combine, Post Condition - North 22
50 - Year
Summary Report 23
Hydrograph Reports 24
Hydrograph No. 1, SCS Runoff, DA-1 PRE 24
Hydrograph No. 2, SCS Runoff, DA-2 PRE 25
Hydrograph No. 4, SCS Runoff, DA-1 POST 26
Hydrograph No. 5, Reservoir, THRU BASIN 1 27
Hydrograph No. 7, SCS Runoff, DA-2 POST 28
Hydrograph No. 8, Reservoir, THRU BASIN 2 29
Hydrograph No. 10, SCS Runoff, DA-3 UNDETAINED (North) 30
Hydrograph No. 11, SCS Runoff, DA-4 UNDETAINED (South) 31
Hydrograph No. 14, Combine, Post Condition - North 32
100 - Year
Summary Report 33
Hydrograph Reports 34
Hydrograph No. 1, SCS Runoff, DA-1 PRE 34
Hydrograph No. 2, SCS Runoff, DA-2 PRE 35
Hydrograph No. 4, SCS Runoff, DA-1 POST 36
Hydrograph No. 5, Reservoir, THRU BASIN 1 37

Contents continued... 492 Wet Pond Detention_2 Basins_Artificial Turf Fields.gpw
Hydrograph No. 7, SCS Runoff, DA-2 POST 38
Hydrograph No. 8, Reservoir, THRU BASIN 2 39
Hydrograph No. 10, SCS Runoff, DA-3 UNDETAINED (North) 40
Hydrograph No. 11, SCS Runoff, DA-4 UNDETAINED (South) 41
Hydrograph No. 14, Combine, Post Condition - North 42

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 35.89 2 726 116,650 DA-1 PRE
2 SCS Runoff 14.25 2 736 68,696 DA-2 PRE
4 SCS Runoff 18.69 2 722 53,289 DA-1 POST
5 Reservoir 6.675 2 736 51,721 4 614.20 25,213 THRU BASIN 1
7 SCS Runoff 57.78 2 722 162,172 DA-2 POST
8 Reservoir 20.92 2 736 157,828 7 595.81 68,790 THRU BASIN 2
10 SCS Runoff 18.42 2 722 52,838 DA-3 UNDETAINED(North)
11 SCS Runoff 1.795 2 736 9,093 DA-4 UNDETAINED(South)
14 Combine 39.03 2 728 262,387 5,8, 10, Post Condition-North
492 Wet Pond Detention_2 Basins_Artificial Tlf felt ltdf3' ¢l: 10 Year Friday, 03/24/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 1
DA-1 PRE
Hydrograph type = SCS Runoff Peak discharge = 35.89 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 116,650 cuft
Drainage area = 17.960 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.90 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-1 PRE
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - \-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 2
DA-2 PRE
Hydrograph type = SCS Runoff Peak discharge = 14.25 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 68,696 cuft
Drainage area = 11.170 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 35.30 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-2 PRE
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 4
DA-1 POST
Hydrograph type = SCS Runoff Peak discharge = 18.69 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 53,289 cuft
Drainage area = 4.240 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.50 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-1 POST
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
21.00 I I 21.00
18.00 18.00
15.00 - - 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 5
THRU BASIN 1
Hydrograph type = Reservoir Peak discharge = 6.675 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 51,721 cuft
Inflow hyd. No. = 4 - DA-1 POST Max. Elevation = 614.20 ft
Reservoir name = Pond #1 Max. Storage = 25,213 cuft
Storage Indication method used.
THRU BASIN 1
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 25,213 cuft

Pond Report 6
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Pond No. 1 - Pond#1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=611.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 611.50 6,461 0 0
0.50 612.00 8,017 3,612 3,612
1.50 613.00 9,590 8,791 12,403
2.50 614.00 11,222 10,394 22,797
3.50 615.00 12,910 12,055 34,852
4.50 616.00 14,655 13,772 48,624
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 1.50 0.00 0.00 Crest Len(ft) = 14.00 2.00 0.00 0.00
Span(in) = 15.00 1.50 0.00 0.00 Crest El.(ft) = 614.50 613.16 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 611.50 611.50 0.00 0.00 Weir Type = Rect Rect --- ---
Length(ft) = 35.00 2.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.00 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
5.00 1 616.50
4.00 615.50
3.00 614.50
2.00 613.50
1.00 612.50
•
0.00 I 611.50
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00
Total Q Discharge(cfs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 7
DA-2 POST
Hydrograph type = SCS Runoff Peak discharge = 57.78 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 162,172 cuft
Drainage area = 15.420 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.50 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-2 POST
Q (cfs) Hyd. No. 7-- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 ' 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 8
THRU BASIN 2
Hydrograph type = Reservoir Peak discharge = 20.92 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 157,828 cuft
Inflow hyd. No. = 7 - DA-2 POST Max. Elevation = 595.81 ft
Reservoir name = Pond #2 Max. Storage = 68,790 cuft
Storage Indication method used.
THRU BASIN 2
Q (cfs) Hyd. No. 8-- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 8 Hyd No. 7 1111111 Total storage used = 68,790 cuft

Pond Report 9
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Pond No. 2 - Pond#2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=591.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 591.50 14,183 0 0
0.50 592.00 13,147 6,830 6,830
1.50 593.00 14,729 13,929 20,759
2.50 594.00 16,368 15,540 36,299
3.50 595.00 18,063 17,207 53,506
4.50 596.00 19,815 18,930 72,436
5.50 597.00 21,623 20,710 93,147
6.50 598.00 23,488 22,547 115,693
7.50 599.00 25,409 24,440 140,133
8.50 600.00 27,387 26,389 166,522
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.00 0.00 0.00 Crest Len(ft) = 14.00 2.00 0.00 0.00
Span(in) = 24.00 2.00 0.00 0.00 Crest El.(ft) = 597.50 593.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 591.50 591.50 0.00 0.00 Weir Type = Rect Rect --- ---
Length(ft) = 65.00 2.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.00 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
10.00 601.50
8.00 599.50
6.00 597.50
4.00 595.50
2.00 593.50
0.00 591.50
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Total Q Discharge(cfs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 10
DA-3 UNDETAINED (North)
Hydrograph type = SCS Runoff Peak discharge = 18.42 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 52,838 cuft
Drainage area = 7.680 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-3 UNDETAINED (North)
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 11
DA-4 UNDETAINED (South)
Hydrograph type = SCS Runoff Peak discharge = 1.795 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 9,093 cuft
Drainage area = 1.780 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.30 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-4 UNDETAINED (South)
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 — IIIIIIIIIII \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 14
Post Condition - North
Hydrograph type = Combine Peak discharge = 39.03 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 262,387 cuft
Inflow hyds. = 5, 8, 10 Contrib. drain. area = 7.680 ac
Post Condition - North
Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs)
40.00 I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 5 Hyd No. 8 Hyd No. 10

13
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 50.43 2 724 161,024 DA-1 PRE
2 SCS Runoff 20.38 2 736 95,423 DA-2 PRE
4 SCS Runoff 23.18 2 722 66,740 DA-1 POST
5 Reservoir 8.912 2 734 65,157 4 614.64 30,474 THRU BASIN 1
7 SCS Runoff 73.89 2 722 208,334 DA-2 POST
8 Reservoir 27.18 2 736 203,958 7 596.69 86,739 THRU BASIN 2
10 SCS Runoff 25.49 2 722 72,074 DA-3 UNDETAINED(North)
11 SCS Runoff 2.692 2 736 12,982 DA-4 UNDETAINED(South)
14 Combine 54.88 2 726 341,189 5,8, 10, Post Condition-North
492 Wet Pond Detention_2 Basins_Artificial Tlf felt ltdf3' ¢l: 25 Year Friday, 03/24/2023

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 1
DA-1 PRE
Hydrograph type = SCS Runoff Peak discharge = 50.43 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 161,024 cuft
Drainage area = 17.960 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.90 min
Total precip. = 6.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-1 PRE
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
60.00 60.00
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 2
DA-2 PRE
Hydrograph type = SCS Runoff Peak discharge = 20.38 cfs
Storm frequency = 25 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 95,423 cuft
Drainage area = 11.170 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 35.30 min
Total precip. = 6.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-2 PRE
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
__
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 4
DA-1 POST
Hydrograph type = SCS Runoff Peak discharge = 23.18 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 66,740 cuft
Drainage area = 4.240 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.50 min
Total precip. = 6.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-1 POST
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 5
THRU BASIN 1
Hydrograph type = Reservoir Peak discharge = 8.912 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 65,157 cuft
Inflow hyd. No. = 4 - DA-1 POST Max. Elevation = 614.64 ft
Reservoir name = Pond #1 Max. Storage = 30,474 cuft
Storage Indication method used.
THRU BASIN 1
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 30,474 cuft

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 7
DA-2 POST
Hydrograph type = SCS Runoff Peak discharge = 73.89 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 208,334 cuft
Drainage area = 15.420 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.50 min
Total precip. = 6.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-2 POST
Q (cfs) Hyd. No. 7--25 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 8
THRU BASIN 2
Hydrograph type = Reservoir Peak discharge = 27.18 cfs
Storm frequency = 25 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 203,958 cuft
Inflow hyd. No. = 7 - DA-2 POST Max. Elevation = 596.69 ft
Reservoir name = Pond #2 Max. Storage = 86,739 cuft
Storage Indication method used.
THRU BASIN 2
Q (cfs) Hyd. No. 8--25 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 7 1111111 Total storage used = 86,739 cuft

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 10
DA-3 UNDETAINED (North)
Hydrograph type = SCS Runoff Peak discharge = 25.49 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 72,074 cuft
Drainage area = 7.680 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 6.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-3 UNDETAINED (North)
Q (cfs) Hyd. No. 10--25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 I 16.00
12.00 12.00
8.00 8.00
4.00 4.00
J
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 11
DA-4 UNDETAINED (South)
Hydrograph type = SCS Runoff Peak discharge = 2.692 cfs
Storm frequency = 25 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 12,982 cuft
Drainage area = 1.780 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.30 min
Total precip. = 6.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-4 UNDETAINED (South)
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 \ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 14
Post Condition - North
Hydrograph type = Combine Peak discharge = 54.88 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 341,189 cuft
Inflow hyds. = 5, 8, 10 Contrib. drain. area = 7.680 ac
Post Condition - North
Q (cfs) Hyd. No. 14--25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
I _
0.00 — �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 5 Hyd No. 8 Hyd No. 10

23
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 62.86 2 724 198,723 DA-1 PRE
2 SCS Runoff 25.57 2 736 118,204 DA-2 PRE
4 SCS Runoff 26.76 2 722 77,637 DA-1 POST
5 Reservoir 9.970 2 734 76,043 4 615.00 34,895 THRU BASIN 1
7 SCS Runoff 86.89 2 722 246,147 DA-2 POST
8 Reservoir 30.92 2 736 241,750 7 597.40 102,262 THRU BASIN 2
10 SCS Runoff 31.41 2 722 88,315 DA-3 UNDETAINED(North)
11 SCS Runoff 3.464 2 736 16,344 DA-4 UNDETAINED(South)
14 Combine 65.88 2 726 406,108 5,8, 10, Post Condition-North
492 Wet Pond Detention_2 Basins_Artificial Tlf felt ltdf3' ¢l: 50 Year Friday, 03/24/2023

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 1
DA-1 PRE
Hydrograph type = SCS Runoff Peak discharge = 62.86 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 198,723 cuft
Drainage area = 17.960 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.90 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-1 PRE
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
70.00 70.00
60.00 ( 60.00
50.00 50.00
40.00 40.00
30.00 30.00
I I
20.00 20.00
10.00 10.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 2
DA-2 PRE
Hydrograph type = SCS Runoff Peak discharge = 25.57 cfs
Storm frequency = 50 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 118,204 cuft
Drainage area = 11.170 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 35.30 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-2 PRE
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 4
DA-1 POST
Hydrograph type = SCS Runoff Peak discharge = 26.76 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 77,637 cuft
Drainage area = 4.240 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.50 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-1 POST
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
-----'j ."."------ '
0.00 — — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 5
THRU BASIN 1
Hydrograph type = Reservoir Peak discharge = 9.970 cfs
Storm frequency = 50 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 76,043 cuft
Inflow hyd. No. = 4 - DA-1 POST Max. Elevation = 615.00 ft
Reservoir name = Pond #1 Max. Storage = 34,895 cuft
Storage Indication method used.
THRU BASIN 1
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 34,895 cuft

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 7
DA-2 POST
Hydrograph type = SCS Runoff Peak discharge = 86.89 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 246,147 cuft
Drainage area = 15.420 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.50 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-2 POST
Q (cfs) Hyd. No. 7-- 50 Year Q (cfs)
90.00 90.00
80.00 80.00
I
I
70.00 _____ 70.00
60.00 I 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 . - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 8
THRU BASIN 2
Hydrograph type = Reservoir Peak discharge = 30.92 cfs
Storm frequency = 50 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 241,750 cuft
Inflow hyd. No. = 7 - DA-2 POST Max. Elevation = 597.40 ft
Reservoir name = Pond #2 Max. Storage = 102,262 cuft
Storage Indication method used.
THRU BASIN 2
Q (cfs) Hyd. No. 8-- 50 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 7 1111111 Total storage used = 102,262 cuft

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 10
DA-3 UNDETAINED (North)
Hydrograph type = SCS Runoff Peak discharge = 31.41 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 88,315 cuft
Drainage area = 7.680 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-3 UNDETAINED (North)
Q (cfs) Hyd. No. 10--50 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
_ II
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 11
DA-4 UNDETAINED (South)
Hydrograph type = SCS Runoff Peak discharge = 3.464 cfs
Storm frequency = 50 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 16,344 cuft
Drainage area = 1.780 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.30 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-4 UNDETAINED (South)
Q (cfs) Hyd. No. 11 --50 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - N.-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 14
Post Condition - North
Hydrograph type = Combine Peak discharge = 65.88 cfs
Storm frequency = 50 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 406,108 cuft
Inflow hyds. = 5, 8, 10 Contrib. drain. area = 7.680 ac
Post Condition - North
Q (cfs) Hyd. No. 14--50 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
I
ai
20.00 20.00
10.00 10.00
J�
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 5 Hyd No. 8 Hyd No. 10

33
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 76.06 2 724 239,015 DA-1 PRE
2 SCS Runoff 31.10 2 736 142,606 DA-2 PRE
4 SCS Runoff 30.43 2 722 88,911 DA-1 POST
5 Reservoir 10.59 2 736 87,308 4 615.36 39,778 THRU BASIN 1
7 SCS Runoff 100.29 2 722 285,559 DA-2 POST
8 Reservoir 35.29 2 736 281,144 7 598.10 118,078 THRU BASIN 2
10 SCS Runoff 37.65 2 722 105,599 DA-3 UNDETAINED(North)
11 SCS Runoff 4.295 2 736 19,980 DA-4 UNDETAINED(South)
14 Combine 76.27 2 724 474,050 5,8, 10, Post Condition-North
492 Wet Pond Detention_2 Basins_Artificial Tabrtileltdf3' ¢I: 100 Year Friday, 03/24/2023

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 1
DA-1 PRE
Hydrograph type = SCS Runoff Peak discharge = 76.06 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 239,015 cuft
Drainage area = 17.960 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.90 min
Total precip. = 7.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-1 PRE
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
80.00 I 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - ~ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 2
DA-2 PRE
Hydrograph type = SCS Runoff Peak discharge = 31.10 cfs
Storm frequency = 100 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 142,606 cuft
Drainage area = 11.170 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 35.30 min
Total precip. = 7.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-2 PRE
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
35.00 35.00
30.00 1 30.00
25.00 25.00
II
20.00 20.00
15.00 15.00
I
10.00 10.00
5.00 5.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 4
DA-1 POST
Hydrograph type = SCS Runoff Peak discharge = 30.43 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 88,911 cuft
Drainage area = 4.240 ac Curve number = 86
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.50 min
Total precip. = 7.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-1 POST
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 •
25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - - ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 5
THRU BASIN 1
Hydrograph type = Reservoir Peak discharge = 10.59 cfs
Storm frequency = 100 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 87,308 cuft
Inflow hyd. No. = 4 - DA-1 POST Max. Elevation = 615.36 ft
Reservoir name = Pond #1 Max. Storage = 39,778 cuft
Storage Indication method used.
THRU BASIN 1
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 39,778 cuft

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 7
DA-2 POST
Hydrograph type = SCS Runoff Peak discharge = 100.29 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 285,559 cuft
Drainage area = 15.420 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.50 min
Total precip. = 7.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-2 POST
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 I 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 8
THRU BASIN 2
Hydrograph type = Reservoir Peak discharge = 35.29 cfs
Storm frequency = 100 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 281,144 cuft
Inflow hyd. No. = 7 - DA-2 POST Max. Elevation = 598.10 ft
Reservoir name = Pond #2 Max. Storage = 118,078 cuft
Storage Indication method used.
THRU BASIN 2
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 7 1111111 Total storage used = 118,078 cuft

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 10
DA-3 UNDETAINED (North)
Hydrograph type = SCS Runoff Peak discharge = 37.65 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 105,599 cuft
Drainage area = 7.680 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.40 min
Total precip. = 7.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-3 UNDETAINED (North)
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 11
DA-4 UNDETAINED (South)
Hydrograph type = SCS Runoff Peak discharge = 4.295 cfs
Storm frequency = 100 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 19,980 cuft
Drainage area = 1.780 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.30 min
Total precip. = 7.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA-4 UNDETAINED (South)
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - I �� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,03/24/2023
Hyd. No. 14
Post Condition - North
Hydrograph type = Combine Peak discharge = 76.27 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 474,050 cuft
Inflow hyds. = 5, 8, 10 Contrib. drain. area = 7.680 ac
Post Condition - North
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 5 Hyd No. 8 Hyd No. 10

SECTION 5
Drainage Area Maps

mo E o
01 CV
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\\\ 567E-65-2566(REMAINING) \
f/ ChA �;
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VICINITY MAP-N.T.S. 7 \ _ BOTTOM BANK
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BANK \ �� �� �- \ \WILLIAM E.FOILCREEK /,� / ��/ Seals:
TRACT FOUR,D8.1391E PG.190 ,� / \ _� `\_ `, `_- -` — / �,�_ \\\56]0-35-]604(REMAINING) /� \ ChA _ _��/ \ - / OFFCREEKANKTO BANK \ LIFE E re�N."CARI;"•.,,
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CN = 6 (78% GRASS, 21%WOODS, <I% IMPERVIOUS ChA, GeB2& BaD SOILS)
,i ,- — ___ --- ---._ NEED \ ChA Corp.NC License:F-1320
TOP OF BANK r - _ _- /
(NO CONNECTING PIPE '�' - -- _ \\ \ \ \ \ - - / / /l v\ Tc = 26.7 M I N
TO DRAIN OBSERVED) / -- - _ --_ -_--- --_ __ \ ` �_
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\ BaD
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]2 CONCRETE -- i / / eti �1
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5670-34-19
i -- / // SOILS BOUNDARY / / 0 r0
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5670-34-1665 12"RCF_ \ - -
/ INV: 63]_311/ - -
\ DA-2 PRE
/ /
TOTAL AREA = I I.17 AC
REFORMED 34 ' CN = 65 (87%GRASS, 10%WOODS, 3% IMPERVIOUS GeB2 & BaD SOILS) GeB2 \
/ DB.6152 PG.1_ \ •
CHRISTINE SUE MILES
56J0 34 3406 Tc = 23.2 MIN/
DB.10621 PG.164
/
FIELD
5670-43-4452 /
/ \ FEED // /
/
/ \
\ \ GeB2 _- ROGER LEE JOHNSON
_ AND WIFE,CHRISTIE
/ / ` / HALLIE JOHNSON
OB.670-4 PG.312
5670-43-4305
/
/ LUTHERAN CHURCH OF
/ _ - \ THE HOLY TRINITY, \ BETTY McCLURE and Her Son, \ Project No: 17.000492
MOUNT PLEASANT, \ ANDREW J.SCHEIB WARREN Mand He \
\ NORTH CAROLINA MB,5 PG.30 \ DB.673 PG.240 Date: 05.15.2023
EIGHTH&NINTH TRACTS, \ DB. 3 PG.308 \ 5670-43-1235 \ /
LUTHERAN CHURCH OF DB.2385 PG.256 5670-33-8348
\ \
5670-33-5716
THE HOLY TRINITY, Revisions:
MOUNT PLEASANT,
/ NORTH CAR TRACTS, \ \ Q Addendum 06.06.23
/ FOURTH,FIFTH& \
SEVENTH \ \ \
DB.2385 PG.256 \
/ \ 5670-34-3000 \ \ \
✓ / 1NN\ \ \ \ \ ,,
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\ / \ \
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Sheet Title:
\ 81' m Pre Development
/ \
v vF., / / \ \\ ��r Drainage Map
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s Know what's below.
g v v Call before you dig.
(441!.
s / / v A NORTH
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DA-3 POST(NORTH) \ i
TOTAL AREA = 9.42 AC — C a
-, \ \� CN = 68 .f.,
�_, � / l�\ Tc = SMIN \ \
�� ��\ IX,DBM E.F01L \ \ _
��\ TRACT SIX,DB.13910 PG.190 \ A
/i !- \\\ 5670-65-2566(REMAINING) \
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��' = BOTTOM BANK \ \
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f �� I _ �-- \ \ 1_ ` ` TOP BANK ` \
�i- �� / —_\ \ \` - OF CREEK i- VIRGINIA E.FOIL
DB.59] PG.10 \
TOP BANK � l _� 1l f `� \ 56]0-65-2566(REMAINING) \ Seals:
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TRACT FOUR,DB.13910 PG.190 ` \ ,...........,„,
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—
__ _ _ __ _ / ROGER LEE JOHNSON
- -_ __ - - -- AND WIFE,CHRISTIE
-- HALLIE JOHNSON
DB.107391 PG.312
/
5670-43-4305
Project No: 17.000492
/ LUTHE RAN HOLY TRINITY,ITYCH�F
Date: 05.15.2023
- -
\ MOUNT PLEASANT, TIME OF CONCENTRATION iEIB \ BETTY McCLURE and Her Son,
DA-4 POST(SOUTH) 30 WARREN PG 24E Revisions:
\ NORTH CAROLINA FLOW PATH \ DB.673 PG.240
EIGHTH&NINTH TRACTS, 5670-43-1235
LUTHERAN CHURCH OF \ DB.2385 PG.256 (TVP) = 4808 \ \ Q Addendum2 06.06.23
THE HOLY TRINITY, 56]0-33-5]i6 \ 7
/ NORTH
MOUNT PLEASANT, TOTAL AREA = I.78 AC
;� FOURTH,FIFTH SE \ \ CN - 61 -
SEVENTH TRACTS, \ / \ \
/ \ D 56708 34 P300056 L
\ \ \\ \
\ ', Tc = 5 MIN
d
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Sheet Title:
\ 810 Post Development
•
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\ 50 0 25 50 100
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\ /
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4 v.,w o,3� \�\ TRACT SIX,DB.13910 PG.190 \
• ChA \\� 5670-65-2566(REMAINING) \
\ \ .0
/ N� \�\ BOTTOM BANK \
OF CREEK
,ren mx I ����� / - ! \ `1 ,_�_�_� TOP BANK \ \
/ OF CREEK
_ a- NRGINIA E.FOIL
�� 1 f 56]0-65-2566(REMAINING) \TOP BANK \_� �\ `� \ \ ,
WIR,DB E.FOIL OF CREEK e� / __ /_ \ \
TRACT FOUR,DB.13910 PG.190 \ \_`\t ChA `�\
56]0-35-]604(REMAINING) r '� r �- _
VICINITY MAP-N.T.S. \ _\ -
BANK \
BOTTOM BANK lU//- / DI 47A �J \ `! �- i OF CREEK_ BOTTOM �K \ LIFE ES"
OF CREEK
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I' A
_ GeB2 .---!
ROGER LEE JOHNSON
/ _ - - -- -- -_ - --- __. __ __ -- _ AND WIFE,CHRISTIE
HALLIE JOHNSON
/ \ / 9B.107391 PG.312
5670-43-4305
/
LUTHERAN CHURCH OF
// - - \ MOUNT
PLEASALY INT, \ ANDREW J.SCHEIB \ BETTY MCCLURE and Her Son, \
THE
WARREN MCCLURE \
\ NORTH NINTH
TRACTS,
MB.5 PG.30 \ DB.673 PG.240 \INA
EIGHTH&NINTH TRACTS, \ DB.15226 PG.308 \ 5670-43-1235
LURIERAN CHURCH OF \ DB.2385 PG.256 56]0-33-8348
THE HOLY TRINITY, 56]0-33-5]16
MOUNT PLEASANT, \
/ NORTH CAROLINA
P/ FOURTH,FIFTH& \
SEVENTH TRACTS, \ \ \ / Project No: 17.000492
DB.2385 PG.256
/ N / 56]0-34-3000 \\ \ \ Date: 05.15.2023
\ Revisions:
/
QAddendum 2 06.06.23
\
\ )
\ \
ti
yo •
\ \
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n / /
\ \ \ Sheet Title:
v 81i . t
Component
16 1 / / ��j Development
g \ \ \ Know wharsbelow.
Drainage Map
g /
�'. Call before you dig.
NORTH
s / \ Sheet No: P1
0
V so 0 25 50 00
i , \ \\`,....,...,.. \ SCALE:1"=50' D

SECTION 6
Appendix

Virginia Eury Foil Athletic Complex and Library
ii ii Approximate Project
Site Boundary
_WALNUT ST
UP
Mt Pleasant --
Town Hall
• wADE S.
•
/
E IRA/VKI/NST
STgTfRD �
2/22/2023, 9:19:58AM 1:9,028
0 0.05 0.1 0.2 mi
' 1
0 0.1 0.2 0.4 km
USGS The National Map: National Boundaries Dataset, 3DEP Elevation
Program, Geographic Names Information System, National Hydrography
USGS
2021 USGS

2/22/23,9:34AM Cabarrus County Property Report
lf,'' Milt 10^, . , ',/
fJMill �; . ,," .i ce # 7
111111 -wit,
lik
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R .4._ ..14-.147..&.- 14-14.,,,,1 4,..„Li-ill ARi.iiiiam-—..k
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, -, Site Boundary t
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https://location.cabarruscounty.us/mapcabarrus/ r 1/2

NOAA Atlas 14,Volume 2,Version 3
0,oFeo Location name: Mount Pleasant, North Carolina, r-A•�
S.
v v. USA* s nun
• .4:, • Latitude:35.4015°,Longitude:-80.4306°
IliElevation:616.89 ft** p
"'tea source:ESRI Maps k'*,�.T*
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
-
1 2 5 10 25 50 100 200 500 1000
5-min 0.402 0.474 0.552 0.606 0.667 0.708 0.745 0.776 0.809 1 0.832
(0.370-0.436) (0.437-0.517) (0.508-0.601) (0.556-0.658) (0.609-0.723) (0.643-0.767) (0.674-0.806) (0.699-0.841) (0.723-0.878) (0.737-0.903)
I10-m i n I 0.642 0.758 0.884 0.970 1.06 1.13 1.18 1.23 1.28 1.31
L (0.592-0.696) (0.700-0.826) (0.813-0.962) (0.890-1.05) (0.971-1.15) (1.02-1.22) (1.07-1.28) (1.11-1.33) (1.14-1.39) (1.16-1.42)
15-min 0.802 0.953 1.12 1.23 1.35 1.43 1.50 1.55 1.61 1.64
(0.739-0.870) (0.879-1.04) (1.03-1.22) (1.13-1.33) (1.23-1.46) (1.30-1.55) (1.35-1.62) (1.40-1.68) (1.44-1.75) I (1.46-1.79)
30-min 1.10 1.32 1.59 1.78 2.00 2.15 2.29 2.42 2.56 2.66
(1.01-1.19) (1.22-1.44) (1.46-1.73) (1.63-1.93) (1.82-2.16) (1.95-2.33) (2.07-2.48) (2.17-2.62) (2.29-2.78) 1 (2.36-2.89)
60-min 1.37 1.65 2.04 2.31 2.66 2.91 3.16 3.39 3.68 3.89
(1.26-1.49) (1.52-1.80) (1.87-2.22) (2.12-2.51) (2.43-2.88) (2.65-3.16) (2.85-3.42) (3.05-3.67) (3.29-3.99) (3.45-4.22) ,
2-hr 1.59 1.92 2.38 2.73 3.17 3.50 3.83 4.14 4.56 4.86
(1.45-1.73) (1.75-2.10) (2.17-2.61) (2.48-2.97) (2.87-3.46) (3.16-3.81) (3.43-4.17) (3.69-4.52) (4.01-4.97) r(4.25-5.32)
3-hr 1.69 2.05 2.55 2.94 3.45 3.85 4.25 4.65 I 5.19 5.61
(1.55-1.85) (1.87-2.24) (2.34-2.79) (2.68-3.20) (3.13-3.76) (3.47-4.19) (3.81-4.61) (4.14-5.05) (4.56-5.64) (4.88-6.11)
6-hr 2.05 2.48 3.09 3.57 4.21 4.71 5.22 5.74 6.45 7.00
(1.88-2.25) (2.27-2.71) (2.82-3.38) (3.25-3.89) (3.80-4.58) (4.23-5.12) (4.66-5.68) (5.08-6.24) (5.63-7.01) (6.04-7.62)
12-hr 2.44 2.95 3.70 4.29 5.10 5.75 6.42 7.12 8.08 8.85
(2.24-2.66) (2.70-3.22) (3.39-4.04) (3.92-4.69) (4.62-5.54) (5.17-6.24) (5.72-6.95) (6.27-7.69) (7.00-8.71) r(7.56-9.55)
24-hr 2.90 3.50 4.39 5.09 6.04 6.80 7.58 8.38 9.48 10.3
(2.69-3.13) (3.25-3.79) (4.07-4.75) (4.71-5.50) (5.57-6.53) (6.26-7.35) (6.95-8.19) (7.66-9.06) (8.63-10.3) (9.39-11.2)
2-day 3.40 4.09 5.10 5.89 6.96 7.82 8.69 I 9.58 10.8 11.8
(3.15-3.66) (3.80-4.42) (4.73-5.50) (5.45-6.35) (6.43-7.50) (7.20-8.43) (7.98-9.37) (8.78-10.3) (9.85-11.7) (10.7-12.8)
3-day 3.61 4.33 5.37 6.19 7.31 8.19 9.10 10.0 11.3 12.3
(3.35-3.88) (4.02-4.66) (4.98-5.78) (5.73-6.65) (6.74-7.85) (7.54-8.81) (8.36-9.78) I (9.19-10.8) (10.3-12.2) (11.2-13.3)
4-day 3.81 4.57 5.64 6.49 7.65 8.57 9.51 10.5 11.8 12.9
(3.55-4.09) (4.25-4.91) (5.24-6.05) (6.01-6.96)_ (7.06-8.20) (7.89-9.19) (8.74-10.2) (9.60-11.2) (10.8-12.7) (11.7-13.8)
7-day 4.38 5.23 6.36 7.27 8.51 I 9.51 10.5 11.6 13.0 14.1(4.11-4.68) (4.90-5.58) (5.97-6.79) (6.80-7.76) (7.95-9.08) (8.85-10.1) (9.76-11.2) (10.7-12.3) (12.0-13.9) (13.0-15.1)J
10-day 5.02 5.97 7.17 8.12 9.39 10.4 11.4 12.4 13.8 14.9
(4.72-5.34) (5.60-6.34) (6.73-7.63) (7.61-8.63) (8.78-9.98) J (9.70-11.0) (10.6-12.1) (11.6-13.2) (12.8-14.7) (13.8-15.9)
20-day 6.74 7.95 9.38 10.5 12.0 13.2 14.4 15.7 17.3 18.6
(6.37-7.10) (7.52-8.38) (8.87-9.89) (9.94-11.1) (11.3-12.7) (12.5-13.9) (13.5-15.2) (14.7-16.5) (16.1-18.3) (17.3-19.7)
30-day I 8.27 9.74 11.3 12.5 14.2 15.4 16.6 17.9 19.5 20.8
1 (7.85-8.72) (9.23-10.2) (10.7-11.9) (11.9-13.2) (13.4-14.9) (14.5-16.2) (15.7-17.5) (16.8-18.8) 1 (18.3-20.6) 1 (19.4-22.0)
45-day 10.4 12.2 14.0 15.3 17.0 18.4 19.7 20.9 22.6 23.8
(9.98-10.9) (11.7-12.8) (13.3-14.6) (14.6-16.0) (16.2-17.8) (17.4-19.2) (18.6-20.5) (19.8-21.9) (21.3-23.6) (22.4-25.0)
60-day 12.4 14.5 16.4 17.9 19.8 21.2 22.5 23.9 25.6 26.9
(12.0-13.0) (13.9-15.1) (15.7-17.1) (17.1-18.6) (18.9-20.6) (20.2-22.1) (21.5-23.5) (22.7-24.9) (24.3-26.8) (25.5-28.2)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.4015°, Longitude: -80.4306°
30 I 1 I I I 1 1 I
Average recurrence
25 interval
(years)
— 100
-, 20•
0 —
'E .E •E •E •E L L L L L r0 r0 �0 N 40 l0 l0 4
0 40
� N f11 lb •N � � �� � � �
fl O0 UI M O r-I N N A 4 I'- O N OIrl Cr OD
Duration
30 r
25 -
c
r 20 _ Duration
a
v — 5-min — 2-day
c 15 — 10-min — 3-day
o
�, 15-min — 4-day
a — 30-min — 7-day
G 10 • 4 -H:tTHrT:
— 12-hr — 50-day
0 I- i 1 I I I 1 I - 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT): Fri Aug 12 13:06:14 2022
Back to Top
Maps & aerials
Small scale terrain

t fir
10
j=111
Lar a scale terrain
• •
Bristol
'J
CIty• o 0
-:' Winston-Sal em
• • Durham
Greensboro •
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Mitchell 4 • 9
•Asheville NORTH I: AROLINA
•Char�otte Fayetteville•
•Greenville i ±
100km AROLINA Wilmir
..16 60mi �,
Large scale map
port Bristol
r.
j Johnson City
inston-e\aiem o Greensboro Dartiam
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Asheville imams VP I North
Carolina
arl itte
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o.
Greenville
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100km
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Large scale aerial

aRorS_,.Bri st of
•
Johnson Ci
Winston-Salem
Greensboro Durham
Raleig
Asheville
• North
Carolin a
•
Charlotte
Fayettevill
Greenville
111
•
•
100km _
60mi
IJmbia
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questions@ noaa.gov
Disclaimer

2/22/23,9:07 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
°° Location name: Mt Pleasant,North Carolina,USA* ''''''°`°
i If a Latitude:35.4019°,Longitude: -80.4296° i nonn I
E
. Elevation:621.82 ft**
Fos RES o p`�u *source:ESRI Maps "t,,, ^rc�.'�
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.82 5.69 6.62 7.27 8.00 8.50 8.94 9.31 9.71 9.98
(4.44-5.23) (5.24-6.20) (6.10-7.21) (6.67-7.90) (7.31-8.68) (7.72-9.20) (8.09-9.67) (8.39-10.1) (8.68-10.5) (8.84-10.8)
10-min 3.85 4.55 5.30 5.82 6.38 6.77 7.10 7.38 7.68 7.86
(3.55-4.18) (4.20-4.96) (4.88-5.77) (5.34-6.31) (5.83-6.91) (6.14-7.33) (6.42-7.69) (6.65-8.00) (6.86-8.34) (6.97-8.53)
15-min 3.21 3.81 4.47 4.90 5.39 5.71 5.98 6.21 6.44 6.58
(2.96-3.48) (3.52-4.16) (4.12-4.87) (4.50-5.32) (4.92-5.84) (5.19-6.18) (5.41-6.48) (5.59-6.73) (5.76-7.00) (5.83-7.14)
30-min 2.20 2.63 3.18 3.55 3.99 4.30 4.58 4.83 5.13 5.33
(2.03-2.39) (2.43-2.87) (2.92-3.46) (3.26-3.86) (3.65-4.32) (3.91-4.66) (4.14-4.96) (4.35-5.24) (4.58-5.57) (4.72-5.78)
60-min 1.37 1.65 2.04 2.31 2.66 2.91 3.16 3.39 3.68 3.89
(1.26-1.49) (1.52-1.80) (1.87-2.22) (2.12-2.51) (2.43-2.88) (2.65-3.16) (2.85-3.42) (3.05-3.67) (3.29-3.99) (3.45-4.22)
2-hr 0.793 0.960 1.19 1.36 1.59 1.75 1.92 2.07 2.28 2.43
(0.726-0.867) (0.877-1.05) (1.09-1.30) (1.24-1.49) I (1.44-1.73) (1.58-1.91) (1.72-2.09) (1.84-2.26) (2.01-2.49) (2.12-2.66)
3-hr 0.564 0.681 0.850 0.978 1.15 1.28 1.41 1.55 1.73 1.87
(0.517-0.617) (0.624-0.746) (0.778-0.930) (0.891-1.07) (1.04-1.25) (1.16-1.40) (1.27-1.54) (1.38-1.68) (1.52-1.88) (1.62-2.04)
6-hr 0.343 0.413 0.516 0.596 0.702 0.787 f 0.872 0.958 1.08 1.17
(0.314-0.376) (0.379-0.453) (0.471-0.564) (0.542-0.650) (0.635-0.764) (0.707-0.856)j(0.778-0.948) (0.848-1.04) (0.941-1.17) (1.01-1.27)
12-hr 0.202 0.245 0.307 0.356 0.423 0.477 0.533 0.591 0.671 0.734
(0.186-0.221) (0.224-0.268) (0.281-0.335) (0.325-0.389) (0.383-0.460) (0.429-0.518) (0.475-0.577) (0.520-0.638) (0.581-0.723) (0.627-0.792)
24-hr 0.121 0.146 0.183 0.212 0.252 0.283 0.316 0.349 0.395 0.431
(0.112-0.131) (0.135-0.158) (0.170-0.198) (0.196-0.229) (0.232-0.272) (0.261-0.306) (0.290-0.341) (0.319-0.378) (0.359-0.428) (0.391-0.468)
2-day 0.071 0.085 0.106 0.123 0.145 0.163 0.181 0.200 0.225 0.245
(0.066-0.076) (0.079-0.092) (0.098-0.115) (0.114-0.132) (0.134-0.156) (0.150-0.176) (0.166-0.19511(0.183-0.215) (0.205-0.243) (0.223-0.266)
3-day 0.050 0.060 0.075 0.086 0.101 0.114 0.126 0.139 0.157 0.171
(0.046-0.054) (0.056-0.065) (0.069-0.080) (0.080-0.092) (0.094-0.109) (0.105-0.122) (0.116-0.136) (0.128-0.150) (0.143-0.169) (0.156-0.185)I
4-day 0.040 0.048 0.059 0.068 0.080 1 0.089 0.099 0.109 0.123 0.134
(0.037-0.043) (0.044-0.051) (0.055-0.063) (0.063-0.072) (0.074-0.085) (0.082-0.096) (0.091-0.106) (0.100-0.117) (0.112-0.132) (0.122-0.144)
7-day 0.026 0.031 0.038 0.043 0.051 0.057 0.063 0.069 0.077 0.084
(0.024-0.028) (0.029-0.033) (0.036-0.040) (0.040-0.046) (0.047-0.054) (0.053-0.060) (0.058-0.067) (0.064-0.073) (0.071-0.083) (0.077-0.090)
10-day 0.021 0.025 0.030 0.034 0.039 0.043 0.048 0.052 0.058 0.062
(0.020-0.022) (0.023-0.026) (0.028-0.032) (0.032-0.036) (0.037-0.042) (0.040-0.046) (0.044-0.051) (0.048-0.055) (0.053-0.061) (0.057-0.066)
20-day 0.014 0.017 0.020 0.022 0.025 0.028 0.030 0.033 1 0.036 0.039
(0.013-0.015) (0.016-0.017) (0.018-0.021) (0.021-0.023) (0.024-0.026) (0.026-0.029) (0.028-0.032) (0.031-0.034) (0.034-0.038) (0.036-0.041)i
30-day 0.011 0.014 0.016 0.017 0.020 0.021 0.023 0.025 0.027 0.029
(0.011-0.012) (0.013-0.014) (0.015-0.017) (0.016-0.018) (0.019-0.021) (0.020-0.023) (0.022-0.024) (0.023-0.026) (0.025-0.029) (0.027-0.031)
45-day 0.010 0.011 0.013 0.014 0.016 0.017 0.018 0.019 0.021 0.022
(0.009-0.010) (0.011-0.012) (0.012-0.013) (0.014-0.015) (0.015-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.020-0.022) (0.021-0.023)
60-day 0.009 0.010 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.019
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013),(0.013-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.017) (0.017-0.019)1(0.018-0.020)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAAAtlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4019&Ion=-80.4296&data=intensity&units=english&series=pds#maps 1/4

2/22/23,9:07AM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.4019°, Longitude: -80.4296°
10.000 I I , I
Average recurrence
----- interval
;.�� (years)
c- 1.000 , -
cVI - 5
112
0.100 - — 10
c — 25
0
— 50
ro
_a -_ — 100
0.010 — 200
a_ — 500
— 1000
0.001 -
c c c c c L- 6- i- 1- >, >,>, >, >, >, >, >,>,
'F •- •- •- •- -c -c -c -c -c r0 ro r0 r0 r0 r0 r0 r0 r0
N A lb N V N A4 -D -0-D -0 -D -D -D -0-0
IA O -I rn lD r-1 f I� N rn CI l O o
I D
Duration
10.000 I I I 1 I I I ,
c- 1.000 -;----'-
Duration
— 5-nun — 2-day
aim) -- — 10-min — 3-day
c 15-min — 4-day
— 30-min — 7-day
'.•
a — 60-min 10-day
CI) 0.010 -- — 2fir — 20-day
i — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Feb 22 14:06:53 2023
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=35.4019&Ion=-80.4296&data=intensity&units=english&series=pds#maps 2/4

2/22/23,9:07 AM Precipitation Frequency Data Server
a
r
Lar a scale terrain
• •
Bristol
le' v
City ." Winston-Sal em
• • Durham
t. Greensboro •• Ralei
t. Nit -cell _A g
•
•Asheville NORTH I AROLINA
—•—
•ChaLtte Fayetteville•
•Greenville ‘G +
100km AROI_ INA
W ilmir
6mitp, 60mi g
Large scale map
part ,Bristol
j Johnson City
i
inston-6 lem Greensboro
o - Durham
_.1./.7.7
- Raleigl
Asheville —`—
...... I North
arolina
a r1 itte
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0
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V
100km \
60mi
col,irnl 11
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4019&Ion=-80.4296&data=intensity&units=english&series=pds#maps 3/4

2/22/23,9:07 AM Precipitation Frequency Data Server
SRorS_•_Bristol
• Johnson City
• Winston-Salem
• •
Greensboro Durham
Rateig,F
Asheville
• North
Carolin a
Charlotte
\• Fayettevill
•
reenville 1 - _ Q
100km
60mi
•umbia
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4019&Ion=-80.4296&data=intensity&units=english&series=pds#maps 4/4

a Soil Map—Cabarrus County, North Carolinaf.
(Mt.Pleasant Park Map)
551580 551660 551740 551820 551900 551980
35°24'16"N _ 1 35°24'16"N
a §
f l-are=-r
ChAN 0
M ii-ei.
BaD
4.,
1 . '11 v ) ,
—
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Q� r
•
a 2 §
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c:,.. .
M I -
n
a R3
.J -...
�000 Gawp�a7 Toots; b eaUod ail WO 0.cgaOQo • -
y— r
35°23'55"N 35°23'55°N
R551580 551660 551740 551820 551900 551980 552060
En En
Map Scale:1:3,130 if printed on A portrait(8.5"x 11")sheet
Meters
a N 0 45 90 180 270 $
Feet
0 150 30D 600 900
Map projection:Web Mero oo tor Cornerordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 10/6/2021
1111-10 Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Cabarrus County,North Carolina
(Mt.Pleasant Park Map)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils 44 Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
.�� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(o, Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
X Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Cabarrus County, North Carolina
O Miscellaneous Water Survey Area Data: Version 20,Sep 3,2021
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Oct 28,2018—Oct
30,2018
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
i\ Natural Resources Web Soil Survey 10/6/2021
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Cabarrus County, North Carolina Mt.Pleasant Park Map
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BaD Badin channery silt loam,8 to 10.5 38.7%
15 percent slopes
ChA Chewacla sandy loam,0 to 2 1.4 5.3%
percent slopes,frequently
flooded
GeB2 Georgeville silty clay loam,2 to 15.3 56.1%
8 percent slopes,moderately
eroded
Totals for Area of Interest 27.2 100.0%
USDA Natural Resources Web Soil Survey 10/6/2021
Conservation Service National Cooperative Soil Survey Page 3 of 3

CEST
Civil — Geotechnical — Surveying
December 23, 2021
Mr. Kyle Bilafer
Area Manager of Operations
County Managers Office
Cabarrus County
Reference: Geotechnical Engineering Evaluation
Foil Property— Mounty Pleasant, NC
Washington Street, Mt. Pleasant, North Carolina
CESI Job Number 210763.000
Mr. Bilafer.
Concord Engineering & Surveying, Inc. (CESI) has performed a geotechnical engineering
evaluation for the proposed Foil Property Development to be located to the east of
Washington Street in Mt. Pleasant, North Carolina. We completed this geotechnical
engineering evaluation per your request and our proposal.
We understand the proposed development will include the construction of a new library,
public use picnic areas, playground, and sports fields with asphalt pavement, associated
underground utilities, and required stormwater BMP pond structures.
In accordance with the requirements of the Underground Utility Safety and Damage
Prevention Act (2013), CESI contacted the North Carolina Utility Locator Service (NC
One Call, or NC 811) and requested that the local member utility providers identify, and
visibly mark the utilities present, prior to conducting the subsurface exploration activities.
In response to CESI's request, North Carolina 811 assigned Ticket Number A213150864
on November 11, 2021 and were active at the time of investigation.
Between November 19, and 23, 2021, fifty-one soil test borings were advanced within the
entire proposed development area. Seventeen soil test borings were performed within the
proposed paved drive and parking areas (slated to be advanced to 10' below existing
ground surface (BGS)). Six soil test borings were performed within the proposed library
location (one to be advanced to 25' BGS and five to be advanced 15' BGS). One soil test
boring was performed within the proposed stormwater pond 1 (slated to be advanced to
10' BGS). Two soil test borings performed within proposed stormwater pond 2 (one slated
to be advanced to 25' BGS, and another to 10' BGS). The remaining twenty-five soil test
borings were performed within the proposed picnic shelter and sports fields (all slated to
be advanced to 10' BGS).
45 Spring Street, SW P.O. Box 268 Concord, NC 28026-0268 704-786-5404
www.cesicgs.com NC License No C-0263

The borings were performed using an ATV mounted drill rig slated to be advanced to the
respective depths, or until auger refusal was met. A plan of Soil Test Boring Termination
Depth Plan can be found in the attached Soil Test Boring Location Plans. Below is a
table summarizing our findings encountered at the soil test boring locations.
Table 1: Summary of Test Boring Data
Topsoil / Plow Depth to Termination
Test Zone Depth WEATHERED Depth
Boring ROCK
(Inches below Existing (Feet below Existing
Ground Surface) (Inches below Existing Ground Surface)
Ground Surface)
B-1 4" Not Encountered Terminated at 10'
B-2 3.5" Not Encountered Terminated at 15'
B-3 4" Not Encountered Terminated at 15'
B-4 4" 13.5' Terminated at 13.75'
B-5 4.5" 6' Terminated at 13.67'
B-6 4.5" 13.5' Refusal at 17.71'
B-7 3.5" Not Encountered Terminated at 10'
B-8 4.5" Not Encountered Terminated at 10'
B-9 4" Not Encountered Terminated at 10'
B-10 4.5" Not Encountered Terminated at 10'
B-11 4" 6'to 8.5' Terminated at 10'
B-12 4.5" Not Encountered Terminated at 10'
B-13 4" Not Encountered Terminated at 10'
B-14 5" Not Encountered Terminated at 10'
B-15 4" Not Encountered Terminated at 10'
B-16 4" Not Encountered Terminated at 10'
B-17 4.5" Not Encountered Terminated at 10'
B-18 5" Not Encountered Terminated at 10'
B-19 4.5" 6' Terminated at 9.3'
B-20 4" Not Encountered Terminated at 10'
B-21 4.5" Not Encountered Terminated at 10'
B-22 7" 6' Terminated at 8.58'
B-23 4" Not Encountered Terminated at 10'
B-24 4" 3.5'to 6', and 13.5' Terminated at 13.75'
B-25 4" 6'to 8.5' Terminated at 10'
Foil Property Development Geotechnical Evaluation,Concord,North Carolina December 23,2021
CESI Project Number 210763.000 Page 2

B-26 4" 8.5' Terminated at 9'
B-27 5" 3.5'to 8.5' Terminated at 10'
B-28 4.5" Not Encountered Terminated at 10'
B-29 5" Not Encountered Terminated at 10'
B-30 6" Not Encountered Terminated at 10'
B-31 6" Not Encountered Terminated at 10'
B-32 6" 8.5' Terminated at 9.33'
B-33 8" Not Encountered Terminated at 101
B-34 6" Not Encountered Terminated at 10'
B-35 6" 6' Terminated at 8.88'
B-36 6" Not Encountered Terminated at 10'
B-37 7" Not Encountered Terminated at 10'
B-38 7" Not Encountered Terminated at 10'
B-39 5" Not Encountered Terminated at 10'
B-40 7" Not Encountered Terminated at 10'
B-41 6" Not Encountered Terminated at 10'
B-42 7" Not Encountered Terminated at 10'
B-43 3" Not Encountered Terminated at 10'
B-44 3" Not Encountered Terminated at 10'
B-45 4" Not Encountered Terminated at 10'
B-46 6" Not Encountered Terminated at 10'
B-47 6" 8.5' Terminated at 9.83'
B-48 5" Not Encountered Terminated at 10'
B-49 4" Not Encountered Terminated at 10'
B-50 7" Not Encountered Terminated at 10'
B-51 7" Not Encountered Terminated at 10'
At the surface of each of the soil test boring locations layer of topsoil and plow zone
measuring between 3" and 7" was present. Texturally the plow zone soils consisted of
clayey SILT (ML) and silty CLAY (CL). We anticipate majority of the plow zone soils will be
removed during stripping operations, however any remaining plow zone soils can be mixed
with the underlying residual soils and used for satisfactory structural fill.
Weathered in place (residual) soils were encountered beneath the topsoil, plow zone. The
residual soils consisted of stiff to very hard SILT (ML) containing varying amounts of fine to
medium SAND (SM), firm to very stiff silty CLAY (CL) containing varying amounts of fine to
medium SAND (SM), and firm to very hard clayey SILT (ML) containing varying amounts of
fine to medium SAND (SM).
Foil Property Development Geotechnical Evaluation,Concord,North Carolina December 23,2021
CESI Project Number 210763.000 Page 3

HEAVILY WEATHERED ROCK and WEATHERED ROCK was encountered at eleven of
the boring locations, specifically at test boring B-4 through B-6, B-11, B-19, B-22, B-25
through B-27, B-32, and B-35 between 3.5' and 13.5' BGS. Texturally the weathered rock
consisted of very hard SILT (ML) with varying amounts of fine to medium SAND (SM).
AUGER REFUSAL rock was encountered at one test boring location, specifically B-6 at
17.71'. We anticipate the bedrock will not be an issue during site development.
Recommendations
Site Grading
Existing plans of the construction area should be reviewed, and the site should be
inspected to locate existing underground utilities. Conflicting utilities such as water,
sewer, power and gas should be removed, relocated or protected. Construction must be
scheduled carefully to maximize the benefits of seasonal weather conditions and
minimize downtime for soil modification or remediation. For maximum benefit, it is
recommended that mass grading operations be performed during the summer months.
Grading and building operations should not occur during or immediately following periods
of heavy precipitation. It was noted that our Engineer visited the site the day after a rain
event and the soils appeared stable at a slightly elevated moisture content. We anticipate
the on site soils will be sufficient for structural fill if needed.
The existing surface topsoil, surface organic materials, and unsuitable soils should be
stripped from within the development area and hauled off site or placed in non-structural
areas of the site. We anticipate majority of the plow zone soils will be removed during
stripping operations, however any remaining plow zone soils can be mixed with underlying
residual soils .
After stripping, we recommend that the areas to receive fill, or provide structural or
pavement support be carefully evaluated for the presence of soft surficial soils by
proofrolling with a 25-ton, four-wheeled, rubber-tired roller, a loaded dump truck, or similar
approved equipment. The proofroll operation should be carefully monitored by our
Engineer. Areas that wave, rut, or deflect excessively and continue to do so after several
passes of the proofroller may need to be undercut to stiffer soils. The undercut areas should
be backfilled in thin lifts with approved structural fill materials listed below. CESI
recommends our Engineer be present to evaluate these areas during preparation for site
development.
Due to the nature of the onsite soils, we recommend that positive surface drainage be
maintained during grading operations to prevent water from ponding and deteriorating
the graded surface. The surface should be rolled smooth to enhance drainage if
precipitation is expected. Subgrades damaged by construction equipment should be
immediately repaired to avoid further degradation in adjacent areas and to help prevent
water ponding.
Foil Property Development Geotechnical Evaluation,Concord, North Carolina December 23,2021
CESI Project Number 210763.000 Page 4

Fill Material and Placement
Recommended criteria for soil fill characteristics and compaction procedures are listed
below. The project design documents should include the following recommendations to
address proper placement and compaction of project fill materials. We do not recommend
the use of soils of high plasticity, with a PI greater than 25 as structural fill. Earthwork
operations should not begin until representative borrow soil samples are collected and
tested (allow 3 to 4 days for sampling and testing).
Earth Fill Materials
❑ General guidelines for project fill should control properties such as Plasticity Index
(PI), gradation, and organic content. The use of the following USCS soil types, as
defined by ASTM D 2487, should be satisfactory for use as project fill: GW, GP, GM,
GC, SW, SP, SM, SC, CL, ML, MH (provided the PI is 25 percent or less for MH
soils), or combinations thereof.
❑ Organic content should be no greater than 5 percent by weight, and no large roots
should be allowed. Additionally, maximum particle sizes should be limited to 4
inches or less.
Compaction Recommendations
❑ One standard Proctor compaction test and one Atterberg limits test for each soil type
used as project fill. Atterberg as well as gradation tests should be performed at the
Project Geotechnical Engineer's discretion.
❑ Maximum loose lift thickness— 8 inches.
❑ Compaction requirements — 95 percent of the maximum dry density as determined
by the standard Proctor compaction test at all depths with 100 percent of the
maximum dry density for the top 12 inches.
❑ Soil moisture content at time of compaction — within plus 3 percent to minus 3
percent of the optimum moisture content.
❑ One density test every 2,500 square feet for each lift or two tests per lift, whichever is
greater(for preliminary planning only; the test frequency should be determined by our
Geotechnical Engineering staff).
❑ Trench fill areas — one density test every 75 linear feet at vertical intervals of 2 feet or
less.
Shallow Foundations
The building foundations should be sized for a maximum net allowable bearing pressure
of 2,500 pounds per square foot. The exploration findings indicate the building may be
supported by shallow spread footings bearing on stiff to very hard residual soils and newly
placed structural fill soil. Our settlement analyses using Martin's Method of Schmertmann
indicate that the total settlement potential of the footings to be less than 1/2" and
maximum differential settlement to be less than a 1/4". All footings should bear at a
minimum depth of 12 inches below exterior grades for frost protection. Properly
reinforced building footings with adequate slab control joints are recommended to handle
slight differential settlements, if they occur.
Foil Property Development Geotechnical Evaluation,Concord, North Carolina December 23,2021
CESI Project Number 210763.000 Page 5

Building Foundation Construction
Foundation bearing surfaces should be inspected by our Engineering Technician under
our Engineer's review prior to concrete placement to confirm that suitable soils are
present at the bearing elevation. We recommend that bearing surfaces be evaluated by
hand auger borings with Dynamic Cone Penetrometer (DCP) testing equipment prior to
concrete placement to determine whether the foundation bearing soils encountered
during construction are similar to those found during our geotechnical exploration.
DCP testing is a verification tool to be used for an economical bearing grade evaluation
during construction. It will help detect isolated areas of soft residual soils or loosely
compacted soils. Unsuitable soil detected during this evaluation should be repaired as
directed by the geotechnical engineer. Footing bearing grades identified as having soft
soils should be undercut and replaced with properly compacted structural fill soils or
compacted aggregate base course stone. The depth and width of undercutting should be
recommended by our Engineer.
Bearing surfaces for shallow spread foundations should not be disturbed or left exposed
during inclement weather. Saturation of the on-site soils will cause a loss of strength and
increased compressibility. Excavations for footings in stiff residual soils or newly placed
structural fill should be completed with a toothed bucket backhoe following excavation to
reduce disturbance of the subgrade soils. Confined excavations should conform to
applicable OSHA regulations and North Carolina State Building Codes. Upon their
exposure, bearing grades should have excess and loosened material removed. The final
grades should be firm and stable, and free of loose soil, rock, mud, water, or frost. If
construction occurs during inclement weather and concreting of the foundation is not
possible at the time it is excavated, a layer of lean concrete should be placed on the over
excavated bearing surface subsequent to testing for protection. Also, concrete should not
be placed on frozen subgrades.
Seismic Information
In accordance with the International Building Code (IBC) as adapted by North Carolina
and Chapter 20, Table 20.3-1 of the American Society of Civil Engineers (ASCE) 7-16
Design Standards, a Site Class "D" should be assigned to the site for seismic design
purposes. Site specific subsurface data was determined to the boring termination depth
of up to 25 feet below existing grade. The Seismic Site Class is derived from the
standard penetration test data recorded during drilling. The use of Multichannel Analysis
of Surface Waves (MASW) testing may result in a higher Site Class rating, if required.
Foil Property Development Geotechnical Evaluation,Concord, North Carolina December 23,2021
CESI Project Number 210763.000 Page 6

Pavement Recommendations
Based on our review of conceptual plans, asphalt pavement will be used in parking and
drive lanes. A concrete pad may be utilized for garbage collection services. Below are
the recommendations for standard duty asphalt and concrete pavement sections.
Standard Duty Asphalt Pavement Section—Parking Stalls
Recommended Recommended
Thickness Pavement Section
2 inches Asphalt Surface Course—Type S 9.5C
8 inches Aggregate Base Course (ABC)
10.0 inches Total Recommended Section
Heavy Duty Asphalt Pavement Section—Drive Lanes
Recommended Recommended
Thickness Pavement Section
2 inches Asphalt Surface Course—Type S 9.5C
2 inches Asphalt Surface Course—Type S 9.5C
8 inches Aggregate Base Course (ABC)
12.0 inches Total Recommended Section
Concrete Pavement Section
Recommended Recommended
Thickness Pavement Section
5 inches 4,000 psi Air Entrained Concrete
4 inches Aggregate Base Course (ABC)
9.0 inches Total Recommended Section
The above recommended sections are for a properly prepared surface thoroughly
proofroll under the direction of our Engineer.
Foil Property Development Geotechnical Evaluation,Concord, North Carolina December 23,2021
CESI Project Number 210763.000 Page 7

FOLLOW-UP SERVICES
Field observations, monitoring, and quality assurance testing during earthwork and
pavement construction are an extension of the geotechnical design. As a result, we
recommend the following:
• Proofroll observations of stripped areas prior to structural fill placement,
• Verification of removal of unstable soils identified by proofrolling efforts,
• Drive tube and nuclear density testing of structural fill and utility trench backfill
operations,
• Dynamic cone penetrometer testing within excavated footings,
• Reinforcing steel inspections within excavated footings and slabs on grade,
• Sampling and testing of fresh concrete for footings and slabs on grade,
• Proofroll observations within pavement areas prior to aggregate base course
stone, asphalt and concrete placement,
• Nuclear density testing of soil subgrades, aggregate base course stone and hot
mix asphalt.
Limitations of Report
This report has been prepared for the exclusive use of Cabarrus County and their
designers for specific application to the proposed project described in this report using
generally accepted standards of geotechnical engineering practice in the State of North
Carolina. No other warranty is expressed or implied. This company is not responsible for
the conclusions, opinions, or recommendations of others based on this data, nor do we
accept any responsibility for others'job-site safety, which is the sole responsibility of each
contractor.
Our conclusions and recommendations are based on the design information furnished to
us, the assumptions outlined above, and our past experience. They do not reflect
variations in the subsurface conditions, which are likely to exist between our test borings
in unexplored areas of the site. If such variations become apparent during construction, it
will be necessary for us to re-evaluate our conclusions and recommendations based upon
on-site observation of the conditions.
Foil Property Development Geotechnical Evaluation,Concord, North Carolina December 23,2021
CESI Project Number 210763.000 Page 8

CESI appreciates the opportunity to participate in this phase of the proposed Foil Property
development in Mt. Pleasant, North Carolina. Please contact us if you have any
questions regarding this report or if we may be of further service.
Respectfully submitted,
CESI
01111111111!/////
.\\cL\\\H C A Rol%''Cic1/411(4\V)
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oFEss�o44'�tiq''-;
17.* GICIO/
SEAL
27837
9 FNGINE�4
I " 3t2
Thomas Gray James G. Eaves III, P.E.
Field Engineer Vice President Geotechnical
N.C. Registration Number 27837
ATTACHMENTS:
SOIL TEST BORING LOCATION PLAN
SOIL TEST BORING TERMINATION DEPTH PLAN
KEYS TO SYMBOLS
LOGS OF AUGER BORING
BORING PROCEDURES
Foil Property Development Geotechnical Evaluation,Concord, North Carolina December 23,2021
CESI Project Number 210763.000 Page 9

Foil Property Study I )ncept Plan
Mt.Pleasant,North Carolina L\ B-1 Test Boring
• Location
•
/ EEn \ -
' , ,.
,' ' I,` ,`'M ( f
B-13 B-15 ••�•• 't" 4,
B-8 B-9 --12 .N
` B-7 4 " ' PROPOSED ttS' •
B-2 tJ
SOFTBALL FIELD MI -'
-1 _3 '. =11 •
_4
CO°K5� B-10 _ " •
_ J
• .
f :-4 $-49 B-1 As, PRO .
`- 1� 3 SOFTBALL FIELD N B-2 `•�
2 12pg0 BF
ARY
LFYI B-44 0 ,
V\ ..',.
19B-22
LIE \W' �B-45 B-43 � ,
GARDEN •
B-50 B-47 B-39 • a•
24'a 24 PICNIC B-25-
�.,
'WEN2
�P`N �t NZ ±IT5MILESToAL a-46. B-42 B-34 E a,P,�A. `fit
Y. • J� s B-40 • n
_V, . %� N� .t•. yAL B-41 :1:
B-2B-33
B-35
.4r-
B-32
• 1 0' Boring P OPOSED O PARK SITE
'•`''�,.`,.
1 B-31 B-28
l ±27.89 ACRES �''�,� B-30
• 15' Boring ,
' .
' ,, B-29 T
25' Boring ` r# , mow. �'•�,,` ;/ abenesch
DATE: 12-8-2021
CESI SOIL TEST BORING LOCATION PLAN
►J DRAWN BY: TKG
FOIL PROPERTY PROJECT#:210763.000
45 Spring SW
PO Box 268 Mount Pleasant, North CarolinaNTS
Concord,North Carolina,28026-0268 SCALE:
Phone:[phone]
Fax [phone] DRAWING NO.: 1
www.cesicgs.com License C-0260

Foil Property Study I Concept Plan 10'
Mt.Pleasant,North Carolina Boring Terminated Depth
•
/.,�,,�— �.. -. 17.71'
"".....,„,„„....� Auger Refusal Depth
10' 10' 10' T.
b 10 ,40 10'
z 1 5 �tii PROPOSED 12S
r ' SOFTBALL FIELD PI \ - w
a
•
" 15, 10 `�. • 1
` .- 1 0' 0 - .,.
• �oCA 17.71 �.
75' 10'' ` PROPOSED 225 EQUIP
1 \ oliv '1 0 SOFTBALL FIELD K2 S GAGE
'' _10'
10' ' 3� 8.58'
GAMIN
10' 10' �;
• 10' 9.83' 10' .�•,
itri ci
SHELTER Z 225'x RP
V. MULTIPURPOSE
7AAR5
P - • NVS Gj 1 2175MBES TOTAL 10: 10, _ y, FIELD WI
oP �c 10 ,
: \ ,_ 0' .. , .:, ,t)) I ,,
:a
10' 8.87' -
a� ' *OP, 72s'.un
• MULTIPURPOSE
• 1 0' Boring PROPOSED LIBRARY �'�, MELD P2'
1 AND PARK SITE •��•�� 10' 1 0' , •
±27.89 ACRES - '• ,.
• 15' Boring ., �,,
25 Boring J '• , /, ; �benesch
DATE: 12-8-2021
CEST TERMINATION / REFUSAL DEPTH PLAN
DRAWN BY: TKG
FOIL PROPERTY PROJECT#:210763.000
45 Spring Street SW PO Box 268 Mount Pleasant, North Carolina NTS
Concortl,North Carolina,28026-0268 SCALE:
Phone:[phone]
Fax [phone] DRAWING NO.: 2
www.cesicgs.corn License C-0260

SOIL CLASSIFICATION CHART CORRELATION OF
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS STANDARD PENETRATION RESISTANCE
■wo■s WITH
CLEAN ' GW WELL-GRADED
NoG ADRESRA GRAVELS, - RELATIVE DENSITY AND CONSISTENCY
GRAVEL GRAVELS ......1. FINES
AND o`?LS o`?LS
GRAVELLY I Qo Qo POORLY-GRADED GRAVELS,
SOILS (LITTLE OR NO FINES))o D�o DC GP GRAVEL-SAND MIXTURES,LITTLE
DO n/Oe O O OR NO FINES
COARSE 0 I U
GRAINED GRAVELS WITH j(3 �O''C GM SILTY GRAVELS,GRAVEL-SAND- Sand and Gravel
SOILS MORE THAN 50% FINES lb
SILT MIXTURES
OF COARSE DO o Q
FRACTION !r Standard Penetration Resistance Approximate
RETAINED ON NO. AVBlowSper Foot Relative Density
AMOUNT OF FINES) f�� � " 0-4 Very Loose
- '� s 5-10 Loose
CLEAN SANDS G WELL-GRADED SANDS,GRAVELLY 11-20 Firm
MORE THAN 50% SAND I SW SANDS,LITTLE OR NO FINES 21-30 Very Firm
OF MATERIAL IS AND
LARGER THAN SANDY `" 31-50 Dense
NO.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES)::.:::::.:::.:::::::.. SP GRAVELLY SAND,LITTLE OR NO Over 50 Very Dense
FINES
SANDS WITH SILTY SANDS,SAND-SILT
MORE THAN 50% FINES SM MIXTURES Silt and Clay
OF COARSE
FRACTION
PASSING ON NO. Standard Penetration Resistance Approximate
4 SIEVE AMOUNT OF FINES) :.; SC MIXTURES CLAYEY SANDS,SAND-CLAY Blows per Foot Consistency
0-1 Very Soft
INORGANIC SILTS AND VERY FINE 2-4 Soft
ML R CLAYEY FIINEK FLOUR, OR SANDS OR CLAYEY 5-8 Firm
SILTS WITH SLIGHT PLASTICITY 9-15 Stiff
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT `L MEDIUM PLASTICITY,GRAVELLY £t-! 0
GRAINED CLAYS SANCLAYS ] Very Hard
___ OL ORGANIC SILTS AND ORGANIC
— — — SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS,MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS CES$
NO.200 SIEVE
SIZE SILTS
AND LIQUID LIMIT CH INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 l� PLASTICITY
OH ORGANIC CLAYS OF MEDIUM TO
,,.., HIGH PLASTICITY,ORGANIC SILTS
Key to Symbols and Descriptions
HIGHLY ORGANIC SOILS ,, ,,„ ���' ,,I' = PT PEAT,HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

Log of Test Boring No. B-1 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/19/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 12.2 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 \4"Topsoil, plow zone, and organic debris
- - Moist stiff reddish brown and yellow very fine
sandy silty CLAY(CL)
X
_ _ 5-4-6
_ - Moist stiff reddish brown and yellow very fine
sandy silty CLAY(CL) % 3-4-5
— 5
Moist firm reddish brown and yellow very fine
_ sandy silty CLAY(CL) X1-2-4
-
_ - Moist very stiff reddish brown, black, and yellow
very fine sandy clayey SILT(ML) 8-10-13
— 10—
N
N _ _
H
Z
_ _
_
U'
• -
o _ _ Moist hard yellowish red clayey SILT(ML)
8-17-21
U
Z
• —15-
0
Boring terminated at 15 ft.
a
O
• - -
r
0
0
0
- -
W
_
O _ _
W
I I
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-2 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/19/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 12.7 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 \3.5"Topsoil, plow zone, and organic debris
- - Moist stiff reddish brown very fine sandy clayey
SILT (ML)
4-8-8 •
_ _ Moist very stiff reddish brown very fine sandy
clayey SILT(ML) 5-7-10
— 5
Moist very stiff reddish brown, black, and yellow
very fine clayey sandy SILT(ML) 5-8-12
-
_ _ Moist very stiff reddish brown, black, and yellow
very fine sandy SILT (ML) 7-13-14
— 10—
N
N _ _
H
_ _
_
U'
Z _
_ _ Moist very hard grayish brown and reddish
brown very fine sandy SILT(ML) X 15-30-50
• —15-
0
Boring terminated at 15 ft.
a
O
• - -
r
0
0
0
- -
W
_
O _ -
W
I I
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
O LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-3 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/19/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 12.8 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN • SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 \4"Topsoil, plow zone, and organic debris -
- - Moist firm reddish brown clayey SILT(ML)
X 3-2-3
_ Moist very stiff reddish brown and black very
fine sandy clayey SILT(ML) 2-10-11
— 5 —
Moist firm reddish brown and black clayey SILT
- - (ML) 2-2-4
_ _ Moist hard gray and reddish brown very fine
sandy SILT(ML) 25-25-21
— 10—
N
N - -
H
Z
W _ _
Z_
U'
Z -
_ _ Moist stiff gray and reddish brown fine to
o medium sandy SILT(ML) 6-6-8
• —15—0
Boring terminated at 15 ft.
a
O
- -
r
0
0
0
- -
W
_
O _ -
W
I I
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-4 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/19/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 12.2 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 \4"Topsoil, plow zone, and organic debris -
- - Moist stiff reddish brown, brown, and black
Clayey SILT(ML)
4-5-5
_ Moist firm reddish brown, brown, and black very
fine sandy SILT (ML) 4-4-4
— 5 —
Moist very hard gray, brown and black very fine
_ sandy SILT(ML) 9-22-37
-
_ _ Moist hard gray and brown very fine sandy SILT
(ML) X 12-16-20
—10—
N
N - -
H
Z
_ _
_
U'
W - _ WEATHERED ROCK sampled as moist very ��Q x 50/3 >>•
o hard gray and grayish brown very fine sandy
—15— SILT (ML)
a
0
Boring terminated at 13'-9"
O
• - -
r
0
0
0
- -
W
_
O _ -
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-5 Page 1 of 1
I1E S Project: Foil Property Borings Date Drilled : 11/19/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 11.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0
4.5"Topsoil, plow zone, and organic debris
- - Moist firm reddish brown and red clayey SILT
(ML)
3-3-4
_ _ Moist stiff reddish brown very fine sandy clayey
SILT (ML)with little weathered rock fragments 4-5-7
5 _ sampled as SILT (ML)
HEAVILY WEATHERED ROCK sampled as 1 u 17-50/4"
_ damp to moist very hard gray, reddish brown,
and black course to fine sandy SILT(ML)
11.1
_ _ HEAVILY WEATHERED ROCK sampled as 1�1 u 31-50/4" »•
damp to moist very hard gray, reddish brown,
— 10— and black course to fine sandy SILT(ML)
N � `
z
W - WEATHERED ROCK sampled as damp to � ( g 50/2" »•
O moist very hard gray, reddish brown, and black
o course to fine sandy SILT(ML)
O —15—
Boring terminated at 13'-8"
0
• - -
r
0
0
- -
W
0
z
O
J_
O - -
U-
0
z
O
m
F
wKey to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-6 Page 1 of 1
I1E S Project: Foil Property Borings Date Drilled : 11/19/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 15.5 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L I T I BLOWS 0 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 \4.5"Topsoil, plow zone, and organic debris ''
- - Moist firm reddish brown, red, and yellow X
course to fine sandy clayey SILT(ML) 4-4-4
-
- - Moist stiff reddish brown, red, and yellow very
fine sandy SILT (ML) X 5-7-8
— 5
Moist very stiff gray, reddish brown, and black X- - very fine sandy SILT (ML) 6-10-13
- - Moist stiff gray, reddish brown, and black very
fine sandy SILT (ML) X 4-6-8
— 10—
- - HEAVILY WEATHERED ROCK sampled as 1 I X 4-15-50/2" »•
damp to moist very hard gray, brown, and black )
— 15— course to fine sandy SILT (ML)
_ _
_
50/0.5" >>•
o - - WEATHERED ROCK, no sample recovered
0
o _ - Auger refusal at 17'-8.5"
a
0
• —20—
0
0 - -
J
W
z
O
• - -
J_
O
W
z
O
F
wKey to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-7 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
o \3.5"Topsoil, plow zone, and organic debris '-
Moist very hard gray, brown, reddish brown very
- - fine sandy clayey SILT(ML)
12-32-45
-
Moist hard gray, brown, reddish brown very fine
- - sandy clayey SILT(ML)
13-18-25
— 5 —
Moist very stiff gray, brown, light brown,very /
fine sandy clayey SILT(ML)
12-11-11
- -
N
N
Moist very stiff gray, brown, light brown,very
Z - - fine sandy clayey SILT(ML) 4-7-9
Boring terminated at 10'
U
• - -
O
U
a
O
• - -
r
0
0
0
lL - -
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-8 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.7 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
0 4.5"Topsoil, plow zone, and organic debris '-
Moist stiff reddish brown and light red clayey
- - SILT (ML)
4-4-7
-
Moist hard reddish brown, red, and black very
- fine sandy SILT (ML)
9-21-25
— 5 — Moist hard reddish brown, red, and black very
fine sandy SILT (ML)
14-17-25
_
l\P
Moist very hard light red, reddish brown, and
Z 110
- black very fine sandy SILT(ML) 16-21-38
3 —
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-9 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 7.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_- 0 \4"Topsoil, plow zone, and organic debris -
Moist firm light red and brown clayey SILT (ML)
3-3-4
Moist very stiff light red, reddish brown, and j
- - yellow silty CLAY(CL) j
4-8-15
— 5 —
Moist very stiff gray, grayish brown, light red and
reddish brown fine sandy SILT(ML)
7-9-12
N
N
Moist very hard gray, light red and reddish
Z - - brown very fine sandy SILT(ML) \ID
20-29-38
W Boring terminated at 10'
U
- -
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-10 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
0 4.5"Topsoil, plow zone, and organic debris '-
Moist stiff red, light red, and yellow clayey SILT 111
- - (ML)
3-4-7
Moist very stiff red, light red, and yellow very
- - fine sandy SILT (ML)
5-7-9
— 5
Moist stiff light red and yellowish brown very fine =
sandy SILT(ML)
3-4-8
- - )1\
N
N
Moist stiff light red and yellowish brown very
Z - - fine sandy SILT (ML) 4-6-6 •
3 10—
W Boring terminated at 10'
U
• - -
O
U
a
O
- -
r
0
0
0
lL - -
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
O LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-I I Page 1 of 1
CE S(1)-- Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 7.2 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_— 0 \4"Topsoil, plow zone, and organic debris ' ''
Moist very stiff brown, light brown, light red,
- - white, and black very fine sandy SILT (ML)
7-12-13
-
Moist hard light brown, red, and black very fine /
- - sandy SILT(ML)
14-22-23
— 5 —
HEAVILY WEATHERED ROCK sampled as I X
very hard moist gray very fine sandy SILT (ML) 34-50/6" >>•
Moist hard gray, grayish yellow, and white very
Z - - fine sandy SILT (ML) 10-14-24 •
3 10—
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
O LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-12 Page 1 of 1
CE S(1)-- Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 7.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_— 0 4.5"Topsoil, plow zone, and organic debris '-
Moist stiff light red, reddish brown,white, and
- - yellow clayey SILT(ML)
4-5-7 •
-
Moist stiff light red, reddish brown,white, and
- - yellow very fine sandy clayey SILT(ML) 2.4_8 •
— 5 —
Moist stiff light red, reddish brown,white, and
yellow very fine sandy clayey SILT(ML)
2-4-6
N
N
4\i
Moist very stiff gray and grayish brown very fine
Z - - sandy SILT(ML) 4-9-11
3• — 10 —
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
r
0
0
0
lL - -
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-13 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.4 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
0 \4"Topsoil, plow zone, and organic debris '-
Moist stiff light red, reddish brown, and yellow
- - clayey SILT(ML)
4-6-9
-
Damp to moist hard gray, grayish brown, and
- - white very fine sandy SILT(ML)with little hard 23 22 22
weather rock fragments sampled as SILT (ML)
— 5 —
Damp to moist very hard gray, grayish brown,
and white very fine sandy SILT(ML)with little 21-33-34
- - very hard weathered rock fragments sampled
as SILT(ML)
N
N
Damp to moist stiff gray, grayish brown,white,
Z 110
- and black very fine sandy SILT(ML) 9-8-9
3 —
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-14 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_— 0 5"Topsoil, plow zone, and organic debris . •-
Moist very stiff brown, light brown, reddish
- brown, and black medium to fine sandy SILT
(ML)
5-12-12
-
Moist very hard brown, light brown, reddish \
- brown,white and black medium to fine sandy 15-26-27
SILT(ML)
— 5 —
ffi
Moist very stiff reddish brown, black, and white
medium to fine sandy SILT(ML)
5-7-9
Moist very stiff reddish brown, black, and white
Z 110
- medium to fine sandy SILT(ML) 7-12-13
3 —
Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
O LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-15 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.7 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
0 \4"Topsoil, plow zone, and organic debris '-
Moist very stiff red and reddish brown clayey
- - SILT (ML)
6-8-10 •
Moist stiff red and reddish brown very fine sandy
- - clayey SILT(ML) 4-7-8 •
— 5 —
Moist stiff reddish brown and light brown very
fine sandy SILT (ML) EL
3-5-8
Moist very stiff gray, brown, and black very fine
Z - - sandy SILT(ML) 4-9-16
3 — 10 — —
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-16 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.1 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
0 \4"Topsoil, plow zone, and organic debris '-
Moist stiff light red and reddish brown clayey
- - SILT (ML)
4-5-6
Moist very stiff gray, grayish brown, and reddish
- - brown very fine sandy SILT(ML)
4-9-18
— 5 —
-- - 1�-
Moist very stiff brown and black very fine sandy
SILT (ML)
5-8-11
-
N
Moist very stiff brown and white very fine sandy
Z - - SILT (ML) 4-6-11 •
3 — 10 — —
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-I 7 Page 1 of 1
CE S(1)-- Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.0 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_— 0 4.5"Topsoil, plow zone, and organic debris '-
Moist firm light red and reddish brown clayey
- - SILT (ML)
3-4-3
-
Moist very stiff light red and reddish brown
- - slightly micaceous very fine sandy SILT(ML) 3 6 12
— 5 —
— — —a-
Moist very stiff light brown, reddish brown,
black, and white very fine sandy SILT (ML) 6-9-11
-
N
Moist stiff light brown, reddish brown, black, and
Z - - white very fine sandy SILT(ML) 6-7-6
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-18 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.2 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_- 0 5"Topsoil, plow zone, and organic debris '-
Moist stiff red and reddish brown clayey SILT
- - (ML)
3-5-8 •
-
Moist stiff red, reddish brown, and black very
- fine sandy clayey SILT(ML) EL
5-7-81\1
— 5 —
Damp to moist very stiff red, reddish brown, and
black very fine sandy SILT(ML)
6-8-12
-
N
Damp to moist very stiff red, reddish brown,
Z 110
- brown, and black very fine sandy SILT(ML) 4-9-10 •
3 —
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-19 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.7 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_— 0 4.5"Topsoil, plow zone, and organic debris ''
Moist stiff reddish brown and grayish brown very
- - fine sandy SILT (ML)
3-5-9
-
Moist very hard gray and grayish brown very
- - fine sandy SILT (ML)
7-16-36
— 5 —
HEAVILY WEATHERED ROCK sampled as �
damp to moist very hard gray and grayish j 43-50/6" >>•
- - brown fine sandy SILT(ML) 1
1
HEAVILY WEATHERED ROCK sampled as � 36-50/3.5" »•
- damp to moist very hard gray, grayish brown, k
and black fine sandy SILT(ML)
—10—
Z Boring terminated at 9'-3.5"
Z• - -
0
U
a
• - -
r
0
0
0
lL - -
Z
0
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-20 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_— o \4"Topsoil, plow zone, and organic debris -
Moist stiff gray,white, and reddish brown very
- - fine sandy clayey SILT(ML)
4-7-8
-
Moist very stiff white and light brown very fine
- sandy SILT(ML)
9-10-13
— 5 —
Moist very stiff white and light brown very fine
sandy SILT(ML)
4-9-10
-
N
Moist very stiff white and light brown very fine to
Z - - fine sandy SILT (ML) 4-9-13
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-21 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 7.0 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_- 0 4.5"Topsoil, plow zone, and organic debris '-
Moist firm brown and light brown clayey SILT
- - (ML)
3-2-3
Moist very stiff brown and light brown,white,
- and black very fine sandy SILT(ML)
8-11-13
— 5 —
Moist very stiff white, light brown, and brown
very fine sandy SILT (ML)
3-8-11
- -
N
Moist very stiff light brown and white very fine to
Z - - fine sandy SILT(ML) 6-12-13
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-22 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 7.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 7"Topsoil, plow zone, and organic debris -
/t•,a'.
- Moist very stiff brown and light brown very fine
- sandy SILT(ML)
3-6-1011\
Moist very hard brown,white, and light brown
course to fine sandy SILT (ML)
20-31-43
— 5 —
WEATHERED ROCK sampled as damp to a X 50/6" >>0
I I I I
moist very hard brown,white, and light brown
- - medium to fine sandy SILT(ML)
-1111
csi
WEATHERED ROCK sampled as damp to 50/1 >>.
Z - - moist very hard brown,white, and light brown
medium to fine sandy SILT(ML)
—10—
Z Boring terminated at 8'-7"
Z• - -
0
U
a
- -
r
0
0
0
lL - -
Z
0
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-23 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_- 0 \4"Topsoil, plow zone, and organic debris -
Damp to moist stiff brown and light brown
- - clayey very fine sandy SILT(ML)
4-4-7
-
Damp to moist hard brown and light brown
- medium to fine sandy SILT(ML)
8-15-20
— 5
Damp to moist very hard brown and light brown Jfi
medium to fine sandy SILT(ML)with little to
- - trace weathered rock fragments sampled as 13-28-46
SILT (ML)
N
N
Damp to moist very stiff brown and light brown
Z - - medium to fine sandy SILT(ML) 10-13-14
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-24 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 11.8 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 \4"Topsoil, plow zone, and organic debris r'T
- - Moist hard brown, light brown, and black very
fine sandy SILT (ML)
8-15-21
_ _ HEAVILY WEATHERED ROCK sampled as �1� 10-50/6" »•
damp to moist very hard brown, light brown, /\
and black very fine sandy SILT(ML)
— 5 —
_
Damp to moist very hard brown, light brown,
_ and black very fine sandy SILT(ML)with little 17-24-39
weathered rock fragments sampled as SILT
(ML)
_ _ Damp to moist very hard brown, light brown,
and black very fine sandy SILT(ML)with little 24-30-23
weathered rock fragments sampled as SILT
— 10—
(ML)
N - -
_ _
_
U'
W - WEATHERED ROCK sampled as very hard t'�' x 50/3 »•
o damp to moist brown and light brown medium
o to fine sandy SILT(ML)
0
—15—
a
Boring terminated at 13'-9"
O
- -
r
0
0
0
- -
W
_
O _ -
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-25 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 7.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_— 0 \4"Topsoil, plow zone, and organic debris ''
Moist very stiff reddish brown, brown, and white
- - very fine sandy clayey SILT(ML)
7-12-14
-
Moist very stiff reddish brown and brown very
- fine sandy SILT (ML)
6-8-13
— 5 —
HEAVILY WEATHERED ROCK sampled as 1�
moist very hard reddish brown, brown, and 1 23-31-50/6 »•
- - white very fine sandy SILT(ML)
Moist hard reddish brown, brown,white and
Z - - black very fine sandy SILT(ML)with little 20-20-28 •
heavily weathered rock fragments sampled as
SILT(ML)
3 —10—
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-26 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 7.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
0 \4"Topsoil, plow zone, and organic debris '-
Moist stiff brown and light brown sandy SILT
- (ML)
- _ 2-4-8
Moist very hard brown and light brown course to
- fine sandy SILT (ML)
25-38-25
— 5 —
Moist very hard brown and light brown course to
fine sandy SILT (ML)
17-42-28
.111
WEATHERED ROCK sampled as damp to x 50/6" >>•
Z — - moist very hard brown and light brown course to
fine sandy SILT(ML)
—10—
Z Boring terminated at 9'
- -
O
U
a
- -
r
0
0
0
_ _
O
W
wKey to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2 LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-27 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/22/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 7.2 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
0 5"Topsoil, plow zone, and organic debris '"''
Moist very stiff brown and light brown very fine
- - sandy SILT(ML)
4-4-13
-
HEAVILY WEATHERED ROCK sampled as �I X
- moist very hard brown and light brown course to 42-50/5 »•
fine sandy SILT (ML)
— 5 — ,
WEATHERED ROCK sampled as damp to L R 50/4" »•
moist very hard brown and light brown course
- - to fine sandy SILT(ML) M
c
Damp to moist hard brown and light brown
Z - - course to fine sandy SILT (ML)with little course 34-18-16
to fine gravel
3• — 10—
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
r
0
0
0
lL - -
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-28 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.8 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
—
0 4.5"Topsoil, plow zone, and organic debris '-
Moist stiff reddish brown, red, and yellow very 111
- - fine sandy SILT (ML)
3-6-9
Moist stiff reddish brown, red, and yellow very
- - fine sandy SILT (ML)
3-4-5
— 5 —
Moist stiff reddish brown, red, yellow, and white /
very fine sandy SILT (ML)
4-4-5
- -
N
N
Moist firm reddish brown, red,yellow, and white
Z - - very fine sandy SILT (ML) 2-3-4
Boring terminated at 10'
U
• - -
O
U
a
O
- -
r
0
0
0
lL - -
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-29 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.8 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_— 0 5"Topsoil, plow zone, and organic debris '-
Moist stiff reddish brown, red,yellow, and white 2-4-5
- - very fine sandy SILT(ML)
Moist very stiff reddish brown, red, and
- - yellowish brown very fine sandy SILT(ML) 7-10-13
— 5 —
Moist hard reddish brown, red, and yellowish
brown very fine sandy SILT(ML) 10-19-22 •
N
N
Moist very stiff reddish brown, red, and
Z 110
- yellowish brown very fine sandy SILT(ML) 7-12-11
3 —
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-30 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.5 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 6"Topsoil, plow zone, and organic debris '-
Moist very stiff red, light red, and yellow very
- - fine sandy SILT (ML)
4-7-10
Moist stiff red, light red, yellow, and black very
- - fine sandy SILT (ML)
5-7-8
— 5 —
Moist stiff red, light red, and yellow very fine /
sandy SILT(ML)
2-4-5
- -
N
N
Moist stiff red, reddish brown, yellow, and black
Z 110
- course to fine sandy SILT (ML) 3-4-5
3 —
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-31 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.5 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 6"Topsoil, plow zone, and organic debris '-
Moist firm red, reddish brown, medium to fine
- - sandy SILT(ML) /
3-3-3
- -
Moist stiff red, reddish brown, and yellow
- - medium to fine sandy SILT(ML)
3-6-7
— 5 —
Moist stiff reddish brown, yellow, black, and
white medium to fine sandy SILT(ML)
5-7-8
-
N
Moist stiff reddish brown,white, and gray very
Z - - fine sandy SILT (ML) 5-7-8
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-32 Page 1 of
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.7 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 6"Topsoil, plow zone, and organic debris ''
Moist very stiff brown and grayish brown
- - medium to fine sandy SILT(ML)
7-10-11
Moist stiff brown and grayish brown medium to
- - fine sandy SILT (ML)
6-5-5
— 5 —
Moist very hard brown, grayish brown, and
black course to fine sandy SILT(ML) EL
28-29-30
-
HEAVILY WEATHERED ROCK sampled as i \I
l��
Z - - damp to moist very hard brown, grayish brown, 30-50/4 »•
• - and white course to fine sandy SILT(ML) �
—10—
Z Boring terminated at 9'-4"
Z• - -
0
U
a
• - -
r
0
0
0
lL - -
Z
0
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-33 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.7 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 8"Topsoil, plow zone, and organic debris . -
_ _ Moist stiff reddish brown,yellow and light brown
clayey SILT(ML)
3-4-7
Moist stiff red, light brown, yellow, and white fine
- sandy SILT(ML)
4-6-8
— 5 —
Moist very stiff light brown,white, black, and red
SILT (ML) 7-11-12
-
N
Moist very stiff yellow, light brown,white and
Z - - black SILT (ML) 9-10-15
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
L7
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-34 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.7 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 6"Topsoil, plow zone, and organic debris -
Moist stiff yellowish brown, light brown, and
- - yellowish red clayey SILT(ML)
3-5-8
Moist hard yellowish brown, light brown, and
- - white very fine sandy SILT(ML) 13-16-22
— 5 —
Moist very hard yellowish brown, light brown,
light gray, and white very fine sandy SILT (ML) 14-25-30
-
N
N
Moist very stiff yellow, light brown, light gray,
Z - - and white SILT(ML) 8-8-8
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-35 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 6"Topsoil, plow zone, and organic debris '-
Moist stiff light brown and white clayey SILT
- (ML)
3-4-5
- -
Moist hard light brown,white, and black very
- - fine sandy SILT (ML)
11-15-24
— 5 —
1�
WEATHERED ROCK sampled as damp to x 50/6" »•
moist very hard light brown, yellow,white, and
- - black fine sandy SILT (ML)
I I I
WEATHERED ROCK sampled as damp to X 50/4.5" »•
Z - - moist very hard light brown, yellow,white, and
black fine sandy SILT(ML)
—10—
Z Boring terminated at 8'-10.5"
Z• - -
0
U
a
• - -
✓
0
0
0
• _ _
0
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-36 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 6"Topsoil, plow zone, and organic debris -
Moist stiff red, reddish brown, and light brown
- - slightly clayey SILT(ML)
3-5-7
41\D
Moist very stiff red, light red, yellow, and light
- - brown very fine sandy SILT(ML)
8-8-11
ffi
— 5 —
Moist very stiff red, yellow, light brown,white,
and black fine to medium sandy SILT(ML) 5_8_11
•
N
Moist hard light brown,yellow, and white SILT
Z - - (ML) 10-18-21
it
W
W
Z
3 — 10—
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-37 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.2 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 7"Topsoil, plow zone, and organic debris -
/t•,a'.
_ Moist stiff red and light brown clayey SILT (ML)
4-5-6
Moist very stiff red, light red, and yellow SILT
(ML) EL
6-8-10
— 5 —
Moist very stiff red, light red, and yellow SILT
(ML)
6-7-9
Moist stiff red,white, yellow, black, and light
Z - - brown SILT(ML) 4-6-6
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
W _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-38 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.4 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L O 0 0
T BLOWS
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 7"Topsoil, plow zone, and organic debris '-
Moist stiff yellowish brown, light brown, red, and
-
black clayey SILT (ML)
3-4-6
Moist stiff light brown and yellowish brown fine
sandy SILT(ML)
Moist very stiff light brown, yellow, and black
- - fine sandy SILT (ML)
6-8-12
— 5 —
Moist very stiff light brown and black very fine
sandy SILT(ML) 7-9-12 •
-
N
Moist very stiff light brown, olive, yellowish
Z 110
- brown, and black SILT(ML) 11-11-11 •
3 —
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-39 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 6.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_- 0 5"Topsoil, plow zone, and organic debris '-
Moist stiff red and reddish brown,very fine
- - sandy SILT(ML)
3-5-7
-
Moist very stiff red, reddish brown, and yellow
- - very fine sandy SILT (ML)
5-6-11
— 5 —
Moist very stiff reddish brown, yellow, and black
medium to fine sandy SILT(ML)
4-8-10 •
N
N
Moist very stiff reddish brown, yellowish brown,
Z 110
- and black course to fine sandy SILT(ML) 10-13-15
3 —
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-40 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.4 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 7"Topsoil, plow zone, and organic debris -
it•,a'.
- Moist firm red and reddish brown slightly clayey
- SILT (ML)
- - 3-3-3
Moist hard light brown,yellowish brown, light
- - gray, and black very fine sandy SILT (ML) 8-16-18
— 5 —
Moist very stiff white, light brown, and black
SILT (ML)with seam of heavily weathered rock 12-15-12
- - sampled as same color SILT (ML)
N
N
Moist stiff light brown and reddish brown fine
Z 110
- sandy SILT(ML)with little fine gravel 3-4-7
3 —
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
r
0
0
0
lL — —
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-41 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: B- 4.6 _ft.
Initial GWL: Not Encountered ft. Delayed GWL: _ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90 _
- 0 6"Topsoil, plow zone, and organic debris -
Moist stiff reddish brown, red, and light brown
- - slightly clayey SILT(ML)with little fine gravel
4-4-6 ♦
Moist stiff reddish brown, red, and light brown
- - slightly clayey SILT(ML)with little fine gravel
5-6-6
ffi
— 5 —
Moist very stiff red, brown, yellowish brown, and
black SILT (ML)with little fine gravel
8-9-10
-
N
Moist stiff red, brown, black and yellow SILT
(ML) 4-5-5
it
3 10
Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-42 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
- 0 7"Topsoil, plow zone, and organic debris -
/t•,a'.
- Moist firm reddish brown and light brown clayey
- SILT (ML)
3-3-511\
Moist stiff light brown, reddish brown, and black
- - slightly clayey SILT(ML)
4-5-8
ffi
— 5 —
Moist stiff light brown, red,white, and yellow
SILT (ML) 4-6-6 •
-
N
Moist stiff red, reddish yellow, light brown,
Z - - black, and white SILT (ML) 3-5-6 •
3• — 10 —
W Boring terminated at 10'
U
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-43 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.5 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 \3"Topsoil, plow zone, and organic debris -
Moist stiff red, reddish brown,yellow, and black
- - clayey SILT(ML)
3-4-7
-
Moist very stiff red, reddish brown, black, and
- - yellow medium to fine sandy SILT(ML) 6-6-10
— 5 —
Moist very stiff grayish brown, reddish brown,
and light yellow very fine sandy SILT(ML) 7_8_10
Moist very hard gray, grayish brown, reddish
Z - - brown, and light yellow very fine sandy SILT \IP
17-27-30
(ML)
3• — 10—
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
r
0
0
0
lL - -
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-44 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-- 0 \3"Topsoil, plow zone, and organic debris -
Moist stiff red and reddish brown clayey SILT
- - (ML)
3-6-7 •
Moist stiff red, reddish brown, and yellow very
- - fine sandy SILT (ML)
4-7-8
— 5 —
1�
Moist stiff reddish brown, red, and yellow very
fine sandy SILT (ML)
4-5-6
N
N
Moist stiff reddish brown, red, yellow, and white
Z - - very fine sandy SILT (ML) 3-5-5
W Boring terminated at 10'
U
- -
O
U
a
O
- -
r
0
0
0
lL - -
Z
O
W
m
wKey to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2 LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-45 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.1 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
0 \4"Topsoil, plow zone, and organic debris '-
Moist firm red and reddish brown clayey SILT
- - (ML) /
3-4-4
- -
Moist stiff red, reddish brown, and black very
- - fine sandy SILT (ML)
3-4-6
— 5 — -
- Moist hard red, reddish brown, and black
course to fine sandy SILT (ML)
6-17-18
N
N
Moist hard gray, and grayish brown course to
Z - - fine sandy SILT (ML) 14-19-20 •
Boring termination at 10'
U
- -
O
U
a
- -
✓
0
0
0
W _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-46 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 6"Topsoil, plow zone, and organic debris '-
Moist firm reddish brown and brown clayey SILT
- (ML)
3-3-4 •
Moist firm reddish brown, light brown, and red
- - clayey SILT(ML)with little fine gravel
3-4-4
— 5 —
Moist very stiff light brown, reddish brown,
black, and white slightly clayey fine sandy silt
- - (ML) 5-7-11
N
N
Moist hard yellow, light brown, brown, and black
Z - - SILT (ML) 7-13-25
3• — 10 — —
W Boring terminated at 10'
U
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-47 Page 1 of
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 '•
6"Topsoil, plow zone, and organic debris
- C Moist stiff reddish brown and black silty CLAY
)
4-4-5
Moist very stiff light brown, yellowish brown, and
- red very fine sandy SILT(ML) 18-14-11
— 5 — —
Moist hard yellowish brown, brown, and black
very fine sandy SILT (ML)
6-16-17
-
HEAVILY WEATHERED ROCK sampled as �I
• - - moist very hard brown,white, and yellowish 15-24-50/4" »•
brown SILT(ML)
• -
z —10— Boring terminated at 9'-10"
U
• - -
O
U
a
O
• - -
r
0
0
0
lL - -
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-48 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.5 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
_- 0 5"Topsoil, plow zone, and organic debris '-
Moist stiff red and reddish brown very fine sandy
- SILT (ML)
3-6-641\
Moist very stiff reddish brown, yellow, and black
- very fine sandy SILT (ML)
3-7-12
— 5 —
Moist stiff reddish brown, light yellow, and black
fine sandy SILT (ML)
4-4-7
Moist very stiff yellowish brown, reddish brown,
Z - - grayish brown, and black medium to fine sandy 3_8-12 i
SILT (ML)
W Boring terminated at 10'
U
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
O LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-49 Page 1 of 1
CES(1)- Project: Foil Property Borings Date Drilled : 11/24/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 5.7 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
-
0 \4"Topsoil, plow zone, and organic debris '-
Moist firm red and reddish brown clayey very
- - fine sandy SILT (ML)
3-3-5
Moist stiff red and reddish brown very fine sandy
- - SILT (ML) 3-6-7
— 5 —
Moist stiff reddish brown, red, and yellowish /
brown very fine sandy SILT(ML)
4-6-7i\P
- -
N
Moist very stiff yellowish brown, reddish brown,
Z 110
- and black fine sandy SILT(ML) 4-8-11
3 —
W Boring terminated at 10'
U
- -
O
U
a
O
- -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-50 Page 1 of
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.3 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%o)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 7"Topsoil, plow zone, and organic debris -
it•,a'.
- Moist very stiff red,yellow,white, and light
- brown clayey SILT(ML)
5-7-9 •
Moist stiff red, yellow,white, and light brown
- - clayey SILT(ML)little very fine sand 6-5-9
— 5 —
l\P
Moist very stiff brown, red and yellow very fine
sandy SILT(ML)
5-8-11
N
N
Moist hard brown and black very fine sandy
Z - - SILT (ML) 15-18-21
3• — 10 —
W Boring terminated at 10'
U
O
U
a
O
• - -
✓
0
0
0
• _ _
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

Log of Test Boring No. B-51 Page 1 of 1
CES Project: Foil Property Borings Date Drilled : 11/23/2021
Location : Mount Pleasant,NC Project No. 210763.000
Drilling Method: Auger Rig Type: CME 550X Surface Elevation: Not Determined ft. Cave-in Depth: V- 4.6 ft.
Initial GWL: Not Encountered ft. Delayed GWL: ft.
Boring Diameter: 6" Hammer: Automatic
Northing: ft. Easting: ft.
SAMPLE TYPE 11 DISTURBED ® SPT SAMPLE ■ SHELBY TUBE 0 NO RECOVERY 0 CORE
SAMPLES
D MATERIAL CLASSIFICATION PL(%) NMC(%) LL(%)
P AND REMARKS L T BLOWS O 0 0
I G Y PERA FINES(%)
V H T W P 6 IN.
• SPT N-Value(bpf)
(ft) (ft) H L E 10 20 30 40 50 70 90
— 0 7"Topsoil, plow zone, and organic debris '-
_ Moist soft reddish brown silty CLAY(CL)
_ _ 2-2-2
Moist stiff red and yellow silty CLAY(CL) 0
% 3-4-5
Moist stiff red and yellow clayey SILT(ML)with
— 5 — little weathered rock fragments sampled as stiff
red,yellow, and black SILT(ML)
Moist hard red and yellow clayey SILT (ML)
Moist hard yellow, brown, light brown very fine 5-17-25
- sandy SILT(ML)
N
N
Moist very hard light brown and yellow brown
Z - - very fine sandy SILT (ML) 31-37-37
W Boring terminated at 10'
U
• - -
O
U
a
O
• - -
r
0
0
0
lL - -
Z
O
W
m
w• Key to Abbreviations
GWL-Groundwater Level PL-Plastic Limit NMC-Natural Moisture Content
2• LITH-Lithologic Symbol LL-Liquid Limit SPT-Standard Penetration Test

FIELD PROCEDURE
SOIL TEST BORINGS
ASTM D-1586
The borings were made by advancing 5 inch diameter hollow stem augers. At regular intervals, soil
samples were obtained through the hollow stem augers with a standard 1.4-inch I.D., 2.0-inch O.D.,
split-tube sampler.
The sampler was initially seated 6 inches to penetrate any loose cuttings; then driven an additional foot
with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated as the standard penetration resistance.
Penetration resistance, when properly evaluated, is an index to the soil's strength and density.
The samples were classified in the field by the driller as they were obtained. Representative portions of
each soil sample were then sealed in labeled glass jars and transported to our laboratory. The samples
were examined by a graduate geotechnical engineer or engineering geologist to check visually the field
classification. All boring data, including sampling intervals, penetration resistances, soil classifications,
and groundwater level are shown on the attached Test Boring Records.

15755 0106
FILED
CABARRUS COUNTY NC
WAYNE NIXON
REGISTER OF DEEDS
FILED Dec 29, 2021
AT 03:02 pm
BOOK 15755
START PAGE 0106
END PAGE 0109
SCANNED AND RETURNED INSTRUMENT # 54267
EXCISE TAX $2,155.00
MMKL
Excise Tax 2,155.00 Recording Time, Book and Page
Tax Lot No. Parcel Identifier No. Part of 5670-65-2566
Verified by County on the day of
by
Mail after recording to Grantee
This instrument was prepared by Richard M. Koch
Brief description for the Index 29.111 acres 1150 B St., Mt. Pleasant
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this day of December , 2021 ,by and between
GRANTOR GRANTEE
WILLIAM E. FOIL (Unmarried) CABARRUS COUNTY
(a body politic and political subdivision of the State of
North Carolina)
P.O. Box 707
Concord, North Carolina 28026
Enter in appropriate block for each party: name,address,and,if appropriate,character of entity,e.q.corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and
shall 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 the City of Mount Pleasant , No. 8 Township,
Cabarrus County, North Carolina and more particularly described as follows:
See legal description attached as Exhibit A.

15755 0107
The property hereinabove described was acquired by Grantor by instrument recorded in Book 13910,_page 190
A map showing the above described property is recorded in Plat Book 90 page 61
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:
1. All easements, rights of way and restrictions of record.
2. Ad valorem taxes for the Town of Mount Pleasant and Cabarrus County.
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.
(SEAL)
(Corporate Name) 0 WILLIAM E. FOIL
By:
Z (SEAL)
President `S
0
ATTEST: (SEAL)
m
W
Corporate Seal) U)
(SEAL)
SEAL-STAMP NORTH CAROLINA (eC1)/eflr County. •
I,a Notary Public of the County and State aforesai ,certify that
•
E William E. Foil Grantor,
CHARLENE L PALMA I personal) appeared before me this dayand acknowledged the execution of the foregoing instrument. Witness
NOTARY PUBLIC :personally PP 9 9 9 my
Mecklenburg County w land and official stamp or seal,this 2.q day of Decem , 2021
North Carolina Y p 1' �l__ Notary Public
My Commission Expires March 31,2026� commission ex fires: }�©�
SEAL-STAMP NORTH CAROLINA, County.
I,a Notary Public of the County and State aforesaid,certify that
personally came before me this day and acknowledged that he is Secretary of
a North Carolina corporation, and that by authority duly
given and as the act of the corporation,the foregoing instrument was signed in its name by its
m m President,sealed with its corporate seal and attested by as its Secretary.
Witness my hand and official stamp or seal,this day of ,
My commission expires: Notary Public
The foregoing Certificate(s)of
is/are certified to be correct. This instrument and this certificate are duly registered at the date and time and in the Book and Page shown on the
first page hereof.
REGISTER OF DEEDS FOR COUNTY
By Deputy/Assistant—Register of Deeds

15755 0108
EI Mot
Legal Description
Lying and being in Number 8 Township, Cabarrus County,North Carolina, and being a
portion of the property of William E. Foil (Tracts Four and Six, Deed Book 13910 at
Page 190) and a portion of the property of Virginia E. Foil (Deed Book 597 at Page 10),
and being more particularly described as follows:
Commencing at North Carolina Geodetic Survey monument"MILL"having NC grid
NAD 83 (2011) EPOCH 2010.00 grid coordinates of N=602,717.16 feet and
E=1,573,226.45 feet; thence a grid course of N 06°12'37" E and a ground distance of
1643.88 feet(combined grid factor of 0.99985217)to a point in Walnut Street having NC
grid NAD 83 (2011) EPOCH 2010.00 grid coordinates of N=604,351.15 feet and
E=1,573,404.26 feet, said point being on the western side of Washington Street (60') and
being the southeast corner of St. James Reformed Church (Deed Book 6152 at Page 196);
thence from the POINT OF BEGINNING with the west side of Washington Street and
with the east line of the said St. James Reformed Church N 01°19'46" W (passing an
existing#4 rebar in 3" PVC pipe filled with concrete on line at 32.67 feet) a total distance
of 199.35 feet to an existing#4 rebar in concrete; thence continuing with the west side of
Washington Street and with the east lines of David L. Preddy and wife, Johnnette G.
Preddy (Deed Book 12678 at Page 22) and Cabarrus Med DST (Deed Book 15177 at
Page 92)N 01°36'32" W (passing an existing#5 rebar on line at 237.19 feet) a total
distance of 406.74 feet to an existing #5 rebar; thence with Zeba H. Barringer and
husband David T. Barringer(Deed Book 3314 at Page 28)N 88°23'28"E 30.00 feet to a
set mag nail in Washington Street; thence through the property of William E. Foil (Tracts
Four and Six, Deed Book 13910 at Page 190) and the property of Virginia E. Foil (Deed
Book 597 at Page 10)the following seven courses and distances: 1) S 78°13'34"E 48.20
feet to a point; 2) S 87°56'47" E 85.00 feet to a point; 3) S 81°08'17" E 100.00 feet to a
point; 4) S 66°29'02" E 736.77 feet to a point; 5) S 28°19'00"E 450.51 feet to a point; 6)
S 49°16'36"E 112.97 feet to a point; and 7) S 31°22'43" E 381.15 feet to a point on the
west side of a 60' "Graded Street" as shown on a map titled"Division of Jonas Cook
Estate" by Robert C. Lowery dated August 1977; thence with the west side of said 60'
"Graded Street"the following four courses and distances: 1) S 24°14'45" W(passing a
set#5 rebar on line at 20.00 feet) a total distance of 182.04 feet to a set#5 rebar; 2)with
the arc of a circular curve to the right having a radius of 89.68 feet, an arc length of 91.70
feet and a chord bearing and distance of S 53°32'12" W 87.76 feet to a set#5 rebar; 3)
with the arc of a circular curve to the left having a radius of 137.94 feet, an arc length of
153.53 feet and a chord bearing and distance of S 50°56'44" W 145.72 feet to a set#5
rebar; and 4) S 19°03'45"W 95.20 feet to a point; thence N 63°11'45" W 115.36 feet to
a point; thence S 56°49'07" W 182.91 feet to an existing 3/8"pipe with 2 stones witness;
thence with the lines of Betty McClure and Her Son, Warren McClure (Deed Book 673 at
Page 240), Andrew J. Scheib (Map Book 5 at Page 30, Deed Book 15226 at Page 308)
and Lutheran Church of the Holy Trinity, Mount Pleasant,North Carolina (Eighth&
Ninth Tracts, Deed Book 2385 at Page 256)N 44°57'20" W(passing an existing#5 rebar
beside loose stone on line at 236.39 feet, passing an existing 3/8"pipe on line at 774.50
feet, and passing a set#5 rebar on line at 1145.17 feet) a total distance of 1158.50 feet to
a point; thence N 48°56'20" W 22.85 feet to a point in Washington Street; thence within

15755 0109 Fin i b(f�
the asphalt of Washington Street and the turn onto Walnut Street the following four
courses and distances: 1)N 00°18'42"E 62.11 feet to a point; 2)N 07°00'18" W 36.05
feet to a point; 3)N 36°30'18" W 22.05 feet to a point; and 4)N 65°48'18" W 21.54 feet
to the POINT OF BEGINNING containing 29.111 acres.

PILOT E N V I R O N M E N T A L , I N C
May 12, 2023
Mr. Jay Eaves
CESI
PO Box 268
Concord, North Carolina 28026
Reference: Wetland Delineation
Approximate 28-Acre Tract
N. Washington Street
Mount Pleasant, Cabarrus County, North Carolina
Pilot Project 9498
Dear Mr. Eaves:
Pilot Environmental, Inc. (Pilot) is pleased to submit this report of the wetland delineation for the
approximate 28-acre tract located east of N. Washington Street in Mount Pleasant, Cabarrus
County, North Carolina.
Background
Wetlands are defined by the United States Army Corps of Engineers (USACE) and the United
States Environmental Protection Agency (EPA) as "those areas that are inundated or saturated
by surface or groundwater at a frequency and duration sufficient to support, and under normal
circumstances, do support a prevalence of vegetation typically adapted for life in saturated soil
conditions." In order for an area to be classified as wetland, hydrophytic vegetation, hydric soils,
and wetland hydrology indicators must be present.
Section 404 of the Clean Water Act (CWA) regulates the discharge of dredge and fill materials
into waters of the United States (lakes, rivers, ponds, streams, etc.), including wetlands. Waters
of the United States include the territorial seas, navigable coastal and inland lakes, rivers and
streams, intermittent streams, and wetlands. The EPA and the USACE jointly administer the
Section 404 program. Section 401 of the Clean Water Act grants each state the authority to
approve, condition, or deny any Federal permits that could result in a discharge to State waters.
Jurisdictional features include wetlands, open waters, ponds, lakes and perennial/intermittent
streams. Jurisdictional features are regulated by the USACE and North Carolina Department of
Environmental Quality -Division of Water Resources (NCDEQ-DWR). Permits are required prior
to impacting any jurisdictional feature. The type of permit required is specific to the type,
location and amount of impacts. Stormwater management plans and/or mitigation for proposed
impacts could be a requirement of the permit approval process.
PO Box 128, Kernersville, NC 27285
www.pilotenviro.com

Wetland Delineation
Pilot Project 9498
May 12,2023
The findings and conclusions in this report are our opinions based on field conditions
encountered at the time of the site visit. Changes including, but not limited to, regulations,
weather, timber/vegetation removal and usage/development of the site or nearby properties
can alter the findings and opinions presented in this report. We recommend that this report only
be used for preliminary planning purposes. Agency verifications, followed by a survey of
jurisdictional features, are required to determine the exact extent and locations of jurisdictional
features and are valid for a period of up to five years following issuance of a USACE Jurisdictional
Determination (JD) and/or NCDEQ-DWR Site Determination Letter.
Global Positioning System (GPS) location of jurisdictional features has been conducted by Pilot
personnel in the field utilizing a Trimble handheld GPS unit capable of sub-meter accuracy. Field
GPS data has been post-processed by Pilot personnel and digitally provided to the client for
assistance with preliminary planning. Pilot expresses no warranties or liabilities to accuracy of
GPS locations and/or provided GPS data.
Scope of Services
Pilot was contracted to perform a wetland delineation for the approximate 28-acre tract located
east of N. Washington Street in Mount Pleasant, Cabarrus County, North Carolina. The site is
identified on the Cabarrus County Geographic Information System (GIS) as parcel identification
number (PIN) 56704401870000. The scope of services included a delineation of jurisdictional
features (streams, wetlands, and other surface waters) on the site. The site boundary was not
marked at the time of our field delineation.
Literature Review
We reviewed the U.S. Geological Survey (USGS) Topographic Map, the U.S. Department of
Agriculture (USDA) Soil Survey of Cabarrus County, the U.S. Fish and Wildlife Service (USFWS)
National Wetland Inventory(NWI) Map and the Federal Emergency Management Agency(FEMA)
Flood Insurance Rate Map (FIRM).
• The USGS Topographic Map (Drawing 1)depicts an unnamed tributary to Dutch Buffalo Creek
on the eastern portion of the site. Drainage swales that could contain additional surface
waters or wetlands are also depicted on the site.
2

Wetland Delineation
Pilot Project 9498
May 12,2023
• The USDA Web Soil Survey of Cabarrus County (Drawing 2) identifies the following mapping
units on the site:
Map unit Map unit name County
symbol Hydric
Soil
BaD Badin channery silt loam, 8 to 15 percent slopes No
ChA Chewacla sandy loam, 0 to 2 percent slopes,frequently flooded Yes
GeB2 Georgeville silty clay loam, 2 to 8 percent slopes, moderately eroded No
Pilot also reviewed the last published USDA Soil Survey of Cabarrus County(Drawing 2A). The
published soil survey does not depict surface waters or wetlands on the site.
• The USFWS NWI Map (Drawing 3) depicts a riverine feature on the site. Wetlands are not
depicted on the site.
• The FEMA FIRM (Drawing 4) identifies the site within Zone X, an area of minimal flood hazard.
Field Delineation
Pilot conducted the site visit on May 10, 2023. The site contains fields and wooded land. Ponds
are not located on the site.
A stream is located near the northeastern site boundary. The stream contains a continuous,
defined channel and evidence of ordinary high-water marks. The upper reach contained limited
hydrology and geomorphology indicators. Based on our observations, the upper reach (SA1 on
Drawing 5) is intermittent. The lower reach (SA2 on Drawing 5), contains meanders, riffle-pool
complexes, and flowing water. Based on our observations and the stream characteristics, the
lower reach is perennial.The stream origin and intersection with the site boundary were marked
in the field with blue and white striped surveyor tape and geo-located with a handheld Trimble
GPS unit and digital elevation modeling data.
Wetlands are located adjacent to the stream. The wetlands are separated from surrounding
uplands by topographic, vegetation and/or soil breaks. USACE Wetland Determination Data
Forms, supporting our opinions, are included as attachments. The wetland boundaries were
marked in the field with red and white striped surveyor tape and geo-located with a handheld
Trimble GPS unit.
Drawing 5 shows the approximate locations of the stream (including our designations),wetlands,
data points and flag numbers. The locations and designations of features shown on Drawing 5
are preliminary and subject to change during agency verification(s) of the delineation.
3

Wetland Delineation
Pilot Project 9498
May 12,2023
Watershed Classification
The site is located in the Yadkin Pee-Dee River Basin. An unnamed tributary to Dutch Buffalo
Creek is located on the site. The NCDEQ-DWR has classified Dutch Buffalo Creek as Class C waters.
Consultation with the local planning authority is recommended to determine local
buffer/stormwater setback requirements for proposed development.
Agency Verification
The delineation has not been verified by the USACE. We understand that our flags will be
surveyed to determine the exact extent and locations of jurisdictional features and applicable
surface water buffers. The delineation, including locations and designations of features, is
subject to change during agency verifications.
Closing
We appreciate the opportunity to provide our services to you. Please contact us at (336) 310-
4527 if you have questions or require additional information.
Sincerely,
/ 1J 7 A. i2 'ii -
Michael T. Brame, PWS David S. Brame, PWS
Principal Senior Project Manager
Attachments: Drawing 1— USGS Topographic Map
Drawing 2—Web Soil Map
Drawing 2A— Published Soil Map
Drawing 3—NWI Map
Drawing 4— FEMA FIRM
Drawing 5—Wetland Map
Wetland Determination Data Forms
4

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Scale: 1" = 200' PIU31 & k Mount Pleasant, Cabarrus County, NC
Date: 5.11.2023 .,Lot LNVsRONMlt tAI.'NC ,,,,. Pilot Project 9498

U.S. Army Corps of Engineers OMB Control#:0710-xxxx,Exp:Pending
WETLAND DETERMINATION DATA SHEET—Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ERDC/EL TR-07-24; the proponent agency is CECW-CO-R (Authority:AR 335-15,paragraph 5-2a)
Project/Site: N Washington Street City/County: Mount Pleasant/Cabarrus Sampling Date: 5.10.23
Applicant/Owner: Cabarrus County State: NC Sampling Point: DP-1
Investigator(s): David Brame/Michael Brame Section,Township,Range: NA
Landform(hillside,terrace,etc.): floodplain Local relief(concave,convex, none): concave Slope(%): 1
Subregion(LRR or MLRA): LRR P,MLRA 136 Lat: 35.401105° Long:-80.427235° Datum: wgs 84
Soil Map Unit Name: ChA:Chewacla sandy loam NWI classification: upland
Are climatic/hydrologic conditions on the site typical for this time of year? Yes X No (If no,explain in Remarks.)
Are Vegetation ,Soil ,or Hydrology significantly disturbed? Are"Normal Circumstances"present? Yes X No
Are Vegetation ,Soil ,or Hydrology naturally problematic? (If needed,explain any answers in Remarks.)
SUMMARY OF FINDINGS—Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes X No Is the Sampled Area
Hydric Soil Present? Yes X No within a Wetland? Yes X No
Wetland Hydrology Present? Yes X No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators: Secondary Indicators(minimum of two required)
Primary Indicators(minimum of one is required:check all that aoolv) —Surface Soil Cracks(B6)
_Surface Water(A1) _True Aquatic Plants(B14) _Sparsely Vegetated Concave Surface(B8)
X High Water Table(A2) _Hydrogen Sulfide Odor(C1) _Drainage Patterns(B10)
X Saturation(A3) _Oxidized Rhizospheres on Living Roots(C3) _Moss Trim Lines(B16)
Water Marks(B1) _Presence of Reduced Iron(C4) _Dry-Season Water Table(C2)
Sediment Deposits(B2) _Recent Iron Reduction in Tilled Soils(C6) _Crayfish Burrows(C8)
Drift Deposits(B3) _Thin Muck Surface(C7) _Saturation Visible on Aerial Imagery(C9)
Algal Mat or Crust(B4) —Other(Explain in Remarks) _Stunted or Stressed Plants(D1)
Iron Deposits(B5) —Geomorphic Position(D2)
—Inundation Visible on Aerial Imagery(B7) _Shallow Aquitard(D3)
_Water-Stained Leaves(B9) —Microtopographic Relief(D4)
_Aquatic Fauna(B13) X FAC-Neutral Test(D5)
Field Observations:
Surface Water Present? Yes No X Depth(inches):
Water Table Present? Yes X No Depth(inches): 8
Saturation Present? Yes X No Depth(inches): 0 Wetland Hydrology Present? Yes X No
(includes capillary fringe)
Describe Recorded Data(stream gauge,monitoring well,aerial photos,previous inspections),if available:
Remarks:
ENG FORM 6116-4-SG,JUL 2018 Eastern Mountains and Piedmont—Version 2.0

VEGETATION (Four Strata) -Use scientific names of plants. Sampling Point: DP-1
Absolute Dominant Indicator
Tree Stratum (Plot size:_ 30 ) %Cover Species? Status Dominance Test worksheet:
1. Platanus occidentalis 30 Yes FACW Number of Dominant Species
2. Acer rubrum 20 Yes FAC That Are OBL, FACW,or FAC: 5 (A)
3. Carpinus caroliniana 10 No FAC Total Number of Dominant
4. Fraxinus pennsylvanica 10 No FACW Species Across All Strata: 8 (B)
5• Percent of Dominant Species
6. That Are OBL, FACW,or FAC: 62.5% (A/B)
7, Prevalence Index worksheet:
70 =Total Cover Total%Cover of: Multiply by:
50%of total cover: 35 20%of total cover: 14 OBL species 0 x 1 = 0
Saolina/Shrub Stratum (Plot size: 15 ) FACW species 55 x 2= 110
1. Ligustrum sinense 20 Yes FACU _ FAC species 40 x 3= 120
2. Ulmus americana 10 Yes FACW FACU species 30 x 4= 120
3. UPL species 0 x 5= 0
4, Column Totals: 125 (A) 350 (B)
5. Prevalence Index =B/A= 2.80
6, Hydrophytic Vegetation Indicators:
7. _1 -Rapid Test for Hydrophytic Vegetation
8. X 2-Dominance Test is>50%
9. X 3-Prevalence Index is 53.0'
30 =Total Cover 4-Morphological Adaptations'(Provide supporting
50%of total cover: 15 20%of total cover: 6 data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 ) -Problematic Hydrophytic Vegetation' (Explain)
1. Lonicera japonica 5 Yes _ FACU 'Indicators of hydric soil and wetland hydrology must
2. Ligustrum sinense 5 Yes FACU be present,unless disturbed or problematic.
3. Juncus effusus 5 Yes FACW Definitions of Four Vegetation Strata:
4. Microstegium vimineum 10 Yes FAC Tree-Woody plants,excluding vines,3 in.(7.6 cm)or
5. more in diameter at breast height(DBH), regardless of
height.
6.
7. _ Sapling/Shrub-Woody plants,excluding vines, less
8. than 3 in.DBH and greater than or equal to 3.28 ft
(1 m)tall.
9.
10. Herb-All herbaceous(non-woody)plants,regardless
11 of size,and woody plants less than 3.28 ft tall.
25 =Total Cover Woody Vine-All woody vines greater than 3.28 ft in
50%of total cover: 13 20%of total cover: 5 height.
Woody Vine Stratum (Plot size: 30 )
1.
2.
3.
4.
5. Hydrophytic
=Total Cover Vegetation
50%of total cover: 20%of total cover: Present? Yes X No
Remarks:(Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4-SG,JUL 2018 Eastern Mountains and Piedmont-Version 2.0

SOIL Sampling Point: DP-1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color(moist) % Color(moist) % Type' Loc` Texture Remarks
0-18 2.5y 4/2 90 7.5yr 4/6 10 C M Loamy/Clayey Prominent redox concentrations
Type: C=Concentration,D=Depletion,RM=Reduced Matrix,MS=Masked Sand Grains. 2Location: PL=Pore Lining,M=Matrix.
Hydric Soil Indicators: Indicators for Problematic Hydric Soils3:
Histosol(Al) _Polyvalue Below Surface(S8)(MLRA 147,148) _2 cm Muck(A10)(MLRA 147)
Histic Epipedon(A2) _Thin Dark Surface(S9)(MLRA 147,148) _Coast Prairie Redox(A16)
Black Histic(A3) _Loamy Mucky Mineral(F1)(MLRA 136) (MLRA 147,148)
Hydrogen Sulfide(A4) _Loamy Gleyed Matrix(F2) _Piedmont Floodplain Soils(F19)
_Stratified Layers(A5) X Depleted Matrix(F3) (MLRA 136,147)
2 cm Muck(A10)(LRR N) _Redox Dark Surface(F6) _Red Parent Material(F21)
—Depleted Below Dark Surface(A11) _Depleted Dark Surface(F7) (outside MLRA 127,147,148)
_Thick Dark Surface(Al2) X Redox Depressions(F8) _Very Shallow Dark Surface(F22)
_Sandy Mucky Mineral(S1) _Iron-Manganese Masses(F12)(LRR N, _Other(Explain in Remarks)
_Sandy Gleyed Matrix(S4) MLRA 136)
_Sandy Redox(S5) —Umbric Surface(F13)(MLRA 122,136) 3lndicators of hydrophytic vegetation and
Stripped Matrix(S6) _Piedmont Floodplain Soils(F19)(MLRA 148) wetland hydrology must be present,
Dark Surface(S7) _Red Parent Material(F21)(MLRA 127,147,148) unless disturbed or problematic.
Restrictive Layer(if observed):
Type:
Depth(inches): Hydric Soil Present? Yes X No
Remarks:
ENG FORM 6116-4-SG,JUL 2018 Eastern Mountains and Piedmont—Version 2.0

U.S. Army Corps of Engineers OMB Control#:0710-xxxx,Exp:Pending
WETLAND DETERMINATION DATA SHEET—Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ERDC/EL TR-07-24; the proponent agency is CECW-CO-R (Authority:AR 335-15,paragraph 5-2a)
Project/Site: N.Washington Street City/County: Mount Pleasant/Cabarrus Sampling Date: 5.10.23
Applicant/Owner: Cabarrus County State: NC Sampling Point: DP-2
Investigator(s): David Brame/Micahel Brame Section,Township, Range: NA
Landform(hillside,terrace,etc.): swale Local relief(concave,convex,none): concave Slope(%): 1-3
Subregion(LRR or MLRA): LRR P,MLRA 136 Lat: 35.401361° Long:-80.427799° Datum: wgs84
Soil Map Unit Name: BaD:Badin channery silt loam NWI classification: upland
Are climatic/hydrologic conditions on the site typical for this time of year? Yes X No (If no,explain in Remarks.)
Are Vegetation ,Soil ,or Hydrology significantly disturbed? Are"Normal Circumstances"present? Yes X No
Are Vegetation ,Soil ,or Hydrology naturally problematic? (If needed,explain any answers in Remarks.)
SUMMARY OF FINDINGS—Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes No X Is the Sampled Area
Hydric Soil Present? Yes No X within a Wetland? Yes No X
Wetland Hydrology Present? Yes No X
Remarks:
HYDROLOGY
Wetland Hydrology Indicators: Secondary Indicators(minimum of two reauired)
Primary Indicators(minimum of one is required:check all that aoplvl _Surface Soil Cracks(B6)
Surface Water(Al) _True Aquatic Plants(B14) Sparsely Vegetated Concave Surface(B8)
High Water Table(A2) _Hydrogen Sulfide Odor(C1) _Drainage Patterns(B10)
Saturation(A3) _Oxidized Rhizospheres on Living Roots(C3) _Moss Trim Lines(B16)
Water Marks(B1) _Presence of Reduced Iron(C4) _Dry-Season Water Table(C2)
Sediment Deposits(B2) _Recent Iron Reduction in Tilled Soils(C6) _Crayfish Burrows(C8)
_Drift Deposits(B3) _Thin Muck Surface(C7) _Saturation Visible on Aerial Imagery(C9)
_Algal Mat or Crust(B4) —Other(Explain in Remarks) _Stunted or Stressed Plants(D1)
_Iron Deposits(B5) —Geomorphic Position(D2)
—Inundation Visible on Aerial Imagery(B7) —Shallow Aquitard(D3)
—Water-Stained Leaves(B9) —Microtopographic Relief(D4)
_Aquatic Fauna(B13) _FAC-Neutral Test(D5)
Field Observations:
Surface Water Present? Yes No X Depth(inches):
Water Table Present? Yes No X Depth(inches):
Saturation Present? Yes No X Depth(inches): Wetland Hydrology Present? Yes No X
(includes capillary fringe)
Describe Recorded Data(stream gauge,monitoring well,aerial photos,previous inspections),if available:
Remarks:
ENG FORM 6116-4-SG,JUL 2018 Eastern Mountains and Piedmont—Version 2.0

VEGETATION (Four Strata)-Use scientific names of plants. Sampling Point: DP-2
Absolute Dominant Indicator
Tree Stratum (Plot size: 30 ) %Cover Species? Status Dominance Test worksheet:
1. Pinus virginiana 20 Yes UPL Number of Dominant Species
2. Liquidambar styraciflua 20 Yes FAC That Are OBL,FACW,or FAC: 3 (A)
3. Acer rubrum 20 Yes FAC Total Number of Dominant
4. Species Across All Strata: 9 (B)
5. Percent of Dominant Species
6. That Are OBL, FACW,or FAC: 33.3% (A/B)
7. Prevalence Index worksheet:
60 =Total Cover Total%Cover of: Multiply by:
50%of total cover: 30 20%of total cover: 12 OBL species 0 x 1 = 0
Sapling/Shrub Stratum (Plot size: 15 ) FACW species 0 x 2= 0
1. Juniperus virginiana 10 Yes FACU FAC species 50 x 3= 150
2. Liquidambar styraciflua 10 Yes FAC FACU species 45 x 4= 180
3. Ligustrum sinense 10 _ Yes - FACU UPL species 20 x 5= 100
4, Column Totals: 115 (A) 430 (B)
5. Prevalence Index =B/A= 3.74
6, Hydrophytic Vegetation Indicators:
7. -1 -Rapid Test for Hydrophytic Vegetation
8. _2-Dominance Test is>50%
9. _3-Prevalence Index is 53.01
30 =Total Cover 4-Morphological Adaptations(Provide supporting
50%of total cover: 15 20%of total cover: 6 data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 ) _Problematic Hydrophytic Vegetation (Explain)
1. Parthenocissus quinquefolia 5 Yes FACU 'Indicators of hydric soil and wetland hydrology must
2. Lonicera japonica 10 Yes FACU be present,unless disturbed or problematic.
3. Definitions of Four Vegetation Strata:
4. Tree-Woody plants,excluding vines,3 in.(7.6 cm)or
5. more in diameter at breast height(DBH), regardless of
height.
6.
7. Sapling/Shrub-Woody plants,excluding vines, less
8. than 3 in.DBH and greater than or equal to 3.28 ft
(1 m)tall.
9.
10. Herb-All herbaceous(non-woody)plants,regardless
11 of size,and woody plants less than 3.28 ft tall.
15 =Total Cover Woody Vine-All woody vines greater than 3.28 ft in
50%of total cover: 8 20%of total cover: 3 height.
Woody Vine Stratum (Plot size: 30 )
1. Lonicera japonica 10 Yes FACU
2.
3.
4.
5. Hydrophytic
10 =Total Cover Vegetation
50%of total cover: 5 20%of total cover: 2 Present? Yes No X
Remarks:(Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4-SG,JUL 2018 Eastern Mountains and Piedmont-Version 2.0

SOIL Sampling Point: DP-2
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color(moist) % Color(moist) % Type' Lac` Texture Remarks
0-3 10yr 4/4 100 Loamy/Clayey
3-18 5yr 4/6 100 Loamy/Clayey
'Type: C=Concentration,D=Depletion,RM=Reduced Matrix,MS=Masked Sand Grains. 2Location: PL=Pore Lining.M=Matrix.
Hydric Soil Indicators: Indicators for Problematic Hydric Soils3:
Histosol(A1) Polyvalue Below Surface(S8)(MLRA 147,148) _2 cm Muck(A10)(MLRA 147)
Histic Epipedon(A2) _Thin Dark Surface(S9)(MLRA 147,148) _Coast Prairie Redox(A16)
Black Histic(A3) _Loamy Mucky Mineral(F1)(MLRA 136) (MLRA 147,148)
Hydrogen Sulfide(A4) _Loamy Gleyed Matrix(F2) _Piedmont Floodplain Soils(F19)
Stratified Layers(A5) _Depleted Matrix(F3) (MLRA 136,147)
2 cm Muck(A10)(LRR N) _Redox Dark Surface(F6) _Red Parent Material(F21)
_Depleted Below Dark Surface(A11) _Depleted Dark Surface(F7) (outside MLRA 127,147,148)
_Thick Dark Surface(Al2) _Redox Depressions(F8) _Very Shallow Dark Surface(F22)
_Sandy Mucky Mineral(Si) _Iron-Manganese Masses(F12)(LRR N, _Other(Explain in Remarks)
_Sandy Gleyed Matrix(S4) MLRA 136)
_Sandy Redox(S5) _Umbric Surface(F13)(MLRA 122,136) 3lndicators of hydrophytic vegetation and
Stripped Matrix(S6) _Piedmont Floodplain Soils(F19)(MLRA 148) wetland hydrology must be present,
Dark Surface(S7) _Red Parent Material(F21)(MLRA 127,147,148) unless disturbed or problematic.
Restrictive Layer(if observed):
Type:
Depth(inches): Hydric Soil Present? Yes No X
Remarks:
ENG FORM 6116-4-SG,JUL 2018 Eastern Mountains and Piedmont—Version 2.0