20061804 Ver 37_Stormwater Site Plans_20210111

HAGEN PO BOX 14851 Phone: [phone]
ENGINEERING, PA Greensboro, NC 27415 [e-mail]
Stormwater Engineer's Report
Ardmore at Flowers Apartments
Clayton, NC
1 /6/2020
DEVELOPER:
Ardmore Residential, Inc.
1400 W Northwood Dr.
Greensboro NC, 27408
[tip%�i1<:�t�:Y•I:
[e-mail]

Table of Contents
• Site Maps
- Pre Development Drainage Delineation
- Post Development Drainage Delineation
• Stormwater Summary
- Existing Conditions
- Proposed Improvements
- Sedimentology
- Water Quality
- Water Quantity
• Water Quality
- Pond Calculations
- Pond Report
• Water Quantity
- Hydrograph Return Period Recap
- 1 Year Storm Hydrographs
- 10 Year Storm Hydrographs
- 100 Year Storm Hydrographs
• Storm Sewer Calculations
- Storm pipe HGL Calculations
• Appendix
- USGS Map
- USGS Soil Survey
- NOOA Rainfall Data

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DRAINAGE AREA
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CURVE NUMBER
DRAINAGE TO POS 1
SIZE (AC)
DRAINAGE AREA
FAIR CONDITION WOODS
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66.7%
60
(TYPE B SOILS)
POOR BRUSH/WEED/GRASS
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29.7%
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TYPE B SOILS
IMPERVIOUS AREA FROM
0.30 AC
3.6%
98
FLOWERS PARKWAY
WEIGHTED CURVE NUMBER
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Stormwater Summary
Existina Conditions
This report will analyze two separate parcels, site 1 and site 2. Site 1 is 6.435 acres in size and is
completely vacant grassed land with a small dirt path which comes on to the property. Site 2 that is being
developed is 10.807 acres in size and is mostly wooded, with a portion that is densely grassed. At the western side
of the property on site 2, there is an existing sediment basin.
Proposed Improvements
For site 1, the development will consist of 180 apartment units, a clubhouse, a pool, car wash and various
other amenities. There is an existing stormwater pond to the south of this site which was previously sized to
account for this parcel one day being developed. The pond was sized such as to allow for up to 85% impervious.
The current site design for site 1 utilizes only 75% impervious, therefore no new stormwater pond improvements
are required for this site 1. Storm sewer pipe infrastructure will be installed within this site to transport all storm
drainage to this existing pond for treatment. For site 2 The proposed development will consist of 216 Multi -family
apartment units, a cabana, pool, dog park and mail kiosk. A previous stormwater permit was obtained for this site,
however, the pond was previously only sized to handle a portion of this site (due to a ridge in the middle of the site),
with the remainder of the stormwater draining to a separate pond. In an effort to keep all pond maintenance
associated with this site 2 under Ardmore control, this wet pond is being upgraded so that is can handle impervious
from the entire site. The proposed stormwater from all impervious areas on site will drain towards this new wet
pond in the western portion of the site.
Sedimentology
For site 1, during construction, stormwater will be routed to a skimmer basin which will be at the southern
portion of this site in the approximate location of the parking lot south of building 1500. Silt fence, construction
entrances, inlet protection, porous baffles and stabilization methods will also be utilized to reduce sediment leaving
the site. Once site 1 has been stabilized, the skimmer basin will be removed, parking lot finalized, and all
stormwater will route to the existing pond that was previously mentioned. For site 2, there is already a skimmer
basin in place, so this skimmer basin along with silt fence, construction entrances, inlet protection, porous baffles
and stabilization methods will also be utilized to reduce sediment leaving the site. This skimmer basin is in the
same approximate location as the final proposed wet pond, so, as sitework progresses, and the site is stabilized,
the skimmer basin will be transitioned to a permanent wet pond.
Stormwater Quality
Per the Johnston County Stormwater Ordinance and the NCDEQ Stormwater requirements, a minimum of
85% of the Total Suspended Solids associated with site runoff must be removed by an engineered stormwater
device. For site 1, this requirement has already been met as mentioned previously due to the existing pond. For site
2, a wet pond will be utilized for this design. This wet pond will utilize a 48" riser structure with a 2.5" orifice at the
permanent pool elevation, and a 15" orifice at the water quality elevation. Per NCDEQ Stormwater requirements,
this water quality elevation provides adequate storage to treat the first inch of runoff across the site. This water
quality volume is then released over approximately 57 hours which satisfied the 2-5 day release time requirement.
Stormwater Quantity
Per Johnston County Stormwater Ordinance, the stormwater device is required to attenuate the 1 year
twenty-four hour storm event to pre -development levels. For site 1, this requirement is already met with the existing
pond. For site 2, this report will analyze the peak flows created by the 1 year, 10 year and 100 year twenty -four-
hour storm events. The peak flow hydrographs were generated using the SCS Method and can be seen on the
following page along with pond elevations associated with each storm event.

Point of Study 1 (site 2)
Storm Event
Pre-
Post
Elevation in Pond 1(Feet)
Developed
Developed
Rate (CFS)
After Routing
(Crest of Spillway: 253.50')
through Pond
1 (CFS)
(Dam Elevation: 255.00)
1 Year, 24 hr
1.865
0.993
250.87
10 Year, 24 hr
12.05
11.10
252.68
100 Year, 24 hr
29.37
71.48
253.98

STORMWATER QUALITY

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CONSTRUCT DAM WITH IMPERMEABLE SOILS
COMPACTED TO 98% STD. PROCTOR
DENSITY W/ A MOISTURE CONTENT OF
-1 % TO +3% OF OPTIMUM. SOILS SHALL
BE UNIFORM IN CHARACTER AND INSTALLED
IN 8" MAXIMUM LIFTS. SOILS SHALL BE
FREE OF ORGANICS AND PARTICLES OF 2"
OR GREATER
CENTIPEDE TURF GRASS TO BE
UTILIZED ON ALL POND SLOPES.
CORE
GEOTECHNICAL
ENGINEER TO BE
ON SITE DURING
INSTALLATION OF
POND OUTLETS
TO ENSURE _
COMPACTION _
AROUND PIPES
6' WIDE VEGETATED
SHELF AT 1:6 SLOPE.
BOTTOM ELEVATION: 248.0
TOP ELEVATION: 249.0.
10.00' DAM EL 255.0'
L JI
OUTLET 243.5' 1
100 LF 24"
ALUMINUM @
0.5% SLOPE
7 2 " X 72" U
ANTI -SEEP PLATES
SANDWICHED BETWEEN
FLANGED GASKET IN
FLANGED JOINTS
CUT-OFF TRENCH
BACKFILL W/
IMPERMEABLE SOILS
COMPACTED TO 98% STD
PROCTOR DENSITY
- 48" DIAMETER ALUMINUM RISER WITH
TRASH RACK. TOP OF RISER ELEV 253.0.
SHOP DRAWING TO BE REVIEWED BY
ENGINEER PRIOR TO FABRICATION.
15" ORIFICE AT 250.5'
2.5" ORIFICE AT 248.5
SUBMERGED ORIFICE OUTLET DESIGN
i SEE DETAIL THIS SHEET
BOTTOM 244
6' X 6' X 2'
3000 PSI
CONCRETE
PAD ANTI
FLOTATION
DEVICE
6" DRAIN VALVE AT EL
244.0' WITH HANDLE TO
TOP OF RISER. VALVE
SHALL HAVE A PLATE TO
ADAPT TO A 6" SKIMMER
DURING CONSTRUCTION.
POND 1
N.T.S.
1'
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CENTIPEDE TURF GRASS TO BE
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RIP RAP BAFFLE CLASS
B STONE OVER NON
WOVEN FABRIC. FROM
ELEVATION 244.00 TO
248.5. SIDE SLOPES TO
BE 2:1. TOP 5' WIDE.
DETA J L
20' WIDE SPILLWAY EL: 253.50'
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Typical Submerged Orifice Outlet Configuration
d" PVC
PVC tee
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q Penualleat pool
4'-PV(:' tubbed
into box
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THROUGH CAP
4" PVC cap with hole III IIIcd
Nate: Consider 6" piping if die
control orifice is larder than 2"
Pond b dtotn
Durable materials, such as reinforced concrete, are preferable to corrugated metal in
most instances. The riser should be placed in or at the face of the embankment. By
placing the riser close to the embankment, maintenance access is facilitated and flotation
forces are reduced. The design engineer must present flotation force calculations for any
outlet design subject to flotation forces. Outlets are described in greater detail in Section
7,.0, Common BMP Design Elements.
M M , 1.0' THICK CLASS B
STONE OVER NON WOVEN
FABRIC
100YR STORM MAX ELEV. 253.94'
WATER QUALITY MAX ELEVATION 250.50
PERMANENT POOL ELEVATION 248.5
CLAY LINER TO BE INSTALLED.
SEE CLAY LINER NOTES ON THIS SHEET
GRAPHIC SCALE
20 0 10 20 40
( IN FEET )
1 inch = 20 ft.
80
1.5' CLASS B RIP RAP
20'
3:
SPILLWAY DETAIL
NOT TO SCALE
DAM EL
Anti -Flotation Device 1: Flowers
Riser Height: 9 feet
Riser Diameter: 48 in
Riser Area: 113.04 cf
Weight of Water: 62.4 Ibs/ft^2
Weight of Conc. 150 Ibs/ft^3
Min Weight Req. 7054 Ibs
Anti -Flotation Dimemstions
Length (ft) 6
Width (ft) 6
Height (ft) 2
Weight Provided 10800 Ibs
Min Factor of Safety 1.5
Factor of Safety Provided 1.53 Okay
POND SLOPES AND DAM OUTSIDE
OF PERMANENT POOL ARE TO BE
3:1. SLOPED AREA IN POND
BELOW PERMANENT POOL IS 2:1
SLOPE
A CLAY LINER SHOULD BE INSTALLED IN POND BASIN PER
THE FOLLOWING SPECIFICATIONS:
-MINIMUM THICKNESS OF 12 INCHES WITH AN ADDITIONAL
12 INCH LAYER OF COMPACTED SOIL ABOVE IT
-PERMEABILITY = 1 X 10-6 CM/SEC
-PLASTICITY INDEX OF CLAY = NOT LESS THAN 15%
-LIQUID LIMIT OF CLAY = NOT LESS THAN 30%
-CLAY PARTICLES PASSING = NOT LESS THAN 30%
-CLAY COMPACTION = 95% OF STANDARD PROCTOR
DENSITYSOURCE: DCR (1999)
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Wet Pond 1 Water Quality Design Calculations
Drainage Area
8.99 Acres
Impervious Area to Pond (Total impervious/43560)
6.17 Acres
Buildings
107,500 SF
Sidewalk
28000 SF
Pavement
120000 SF
Flowers Parkway Impervious
13100 SF
Total
268,600 SF
Impervious (Imp. Area to Pond / DA)
68.59%
Rv = 0.05 + 0.9(%Imp)
0.66730665
VPP (Volume permanent pool)
32398 Cubic Feet
APP (Area Permanent Pool)
11057 SF
DAV (Average Depth = VPP / APP)
3
Required WQV (cf) = Rv * Ad*43560sf/ac*Rd*1ft/12in
21776.685 Cubic Feet
Provided WQV (Volume between15" Riser orifice Elev and 2.5" WQV orifice elev)
26305 Cubic Feet
Forebay Volume (must be between 15-20% of the VPP)
6333 Cubic Feet
Main Pool Volume (VPP - Forebay Volume)
26065 Cubic Feet
New BMP Manual DAV Calculations (Values from Table 1 in C-3. Wet Pond)
3 4
60.00% 2.09 1.77
70.00% 2.51 2.09
Imp 68.59%
2.450764363 2.044868086
Interpolated Value 2.47914076
Surface Area Requirements:
% Impervious 68.59%
Surface Area Ratio Required 2.47914076 or 9708.4243 SF
Surface Area Provided 11057 SF
19.55 %

Water Quality Pond 1 Draw Down Time
Q=CdAV2gh
Cd - Coefficient of discharge
A- Area of orifice
g - Gravity - 32.2 ft/s2
h - head from mid point of orifice
Pipe Diameter
2.5
in
Area
0.034071181
ftz
Cd
0.6
g
32.2
ft/sz
Invert of orifice
248.5
ft
Water Elevation
250.5
ft
Avg. Head
0.895833333
ft
Qavg
0.155272654
cfs
WQV Volume
26305
CF
Elevation
Head
Q (CFS)
Incremental Volume (CF)
Time (Hrs)
250.5
1.791666667
0.219588693
1461
1.848644178
250.4
1.691666667
0.213372655
1461
1.902499443
250.3
1.591666667
0.206970013
1461
1.961353495
250.2
1.491666667
0.200362877
1461
2.026030793
250.1
1.391666667
0.193530304
1461
2.097559658
250
1.291666667
0.186447512
1461
2.177242023
249.9
1.191666667
0.179084815
1461
2.266754771
249.8
1.091666667
0.171406146
1461
2.36830106
249.7
0.991666667
0.163366959
1461
2.484843702
249.6
0.891666667
0.154911134
1461
2.620478908
249.5
0.791666667
0.145966282
1461
2.781062535
249.4
0.691666667
0.136436255
1461
2.975318832
249.3
0.591666667
0.126188541
1461
3.216943126
249.2
0.491666667
0.115031491
1461
3.528958502
249.1
0.391666667
0.10266908
1461
3.95388131
249
0.291666667
0.088598173
1461
4.581825396
248.9
0.191666667
0.071821531
1461
5.652084411
248.8
0.091666667
0.049669191
1461
8.172900556
Totals 26305 56.6166827 Hours
2.359028446 Days

STORMWATER QUANTITY

Hydrograph Return Period Re,cd4 ow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
1.865
3.923
-------
-------
12.05
18.11
-------
29.37
ex site 2
3
SCS Runoff
------
22.48
30.00
-------
-------
51.75
65.51
-------
88.80
proposed
5
SCS Runoff
------
0.385
0.958
-------
-------
3.431
5.347
-------
8.964
onsite bypass pond 1
7
Reservoir
3
0.904
2.515
-------
-------
7.701
20.78
-------
63.44
pond
9
Combine
5, 7,
0.993
3.131
-------
-------
11.10
26.08
-------
71.48
post dev combined
Proj. file: Site 2 Wet Pond 1-6-21.gpw
Thursday, 01 / 7 / 2021

Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D9 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.865
2
734
11,959
------
------
------
ex site 2
3
SCS Runoff
22.48
2
718
51,468
------
------
------
proposed
5
SCS Runoff
0.385
2
734
2,822
------
------
------
onsite bypass pond 1
7
Reservoir
0.904
2
828
50,327
3
250.87
64,754
pond
9
Combine
0.993
2
822
53,149
5, 7,
------
------
post dev combined
Site 2 Wet Pond 1-6-21.gpw
Return Period: 1 Year
Thursday, 01 / 7 / 2021

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
ex site 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.410 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.90 in
Distribution
Storm duration
= 24 hrs
Shape factor
. Composite (Area/CN) = [(5.610 x 60) + (2.500 x 67) + (0.300 x 98)] / 8.410
Q (cfs)
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 1
ex site 2
Hyd. No. 1 -- 1 Year
Thursday, 01 / 7 / 2021
= 1.865 cfs
= 12.23 hrs
= 11,959 cuft
= 63*
= 0 ft
= 29.00 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
---1 0.00
26
Time (hrs)

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
ex site 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.000
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.52
0.00
0.00
Land slope (%)
= 0.50
0.00
0.00
Travel Time (min)
= 23.69 +
0.00 +
0.00 =
23.69
Shallow Concentrated Flow
Flow length (ft)
= 530.00
0.00
0.00
Watercourse slope (%)
= 7.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4.42
0.00
0.00
Travel Time (min)
= 2.00 +
0.00 +
0.00 =
2.00
Channel Flow
X sectional flow area (sqft)
= 14.00
0.00
0.00
Wetted perimeter (ft)
= 11.94
0.00
0.00
Channel slope (%)
= 1.50
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=4.06
0.00
0.00
Flow length (ft)
({0})800.0
0.0
0.0
Travel Time (min)
= 3.28 +
0.00 +
0.00 =
3.28
Total Travel Time, Tc..............................................................................
29.00 min

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 7 / 2021
Hyd. No. 3
proposed
Hydrograph type
= SCS Runoff
Peak discharge
= 22.48 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 51,468 cuft
Drainage area
= 8.990 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.00 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) = [(6.170 x 98) + (2.820 x 61)] / 8.990
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 ' '
0 2 4
Hyd No. 3
6 8
proposed
Hyd. No. 3 -- 1 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
10 12 14 16 18 20 22 24 26
Time (hrs)

I
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
proposed
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 50.0
50.0
0.0
Two-year 24-hr precip. (in)
= 3.52
3.52
0.00
Land slope (%)
= 7.00
0.75
0.00
Travel Time (min)
= 3.25 +
0.98 +
0.00 =
4.23
Shallow Concentrated Flow
Flow length (ft)
= 130.00
0.00
0.00
Watercourse slope (%)
= 1.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=2.03
0.00
0.00
Travel Time (min)
= 1.07 +
0.00 +
0.00 =
1.07
Channel Flow
X sectional flow area (sqft)
= 3.14
0.00
0.00
Wetted perimeter (ft)
= 6.28
0.00
0.00
Channel slope (%)
= 1.00
0.00
0.00
Manning's n-value
= 0.013
0.015
0.015
Velocity (ft/s)
=7.20
0.00
0.00
Flow length (ft)
({0})750.0
0.0
0.0
Travel Time (min)
= 1.74 +
0.00 +
0.00 =
1.74
Total Travel Time, Tc..............................................................................
7.00 min

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 7 / 2021
Hyd. No. 5
onsite bypass pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.385 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 2,822 cuft
Drainage area
= 2.650 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 24.90 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) = [(2.020 x 60) + (0.630 x 61)] / 2.650
onsite bypass pond 1
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 2 4
Hyd No. 5

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
onsite bypass pond 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.800
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.52
0.00
0.00
Land slope (%)
= 8.00
0.00
0.00
Travel Time (min)
= 20.47 +
0.00 +
0.00 =
20.47
Shallow Concentrated Flow
Flow length (ft)
= 150.00
0.00
0.00
Watercourse slope (%)
= 8.60
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4.73
0.00
0.00
Travel Time (min)
= 0.53 +
0.00 +
0.00 =
0.53
Channel Flow
X sectional flow area (sqft)
= 14.00
0.00
0.00
Wetted perimeter (ft)
= 11.94
0.00
0.00
Channel slope (%)
= 1.50
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=4.06
0.00
0.00
Flow length (ft)
({0})955.0
0.0
0.0
Travel Time (min)
= 3.92 +
0.00 +
0.00 =
3.92
Total Travel Time, Tc..............................................................................
24.90 min

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 -proposed
Max. Elevation
Reservoir name
= <New Pond>
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 248.50 ft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
0 10
Hyd No. 7
pond
Hyd. No. 7 -- 1 Year
20 30 40
Hyd No. 3
Thursday, 01 / 7 / 2021
= 0.904 cfs
= 13.80 hrs
= 50,327 cuft
= 250.87 ft
= 64.754 cuft
50 60 70 80 90
0 Total storage used = 64,754 cuft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
1 0.00
100
Time (hrs)

Pond Report 10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D9 2019 by Autodesk, Inc. v2020
Thursday, 01 / 7 / 2021
Pond No. 1 - <New Pond>
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining Elevation = 244.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 244.00
4,641
0
0
1.00 245.00
5,618
5,121
5,121
2.00 246.00
6,688
6,145
11,266
3.00 247.00
7,851
7,261
18,527
4.00 248.00
9,106
8,470
26,997
5.00 249.00
12,597
10,803
37,800
6.00 250.00
14,202
13,390
51,190
7.00 251.00
15,872
15,028
66,218
8.00 252.00
17,606
16,730
82,948
9.00 253.00
19,399
18,493
101,441
10.00 254.00
21,248
20,314
121,756
11.00 255.00
23,154
22,192
143,948
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 24.00
2.50
15.00
0.00
Crest Len (ft)
= 12.56 20.00
0.00 0.00
Span (in) = 24.00
2.50
15.00
0.00
Crest El. (ft)
= 253.00 253.50
0.00 0.00
No. Barrels = 1
1
1
0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 244.00
248.50
250.50
0.00
Weir Type
= 1 Rect
--- ---
Length (ft) = 100.00
1.00
1.00
0.00
Multi -Stage
= Yes No
No No
Slope (%) = 0.50
1.00
1.00
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
No
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0.0 20.0
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
Elev (ft)
256.00
254.00
252.00
250.00
248.00
246.00
244.00
40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0
Discharge (cfs)

Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 01 / 7 / 2021
Hyd. No. 9
post dev combined
Hydrograph type
= Combine
Peak discharge
= 0.993 cfs
Storm frequency
= 1 yrs
Time to peak
= 13.70 hrs
Time interval
= 2 min
Hyd. volume
= 53,149 cuft
Inflow hyds.
= 5, 7
Contrib. drain. area
= 2.650 ac
Q (cfs)
1.00
0.90
0.80
0.70
1 .1
0.50
0.40
0.30
0.20
post dev combined
Hyd. No. 9 -- 1 Year
20 30 40
Hyd No. 5
50 60
Hyd No. 7
Q (cfs)
1.00
0.90
0.80
0.70
1 .1
0.50
0.40
0.30
0.20
•��� 0.10
■
i
0.00
1 :1 •1 100

12
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D9 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
12.05
2
732
51,564
------
------
------
ex site 2
3
SCS Runoff
51.75
2
718
121,695
------
------
------
proposed
5
SCS Runoff
3.431
2
730
13,897
------
------
------
onsite bypass pond 1
7
Reservoir
7.701
2
734
120,500
3
252.68
95,992
pond
9
Combine
11.10
2
730
134,396
5, 7,
------
------
post dev combined
Site 2 Wet Pond 1-6-21.gpw
Return Period: 10 Year
Thursday, 01 / 7 / 2021

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 7 / 2021
Hyd. No. 1
ex site 2
Hydrograph type
= SCS Runoff
Peak discharge
= 12.05 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 51,564 cuft
Drainage area
= 8.410 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.00 min
Total precip.
= 5.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) = [(5.610 x 60) + (2.500 x 67) + (0.300 x 98)] / 8.410
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
ex site 2
Hyd. No. 1 -- 10 Year
Q (cfs)
14.00
12.00
10.00
. 11
4.00
2.00
i i I I I I I I I` 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 7 / 2021
Hyd. No. 3
proposed
Hydrograph type
= SCS Runoff
Peak discharge
= 51.75 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 121,695 cuft
Drainage area
= 8.990 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.00 min
Total precip.
= 5.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) = [(6.170 x 98) + (2.820 x 61)] / 8.990
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 2 4
Hyd No. 3
proposed
Hyd. No. 3 -- 10 Year
6 8 10 12 14
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24
Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 01 / 7 / 2021
Hyd. No. 5
onsite bypass pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 3.431 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 13,897 cuft
Drainage area
= 2.650 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 24.90 min
Total precip.
= 5.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(2.020 x 60) + (0.630 x 61)] / 2.650
Q (Cfs)
4.00
3.00
2.00
1.00
0.00 ' ' ---"
0 2 4
— Hyd No. 5
onsite bypass pond 1
Hyd. No. 5 -- 10 Year
6 8 10 12 14 16 18 20 22 24
Q (Cfs)
4.00
3.00
2.00
1.00
'- 0.00
26
Time (hrs)

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 -proposed
Max. Elevation
Reservoir name
= <New Pond>
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 248.50 ft
pond
Thursday, 01 / 7 / 2021
= 7.701 cfs
= 12.23 hrs
= 120,500 cuft
= 252.68 ft
= 95,992 cuft
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 6 12 18 24 30 36 42 48 54 60 66 72
Time (hrs)
Hyd No. 7 Hyd No. 3 0 Total storage used = 95,992 cuft

Hydrograph
Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 01 / 7 / 2021
Hyd. No. 9
post dev combined
Hydrograph type
= Combine
Peak discharge
= 11.10 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 134,396 cuft
Inflow hyds.
= 5, 7
Contrib. drain. area
= 2.650 ac
Q (cfs)
12.00
10.00
. 00
4.00
2.00
post dev combined
Hyd. No. 9 -- 10 Year
Q (cfs)
12.00
10.00
111
4.00
2.00
0.00 10.00
0 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 9 Hyd No. 5 Hyd No. 7

18
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D9 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
29.37
2
732
118,757
------
------
------
ex site 2
3
SCS Runoff
88.80
2
718
215,483
------
------
------
proposed
5
SCS Runoff
8.964
2
730
33,566
------
------
------
onsite bypass pond 1
7
Reservoir
63.44
2
724
214,260
3
253.98
121,367
pond
9
Combine
71.48
2
724
247,826
5, 7,
------
------
post dev combined
Site 2 Wet Pond 1-6-21.gpw
Return Period: 100 Year
Thursday, 01 / 7 / 2021

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 7 / 2021
Hyd. No. 1
ex site 2
Hydrograph type
= SCS Runoff
Peak discharge
= 29.37 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 118,757 cuft
Drainage area
= 8.410 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.00 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) = [(5.610 x 60) + (2.500 x 67) + (0.300 x 98)] / 8.410
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
ex site 2
Hyd. No. 1 -- 100 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
.600- 1 1 1 1 1 1 1_ i 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 7 / 2021
Hyd. No. 3
proposed
Hydrograph type
= SCS Runoff
Peak discharge
= 88.80 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 215,483 cuft
Drainage area
= 8.990 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.00 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) = [(6.170 x 98) + (2.820 x 61)] / 8.990
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0.0 2.0 4.0 6.0
Hyd No. 3
proposed
Hyd. No. 3 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 7 / 2021
Hyd. No. 5
onsite bypass pond 1
Hydrograph type
= SCS Runoff
Peak discharge
= 8.964 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 33,566 cuft
Drainage area
= 2.650 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 24.90 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) = [(2.020 x 60) + (0.630 x 61)] / 2.650
Q (cfs)
10.00
M
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 5
6 8
onsite bypass pond 1
Hyd. No. 5 -- 100 Year
Q (cfs)
10.00
M
4.00
2.00
J/ 1 1 1 1 1 1 I1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 -proposed
Max. Elevation
Reservoir name
= <New Pond>
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 248.50 ft.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4
Hyd No. 7
pond
Hyd. No. 7 -- 100 Year
Thursday, 01 / 7 / 2021
= 63.44 cfs
= 12.07 hrs
= 214,260 cuft
= 253.98 ft
= 121,367 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
1 11

Hydrograph
Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 01 / 7 / 2021
Hyd. No. 9
post dev combined
Hydrograph type
= Combine
Peak discharge
= 71.48 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 247,826 cuft
Inflow hyds.
= 5, 7
Contrib. drain. area
= 2.650 ac
post dev combined

STORM SEWER CALCULATIONS

Ardmore Flowers
11
10
22
17
S2 18 16
19
15
8
7 14
21 20
31
6 30
2829 13
25
5 27
26 24
12
4 23
2
3
1 44
63 4g3
Outfall 62 40 41
56 39
57 58
55 38 59
52 60
37 51
53
35 36 50 61
49
33 54
Outfall 45
48
46 47
Project File: Hydraflow Storm Pipes.stm Number of lines: 63 Date: 12/15/2020
Storm Sewers v2019.20

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
109.00
-104.62
Curb
0.00
0.23
0.95
0.1
263.50
1.50
265.14
36
Cir
0.012
2.02
276.50
a-1 to a-0
2
1
141.00
-87.82
Curb
0.00
0.22
0.95
0.1
267.14
1.50
269.26
24
Cir
0.012
0.50
276.50
a-2 to a-1
3
2
142.00
12.48
Curb
0.00
0.15
0.95
0.1
269.35
1.50
271.48
24
Cir
0.012
1.40
277.25
a-3 to a-2
4
3
121.00
66.84
Curb
0.00
0.34
0.95
0.1
271.58
1.50
273.40
24
Cir
0.012
1.50
278.60
a-4 to a-3
5
4
113.00
13.94
Curb
0.00
0.35
0.95
0.1
273.50
1.50
275.20
24
Cir
0.012
1.50
281.75
a-5 to a-4
6
5
116.00
-11.38
Curb
0.00
0.25
0.95
0.1
275.29
1.50
277.03
24
Cir
0.012
0.50
283.10
a-6 to a-5
7
6
62.00
14.74
Curb
0.00
0.04
0.95
0.1
277.63
1.00
278.25
18
Cir
0.012
0.84
283.50
a-7 to a-6
8
7
138.00
-30.28
Curb
0.00
0.02
0.95
0.1
278.60
2.00
281.36
15
Cir
0.012
1.49
288.50
a-8 to a-7
9
8
55.00
16.05
Curb
0.00
0.08
0.95
0.1
281.46
2.00
282.56
15
Cir
0.012
0.62
287.05
a-9 to a-8
10
9
71.00
21.02
Curb
0.00
0.18
0.95
0.1
282.66
1.51
283.73
15
Cir
0.012
1.49
287.05
a-10 to a-9
11
10
97.00
82.95
Curb
0.00
0.51
0.95
0.1
283.83
1.00
284.80
15
Cir
0.012
1.00
287.05
a-11 to a-10
12
1
173.00
31.95
Curb
0.00
0.33
0.95
0.1
269.64
1.00
271.37
24
Cir
0.012
0.71
276.75
b-1 to a-1
13
12
107.00
-24.81
Curb
0.00
0.21
0.95
0.1
271.47
1.00
272.54
24
Cir
0.012
1.45
277.85
b-2 to b-1
14
13
143.00
-22.42
Curb
0.00
0.25
0.95
0.1
273.14
1.00
274.57
18
Cir
0.012
0.70
279.25
b-3 to b-2
15
14
142.00
-24.34
Curb
0.00
0.14
0.95
0.1
274.67
1.00
276.09
18
Cir
0.012
0.80
283.10
b-4 to b-3
16
15
39.00
28.61
Curb
0.00
0.06
0.95
0.1
276.44
2.00
277.22
15
Cir
0.012
1.50
283.05
b-5 to b-4
17
16
38.00
-93.16
Curb
0.00
0.08
0.95
0.1
277.32
1.50
277.89
15
Cir
0.012
0.50
283.10
b-6 to b-5
18
17
65.00
13.53
Curb
0.00
0.44
0.95
0.1
278.24
1.51
279.22
12
Cir
0.012
0.50
282.60
b-7 to b-6
19
18
84.00
-14.60
Curb
0.00
0.04
0.95
0.1
279.31
2.00
280.99
12
Cir
0.012
1.00
283.50
b-8 to b-7
20
13
111.00
-74.33
Curb
0.00
0.27
0.95
0.1
273.39
2.00
275.61
15
Cir
0.012
0.96
279.50
c-1 to b-2
21
20
53.00
-35.87
Curb
0.00
0.11
0.95
0.1
275.96
1.00
276.49
12
Cir
0.012
1.00
279.50
c-2 to c-1
22
16
42.00
0.00
Curb
0.00
0.19
0.95
0.1
279.22
1.00
279.64
15
Cir
0.012
1.00
283.90
d-1 to b-5
23
1
91.00
-32.89
Curb
0.00
0.29
0.95
0.1
271.89
3.00
274.62
15
Cir
0.012
0.81
279.05
a-1 to a-1
Ardmore Flowers
Number of lines: 63
Date: 12/15/2020
Storm Sewers v2019.20

Storm Sewer Inventory Report
Page 2
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
24
23
97.00
28.93
Curb
0.00
0.10
0.95
0.1
274.97
1.00
275.94
12
Cir
0.012
0.50
279.05
a-2 to a-1
25
24
52.00
0.00
Curb
0.00
0.13
0.95
0.1
276.04
1.00
276.56
12
Cir
0.012
1.00
279.50
a-3 to a-2
26
4
51.00
92.72
Curb
0.00
0.22
0.95
0.1
274.50
1.51
275.27
12
Cir
0.012
0.50
278.75
f-1 to a-4
27
26
99.00
0.00
Curb
0.00
0.24
0.95
0.1
275.36
1.00
276.35
12
Cir
0.012
1.00
278.75
f-2 to f-1
28
5
45.00
96.40
Curb
0.00
0.10
0.95
0.1
276.29
2.00
277.19
12
Cir
0.012
0.88
280.75
g-1 to a-5
29
28
40.00
-32.18
Curb
0.00
0.11
0.95
0.1
277.29
2.00
278.09
12
Cir
0.012
0.50
280.75
g-2 to g-1
30
29
43.00
9.38
Curb
0.00
0.10
0.95
0.1
278.19
1.00
278.62
12
Cir
0.012
1.49
280.75
g-3 to g-2
31
30
72.00
-83.99
Curb
0.00
0.31
0.95
0.1
278.72
1.00
279.44
12
Cir
0.012
1.00
282.50
g-4 to g-3
32
8
48.00
83.39
Curb
0.00
0.09
0.95
0.1
281.46
5.00
283.86
15
Cir
0.012
1.00
287.05
h-1 to a-8
33
End
74.00
-58.17
Curb
0.00
0.01
0.95
0.1
248.50
8.00
254.42
30
Cir
0.012
1.33
263.00
j-1 to j-0
34
33
24.00
59.85
Curb
0.00
0.36
0.95
0.1
258.42
3.00
259.14
30
Cir
0.012
0.65
275.05
j-2 to j-1
35
34
73.00
-22.12
Curb
0.00
0.29
0.95
0.1
263.14
3.00
265.33
30
Cir
0.012
0.86
275.05
j-3 to j-2
36
35
39.00
31.08
Curb
0.00
0.32
0.95
0.1
265.43
3.00
266.60
30
Cir
0.012
1.98
274.10
j-4 to j-3
37
36
170.00
-58.95
Curb
0.00
0.27
0.95
0.1
266.70
0.75
267.98
30
Cir
0.012
1.47
276.75
j-5 to j-4
38
37
90.00
6.43
Curb
0.00
0.57
0.95
0.1
268.08
0.76
268.76
30
Cir
0.012
1.89
275.05
j-6 to j-5
39
38
199.00
26.86
Curb
0.00
0.61
0.95
0.1
269.35
0.75
270.84
24
Cir
0.012
1.50
275.10
j-7 to j-6
40
39
173.00
12.04
Curb
0.00
0.10
0.95
0.1
271.69
0.75
272.99
15
Cir
0.012
1.47
280.00
j-8 to j-7
41
40
30.00
-77.76
Curb
0.00
0.15
0.95
0.1
273.09
1.00
273.39
15
Cir
0.012
1.49
277.50
j-9 to j-8
42
41
35.00
81.95
Curb
0.00
0.04
0.95
0.1
273.75
1.00
274.10
12
Cir
0.012
1.01
277.50
j-10 to j-9
43
42
30.00
-38.55
Curb
0.00
0.03
0.95
0.1
274.19
1.00
274.49
12
Cir
0.012
1.16
277.50
j-11 to j-10
44
43
40.00
-47.01
Curb
0.00
0.16
0.95
0.1
274.59
1.00
274.99
12
Cir
0.012
1.00
277.50
j-12 to j-11
45
36
159.00
69.87
Curb
0.00
0.50
0.95
0.1
267.70
1.00
269.29
18
Cir
0.012
1.46
274.10
k-1 to j-4
46
45
97.00
-76.11
Curb
0.00
0.01
0.95
0.1
269.64
3.00
272.55
15
Cir
0.012
0.52
279.00
k-2 to k-1
Ardmore Flowers
Number of lines: 63
Date: 12/15/2020
Storm Sewers v2019.20

Storm Sewer Inventory Report
Page 3
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
47
46
101.00
-17.29
Curb
0.00
0.27
0.95
0.1
272.90
5.00
277.95
12
Cir
0.012
0.50
281.40
k-3 to k-2
48
47
103.00
4.30
Curb
0.00
0.27
0.95
0.1
278.05
1.00
279.08
12
Cir
0.012
1.00
281.40
k-4 to k-3
49
36
108.00
19.74
Curb
0.00
0.22
0.95
0.1
267.70
2.00
269.86
18
Cir
0.012
1.48
277.50
1-1 to j-4
50
49
122.00
-79.81
Curb
0.00
0.25
0.95
0.1
269.96
1.50
271.79
18
Cir
0.012
1.06
278.10
1-2 to 1-1
51
50
194.00
41.10
Curb
0.00
0.30
0.95
0.1
271.89
1.00
273.83
18
Cir
0.012
0.50
278.10
1-3 to 1-2
52
51
118.00
2.56
Curb
0.00
0.33
0.95
0.1
273.93
0.50
274.52
18
Cir
0.012
1.50
279.40
1-4 to 1-3
53
52
99.00
84.90
Curb
0.00
0.43
0.95
0.1
274.87
0.51
275.37
15
Cir
0.012
0.50
279.40
1-5 to 1-4
54
53
57.00
-4.71
Curb
0.00
0.13
0.95
0.1
275.47
2.00
276.61
15
Cir
0.012
1.00
280.10
1-6 to 1-5
55
37
78.00
-76.98
Curb
0.00
0.45
0.95
0.1
269.33
0.76
269.92
15
Cir
0.012
1.00
274.10
m-1 to j-5
56
38
85.00
-72.84
Curb
0.00
0.18
0.95
0.1
270.10
0.75
270.74
15
Cir
0.012
1.00
274.50
n-1 to j-6
57
38
151.00
53.96
Curb
0.00
0.17
0.95
0.1
271.50
2.00
274.52
15
Cir
0.012
0.61
278.60
p-1 to j-6
58
57
117.00
-20.62
Curb
0.00
0.18
0.95
0.1
274.62
0.50
275.21
15
Cir
0.012
0.66
278.95
p-2 to p-1
59
58
133.00
22.75
Curb
0.00
0.11
0.95
0.1
275.31
0.50
275.98
15
Cir
0.012
1.39
280.25
p-3 to p-2
60
59
112.00
65.19
Curb
0.00
0.12
0.95
0.1
276.32
1.00
277.44
12
Cir
0.012
0.50
280.10
p-4 to p-3
61
60
52.00
0.00
Curb
0.00
0.09
0.95
0.1
277.54
1.00
278.06
12
Cir
0.012
1.00
280.10
p-5 to p-4
62
39
36.00
-88.46
Curb
0.00
0.26
0.95
0.1
271.69
0.50
271.87
15
Cir
0.012
0.50
276.05
q-1 to j-7
63
62
55.00
0.00
Curb
0.00
0.25
0.95
0.1
272.22
1.00
272.77
12
Cir
0.012
1.00
276.05
q-2 to q-1
Ardmore Flowers
Number of lines: 63
Date: 12/15/2020
Storm Sewers v2019.20

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(fUs)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
109.00
0.23
6.18
0.95
0.22
5.87
0.1
6.6
7.1
41.55
88.63
6.88
36
1.50
263.50
265.14
266.60
267.24
0.00
276.50
a-1 to a-0
2
1
141.00
0.22
3.31
0.95
0.21
3.14
0.1
4.1
7.6
23.88
30.04
9.44
24
1.50
267.14
269.26
268.49
270.99
276.50
276.50
a-2 to a-1
3
2
142.00
0.15
3.09
0.95
0.14
2.94
0.1
3.7
7.6
22.29
30.01
7.99
24
1.50
269.35
271.48
270.99
273.16
276.50
277.25
a-3 to a-2
4
3
121.00
0.34
2.94
0.95
0.32
2.79
0.1
3.4
7.6
21.21
30.05
7.81
24
1.50
271.58
273.40
273.16
275.05
277.25
278.60
a-4 to a-3
5
4
113.00
0.35
2.14
0.95
0.33
2.03
0.1
3.1
7.6
15.44
30.05
6.21
24
1.50
273.50
275.20
275.05
276.62
278.60
281.75
a-5 to a-4
6
5
116.00
0.25
1.17
0.95
0.24
1.11
0.1
2.3
7.6
8.44
30.01
4.48
24
1.50
275.29
277.03
276.62
278.06
281.75
283.10
a-6 to a-5
7
6
62.00
0.04
0.92
0.95
0.04
0.87
0.1
2.1
7.6
6.64
11.38
6.01
18
1.00
277.63
278.25
278.45
279.25
283.10
283.50
a-7 to a-6
8
7
138.00
0.02
0.88
0.95
0.02
0.84
0.1
1.6
7.6
6.35
9.89
7.25
15
2.00
278.60
281.36
279.33
282.38
283.50
288.50
a-8 to a-7
9
8
55.00
0.08
0.77
0.95
0.08
0.73
0.1
0.9
7.6
5.55
9.89
5.65
15
2.00
281.46
282.56
282.38
283.51
288.50
287.05
a-9 to a-8
10
9
71.00
0.18
0.69
0.95
0.17
0.66
0.1
0.6
7.6
4.98
8.59
5.40
15
1.51
282.66
283.73
283.51
284.63
287.05
287.05
a-10 to a-9
11
10
97.00
0.51
0.51
0.95
0.48
0.48
0.1
0.1
7.6
3.68
7.00
4.51
15
1.00
283.83
284.80
284.63
285.57
287.05
287.05
a-11 to a-10
12
1
173.00
0.33
2.12
0.95
0.31
2.01
0.1
6.0
7.3
14.62
24.50
7.24
24
1.00
269.64
271.37
270.75
272.75
276.50
276.75
b-1 to a-1
13
12
107.00
0.21
1.79
0.95
0.20
1.70
0.1
5.6
7.4
12.58
24.50
5.95
24
1.00
271.47
272.54
272.75
273.81
276.75
277.85
b-2 to b-1
14
13
143.00
0.25
1.20
0.95
0.24
1.14
0.1
5.1
7.6
8.62
11.38
6.54
18
1.00
273.14
274.57
274.12
275.71
277.85
279.25
b-3 to b-2
15
14
142.00
0.14
0.95
0.95
0.13
0.90
0.1
4.5
7.6
6.85
11.38
5.33
18
1.00
274.67
276.09
275.71
277.10
279.25
283.10
b-4 to b-3
16
15
39.00
0.06
0.81
0.95
0.06
0.77
0.1
4.3
7.6
5.84
9.89
7.03
15
2.00
276.44
277.22
277.13
278.20
283.10
283.05
b-5 to b-4
17
16
38.00
0.08
0.56
0.95
0.08
0.53
0.1
4.2
7.6
4.04
8.57
4.59
15
1.50
277.32
277.89
278.20
278.70
283.05
283.10
b-6 to b-5
18
17
65.00
0.44
0.48
0.95
0.42
0.46
0.1
3.9
7.6
3.46
4.74
5.88
12
1.51
278.24
279.22
278.87
280.01
283.10
282.60
b-7 to b-6
19
18
84.00
0.04
0.04
0.95
0.04
0.04
0.1
0.1
7.6
0.29
5.46
1.36
12
2.00
279.31
280.99
280.01
281.21
282.60
283.50
b-8 to b-7
20
13
111.00
0.27
0.38
0.95
0.26
0.36
0.1
1.0
7.6
2.74
9.89
5.52
15
2.00
273.39
275.61
273.84
276.27
277.85
279.50
c-1 to b-2
21
20
53.00
0.11
0.11
0.95
0.10
0.10
0.1
0.1
7.6
0.79
3.86
3.37
12
1.00
275.96
276.49
276.27
276.86
279.50
279.50
c-2 to c-1
22
16
42.00
0.19
0.19
0.95
0.18
0.18
0.1
0.1
7.6
1.37
7.00
3.87
15
1.00
279.22
279.64
279.60
280.10
283.05
283.90
d-1 to b-5
Ardmore Flowers
Number of lines: 63
Run Date: 12/15/2020
NOTES:Intensity = 61.15 / (Inlet time + 11.30) ^ 0.75; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2019.20

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(fUs)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
1
91.00
0.29
0.52
0.95
0.28
0.49
0.1
1.6
7.6
3.75
12.12
6.67
15
3.00
271.89
274.62
272.37
275.40
276.50
279.05
a-1 to a-1
24
23
97.00
0.10
0.23
0.95
0.10
0.22
0.1
0.8
7.6
1.66
3.86
4.25
12
1.00
274.97
275.94
275.43
276.49
279.05
279.05
a-2 to a-1
25
24
52.00
0.13
0.13
0.95
0.12
0.12
0.1
0.1
7.6
0.94
3.86
2.95
12
1.00
276.04
276.56
276.49
276.97
279.05
279.50
a-3 to a-2
26
4
51.00
0.22
0.46
0.95
0.21
0.44
0.1
0.8
7.6
3.32
4.74
5.79
12
1.51
274.50
275.27
275.12
276.05
278.60
278.75
f-1 to a-4
27
26
99.00
0.24
0.24
0.95
0.23
0.23
0.1
0.1
7.6
1.73
3.86
3.42
12
1.00
275.36
276.35
276.05
276.91
278.75
278.75
f-2 to f-1
28
5
45.00
0.10
0.62
0.95
0.10
0.59
0.1
0.9
7.6
4.47
5.46
6.92
12
2.00
276.29
277.19
276.98
278.07
281.75
280.75
g-1 to a-5
29
28
40.00
0.11
0.52
0.95
0.10
0.49
0.1
0.7
7.6
3.75
5.46
5.55
12
2.00
277.29
278.09
278.07
278.91
280.75
280.75
g-2 to g-1
30
29
43.00
0.10
0.41
0.95
0.10
0.39
0.1
0.5
7.6
2.96
3.86
4.81
12
1.00
278.19
278.62
278.91
279.36
280.75
280.75
g-3 to g-2
31
30
72.00
0.31
0.31
0.95
0.29
0.29
0.1
0.1
7.6
2.24
3.86
4.23
12
1.00
278.72
279.44
279.36
280.08
280.75
282.50
g-4 to g-3
32
8
48.00
0.09
0.09
0.95
0.09
0.09
0.1
0.1
7.6
0.65
15.64
1.68
15
5.00
281.46
283.86
282.38
284.17
288.50
287.05
h-1 to a-8
33
End
74.00
0.01
7.43
0.95
0.01
7.06
0.1
5.7
7.4
52.00
125.7
10.77
30
8.00
248.50
254.42
253.43
256.74
0.00
263.00
j-1 to j-0
34
33
24.00
0.36
7.42
0.95
0.34
7.05
0.1
5.6
7.4
52.02
76.95
13.88
30
3.00
258.42
259.14
259.93
261.46
263.00
275.05
j-2 to j-1
35
34
73.00
0.29
7.06
0.95
0.28
6.71
0.1
5.5
7.4
49.75
76.95
13.60
30
3.00
263.14
265.33
264.60
267.63
275.05
275.05
j-3 to j-2
36
35
39.00
0.32
6.77
0.95
0.30
6.43
0.1
5.5
7.4
47.85
76.95
10.35
30
3.00
265.43
266.60
267.63
268.87
275.05
274.10
j-4 to j-3
37
36
170.00
0.27
3.74
0.95
0.26
3.55
0.1
4.9
7.6
26.98
38.55
6.61
30
0.75
266.70
267.98
268.87
269.75
274.10
276.75
j-5 to j-4
38
37
90.00
0.57
3.02
0.95
0.54
2.87
0.1
4.6
7.6
21.78
38.62
6.44
30
0.76
268.08
268.76
269.75
270.35
276.75
275.05
j-6 to j-5
39
38
199.00
0.61
1.60
0.95
0.58
1.52
0.1
2.4
7.6
11.54
21.20
6.32
24
0.75
269.35
270.84
270.40
272.06
275.05
275.10
j-7 to j-6
40
39
173.00
0.10
0.48
0.95
0.10
0.46
0.1
1.3
7.6
3.46
6.06
4.80
15
0.75
271.69
272.99
272.37
273.74
275.10
280.00
j-8 to j-7
41
40
30.00
0.15
0.38
0.95
0.14
0.36
0.1
1.1
7.6
2.74
7.00
4.19
15
1.00
273.09
273.39
273.74
274.05
280.00
277.50
j-9 to j-8
42
41
35.00
0.04
0.23
0.95
0.04
0.22
0.1
0.8
7.6
1.66
3.86
4.25
12
1.00
273.75
274.10
274.21
274.65
277.50
277.50
j-10 to j-9
43
42
30.00
0.03
0.19
0.95
0.03
0.18
0.1
0.6
7.6
1.37
3.86
3.73
12
1.00
274.19
274.49
274.65
274.98
277.50
277.50
j-11 to j-10
44
43
40.00
0.16
0.16
0.95
0.15
0.15
0.1
0.1
7.6
1.15
3.86
3.67
12
1.00
274.59
274.99
274.98
275.44
277.50
277.50
j-12 to j-11
Ardmore Flowers
Number of lines: 63
Run Date: 12/15/2020
NOTES:Intensity = 61.15 / (Inlet time + 11.30) ^ 0.75; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2019.20

Storm Sewer Tabulation
Page 3
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(fUs)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
45
36
159.00
0.50
1.05
0.95
0.48
1.00
0.1
1.6
7.6
7.57
11.38
5.38
18
1.00
267.70
269.29
268.87
270.36
274.10
274.10
k-1 to j-4
46
45
97.00
0.01
0.55
0.95
0.01
0.52
0.1
1.1
7.6
3.97
12.12
5.11
15
3.00
269.64
272.55
270.36
273.36
274.10
279.00
k-2 to k-1
47
46
101.00
0.27
0.54
0.95
0.26
0.51
0.1
0.8
7.6
3.90
8.63
8.12
12
5.00
272.90
277.95
273.37
278.79
279.00
281.40
k-3 to k-2
48
47
103.00
0.27
0.27
0.95
0.26
0.26
0.1
0.1
7.6
1.95
3.86
3.57
12
1.00
278.05
279.08
278.79
279.67
281.40
281.40
k-4 to k-3
49
36
108.00
0.22
1.66
0.95
0.21
1.58
0.1
3.4
7.6
11.97
16.09
7.70
18
2.00
267.70
269.86
268.87
271.17
274.10
277.50
1-1 to j-4
50
49
122.00
0.25
1.44
0.95
0.24
1.37
0.1
3.1
7.6
10.39
13.93
6.72
18
1.50
269.96
271.79
271.17
273.03
277.50
278.10
1-2 to 1-1
51
50
194.00
0.30
1.19
0.95
0.29
1.13
0.1
2.4
7.6
8.58
11.38
5.98
18
1.00
271.89
273.83
273.03
274.96
278.10
278.10
1-3 to 1-2
52
51
118.00
0.33
0.89
0.95
0.31
0.85
0.1
1.8
7.6
6.42
8.04
5.04
18
0.50
273.93
274.52
274.96
275.52
278.10
279.40
1-4 to 1-3
53
52
99.00
0.43
0.56
0.95
0.41
0.53
0.1
1.3
7.6
4.04
4.97
3.49
15
0.51
274.87
275.37
276.13
276.42
279.40
279.40
1-5 to 1-4
54
53
57.00
0.13
0.13
0.95
0.12
0.12
0.1
0.1
7.6
0.94
9.89
1.91
15
2.00
275.47
276.61
276.52
276.99
279.40
280.10
1-6 to 1-5
55
37
78.00
0.45
0.45
0.95
0.43
0.43
0.1
0.1
7.6
3.25
6.08
4.72
15
0.76
269.33
269.92
269.98
270.65
276.75
274.10
m-1 to j-5
56
38
85.00
0.18
0.18
0.95
0.17
0.17
0.1
0.1
7.6
1.30
6.07
3.60
15
0.75
270.10
270.74
270.49
271.19
275.05
274.50
n-1 to j-6
57
38
151.00
0.17
0.67
0.95
0.16
0.64
0.1
4.0
7.6
4.83
9.89
6.59
15
2.00
271.50
274.52
272.12
275.41
275.05
278.60
p-1 to j-6
58
57
117.00
0.18
0.50
0.95
0.17
0.48
0.1
3.3
7.6
3.61
4.97
4.42
15
0.50
274.62
275.21
275.41
276.00
278.60
278.95
p-2 to p-1
59
58
133.00
0.11
0.32
0.95
0.10
0.30
0.1
2.1
7.6
2.31
4.97
3.19
15
0.50
275.31
275.98
276.20
276.59
278.95
280.25
p-3 to p-2
60
59
112.00
0.12
0.21
0.95
0.11
0.20
0.1
1.1
7.6
1.51
3.86
4.14
12
1.00
276.32
277.44
276.76
277.96
280.25
280.10
p-4 to p-3
61
60
52.00
0.09
0.09
0.95
0.09
0.09
0.1
0.1
7.6
0.65
3.86
2.44
12
1.00
277.54
278.06
277.96
278.40
280.10
280.10
p-5 to p-4
62
39
36.00
0.26
0.51
0.95
0.25
0.48
0.1
0.5
7.6
3.68
4.95
4.42
15
0.50
271.69
271.87
272.49
272.67
275.10
276.05
q-1 to j-7
63
62
55.00
0.25
0.25
0.95
0.24
0.24
0.1
0.1
7.6
1.80
3.86
3.76
12
1.00
272.22
272.77
272.82
273.34
276.05
276.05
q-2 to q-1
Ardmore Flowers
Number of lines: 63
Run Date: 12/15/2020
NOTES:Intensity = 61.15 / (Inlet time + 11.30) ^ 0.75; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2019.20

APPENDIX

`USGS U.S. DEPARTMENT
S. GEOLOGICAL GIICAL SURV YERIOR
science for a changing world
-78.3750'
35.7500' 738000M E 39 40
3959000m N
58
57
56
55
54
53
52
51
50
49
M
47
46
35.6250' 38
-78.3750'
39
40
41
41
42
42
43
The National Map
USTopo
43
44
44
45
Produced by the United States Geological Survey N1N ' SCALE 1:24 000
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and N 1 0.5 0 KILOMETERS 1 2
1 000-meter grid: Universal Transverse Mercator, Zone 175 1000 500 0 METERS 1000 2000
This map is not a legal document. Boundaries may be 9/2°
generalized for this map scale. Private lands within government 169 MILS 1 0.5 1°34" E=—0 1
reservations may not be shown. Obtain permission before 28 MILS MILES
entering private lands. 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Imagery .....................................................NAIP, June 2016 - November 2016 FEET
Roads ......................................... U.S. Census Bureau, 2016 UTM GRID AND 2019 MAGNETIC NORTH
Names............................................................................GNIS, 1980 - 2016 DECLINATION AT CENTER OF SHEET
Hydrography...............................National Hydrography Dataset, 2001 - 2018 CONTOUR INTERVAL 10 FEET
Contours............................................National Elevation Dataset, 2008 U.S. National Grid NORTH AMERICAN VERTICAL DATUM OF 1988
Boundaries ..............Multiple sources; see metadata file 2017 - 2018 100,000 - m Square ID
Wetlands.................FWS National Wetlands Inventory 1983 This map was produced to conform with the
OV National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.18
Grid Zone Designation
17S
45
46
C-
NORTr
AROLINA
QUADRANGLE LOCATION
1 Knightdale
1 2 3 2 Zebulon
3 Middlesex
4 5 4 Clayton
5 Stancils Chapel
6 Powhatan
6 7 8 7 Selma
8 Kenly West
ADJOINING QUADRANGLES
47
47
FLOWERS QUADRANGLE
NORTH CAROLINA - JOHNSTON COUNTY
7.5-MINUTE SERIES
48
48
78.2500'
35.7500'
59
58
57
56
55
54
53
52
51
50
49
48
47
3946000m N
749000mE
-78.2500' 35.6250°
ROAD CLASSIFICATION
Expressway Local Connector
v
Secondary Hwy _ Local Road
to
to
Ramp 4WD
00
• Interstate Route US Route O State Route
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W
FLOWERS, NC
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2019
z z

3
0
N
740110
35° 39' 6" N
35° 38' 51" N
R
R
Soil Map —Johnston County, North Carolina
740160 740210 740260 740310
740110 740160 740210 740260 740310
3
M
a Map Scale: 1:2,230 W printed on A portrait (8.5" x 11") sheet
Meters
N 0 30 60 120 180
Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
740360
740360
3
0
N
740410
35' 39' 6" N
I
35' 38' 51" N
740410
3
m
b
12/15/2020
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
rwr
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Vo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.14
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
4
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Soil Map —Johnston County, North Carolina
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Other
line placement. The maps do not show the small areas of
.-
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
—
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
rwr
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
L
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
.
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 24, Jun 4, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 22, 2018—Oct
25, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Johnston County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
MaB
PaD
Marlboro sandy loam, 2 to 8
percent slopes
Pacolet loam, 10 to 15 percent
slopes
2.3
5.8
21.2%
53.1 %
Ud
Udorthents, loamy
1.0
9.0%
Wt
Wehadkee loam, 0 to 2 percent
slopes, frequently flooded
1.8
16.6%
Totals for Area of Interest
10.8
100.0%
05�D_A Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 3 of 3

Map Unit Description: Marlboro sandy loam, 2 to 8 percent slopes ---Johnston County, North
Carolina
Johnston County, North Carolina
MaB—Marlboro sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3t4k
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Marlboro and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Marlboro
Setting
Landform: Broad interstream divides on marine terraces, ridges on
marine terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Clayey marine deposits
Typical profile
Ap - 0 to 10 inches: sandy loam
Bt1 - 10 to 71 inches: sandy clay
Bt2 - 71 to 80 inches: sandy clay
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high to high (0.57 to 1.98 in/hr)
Depth to water table: About 48 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity. High (about 9.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
usDA Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: Marlboro sandy loam, 2 to 8 percent slopes ---Johnston County, North
Carolina
Hydric soil rating: No
Data Source Information
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 24, Jun 4, 2020
usDA Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 2 of 2

Map Unit Description: Pacolet loam, 10 to 15 percent slopes ---Johnston County, North
Carolina
Johnston County, North Carolina
PaD—Pacolet loam, 10 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3t4w
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Pacolet and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Pacolet
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or
schist
Typical profile
A - 0 to 3 inches: loam
E - 3 to 6 inches: loam
Bt - 6 to 25 inches: clay
BC - 25 to 40 inches: clay loam
C - 40 to 80 inches: sandy loam
Properties and qualities
Slope: 10 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high to high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity. Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
usDA Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: Pacolet loam, 10 to 15 percent slopes ---Johnston County, North
Carolina
Hydric soil rating: No
Data Source Information
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 24, Jun 4, 2020
usDA Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 2 of 2

Map Unit Description: Udorthents, loamy ---Johnston County, North Carolina
Johnston County, North Carolina
Ud—Udorthents, loamy
Map Unit Setting
National map unit symbol: 3t59
Elevation: 20 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Udorthents
Setting
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Loamy mine spoil or earthy fill
Typical profile
C - 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low
to high (0.00 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity. Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
Hydric soil rating: No
Data Source Information
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 24, Jun 4, 2020
usDA Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 1 of 1

Map Unit Description: Wehadkee loam, 0 to 2 percent slopes, frequently flooded ---Johnston
County, North Carolina
Johnston County, North Carolina
Wt—Wehadkee loam, 0 to 2 percent slopes, frequently
flooded
Map Unit Setting
National map unit symbol: 3t5l
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Wehadkee, undrained, and similar soils: 85 percent
Wehadkee, drained, and similar soils: 10 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Wehadkee, Undrained
Setting
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and
metamorphic rock
Typical profile
A - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Ponded
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high to high (0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water capacity: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
usDA Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 1 of 2

Map Unit Description: Wehadkee loam, 0 to 2 percent slopes, frequently flooded ---Johnston
County, North Carolina
Description of Wehadkee, Drained
Setting
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and
metamorphic rock
Typical profile
Ap - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Ponded
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high to high (0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water capacity: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Minor Components
Chewacla
Percent of map unit: 3 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: No
Riverview
Percent of map unit: 2 percent
Landform: Flood plains
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
Data Source Information
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 24, Jun 4, 2020
usDA Natural Resources Web Soil Survey 12/15/2020
Conservation Service National Cooperative Soil Survey Page 2 of 2

12/15/2020 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
' Location name: Clayton, North Carolina, USA* '
Latitude: 35.6542*, Longitude:-78.346*
Elevation: 295.3 ft**
source: ESRI Maps m y�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I 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)
1 2 5 10 25 50 100 200 500 1000
5-min 4.98 5.80 6.60 7.44 8.30 9.00 9.64 10.2 10.9 11.5
(4.55-5.47) 1 (5.30-6.34) 1 (6.05-7.22) 1 (6.79-8.14) 1 (7.55-9.06) 1 (8.15-9.83) 1 (8.66-10.5) 1 (9.14-11.1) 1 (9.66-11.9) 1 (10.1-12.6)
10-min 3.98 4.63 5.29 5.95 6.61 7.16 7.65 8.09 8.61 9.05
(3.64-4.37) 1 (4.24-5.07) 1 (4.84-5.78) 1 (5.43-6.50) 1 (6.01-7.22) 1 (6.89-8.35) 1 (7.25-8.84) 1 (7.64-9.41) 1 (7.97-9.92)
15-min 3.32 3.88 4.46 5.02 5.59
(3.03-3.64) 1 (3.56-4.25) 1 (4.08-4.88) 1 (4.58-5.49) 1 (5.08-6.10)
30-min 2.27 2.68 3.17 3.64 4.14
(2.08-2.50) 11 (2.45-2.93) 1 (2.90-3.46) 1 (3.32-3.98) 1 (3.76-4.52)
6.05
6.45
6.81
7.22
7.58
(5.48-6.60)
1 (5.80-7.03) 11
(6.10-7.44)
1 (6.41-7.89) 11
(6.67-8.30)
4.55F
4
5.30
5.75
6.14
(4.12-4.97)
-5.
(4.44-5.38)
1 (4.74-5.79)
1 (5.10-6.28)
1 (5.40-6.72)
60-min -1.42F 1.68 F 2.03 F 2.37 F 2.76 F 3.09 F 3.40 F 3.72 F 4.12 F 4.48
(1.30-1.56) 1 (1.54-1.84) 1 (1.86-2.22) 1 (2.16-2.59) (2.51-3.01) 1 (2.79-3.37) (3.06-3.71) 11 (3.33-4.06) (3.66-4.51) 11 (3.94-4.91)
2-hr 0.832 0.990 1.21 1.43 1.70 1.94 2.17 2.42 2.74 3.04
(0.754-0.922) (0.902-1.09) 1 (1.10-1.34) 1 (1.30-1.58) (1.53-1.87) 1 (1.74-2.13) (1.93-2.39) 11 (2.14-2.65) (2.41-3.01) (2.64-3.35)
3-hr 0.587 0.700 0.860 1.02 1.23 1.41 1.60 1.80 2.07 2.33
(0.533-0.652) ( 0.638-0.775) ( 0.782-0.952) (0.928-1.13) 11 (1.11-1.35) (1.26-1.56) (1.42-1.76) 1 (1.59-1.98) (1.81-2.28) (2.00-2.57)
6-hr 0.352 0.420 0.516 0.615 0.740 0.855 0.972 1.10 1.27 1.43
(0.321-0.390) (0.383-0.463) (0.470-0.569) (0.559-0.677) (0.668-0.813) (0.767-0.938) (0.864-1.06) (0.966-1.20) (1.11-1.39) (1.23-1.57)
12-hr 0.206 0.245 0.303 0.363 0.440 0.512 0.585 0.666 0.779 0.885
(0.188-0.227) (0.224-0.270) (0.276-0.334) (0.330-0.400) (0.397-0.483) (0.458-0.560) (0.518-0.640) (0.583-0.727) (0.671-0.850) (0.751-0.967)
24-hr 0.121 0.147 0.187 0.220 0.266 0.305 0.345 0.388 0.450 0.502
(0.111-0.132) ( 0.135-0.160) ( 0.172-0.204) ( 0.202-0.240) ( 0.243-0.290) (0.277-0.332) (0.312-0.376) (0.349-0.424) ( 0.401-0.493) (0.443-0.550)
2-day 0.070 0.085 0.107 0.125 0.151 0.172� ( 0.194 ) 0.218 0.251 0.279
(0.065-0.076) (0.078-0.092) (0.099-0.117) (0.115-0.136) (0.138-0.164) F(0-156-0.187 0.176-0.211 (0.196-0.238) (0.224-0.275) (0.246-0.307)
3-day 0.050 0.060 0.075
(0.046-0.054) (0.055-0.065) (0.070-0.082)
4-day 0.039 0.047 0.059
(0.037-0.043) (0.044-0.051) (0.055-0.064)
0.088
0.105
0.119
0.134
0.150
0.173
F 0.1 11
(0.081-0.095)
(0.097-0.114)
(0.109-0.129)
(0.122-0.146)
(0.136-0.163)
(0.155-0.189)
(0.170-0.209)
0.069
0.082
0.093
0.105
0.117
0.134
0.147
(0.064-0.074)
(0.076-0.089)
(0.085-0.100)
(0.095-0.113)
(0.106-0.126)
(0.120-0.145)
(0.132-0.161)
7-day 0.026 0.031 0.039 0.045 0.053 0.060
(0.024-0.028) (0.029-0.034) (0.036-0.042) (0.041-0.048) (0.049-0.057) (0.055-0.064)
10-day F F0.021 0.025 0.030 0.035 0.041 0.045
(0.020-0.022) (0.023-0.027) (0.028-0.033) (0.032-0.037) (0.038-0.043) (0.042-0.048)
0.066
0.074
0.084
0.092
(0.061-0.071)
(0.067-0.079)
(0.076-0.091)
(0.083-0.100)
0.050
0.055
0.062
0.067
(0.046-0.054)
(0.051-0.059)
(0.056-0.067)
(0.061-0.073)
20-day 0.014 0.017 0.020 0.023 0.026 0.029 0.032 0.035 0.039 0.042
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.028) (0.027-0.031) (0.029-0.034) (0.032-0.037) (0.036-0.042) (0.038-0.045)
P�-�day]F 0.012 0.014 0.016
(0.011-0.012) (0.013-0.015) (0.015-0.017)
[Wd7ay 0.010 0.012 0.013
(0.009-0.010) (0.011-0.012) (0.013-0.014)
0.018
0.021
0.023
0.025
0.026
0.029
0.031
(0.017-0.019)
(0.019-0.022)
(0.021-0.024)
(0.023-0.026)
(0.025-0.028)
(0.027-0.031)
(0.029-0.033)
0.015
0.017
0.018
0.020
0.021
0.023
0.024
(0.014-0.016)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.020-0.022)
(0.021-0.024)
(0.023-0.026)
60-day 0.009 11 0.010110.012 11 0.013 0.015 0,016 0,017 0.018 0.019 0.021
(0.008-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021), (0.019-0.(
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
ven 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
iecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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12/15/2020
Precipitation Frequency Data Server
100-000
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 35.55421, Longitude:-78.3464"
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0-100
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0 001 i I I I I I I I I i
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Tue Dec 15 16:13:4a 2D20
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
—1
2
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2-day
— I D-min —
3-day
15-min —
4-day
— 3D-min —
7-day
— 50-min —
1d-eay
— 2-nr —
20-clay
— 3-hr —
30-day
— 6-hr —
45-tlay
— 12-hr —
6o-day
— 24-hr
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12/15/2020
Precipitation Frequency Data Server
Large scale terrain
N orfol k
al elll
Greensboro • Rocky Mount
Role+gh
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—•—
C A R O L I N A *Greenville
Aotte + gar
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Norfolk
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12/15/2020
Precipitation Frequency Data Server
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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
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12/15/2020 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
' Location name: Clayton, North Carolina, USA* '
Latitude: 35.6542*, Longitude:-78.346*
Elevation: 295.3 ft**
source: ESRI Maps m y�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I 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
0.415 0.483 0-5-5-01F 0.620 IF 0.692 0.750 F 0.803 0.851 0.90-7-IF 0.959
5-min
(0.379-0.456) (0.442-0.528) (0.504-0.602) (0.566-0.678) (0.629-0.755) (0.679-0.819) (0.722-0.875) (0.762-0.929) (0.805-0.991) (0.843-1.05)
0.664 0.772 0.881 0.992 1.10 1.19 1.27 1.35 1.44 1.51
10-min
(0.606-0.729) (0.707-0.845) (0.806-0.963) (0.905-1.08) 1 (1.00-1.20) 1 (1.08-1.30) 1 (1.15-1.39) 1 (1.21-1.47) 1 (1.27-1.57) (1.33-1.65)
0.830 0.971 1.11 1.25 1.40 1.51 1.61 1.70 1.81 1.90
15-min
(0.758-0.911) (0.889-1.06) 1 (1.02-1.22) 1 (1.15-1.37) 1 (1.27-1.53) (1.37-1.65) (1.45-1.76) 11 (1.52-1.86) 1 (1.60-1.97) (1.67-2.08)
1.14 1.34 1.58 1.82 2.07 2.28 2.47 2.65 2.87 F 3.07
30-min
(1.04-1.25) 1 (1.23-1.47) 1 (1.45-1.73) 1 (1.66-1.99) 1 (1.88-2.26) (2.06-2.49) (2.22-2.69) (2.37-2.89) 1 (2.55-3.14) (2.70-3.36)
60-min 1.42 1.68 2.03 2.37 2.76 3.09 3.40 3.72 4.12 4.48 (1.30-1.56) (1.54-1.84) (1.86-2.22) 11 (2.16-2.59) 1 (2.51-3.01) (2.79-3.37) 1 (3.06-3.71) 1 (3.33-4.06) 1 (3.66-4.51) (3.94-4.91)
1.66 1.98 2.43 2.87 3.40 3.88 4.34 4.84 5.49 6.08
2-hr
(1.51-1.84) (1.80-2.18) (2.20-2.68) 1 (2.60-3.16) 1 (3.06-3.74) (3.48-4.26) 1 (3.87-4.77) 1 (4.28-5.31) 1 (4.81-6.03) (5.28-6.69)
1.76 2.10 3.0 2.58 8 3.69 4.24 4.80 5.40 6.23 6.99
3-hr
(1 .60-1.96) 1 (1.92-2.33) (2.35-2.86) 11 (2.79-3.40) 1 (3.32-4.07) (3.80-4.68) (4.26-5.29) 1 (4.76-5.95) 1 (5.43-6.86) (6.02-7.71)
6-hr 2.11 2.51 3.09 ) 3.69 4.43 5.12 5.82 6.57 7.62 8.59 )
(1.92-2.33) (2.30-2.77) (2.82-3.41 (3.35-4.06) (4.00-4.87) (4.59-5.61) (5.17-6.37) (5.79-7.19) (6.62-8.33) (7.37-9.41
2.48 2.96 3.65 4.38 5.31 6.17 7.05 8.02 9.39 10.7
12-hr
(2.26-2.74) 1 (2.70-3.26) (3.33-4.03) 1 (3.98-4.82) 1 (4.78-5.82) 1 (6.24-7.71) 1 (7.02-8.76) 1 (8.08-10.2) 1 (9.05-11.7)
2.90 3.52 4.49 5.28 6.39 7.31 8.28 9.32 10.8 12.0
24-hr
(2 .67-3.17) (3.24-3.84) (4.13-4.90) (4.84-5.75) (5.83-6.96) (6.64-7.96) (7.48-9.02) 1 (8.37-10.2) 1 (9.61-11.8) (10.6-13.2)
2-day 3.37 4.07 5.14 6.02 7.24 8.25 9.31 10.4 12.1 13.4
(3.10-3.66) (3.75-4.43) (4.74-5.60) (5.53-6.55) (6.63-7.88) 1 (7.51-8.98) (8.44-10.2) 1 (9.40-11.4) 1 (10.7-13.2) (11.8-14.7)
3.57 4.31 5.42 6.32 7.57 8.60 9.67 10.8 12.4 13.8
3-day
(3.31-3.87) 1 (3.99-4.67) 1 (5.01-5.87) 1 (5.83-6.84) 1 (6.95-8.20) 1 (7.86-9.31) 1 (8.80-10.5) 1 (9.77-11.8) 1 (11.1-13.6) (12.2-15.1)
3.78 4.55 5.70 6.62 7.90 8.94 10.0 11.2 12.8 14.2
4-day
(3.51-4.08) (4.22-4.91) (5.28-6.14) (6.12-7.13) (7.27-8.51) (8.21-9.65) (9.16-10.8) (10.2-12.1) (11.5-13.9) ( 12.6-15.4)
4.39 5.27 6.51 7.51 8.89 10.0 11.2 12.4 14.1 15.4
7-day
(4.09-4.72) 1 (4.90-5.66) 1 (6.05-7.00) 1 (6.96-8.06) 1 (8.22-9.55) (9.21-10.8) 1 (11.3-13.4) 1 (12.7-15.2) ( 13.9-16.8)
5.02 6.00 7.31 8.33 9.74 10.9 12.0 13.2 14.8 16.2
10-day
(4.70-5.37) 1 (5.61-6.41) 1 (6.82-7.81) 1 (7.77-8.90) 1 (9.05-10.4) 1 (10.1-11.6) 1 (11.1-12.9) 1 (12.1-14.2) 1 (13.5-16.0) (14.7-17.4)
20-day 6.74 8.00 9.58 10.8 12.5 13.9 15.3 16.7 18.6 20.1
(6.32-7.20) 1 (7.50-8.54) 1 (8.97-10.2) 1 (10.1-11.6) 1 (11.7-13.4) 1 (12.9-14.8) 1 (14.1-16.3) (15.4-17.8) (17.0-20.0) (18.3-21.7)
8.38 9.90 11.7 13.0 14.8 16.3 17.7 19.1 21.0 22.5
30-day
(7.88-8.94) 1 (9.31-10.6) 1 (10.9-12.4) 1 (12.2-13.9) 1 (13.9-15.8) 1 (15.1-17.3) 1 (16.4-18.8) (17.7-20.4) (19.3-22.5) (20.6-24.1)
10.7 12.5 14.5 16.1 18.1 19.6 21.2 22.7Uo_�2426.3
45-day
FL,.8-22.5)
(10.1-11.3) (11.9-13.3) (13.7-15.4) (15.2-17.0) (17.0-19.2) (18.4-20.8) (21.2-24.1)6.4) (24.3-28.0)
60-day 12.8 15.0 17.2 18.9 21.1 22.7 24.4 25.9 28.0 29.6
(121-13.5) (14.2-15.8) (16.3-18.2) (17.8-20.0) (19.9-22.3) (21.4-24.1) (22.9-25.8) (24.3-27.5) (26.1-29.8) (27.5-31.5)
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 (fora
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
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=35.6542&Ion=-78.3460&data=depth&units=engIish&series=pds 1/4

12/15/2020 Precipitation Frequency Data Server
PDS-based depth -duration -frequency (DDF) curves
Latitude: 35.55421, Longitude:-78-34601
30
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15
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Duration
c
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25
y
■
O
-------------------=---- ----
i
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Volume 2, Version 3 Created {GMTY Tue Dec 15 16.13.20 2D20
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2-day
— I D-min —
3-day
15-min —
4-day
— 30�-min —
7-day
— 60-min —
10-day
— 2-nr —
20-day
— 3-hr —
30-clay
— 6-hr —
45-day
— 12-hr —
60-day
— 24-hr
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12/15/2020
Precipitation Frequency Data Server
t,f r
r
Large scale terrain
I
N orfol k
al elll
• 7 Dul 11 and
Greensboro • 9 Rocky Mount
Role+gh
. 1
C A R O L I N A * Greenville
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Norfolk
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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
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Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ❑ does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is resent.
Remove the trash debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
Inn
a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:_
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spray '
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 3V5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 248.5
245 Pe anen Pool
--------------- - Volume Sediment Removal Elevation 245 Volume
244 -ft Min. -------------------------------------------- ------
Sediment Bottom Elevation 244 1-ft n
Storage Sedirr
FOREBAY Storage
MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Ardmore at Flowers
BMP drainage area number:
Print name:Brantlev E. White
Address:1400 W. Northwood St, Greensboro, NC 27408
Phone:[phone]
Signature: Aft/ . t/—,—
Date:L-111, J-? L;
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, KY1S A-PXl L . R q r h u s , a Notary Public for the State of
N13K r) Can1; r%O, Countyof {Za.ndu l p h , do hereby certify that
$ran- I e v r.. W K +-c- personally appeared before me this 1 '
day of aynu�ZZ , o I , and acknowledge the due execution of the
forgoing wet ette'ntiion basin maintenance requirements. Witness my hand and official
seal, c rH1�/Wv� k, &Lkw
Kristen lAarhus
NOTARY PUBLIC
Randolph County
North Carolina
My Commission Expires 9128/2025
SEAL
My commission expires q I -Z $ 12172 S
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Ardmore at Flowers
2. Location of Project (street address):
SW quadrant of NC Hwy 42 andBuffalo Rd.
City:Clayton CountyJohnston Zip:27527
3. Directions to project (from nearest major intersection):
At the intersection of NC Hwy 42 and Buffalo Road head South on Buffalo Rd. for approximately 0.27
miles
then turn right on SW Flowers Parkway the site will be on the Right.
4. Latitude:35° 39' 17.2044" N Longitude:78° 20' 8.6028" W
II. PERMIT INFORMATION:
of the main entrance to the project.
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SKU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberDWR#2006-1804 v29 , its issue date (if known)12-2-19 , and the status
of construction: ❑Not Started ®Partially Completed* ❑ Completed* *provide
a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project
number, if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major
®Sedimentation/Erosion Control: 9.82 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit
Number, issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/Ir/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Pagel of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Ardmore Residential, LLC
Signing Official & Title:Brantley E. White, President; Thomas L. White, Vice President; or
Ricky L. Hopkins, Secretary
b. Contact information for person listed in item 1a above:
Street Address:1400 West Northwood Street
City:Greensboro State:NC Zip:27408
Mailing Address (if applicable):
City: State: Zip:
Phone: (336 ) 383-5926 Fax: ( )
Email:tshaw@ha eg n-eng.com
c. Please check the appropriate box. The applicant listed above is:
❑ The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
® Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a
and 2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:Rebecca Flowers
Signing Official & Title:Reid Stephenson, Power of Attorney
b. Contact information for person listed in item 2a above:
Street Address:4880 NC 42 East
City:Clayton State:NC Zip:27520
Mailing Address (if applicable):
City: State: Zip:
Phone: (919 ) 369-8332 Fax: ( )
Email:[e-mail]
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: ( )
Email:
4. Local jurisdiction for building permits:
Point of Contact:
State:
Fax:
Phone #:
Zip:
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The proposed project will consist of apartments, amenities, and the associated utilities and stormwater
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
® Approval of a Site Specific Development Plan or PUD Approval Date: 3/11 /2013
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Neuse River basin.
4. Total Property Area: 10.81 acres 5. Total Coastal Wetlands Area: 0.0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:10.81 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal Hi h Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHi line. The resultant project area . used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 61 %
9. How many drainage areas does the project have? 3 (For high density, count I for each proposed engineered
stormwater BMP. For low density and other projects, use I for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each
area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area _
Receiving Stream Name
Neuse River
Stream Class *
WS-IV;NSW
Stream Index Number *
27-(38.5)
Total Drainage Area (so
507,038
On -site Drainage Area (sf)
470,883
Off -site Drainage Area (so
36,155
Proposed Impervious Area**
s
268,765
% Impervious Area** total
53 %
Impervious— Surface Area
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
107,500
On -site Streets (so
On -site Parking (so
120,000
On -site Sidewalks (so
28,000
Other on -site (so
Future(so
Off -site (so
13,100
Existing BUA*** (so
Total (so:
268,000
Stream Class and Index Number can be determined at: http://portal.ncdenr.org web/wcl[ps/csu/classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Protects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B
.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bpip-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed
application instruction sheet and BMP checklists are available from
http//portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http//portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space
provided for each item. All original documents MUST be signed and initialed in blue ink. Download the latest
versions for each submitted application package from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part V11 below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/12ages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for _
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the _
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 5260 Page No: 0236
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http://portal.ncdenr.org/web/Ir/state-
stormwater-forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Tim Shaw
Consulting Firm: Hagen Engineering
eering
Mailing Address:PO Box 14851
City:Greensboro
Phone: (336 ) 286-3350
Email:tshaw@ha eg n-eng.com
State:NC Zip:27415
Fax: (
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) Rebecca Flowers certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) BrantleU E. White with (print or type name of organization listed in
Contact Information, item 1a) Ardmore Residential LLC to develop the project as currently proposed. A copy
of the lease agreement or pending property sales contract has been provided with the submittal, which indicates
the party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my
designated agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or
defaults on their lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater
permit reverts back to me, the property owner. As the property owner, it is my responsibility to notify DEMLR
immediately and submit a completed Name/Ownership Change Form within 30 days; otherwise I will be
operating a stormwater treatment facility without a valid permit. I understand that the operation of a
stormwater treatment facility without a valid permit is a violation of NC General Statue 143-215.1 and may
result in appropriate enforcement action including the assessment of civil penalties of up to $25,000 per day,
pursuant to NCGS 143-215.6.
Signature: Date:
I, , a Notary Public for the State of County of
do hereby certify that
personally appeared
before me this _ day of , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater
requirements.
Signature: Date:
I, , a Notary Public for the State of County of
do hereby certify that
personally appeared
before me this _ day of , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

SUPPLEMENT-EZ COVER PAGE
AC,
PROJECT INFORMATION
1 Project Name i Ardmore at Flowers
-2 Projerea (ac) 10.81
ct A
3 Coastal Wetland Area (ac) 0
4 Surface Water Area (ac) 0
5 Is this project High or Low Densityt , High
6 Does this project use an off -site SCM? j No
COMPLIANCE WITH 02H .1003(4)
7 _ _ Width of vegetated setbacks provided (feet) 50'
8 Will the vegetated setback remain vegetated?Yes
8 Its BUA other that as listed in .1003(4)(c-d) out of the setback? No
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs: _ a
11 Infiltration System { 0
12 Bioretentio_n Cell
0
13
Wet Pond
1
14
Storrnwater Wetland
0
15
Permeable Pavement
0
_
16 Sand Filter
0
_
17 Rainwater Harvesting (RWH)
0
_
18 Green Roof
0
19 Level S reader -Filter Stri LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title.
28 Organization: I _
29 _ Street address: 3
30 City, State. Zip: I _
31 Phone numbers
32 Email:
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that
the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent with the
information provided here.
Designer
CARO
i
SS��''9
r� ..
a SEAL
30469
46T
65 • .NGINE,.• G�
11111
Date
— 6,7 -- Z.

DRAINAGE AREAS
1 Is this a high density project? -—�-- Yes 7
2 If so number of drainage areas/SCMs 1
r Is alpapart of this project subject to previous rule
3 versions? No
FORMS -LOADED
nRAINAGE AREA INFORMATION Entire Site
4 Type of SCM
Wet Pond
5 Total BUA in promect s ft
268765 sf 268765 sf
New BUA on subdivided lots (subject to permitting)
6 (soft)
—_
—
New BUA outside of subdivided lots (subject to
7 (sf)
permitting)
268765 sf
268765 sf
8 Offsite - total area (sq )
_
9 offsite BUA ft
10 Breakdown of new BUA outside subdivided lots:
t
Parking (s ft
120000 sf
120000 sf
Sidewalk (sq ft
28000 sf
28000 sf
-Roofs ft
107500 sf
107500 sf
- Roadway s fl
13100 sf
13100 sf
�T-
Future ft
- Other, please specify in the comment box
below sft)
New infiltrating permeable pavement on
11
subdivided lots sq ft
New infiltrating permeable pavement outside of
tl 12
subdivided lots (sq ft
Ebsitng BUA that will remain (not subject to
13
rmitting) (sq ft
14
Epsti BUA that is already permitted (sq ft
15
EbstiBUA that will be removed sq ft
16
Percent BUA
69%
17 DesFgn storm inches
_—
1 in
18_ Design volume of SCM cu ft
26305 cf
19 Calculation method for design volume
SIMPLE
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
20 drains a area(s):
e

WET POND
1 Drainage area number j 1
21 Design volume of SCM (cu ft) 1 26305 d
GENERAItYWC FROM02H.1M
3 Is the SCM sized to treat the SW from ail surfaces at build -out?
Yes
4' Is the SCM located away from contaminated soils?
Yes
5 What are the side slopes of the SCM (H_V)?
3:1
Does the SCM have retaining walls, gabion walls or other engineered I
6 side slopes? 1
No
Are the inlets, outlets, and receiving stream protected from erosion
7 00-year storm)?
Yes
Is therean overflow or bypass for inflow volume in excess of the i
8 design volume?
Yes
9 What is the method for dewatering the SCM for maintenance?
Dratvdown Orifice
10-if applicable, will the SCM be cleaned out after_oonshuction? !
Yes
11 Does the maintenance access comply with General MDC (8)? ' Yes
12 Does the drainage easement comply with General MDC (9)?
Yes
If the SCM is on a single family lot, does (will?) the plat comply with
13 j General MDC (10)? 1
Yes
14' Is there an O&M Agreement that complies with General MDC (11)?
Yes
15 Is there an O&M Plan that compiles with General MDC (12)?
Yes
16, Does the SCM follow the device specific MDC?
Yes
171 Was the SCM designed by an NC licensed professional?
Yes
WET POND MDC FROM 021-1.1053
18,Method used
S_AJDA t
19'Has
a stage/storage table been provided in the calculations? '
Yes
Elevation of the excavated main pod depth (bottom of se- ment
!
20
removal) (fmsi)
244.00
211
Elevation of the man pod battom{rop of sediment removal) (frnsQ ;
245.00
22
FJevatlon of the bottom of the vegetated shelf (fmsq-248.00
23
Elevation of the permanent pod (fmsl)
248.50
241
Elevation of the top of the vegetated shelf (fmsQ I
249.00
25
Elevation of the temporary pod (fms)
250.50
26
Surface area of the man permanent pod (square feet)
11057:1
27 Volume of the main permanent pod (cubic feet)
26066 d
28 Average depth of the man pool (feet)
3.00 It
29 Average depth equation used I
Equation 2
36 If using equation 3, man pod perimeter (feet)
J
31 If using equation 3, width of submerged veg. shelf (feet)
32� Volume of the forebay (cubic feet)
6333 cf
33 i Is this 15.20% of the volume in the main pool?
Yes
34 Clean -out depth for forebay (inches)
12 in
35 Design volume of SCM (cu ft) I
26305 cf
36 Is the outlet an orifice or a weir?
Ortlice
37 If orifice, orifice diameter (inches)
38 If weir, weir height (inches)
39 If weir, weir length (inches)
40 Drawd_own time for the temporarypool (days)
2.35
Are the inlet(s) and outlet located in a manner that avoids short-
41 circuiting? I l
Yes
42 Are berths or baffles provided to improve the flow path?
No
43 Depth offorebay at entrance (inches)
54 in
44 Depth of forebay at exit (etches)
54 in
45; Does water flow out of the forebay in a non -erosive manner?
Yes
46 Width of the vegetated shelf (feet)
6 ft
47 Slope of vegetated shelf (H:V)
6-1
Does the orifice drawdown from below the top swlrt Of the
48
permanent pool?
Yes
Does the pond minimize impacts to the receiving channel from the 1-
49
yr, 244w storm?
Yes
Are fountains proposed? (If Y, please provide documentation that ;
50
MDC(9) is met.)
No
I
51 Is a trash rack or other device provided to protect the outlet system?Yes
r5
52 Are the dam and embankment planted In non -dumping turf grass?
Yes
3 Species of turf that will be used on the dam and embankment
Centipede
54 Has a planting plan been provided for the vegetated shell?
Yes
ADDITIONAL INFORMATION j
Please use this space to provide any additional information about the
55 wet pond(s):
s
j�
4
Wet Pond 1 2:51 PM 1/7/2021

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
UNDA CULPEPPER
Director
NORTH CAROLINA
Environmental Quality
December 2, 2019
DWR # 2006-1804 v29
Johnston County
Ms. Rebecca Flowers, President
DWF Development
4880 NC Hwy 42 East
Clayton, North Carolina 27527
Subject: APPROVAL OF STORMWATER MANAGEMENT PLAN
SW Flowers Parkway at Flowers Plantation
Dear Ms. Flowers:
The Division of Water Resources (Division) recently reviewed the proposed stormwater
management plan (SMP) for the subject project as required by Individual 401 Water Quality
Certification issued by the Division on November 5, 2008. Submittal of the SMP satisfies the
stormwater condition no. 9 of the 401 certification for this phase of the project and is subject to
the requirements below.
The Division approves the SMP for SW Flowers Parkway at Flowers Plantation consisting of
three (3) wet ponds including all associated stormwater conveyances, inlet and outlet structures,
and grading and drainage patterns depicted on plan sheets dated July 26, 2019, which are
incorporated by reference and are enforceable by the Division. The following conditions also
apply [15A NCAC 02H .0506(b)(5)]:
a) The maximum allowable drainage area for the approved Wet Pond #1 shall be 428,826
square feet and the maximum allowable built -upon area within that drainage area shall be
300,178 square feet. The maximum allowable drainage area for the approved Wet Pond #2
shall be 328,916 square feet and the maximum allowable built -upon area within that
drainage area shall be 230,241 square feet. The maximum allowable drainage area for the
approved Wet Pond #3 shall be 307,694 square feet and the maximum allowable built -upon
area within that drainage area shall be 215,386 square feet. Any changes to these allowable
maximum areas shall require the applicant to submit and receive approval from the Division
prior to any construction or modification of the current site.
DE Q ,� North Carolina Department of Environmental Quality I Division of Water Resources
_ 512 North Salisbury Street 1 1617 Mail Service Center I Raleigh, North Carolina 27699-1617
�+� / 919.707.9000

Page 2 of 2
DWR # 2006-1804 v29
b) The footprint of all stormwater management device(s) as well as an additional 10-foot wide
area on all sides of the device(s) shall be located in either public rights -of -way, dedicated
common areas or recorded easement areas. The final plats for the project showing such
rights -of -way, common areas and easement areas, shall be in accordance with the approved
plans.
c) The approved SMP shall be constructed and operational before any permanent building or
other structure is occupied at the site.
d) The SMP may not be modified without prior written authorization from the Division.
e) Maintenance activities for stormwater management device(s) shall be performed in
accordance with the notarized O&M agreements signed by Ms. Rebecca Flowers of DWF
Development on October 3, 2019. The O&M agreement shall transfer with the sale of the
land or transfer of ownership/responsibility for the approved SMP. The Division shall be
notified promptly of every transfer.
f) The applicant and/or authorized agent shall provide a completed Certificate of Completion
form to the Division within thirty (30) days of project completion or as soon as possible if
the project has already been completed. This form is made available online at
https:Hedoes.deq.nc.gov/Forms/Certificate-of-Completion.
g) Additional SMP(s) for future phases must receive written authorization from the Division
before any land disturbance, construction, or expansion of the new phase(s) may occur.
Please contact Chonticha McDaniel at [phone] or [e-mail] if you
have any questions or concerns regarding this matter.
Sincerely,
Mac Haupt, Acting Supervisor
401 & Buffer Permitting Branch
cc: Andrew Stocks, P.E. — Stocks Engineering, PA (via email)
DWR, Raleigh Regional Office
DWR 401 & Buffer Permitting Branch File

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AND THE ANGEL SAID TO THEM, "FEAR NOT: OR OLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
FOR UNTO YOU IS BORN THIS D Y I THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
BEFORE YOU DIG,
CALL
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SCALE: 1 " = 100'
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OVERALL
GRADING PLAN
REVISIONS
11/27/19 EC COMMENTS
FILE NO. 2018-033
HORZ. SCALE:
1"=100'
VERT. SCALE:
1 "=100'
CE-02

3
1 2.09 FT.
FREEBOARD-
1 YEAR STORM 250.01
PERMANENT
POOL 248.00
6:1
-
VEGETATED
2
SHELF 1
1
1
5
1�
BOTTOM
/
POND 220.00
WET DETENTION POND PROFILE
NOT TO SCALE
NOTE:
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
I OTE:
PORTABLE PUMP SHALL BE USED FOR PUMP
IOWN AND MAINTENANCE.
(SCH 40 PVC)
6„
1 �
6:1
VEGETATED
SHELF
TOP OF
DAM 252.10
1F
4" PVC CAP WITH
SCREW TYPE PLUG
TOP ELEV. 248.75
NORMAL POOL =
INV. ELEV. 248.00
BOTTOM ELEV. 247.75
4" PVC CAP WITH
3" DRILLED ORIFICE
1 21e]�1_il���y:I���A_1�U�Y•7_1"J��A_1�.
ALL PLANTS SHALL BE 3" CONTAINER PLANTS,
THERE SHALL BE A MINIMUM OF 3 PLANT
SPECIES, AND A MINIMUM OF 50 PLANTS PER
200 SF OF VEGETATED SHELF.
BELOW PERMANENT POOL
Botanical Name Common Name OTY.
Iris virginica Blue flag iris 169 +34
Ludwigia spp. Primrose willow 169 +34
Peltandra virginica Arrow arum 170 +34
POND SIDE SLOPES
Vegetate w/Centipede Seed ® a rate of
60 lbs./Ac.
STAGE/STORAGE TABLE
STAGE
ELEVATION
CONTOUR
AREA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0
248.00
17,772
0
0
1.00
249.00
19,487
18,621
18,621
2.00
250.00
21,258
20,364
38,985
3.00
251.00
23,085
22,163
61,148
4.00
252.00
24,970
24,019
85,167
4.10
252.10
27,690
2,632
87,799
252.10 -8, 20 � 8'I 252.10
251.75 251.75
..: S'
' • 3.0" ORIFICE
`j 250.15 1 -YR. ELEV_ 250.01
2*48
3
1 1.56 FT. FREEBOARD - 1 YEAR STORM 252.54
PERMANENT
POOL 250.00
6:1 -
VEGETATED 2 1 F22
SHELF 1
1F_
BOTTOM
POND 243.00
WET DETENTION POND PROFILE
NOT TO SCALE
NOTE:
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
I OTE:
PORTABLE PUMP SHALL BE USED FOR PUMP
IOWN AND MAINTENANCE.
254.10
3
1F
6:1
2 VEGETATED
1 F_ SHELF
POMD #>
TOP OF
DAM 254.10
6„ 4" PVC CAP WITH
SCREW TYPE PLUG
M1 TOP ELEV. 250.75
6"
(SCH 40 PVC)
6"
NORMAL POOL =
INV. ELEV. 250.00
BOTTOM ELEV. 249.75
4" PVC CAP WITH
2.5" DRILLED ORIFICE
CONCRETE WEIR DETAIL
--0 6' Doi a 20' 6'
VEGETATED SHELF LANDSCAPE PLAN
ALL PLANTS SHALL BE 3" CONTAINER PLANTS.
THERE SHALL BE A MINIMUM OF 3 PLANT
SPECIES, AND A MINIMUM OF 50 PLANTS PER
200 SF OF VEGETATED SHELF.
BELOW PERMANENT POOL
Botanical Name Common Name OTY.
Iris virginica Blue flag iris 147 +55
Ludwigia spp. Primrose willow 147 4-55
Peltandra virginica Arrow arum 148 t55
POND SIDE SLOPES
Vegetate w/Centipede Seed ® a rate of
60 lbs./Ac.
STAGE/STORAGE TABLE
STAGE
ELEVATION
CONTOUR
AREA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0
249.50
9,149
0
0
0.50
250.00
10,335
4,868
4,868
1.50
251.00
11,720
11,019
15,887
2.50
252.00
13,164
12,434
28,320
3.50
253.00
14,663
13,905
42,226
4.50
254.00
16,219
15,433
57,659
5.40
254.90
18,401
15,567
73,226
254.10
POND #2
P, 0A W
�f252.70
9,/I
• I I I III � \
I
4 10 I I I I 2.5 ORIFICE 9 250. 00 CONCRETE 9/ 25
00
o
WEIR 252.55
TOP (9 254'
III \
#2
CV
252.10 \` • \
J..0- ORIFICE 9 248.00
20' CONCRETE WEIR @ 250.15
TOP @ 251.75
\ ` /
/ \ 30' Wf�E x 20' LONG �`�. \
30' WIDE x 20' LONG/ /i / CLASS B\RlP RAP
CLASS B RIP RAP SPILLWAY. J\8 IN DEPTH ; ; • \
SPILL WA Y. 18 IN j kPTH l I 1 \ \ \
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I 252.10
\ 252.10
II 1
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34+00
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SCALE: 1 " = 30'
0 30 60 75 90 I I
Conversion Procedure - Sediment Basin to Wet Detention Pond
1. After the site is completely stabilized, contact Stocks Engineering O 252-459-8196 for verification
of completion and stabilization.
2. Contact Johnston County for approval to remove
all temporary erosion control measures.
3. Upon approval from Johnston County, begin the conversion of the wet pond
from a temporary sediment trap to a permanent BMP as follows.
4. If standing water is in the basin, contractor shall pump the water out discharging through a silt
bag.
5. Remove the skimmer which is connected to the riser and convert to the permanent orifice as shown
below in detail.
6. Bring the side slopes surrounding the pond and vegetated shelf to the proposed grade.
7. Contractor shall verify pond depth and muck out sediment to the design depth of the pond.
8. Excavated material must be disposed of in an approved off -site location.
9. Care must be taken to prevent any sedimentation/re-sedimentation during this process, as
sediment deposits in the bottom of the pond may affect the depth.
If any sedimentation occurs during this process, Contractor shall remove sediment immediately.
10. Contact Stocks Engineering ® 252-459-8196 to inspect excavated pond before continuing
construction.
11. Upon approval of Stocks Engineering, continue constructing pond per details. Establish appropriate
permanent vegetation around pond as soon as possible.
12. Upon completion of pond construction, remove sediment from silt fence and dispose of at an
approved off -site location. Plant vegetated shelf and seed and mulch side slopes.
13. Contact Stocks Engineering ® 252-459-8196 to inspect completed pond before placing pond in service.
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SEAL
19843
CNAEL
7/26/19
SCM DETAILS
#1 and #2
REVISIONS
111/27/19 EC COMMENTS
FILE NO. 2018-033
HORZ. SCALE:
1"=30'
VERT. SCALE:
NONE
THERE IS A RIVER WHOSE STREAMS MAKE GLAD THE CITY OF GOD, THE HOLY HABITATION OF THE MOST HIGH. PSALM 46:4
CE-07