SW5220101_Stormwater Report_20220408

61
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STORMWATER IMPACT ANALYSIS
HARDEE'S — T / BOD-2020110321 / APRIL 2022 �o`o��NSsRO<,�
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11682
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MCADAMS � '~�ln'�021:48 AM

HARDEE'S - MAIN STREET
BUNN, NORTH CAROLINA
STORMWATER I M PACT ANALYSIS
SITE PLAN DRAWINGS
STORMWATER PERMIT#: SW5220101
PROJECT NUMBER: BOD-2020110321
DESIGNED BY: R.WATSON, PE
K.GARCIA, PE
DATE: DECEMBER 2021
REVISED DATE: APRIL 2022
�J
DURHAM, NORTH CAROLINA 27713
NC LIc. # C-0293

J MCADAMS NARRATIVE > BOD- 2021110321
HARDEE'S - MAIN STREET
Storm woter Impact Analysis
SITE HISTORY & PROJECT DESCRIPTION
The proposed development currently known as Hardee's — Main Street is located on Main Street east of its intersection
with Warren Avenue in Bunn, North Carolina. The site includes two parcels (PIN 2820146316 and 2820147256) totaling
approximately 2.07 acres in size. The site is located in the jurisdiction of City of Bunn and is designated as Commercial
zoning. The proposed development on PIN 2820146316 (1.41 acres) includes a quick service restaurant with drive thru,
surface parking and other necessary supporting infrastructure. The proposed development of the parcel will include
subdividing the existing parcel to create a residual parcel for future development (PIN2820147256, 0.66 acres). It is
assumed that the property's proposed use is permitted in the City of Bunn zoning ordinance as commercial. As a
proposed high -density project, the proposed stormwater solution will be designed for the current proposed
development and the future development.
The proposed development is located within the Tar -Pamlico River watershed with the entirety of the site's stormwater
runoff ultimately draining into Crooked Creek. The proposed development shall be subject to the stormwater
management requirements set forth by the NC DEQ Stormwater Requirements. Per NCDEQ regulations, stormwater
management on site shall address two primary issues: (1) peak discharge rates and (2) water quality management.
This report contains calculations detailing the expected stormwater impacts as a result of the proposed development.
Please refer to the appropriate section of this report for additional information.
CALCULATION METHODOLOGY
• Rainfall data for the Bunn, NC region is derived from NOAA Atlas 14. This data describes a depth -duration -
frequency (DDF) table describing rainfall depth versus time for varying return periods in the Bunn, NC area.
These rainfall depths are input into the meteorological model within PondPack for peak flow rate calculations.
Please reference the rainfall data section within this report for additional information.
• Using maps from the NRCS Web Soil Survey, the on -site soils were determined to be from hydrologic soil groups
HSG 'C' and V. Since the method chosen to compute both pre- and post -development peak flow rates and
runoff volumes is dependent upon the soil type, care was taken when selecting the appropriate Soil
Conservation Service Curve Number (SCS CN).
• Within the site boundary, an approximate proportion of each soil group was determined using NRCS Soil Survey
Maps. Once an approximate proportion was determined, a composite SCS CN was computed for each cover
condition.
• The on -site topography used in the analysis is from field survey performed by McAdams. The off -site
topography used in the analysis is from available GIS information.
• Land cover conditions for the pre -development were taken from survey prepared by McAdams and aerial
imagery to determine baseline conditions. Land cover conditions for the post -development conditions are
based on the proposed layout and an approximate 82.7% impervious allocation for future development on PIN
2820147256 (23,779 sf of allocated impervious). Please refer to the pre- and post- development drainage area
maps for additional information.
• The time of concentration was calculated using SCS TR-55 (Segmental Approach, 1986). The Tc flow path can
be divided into multiple segments where applicable: overland flow, concentrated flow, and channel flow. The
travel time was then computed for each segment, from which the overall time of concentration was determined
by taking the sum of each segmental time.
creating experiences through experience 2905 Meridian Parkway, Durham, NC 27713 / 919. 361. 5000

J MCADAMS
NARRATIVE > BOD- 2021110321
• The post -development time of concentration to the proposed stormwater control measure is assumed to be 5
minutes. This provides a conservative estimate of facility size for design purposes.
• Pond Pack Version V8i, by Bentley Systems, Inc., was used for the routing calculations for the proposed
stormwater control measures for the 1-, 10-, 25-, and 100-year storm events.
• For 100-year storm routing calculations, approximately 6 inches of freeboard was provided between the peak
elevation during the 100-year storm event and the top of the dam of the stormwater wetland facility.
• Nutrient export calculations were computed using NCDEQ's Total Nitrogen and Total Phosphorus Loading
Calculation Worksheet for the Piedmont of the Tar -Pamlico River Basin. This method uses known footprint
areas of wooded, open, pond, and impervious surfaces. Note, the TN and TP removal rates for a stormwater
wetland were revised in this tool to reflect the current NCDEQ SCM removal rates (2018 North Carolina
Stormwater Control Measure Credit Document).
DISCUSSION OF RESULTS
Peak Runoff Control Requirements
The proposed Hardee's — Main Street project all drains to point of analysis #1 and the proposed project and future
project will result in an increase in peak flow rates at POA #1. To mitigate impacts from the proposed development
compared to the predevelopment conditions at POA #1, the proposed stormwater wetland was modeled such that the
post -development peak flow rate is reduced below the pre -development rate in the 1-year storm event.
Pollutant and Nutrient Control Requirements
The 2.07-ac nutrient boundary for the proposed site includes both the proposed and future developments. The future
development includes the allocated future impervious area for PIN 2820147256. The proposed 2.07-ac site is treated
for water quality via a stormwater wetland. The stormwater wetland captures runoff from the developed areas of the
site and is designed to provide 44% Total Nitrogen removal and 40% Total Phosphorus removal. The stormwater
wetland has been designed to ensure the nitrogen load rates for the nutrient boundary is less than 10 Ibs/ac/yr. A
buydown payment will be required to reach the target nitrogen loading rate of 4 Ibs/ac/year. The Total Phosphorous
export limit is 0.8 Ibs/ac/yr. The stormwater wetland provides enough treatment that a buydown for phosphorous is
not required for the site. Please refer to the appropriate section of this report for additional information.
CONCLUSION
If the development on this tract is built as proposed within this report, then the requirements set forth in the NCDEQ
regulations will be met without additional stormwater management facilities. However, modifications to the proposed
development may require that this analysis be revised. Some modifications that would require this analysis to be revised
include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post -development watershed breaks change significantly from those used to prepare this report.
The above modifications may result in the assumptions within this report becoming invalid. The computations within
this report will need to be revisited if any of the above conditions become apparent as development of the proposed
site moves forward.
creating experiences through experience 2 of 2

1 I
SUMMARY OF RESULTS
2 1 MISCELLANEOUS SITE INFORMATION
3 PRE -DEVELOPMENT HYDROLOGIC
(CALCULATIONS
4 POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
5 STORMWATER CONTROL MEASURE W
(DESIGN CALCULATIONS
61 NUTRIENT LOADING CALCULATIONS

SUMMARY OF RESULTS
Hardee's
BOD-2020110321

HARDEES SUMMARY OF RESULTS K. GARCIA, PE
2021110321 4/8/2022
RELEASE RATE MANAGEMENT RESULTS
POINT OF ANALYSIS #1
Return Period
Pre-Dev
[cfs]
Post-Dev
[cfs]
% Increase
[%]
1-Year
2.32
1.68
-28%
POINT OF ANALYSIS #2
Return Period
Pre-Dev
[cfs]
Post-Dev
[cfs]
% Increase
[%]
1-Year
0.55
0.20
-64%

HARDEES SUMMARY OF RESULTS K. GARCIA, PE
2021110321 4/8/2022
URE SUMMARY
Design Drainage Area =
1.76
ac
Design Impervious Area =
1.42
ac
% Impervious =
80.7%
Top of Dam =
274.50
ft
NWSE =
272.00
ft
Temporary Pool Ponding Depth =
10.38
in
WQv Ponding Elevation =
272.87
ft
WQv Orifice Diameter =
1.00
in
WQv Orifice Invert Elevation =
272.00
ft
Riser Size =
4' x 4'
Riser Crest =
273.50
ft
Number of Weirs =
1
Weir Length =
1.00
ft
Weir Elevation =
273.25
ft
Barrel Diameter=
18
in
# of Barrels =
1
Upstream Invert =
271.50
ft
Downstream Invert =
271.00
ft
Length =
28
ft
Slope =
0.0179
ft/ft
STORMWATER CONTROL MEASURE ROUTING RESULTS
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max. WSE
[ft]
Freeboard
[ft]
1-Year
7.05
1.58
273.57
0.93
10-Year
11.04
9.06
273.83
0.67
25-Year
12.45
10.06
273.88
0.62
100-Year
14.68
10.76
273.97
0.53

MISCELLANEOUS SITE INFORMATION
Hardee's
BOD-2020110321

e A
N HARDEE'S
SITE AERIAL MAP
0 50 100 200 PROJECT #: BOD-2021110321
Feet MCADAMS
1 inch= 100 feet BUNN, NORTH CAROLINA

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HARD E E'S "
USGS TOPO MAP J
0 625 1,250 2,500 PROJECT #: BOD-2021110321
Feet I inch= 1,250 feet BUNN, NORTH CAROLINA WADAMs

Hydrologic Soil Group —Franklin County, North Carolina
(PL)
747810 747830 747850 747870 747890 747910 747930 747950
35o 5730" N
N
O
LL�
r
M
r
O
r
N
N
35o 5725' N
747810 747830 747850 747870 747890 747910 747930
in Map Scale: 1:1,000 if printed on A landscape (11" x 8.5') sheet.
Meters N
0 10 20 40 60
Feet
0 45 90 180 270
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
747970 747990
747950 747970 747990
i
ru
E
748010
35o 5730" N
o_
N
O
ug
r
N
r
N
O
r
N
N
35o 5725' N
748010
m
v
11 /16/2021
Pagel of 4

Hydrologic Soil Group —Franklin County, North Carolina
(PL)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Franklin County, North Carolina
Survey Area Data: Version 24, Sep 1, 2021
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.
usoA Natural Resources Web Soil Survey 11/16/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Franklin County, North Carolina
PL
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
HeB
Helena sandy loam, 2 to
6 percent slopes
D
1.5
70.9%
VaB
Vance sandy loam, 2 to
6 percent slopes
C
0.6
29.1 %
Totals for Area of Interest
2.1
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method. Dominant Condition
USDA Natural Resources Web Soil Survey 11/16/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Franklin County, North Carolina
PL
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 11/16/2021
IM Conservation Service National Cooperative Soil Survey Page 4 of 4

TAR-PAMLICO RIVER BASIN
Name of Stream
Subbasin
Stream Index Number
Map Number
Class
Cherry Run
TAR06
28-103-17
E30SE5
C;Sw,NSW
Chicod Creek
TAR05
28-101
F30NW3
C;NSW
Chocowinity Bay
TAR07
29-6-(1)
E30SE8
SC;NSW
Chocowinity Bay
TAR07
29-6-(5)
E30SE9
SB;NSW
Chocowinity Creek
TAR07
29-6-2-1-(8)
E30SE8
SC;NSW
Chocowinity Creek and Connecting Canals
TAR07
29-6-2-1-(1)
F30NE5
C;Sw,NSW
Church Creek
TAR07
29-34-40-9
F32NE5
SA;HQW,NSW
Cindy Edwards Branch
TAR07
29-6-2-1-3
F30NE2
C;Sw,NSW
Clark Creek
TAR07
29-34-34-5-3
E32SW9
SC;NSW
Clark Creek
TAR07
29-35-6-4
F32SE6
SA;HQW,NSW
Clark Creek
TAR08
29-73-6
E35SE1
SA;HQW
Clark Mill Creek
TAR07
29-34-11-(1)
E33SW4
C;Sw,NSW
Clark Mill Creek
TAR07
29-34-11-(2)
E33SW1
SC;NSW
Cliftons Pond
TAR01
28-30-1
D25NE1
C;NSW
Cockrel Creek
TAR08
29-77
G35NE5
SA;HQW
Coker Creek
TAR02
28-33-1.5
D26NW6
C;NSW
Cokey Swamp
TAR03
28-83-3
D27NE8
C;NSW
Collie Swamp
TAR06
28-103-4
D30SW5
C;Sw,NSW
Compass Creek
TAR02
28-72
C27SE8
C;NSW
Conetoe Creek
TAR03
28-87-(0.5)
D29NW6
C;NSW
Conetoe Creek
TAR03
28-87-(2)
D29SW7
WS-IV;NSW
Conetoe Creek
TAR05
28-87-(2)
D29SW7
WS-IV;NSW
Convoy Gut
TAR07
29-33-10-2
F32SE4
SA;HQW,NSW
Coole Creek
TAR01
28-24
C25SE1
WS-IV;NSW
Coon Creek
TAR01
28-11-5
B24SE5
C;NSW
Corkenson Creek
TAR07
29-34-25
E33SW7
SC;NSW
Corn Creek
TAR03
28-83-2.5
D28SW4
C;NSW
Cow Creek
TAR07
29-35-6-3-3
F32SE6
SA;HQW,NSW
Cow Gallus Creek
TAR07
29-33-1-3
F32SE7
SA;HQW,NSW
Cow Gut
TAR07
29-34-7
E32SE3
SC;NSW
Cow Haul Swamp
TAR04
28-79-30-3
C28SE6
C;Sw,NSW
Cow Swamp
TAR05
28-101-5
E29SE9
C;NSW
Cowlick Branch
TAR02
28-71
D27NE6
C;NSW
Cowpen Branch
TAR02
28-38
D27SW2
WS-IV;NSW,CA
Cowpen Creek
TAR08
29-49-2
F33NE7
SA;ORW
Cox Creek
TAR07
29-34-46-5
F32NE6
SA;HQW,NSW
Crab Cove (Crabb Cove)
TAR08
29-50
F33SE2
SA;ORW
Crabtree Bay
TAR07
29-34-13
E33SW4
SC;NSW
Crabtree Creek
TAR02
28-78-1-13-1
C26NW7
B;NSW:+
Cradle Gut
TAR07
29-19-10
F31NE2
SC;NSW
Crawford Creek
TAR07
29-6-2
E30SE8
SC;NSW
Crawford Mill Run
TAR07
29-21-4-(1)
F31NE7
C;NSW
Crawford Mill Run
TAR07
29-21-4-(2)
F31NE7
SC;NSW
Crisp Creek
TAR03
28-87-1
D29NE8
C;NSW
Cromwell Canal and Connecting Canals
TAR03
28-82
D28SE3
C;NSW
Crooked Creek
TAR01
28-30
C25SW9
C;NSW
Crooked Creek
TAR07
29-34-27
E32SE9
SC;NSW
Crooked Creek
TAR07
29-34-50
F32NE9
SA;HQW,NSW
Crooked Run
TAR01
28-2
B23SE3
WS-IV;NSW
Crooked Swamp
TAR04
28-79-24
C27NW8
C;NSW
Cross Swamp
TAR05
28-101-5-1
F30NW1
C;NSW
Cub Creek
TAR01
28-3
B23SE8
WS-IV;NSW
Cuckolds Creek (Chuckolds Creek)
TAR07
29-34-34-3
E32SW6
SC;NSW
Cuff Tarkiln Creek
TAR07
29-33-2-16
F32SW9
SA;HQW,NSW
Page 4 of 17 2016/03/03 9:26:41

11/11/21, 12:07 PM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Bunn, North Carolina, USA* � 'in°
Latitude: 35.9571*, Longitude:-78.2512°
Elevation: 272.66 ft**
*source: ESRI Maps w,�w ^ y�
-source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000�
0.403
0.463
0.521
0.594
0.663
0.722
0.775
0.822
0.875
0.928
5-min
(0.367-0.442)
(0.424-0.506)
(0.476-0.569)
(0.542-0.649)
(0.602-0.724)
(0.653-0.789)
(0.696-0.845)
(0.735-0.899)
(0.776-0.959)
(0.815-1.02)
0.643
0.740
0.835
0.950
1.06
1.15
1.23
1.30
1.38
1.46
10-min
(0.587-0.706)
(0.678-0.810)
(0.763-0.912)
(0.867-1.04) 11
(0.960-1.15) 1
1 (1.17-1.43)
(1.23-1.52)
(1.28-1.60)
0.804
0.931
1.06
1.20
1.34
1.46
1.56
1.65
1.74
1.84
15-min
(0.734-0.883)
(0.852-1.02)
(0.965-1.15)
(1.10-1.31) 1
1 (1.32-1.59) 11
(1.40-1.70) 11
(1.47-1.80) 1
l(l.61-2.01)1
1.10
1.29
1.50
1.74
1.98
2.19
2.38
2.56
2.77
2.97
30-min
(1.01-1.21)
(1.18-1.41)
(1.37-1.64)
(1.59-1.90)
(1.80-2.17)
(1.98-2.40) 11
(2.14-2.60) 11
(2.29-2.80) 1
1(2.61-3.26)1
1.37
1.61
1.92
2.27
2.64
2.97
3.28
3.59
3.98
4.34
60-min
(1.25-1.51)
(1.48-1.76)
(1.76-2.10)
(2.07-2.48)
(2.40-2.88)
(2.69-3.25)
(2.95-3.58)
(3.21-3.93)
(3.53-4.36)
(3.81-4.76)
1.61
1.89
2.28
2.73
3.23
3.71
4.16
4.64
5.26
5.85
2-hr
(1.46-1.78)
(1.72-2.08)
(2.07-2.51)
(2.47-2.99)
(2.91-3.54)
(3.33-4.06)
(3.71-4.55)
(4.10-5.07)
(4.61-5.75)
(5.08-6.42)
1.71
2.01
2.43
2.93
3.50
4.05
4.59
5.17
5.94
6.69
3-hr
(1.55-1.90)
(1.83-2.23)
(2.21-2.69)
(2.65-3.23)
(3.15-3.85)
(3.62-4.46)
(4.07-5.05)
1 (5.17-6.53)
(5.75-7.38)
2.04
7 2.41
7 2.92
7 3.52
4.22
4.91
6.59
6.32
7.31
8.28
6-hr
(1.86-2.27)
(2.20-2.67)
(2.65-3.22)
(3.19-3.88)
(3.81-4.64)
(4.40-5.39)
(4.96-6.13)
(5.55-6.92) 1
1(7.08-9.09)1
2.41
2.84
3.46
4.19
5.06
5.93
6.79
7.74
9.03
10.3
12-hr
(2.20-2.66)
(2.61-3.13)
(3.16-3.80)
(3.81-4.60)
(4.58-5.54)
(5.32-6.47)
(6.03-7.40)
(6.79-8.42)
(7.80-9.84)
(8.77-11.3)
2.84
3.44
4.36
5.11
6.18
7.06
8.01
9.03
10.5
11.7
24-hr
(2.65-3.06)
(3.20-3.71)
(4.05-4.70)
(4.74-5.50)
(5.70-6.65)
(6.48-7.61)
(7.30-8.64)
(8.17-9.75) 11
(9.39-11.4)
(10.4-12.7)
3.30
3.98
5.01
5.84
7.02
7.99
9.02
10.1
11.7
13.0
2{iay
(3.08-3.55)
(3.71-4.28)
(4.66-5.38)
(5.43-6.28)
(6.49-7.55)
(7.35-8.59)
(8.24-9.71)
(9.18-10.9) 1
1 (11.5-14.2)
3.50
4.21
5.27
6.13
7.34
8.34
9.38
10.5
12.1
13.4
3{iay
(3.27-3.75)
11 (3.94-4.52)
11 (4.92-5.65)
11 (5.71-6.57) 1
1 (7.68-8.94) 11
(8.60-10.1) 11
(9.55-11.3) 1
1(12.0-14.6)1
3.70
4.45
5.54
6.43
7.67
8.68
9.75
10.9
12.5
13.8
4{iay
(3.46-3.96)
11 (4.16-4.76)
11 (5.18-5.93)
11 (5.99-6.87) 1
(8.02-9.29) 11
(8.96-10.5) 11
(9.93-11.7) 1
1(12.4-14.9)1
4.31
5.15
6.34
7.30
8.64
9.73
10.9
12.1
13.7
15.1
7{iay
(4.03-4.60)
11 (4.83-5.50)
11 (5.94-6.77)
11 (6.82-7.80) 11
(8.04-9.23) 1
1 (10.0-11.6) 1
1(13.6-16.3)]
4.91
5.85
7.10
8.10
9.48
10.6
11.7
12.9
14.6
15.9
10-day
(4.61-5.23)
(5.50-6.23)
(6.67-7.56)
(7.59-8.62)
(8.85-10.1)
(9.85-11.3)
1 (11.9-13.8) 11
(13.3-15.6)
(14.4-17.1)
6.60
7.81
9.32
10.5
12.2
13.5
14.9
16.3
18.2
19.7
20-day
(6.22-7.00)
(7.37-8.29)
(8.79-9.90)
(9.92-11.2)
(11.4-12.9)
(12.6-14.4)
(13.9-15.8) 11
(15.1-17.3) 11
(16.7-19.5)
(18.0-21.2)
8.19
9.66
11.4
12.7
14.5
15.8
17.2
18.6
20.5
22.0
30-day
(7.75-8.66)
(9.15-10.2)
(10.7-12.0)
(12.0-13.4)
(13.6-15.3)
(14.9-16.8)
1 (17.4-19.8) 11
(19.0-21.9)
(20.3-23.5)
10.4
12.2
14.1
15.6
17.6
19.1
20.6
22.2
24.2
25.7
45-day
(9.90-11.0)
(11.6-12.9)
(13.4-14.9)
11 (14.8-16.5) 1
1 (19.4-21.8)
(20.8-23.4)
(22.5-25.6)
(23.9-27.3)
12.5
14.6
16.7
18.3
20.5
22.1
23.6
25.2
27.2
28.7
60-day
(11.9-13.1) IL
(13.9-15.3) JL
(15.9-17.5) JL
(17.4-19.2) JL
(19.4-21.5) j
(22.3-24.9)
(23.7-26.6)
(25.5-28.8)
(26.9-30.5)
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 (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.9571 &Ion=-78.2512&data=depth&units=english&series=pds 1 /4

11/11/21, 12:07 PM Precipitation Frequency Data Server
Pas -based depth -duration -frequency (DDF) curves
Latitude: 35.9571', Longitude:-78.2512'
Mill
25
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30
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49
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a
y
------------- ......................... — -- ------
----------- ................. ........ ......
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, VoIume 2, Version 3 Created (GMT): Thu Nov 11 17:06:59 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
mlerva I
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 10-min —
3-day
15-min —
d-dmy
— 30-min —
7-day
— 6 Wain —
10-day
— 2fir —
20-day
— 3-fir —
30-day
— 8fir —
45-day
— 12-hr —
60-day
- 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.9571 &Ion=-78.2512&data=depth&units=engIish&series=pds 2/4

11/11/21, 12:07 PM
Precipitation Frequency Data Server
Lar a scale terrain
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.9571 & Ion =-78.2512&data=depth&units=english&series=pds 3/4

11/11/21, 12:07 PM
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.9571 & Ion =-78.2512&data=depth&units=english&series=pds 4/4

PRE -DEVELOPMENT
Hardee's
BOD-2020110321

HARDEE'S PRE -DEVELOPMENT HYDROLOGY
BOD-2021110321 Summory of Results
K.GARCIA, PE
11/16/2021
Sub -basin ID
Impervious
+ OpenM
+� Wooded
Pond
Total
Impervious
Open
Wooded
Pond
Total
[acres] w
SCS CN
Tc [min]
1
0.16
1.21
0.26
0.00
1.63
0.00
0.00
0.00
0.00
0.00
1.63
1
80
12.81
2
0.03
0.28
0.13
0.00
0.44
0.00
0.00
0.00
0.00
0.00
0.44
78
13.30
Totak
0.19
1.49
039
0.00
2.07
0.00
0.00
0.00
0.00
0.00
2.07

HARDEE'S PRE -DEVELOPMENT HYDROLOGY K.GARCIA, PE
BOD-2021110321 Subbosin 1 11/16/2021
I. SCS CURVE NUMBERS
Soils from WebSoilSurvey are only inclusive of indirectly connected areas
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
HSG 'A' = 0.0%
HSG'B'= 0.0%
HSG 'C' = 28.8%
HSG'D'= 71.2%
Cover Condition
SCS CN
Comments
Impervious
98
Open
78
Assume good condition
Wooded
75
Assume good condition
II. PRE -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area
Area [sfJ
Area ac
Roadwa Area
0
0.00
Driveway/ Parking Lot
4,170
0.10
Roof
2,645
0.06
Sidewalk / Patio
152
0.00
Other
0
0.00
Totals
6,967
0.16
B. Watershed Land Use Breakdown
Contributing Area
SCS CN
Area [sfl
Area [acresl
Comments
Onsite impervious
98
6,967
0.16
Onsite open
78
52,702
1.21
Assume good condition
Onsite wooded
75
11,261
0.26
Assume good condition
Onsite pond
100
0
0.00
Offsite impervious
98
0
0.00
Offsite open
78
0
0.00
Assume good condition
Offsite wooded
75
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area = 1.63 acres
70,930 sf
Composite SCS CN = 80
°% Impervious = 9.8%

HARDEE'S PRE -DEVELOPMENT HYDROLOGY K.GARCIA, PE
BOD-2021110321 Subbosin 1 11/16/2021
III. TIME OF CONCENTRATION INFORMATION
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length = 216
ft
Top Elev =
282.00
ft
Top Elev = 279.00
ft
BotElev =
279.00
ft
BotElev = 270.50
ft
Height =
3
ft
Height = 9
ft
Slope =
0.0300
ft/ft
Slope = 0.0394
ft/ft
Manning's n =
0.24
dense grasses
Paved ? = No
P (2-year/24-hour)=
3.44
inches (Bunn, NC)
Velocity= 3.20
ft/sec
Segment Time =
11.69
minutes
Segment Time = 1.12
minutes
Time of Concentration = 12.81 minutes
SCS Lag Time = 7.69 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.23 minutes (= 0.29*SCS Lag)

HARDEE'S PRE -DEVELOPMENT HYDROLOGY K.GARCIA, PE
BOD-2021110321 Subbosin 2 11/16/2021
I. SCS CURVE NUMBERS
Soils from WebSoilSurvey are only inclusive of indirectly connected areas
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
HSG 'A' = 0.0%
HSG'B'= 0.0%
HSG 'C' = 30.1%
HSG'D'= 69.9%
Cover Condition
SCS CN
Comments
Impervious
98
Open
78
Assume good condition
Wooded
75
Assume good condition
II. PRE -DEVELOPMENT
A. Onsite Impervious Breakdown
Contributing Area
Area [sfJ
Area ac
Roadwa Area
0
0.00
Driveway/ Parking Lot
248
0.01
Roof
776
0.02
Sidewalk / Patio
152
0.00
Other
0
0.00
Totals
1,176
0.03
B. Watershed Land Use Breakdown
Contributing Area
SCS CN
Area [sfl
Area [acresl
Comments
Onsite impervious
98
1,176
0.03
Onsite open
78
12,138
0.28
Assume good condition
Onsite wooded
75
5,871
0.13
Assume good condition
Onsite pond
100
0
0.00
Offsite impervious
98
0
0.00
Offsite open
78
0
0.00
Assume good condition
Offsite wooded
75
0
0.00
Assume good condition
Offsite pond
100
0
0.00
TotaIIC area = 0.44 acres
19,185 sf
Composite SCS CN = 78
°% Impervious = 6.1%

HARDEE'S PRE -DEVELOPMENT HYDROLOGY K.GARCIA, PE
BOD-2021110321 Subbosin 2 11/16/2021
III. TIME OF CONCENTRATION INFORMATION
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length = 117
ft
Top Elev =
282.50
ft
Top Elev = 280.00
ft
BotElev =
280.00
ft
BotElev = 276.75
ft
Height =
2.5
ft
Height = 3
ft
Slope =
0.0250
ft/ft
Slope = 0.0278
ft/ft
Manning's n =
0.24
dense grasses
Paved ? = No
P (2-year/24-hour)=
3.44
inches (Bunn, NC)
Velocity= 2.69
ft/sec
Segment Time =
12.57
minutes
Segment Time = 0.73
minutes
Time of Concentration = 13.30 minutes
SCS Lag Time = 7.98 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.31 minutes (= 0.29*SCS Lag)

TI MCADAM,%s
FlexTable: Catchment
Table (BOD
2021110321.ppc)
Current Time: 0.00 min
Label Area SCS CN Time of Notes
(ftz) Concentration
(min)
SUB-1 70,930 80 12.81 PRE
SUB-2 19,185 78 13.30 PRE
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 11/29/2021

TI MCADAM,%s
Scenario: Pre -
Development
o
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 11/16/2021

TI M c A DA MS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
SUB-1 Pre- 1 Year 1 0.153 727.00 2.32
SUB-2 Pre- 1 Year 1 0.037 727.00 0.55
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
POA-1 Pre- 1 Year 1 0.153 727.00 2.32
POA-2 Pre- 1 Year 1 0.037 727.00 0.55
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 11/29/2021

'J
McADAms
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
BODDIE-NOELL ENTERPRISES, INC.
P.O. BOC 1908
ROCKY MOUNT, NC 27802
PHONE: [phone]
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REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO. 2020110321
FILENAME 2020110321-PRE
CHECKED BY KEG
DRAWN BY KEG
SCALE 1"=2Y
DATE 11.22. 2021
SHEET
PRE -DEVELOPMENT
DRAINAGE AREA MAP
PRE

POST -DEVELOPMENT
Hardee's
BOD-2020110321

HARDEES POST -DEVELOPMENT HYDROLOGY K. GARCIA, PE
2021110321 Summary of Results 3/24/2022
HYDROLOGY INPUT SUMMARY
Sub -basin ID
Onsite Area [acres]
Offsite Area [acres]
Total Area
[acres]
SCS CN
Tc [min]
Impervious
Open
Wooded
Pond
Total
Impervious
Open
Wooded
Pond
Total
1 Bypass
0.00
0.20
0.00
0.00
0.20
0.00
0.00
0.00
0.00
0.00
0.20
78
5.00
1 to SCM A
1.42
0.26
0.00
0.08
1.76
0.00
0.00
0.00
0.00
0.00
1.76
95
5.00
2
0.00
0.11
0.00
0.00
0.11
0.00
0.00
0.00
0.00
0.00
0.11
79
5.00
Totals =
1.42 0.56 0.00 0.08 2.07 0.00 0.00 0.00 0.00 0.00
2.07
NUTRIENT INPUT SUMMARY
Piedmont of the Tar -Pamlico BMP Stormwater Nutrient Load Calculation Tool Inputs
Land Use
Area (sf)
Area (ac)
Roadway Area
0
0.00
Driveway/ Parking
32,323
0.74
Roof Area
3,099
0.07
Sidewalk/Patio
2,755
0.06
Future Impervious*
23,779
0.55
Open
24,484
0.56
Wooded
0
0.00
Pond
3,675
0.08
Total
90,115
2.07
*Allocated future impervious for PIN 2820147256 development included for proposed site's nutrient accounting

HARDEES POST -DEVELOPMENT HYDROLOGY K. GARCIA, PE
2021110321 Subbasin 1 Bypass 3/24/2022
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume: HSG 'A' = 0.0%
HSG'B'= 0.0%
HSG 'C' = 36.2%
HSG 'D' = 63.8%
Cover Condition
SCS CN
Comments
Impervious
98
Open
78
Assume good condition
Wooded
74
Assume good condition
II. POST -DE
A. Onsite Impervious Breakdown
Contributing Area
Area [sf]
Area [ac]
Roadway Area
0
0.00
Driveway/ Parking Lot
0
0.00
Roof
0
0.00
Sidewalk / Patio
0
0.00
Other
0
0.00
Totals
0
0.00
B. Watershed Land Use Breakdown
Contributing Area
SCS CN
Areas
Area acres
Comments
Onsite impervious
98
0
0.00
Onsite open
78
8,642
0.20
Assume good condition
Onsite wooded
74
0
0.00
Assume good condition
Onsite pond
100
0
0.00
Offsite impervious
98
0
0.00
Offsite open
78
0
0.00
Assume good condition
Offsite wooded
74
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area = 0.20 acres
8,642 sf
Composite SCS CN = 78
% Impervious = 0.0%
C. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55) and is assumed to be 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)

HARDEES POST -DEVELOPMENT HYDROLOGY K. GARCIA, PE
2021110321 Subbasin 1 toSCMA 3/24/2022
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume: HSG 'A' = 0.0%
HSG'B'= 0.0%
HSG 'C' = 29.4%
HSG 'D' = 70.6%
Cover Condition
SCS CN
Comments
Impervious
98
Open
78
Assume good condition
Wooded
75
Assume good condition
II. POST -DE
A. Onsite Impervious Breakdown
Contributing Area
Area [sf]
Area [ac]
Roadway Area
0
0.00
Driveway/ Parking Lot
32,323
0.74
Roof
3,099
0.07
Sidewalk / Patio
2,755
0.06
Future Impervious* - Roof
7,150
0.16
Future Impervious* - Other
1 16,629
0.38
Totals
61,956
1.42
*Allocated future impervious for PIN 2820147256 development accounted in design and sizing of proposed SCMA
B. Watershed Land Use Breakdown
Contributing Area
SCS CN
Areas
Area acres
Comments
Onsite impervious
98
61,956
1.42
Onsite open
78
11,162
0.26
Assume good condition
Onsite wooded
75
0
0.00
Assume good condition
Onsite pond
100
3,675
0.08
Offsite impervious
98
0
0.00
Offsite open
78
0
0.00
Assume good condition
Offsite wooded
75
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area = 1.76 acres
76,793 sf
Composite SCS CN = 95
% Impervious = 80.7%
C. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55) and is assumed to be 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)

HARDEES POST -DEVELOPMENT HYDROLOGY K. GARCIA, PE
2021110321 Subbasin 2 3/24/2022
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume: HSG 'A' = 0.0%
HSG'B'= 0.0%
HSG 'C' = 17.2%
HSG 'D' = 82.8%
Cover Condition
SCS CN
Comments
Impervious
98
Open
79
Assume good condition
Wooded
76
Assume good condition
II. POST -DE
A. Onsite Impervious Breakdown
Contributing Area
Area [sf]
Area [ac]
Roadway Area
0
0.00
Driveway/ Parking Lot
0
0.00
Roof
0
0.00
Sidewalk / Patio
0
0.00
Other
0
0.00
Totals
0
0.00
B. Watershed Land Use Breakdown
Contributing Area
SCS CN
Areas
Area acres
Comments
Onsite impervious
98
0
0.00
Onsite open
79
4,680
0.11
Assume good condition
Onsite wooded
76
0
0.00
Assume good condition
Onsite pond
100
0
0.00
Offsite impervious
98
0
0.00
Offsite open
79
0
0.00
Assume good condition
Offsite wooded
76
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area = 0.11 acres
4,680 sf
Composite SCS CN = 79
% Impervious = 0.0%
C. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55) and is assumed to be 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)

TI MCADAM,%s
FlexTable: Catchment
Table (BOD
2021110321.ppc)
Current Time: 0.00 min
Label Area SCS CN Time of Notes
(ftz) Concentration
(min)
SUB 1 BYP
8,642
78
5.00
POST
SUB 1 TO SCM A
76,793
95
5.00
POST
SUB 2
4,680
79
5.00
POST
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 11/29/2021

TI MCADAM,%s
Scenario: Post -
Development
POA
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 11/29/2021

TJ M c A DA MS
Subsection: Master Network Summary
Catchments Summary
Label Scenario
Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
SUB 1 BYP
Post- 1 Year
1
0.017
722.00
0.35
SUB 1 TO SCM A
Post- 1 Year
1
0.337
721.00
7.05
SUB 2
Post- 1 Year
1
0.010
722.00
0.20
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
POA-1 Post- 1 Year 1 0.214 731.00 1.68
POA-2 Post- 1 Year 1 0.010 722.00 0.20
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
SCM A (IN)
Post- 1 Year
1
0.337
721.00
7.05
(N/A)
(N/A)
SCM A
Post- 1 Year
1
0.197
732.00
1.58
273.57
0.177
(OUT)
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

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PROPOSED IMPERVIOUS AREA - 0.88 AC \ \
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DRAINAGE AREA
*NOTE: FUTURE IMPERVIOUS ON THIS SHEET IS ASSUMED
AND DISPLAYED FOR ILLUSTRATION, DEVELOPMENT LAYOUT \
SUBJECT TO CHANGE s \
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GRAPHIC SCALE
0 10 20 40
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PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
MCADNNA S
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
BODDIE-NOELL ENTERPRISES, INC.
P.O. BOX 1908
ROCKY MOUNT, NC 27802
Contact
PHONE: [phone]
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REVISIONS
NO.
DATE
1
12. 17. 2021
OWNER COMMENTS
2
1. 20. 2022
NCDEQ RESUBMISSION #1
3
1. 28. 2022
BID SET
4
4. 11.2022
NCDEQ RESUBMISSION #2
5
6
PLAN INFORMATION
PROJECT NO. 2021110321
FILENAME
2020110321-POST
CHECKED BY
RW
DRAWN BY
KEG
SCALE
1"=20'
DATE
04.11.2022
SHEET
POST DEVELOPMENT DRAINAGE
AREA & BUILT UPON AREA MAP
POST

STORMWATER CONTROL MEASURE
DESIGN CALCULATIONS
Hardee's
BOD-2020110321

HARDEES STORMWATER CONTROL MEASURE K. GARCIA, PE
2021110321 SSFxn Above NP 3/24/2022
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
272.00
0.00
3,429
273.00
1.00
5,438
4434
4434
4434
1.00
273.25
1.25
5,740
5589
1397
5831
1.25
274.00
2.00
6,665
6203
4652
10483
1.99
274.50
2.50
7,300
6983
3491
13974
2.51
Storage vs. Stage
16000
14000
y = 4420.6x1 2519
12000 R2 = 0.9999
U 10000
R
8000
L
° 6000
U)
4000
2000
0
0.00 0.50 1.00 1.50 2.00 2.50 3.00
Stage (feet)
Ks = 4421
b = 1.252

HARDEES
STORMWATER CONTROL MEASURE
2021110321 SSFxn Below NP
Per NCDEQ "Stormwater Design Manual" Minimum Design Criteria
K. GARCIA, PE
3/24/2022
ZonjeK
Depth at Normal Pool
(inches)
Depth at Temp Pool
(inches)
Portion of Wetland
Surface Area
Deep Pool - Forebay
9 to 40
21 to 55
10 - 15%
Deep Pool - Non Forebay
9 to 40
21 to 55
5 - 15%
Shallow Water
0 to 9
15 to 21
35 - 45%
Shallow Land
- to -
0 to 15
30 - 45%
Permanent Pool Elevation = 272.00
Temporary Pool Elevation = 273.25
Wetland Surface Area at Temporary Pool = 5,740
Zone
Elevation
(ft)
Measured Area
(sf)
Portion of Wetland
Surface Area
Deep Pool - Forebay
271.25
to
268.67
631
11.0%
Deep Pool - Non Forebay
271.25
to
268.67
291
5.1%
Shallow Water
272.00
to
271.25
2,507
43.7%
Shallow Land
273.25
to
272.00
2,311
40.3%

HARDEES STORMWATER CONTROL MEASURE K. GARCIA, PE
2021110321 WQV Calculation - MD 3/24/2022
R QUALITY VOLUME
WQ v = (P)(R v)(A)/12
where,
WQv= water quality volume (in acre-ft)
Rv= 0.05+0.009(I) where I is percent impervious cover
A= area in acres
P = rainfall (in inches)
Input data:
Total area, A =
1.76
acres
Impervious area =
1.42
acres
Percent impervious cover, I =
80.7
%
Rainfall, P =
1.00
inches
Calculated values:
Rv=
0.78
WQv=
0.11
acre-ft
=
4967
cf.
SURFACE AREA CALCULATION
Per NCDEQ "Stormwater Design Manual" Wetland MDC 3. Surface Area
WQv=
4967
cf.
Max. ponding depth =
15
inches
Min. surface area (at temp. pool) =
3973
sf.
Surface area provided at temp. pool =
5740
sf.
Approximate ponding depth =
0.87
feet
=
10.38
inches
Calculated values:
Depth of WQv in Basin = 0.87 ft
10.38 inches
Elevation = 272.87 ft

HARDEES STORMWATER CONTROL MEASURE
2021110321 WQV Drawdown Calculation
CE DESIGN a_
D orifice =
1 inch
# orifices =
1
Ks =
4421
b =
1.252
Cd orifice =
0.60
Normal Pool Elevation =
272.00 feet
Volume @ Normal Pool =
0 cf
Orifice Invert =
272.00 feet
WSEL @ 1" Runoff Volume =
272.87 feet
WSEL
(feet)
Vol. Stored
(cf)
Orifice Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
272.87
3688
0.024
272.80
3323
0.023
0.023
365
15669
272.73
2966
0.022
0.022
357
16049
272.66
2618
0.021
0.021
349
16481
272.59
2278
0.019
0.020
339
16977
272.52
1949
0.018
0.019
329
17560
272.45
1630
0.017
0.017
319
18258
272.38
1324
0.015
0.016
307
19122
272.31
1031
0.014
0.014
293
20237
272.24
754
0.012
0.013
277
21774
272.17
497
0.010
0.011
258
24142
Drawdown Time = 2.16 days
By comparison, if calculated by the average head over the orifice
(assuming average head is one-third the total depth), the result would be:
Average driving head on orifice = 0.275 feet
Orifice composite loss coefficient = 0.600
Cross -sectional area of siphon = 0.005 sf
Q = 0.0138 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.10 days
K. GARCIA, PE
3/24/2022

HARDEES STORMWATER CONTROL MEASURE
2021110321 Temp Pool Drawdown Calculation
CE DESIGN
D orifice =
1 inch
# orifices =
1
Ks =
4421
b =
1.252
Cd orifice =
0.60
Normal Pool Elevation =
272.00 feet
Volume @ Normal Pool =
0 cf
Orifice Invert =
272.00 feet
Temp Pool Elevation Volume =
273.25 feet
WSEL
(feet)
Vol. Stored
(cf)
Orifice Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
273.25
5845
0.029
273.14
5223
0.028
0.028
623
22107
273.03
4614
0.026
0.027
608
22671
272.93
4022
0.025
0.025
592
23317
272.82
3447
0.023
0.024
575
24066
272.71
2890
0.021
0.022
556
24955
272.60
2355
0.020
0.021
536
26038
272.50
1843
0.018
0.019
512
27407
272.39
1358
0.015
0.017
485
29236
272.28
906
0.013
0.014
452
31909
272.17
497
0.010
0.011
410
36555
Drawdown Time = 3.10 days
By comparison, if calculated by the average head over the orifice
(assuming average head is one-third the total depth), the result would be:
Average driving head on orifice = 0.403 feet
Orifice composite loss coefficient = 0.600
Cross -sectional area of siphon = 0.005 sf
Q = 0.0167 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.06 days
K. GARCIA, PE
3/24/2022

TI Mc ADA M,%s
Subsection: Elevation -Area Volume Curve
Label: SCM A
Scenario: Post- 1 Year
Return Event: 1 years
Storm Event: 1 year
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (ftz) (Al*A2) (ac-ft) (ac-ft)
(ftz)
272.00
0.0
3,429
0
0.000
0.000
273.00
0.0
5,438
13,185
0.101
0.101
273.25
0.0
5,740
16,765
0.032
0.133
274.00
0.0
6,665
18,590
0.107
0.240
274.50
0.0
7,300
20,940
0.080
0.320
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TJ McADAMS
Subsection: Outlet Input Data
Label: SCM A
Scenario: Post- 1 Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 272.00 ft
Increment (Headwater) 0.10 ft
Maximum (Headwater) 274.50 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Rectangular Weir
Weir - 1
Forward
Culvert
273.25
274.50
Inlet Box
Riser
Forward
Culvert
273.50
274.50
Orifice -Circular
WQ Orifice
Forward
Culvert
272.00
274.50
Culvert -Circular
Culvert
Forward
TW
271.50
274.50
Tailwater Settings
Tailwater
(N/A)
(N/A)
Return Event: 1 years
Storm Event: 1 year
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TJ N1cADAMS
Subsection: Outlet Input Data
Return Event: 1 years
Label: SCM A
Storm Event: 1 year
Scenario: Post- 1 Year
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
273.50 ft
Orifice Area
16.0 ftz
Orifice Coefficient
1
Weir Length
15.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1
Manning's n
0
Kev, Charged Riser
0
Weir Submergence
False
Orifice H to crest
False
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

T]McADAMS
Subsection: Outlet Input Data
Label: SCM A
Scenario: Post- 1 Year
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
18.0 in
Length
28.00 ft
Length (Computed Barrel)
28.00 ft
Slope (Computed)
0.018 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
1
Kb
0
Kr
1
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW/D)
1
T2 ratio (HW/D)
1
Slope Correction Factor
-1
Use unsubmerged inlet control 0 equation below T1 elevation.
Use submerged inlet control 0 equation above T2 elevation
In transition zone between unsubmerged and submerged inlet
control,
interpolate between flows at T1 & T2...
T1 Elevation 273.23 ft T1 Flow 7.58 ft3/s
T2 Elevation 273.45 ft T2 Flow 8.66 ft3/s
Return Event: 1 years
Storm Event: 1 year
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TJ N1cADAMS
Subsection: Outlet Input Data
Return Event: 1 years
Label: SCM A
Storm Event: 1 year
Scenario: Post- 1 Year
Structure ID: WQ Orifice
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
272.00 ft
Orifice Diameter
1.0 in
Orifice Coefficient
1
Structure ID: Weir- 1
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
273.25 ft
Weir Length
1.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Flow Tolerance (Maximum)
10.000 ft3/s
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TI McADAMS
Subsection: Composite Rating Curve
Label: SCM A
Scenario: Post- 1 Year
Composite Outflow Summary
Return Event: 1 years
Storm Event: 1 year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
272.00
0.00
(N/A)
0.00
(no Q: Weir - 1,Riser,WQ
Orifice,Culvert)
272.10
0.01
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
272.20
0.01
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
272.30
0.01
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
272.40
0.02
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
272.50
0.02
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
272.60
0.02
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
272.70
0.02
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
272.80
0.02
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
272.90
0.02
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
273.00
0.03
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
273.10
0.03
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
273.20
0.03
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
273.25
0.03
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Weir - 1,Riser)
273.30
0.06
(N/A)
0.00
Weir - 1,WQ
Orifice,Culvert (no Q:
Riser)
273.40
0.20
(N/A)
0.00
Weir - 1,WQ
Orifice,Culvert (no Q:
Riser)
273.50
0.39
(N/A)
0.00
Weir - 1,WQ
Orifice,Culvert (no Q:
Riser)
273.60
2.03
(N/A)
0.00
Weir - 1,Riser,WQ
Orifice,Culvert
273.70
4.87
(N/A)
0.00
Weir - 1,Riser,WQ
Orifice,Culvert
273.80
8.40
(N/A)
0.00
Weir - 1,Riser,WQ
Orifice,Culvert
273.90
10.51
(N/A)
0.00
Riser,Culvert (no Q: Weir
- 1,WQ Orifice)
274.00
10.88
(N/A)
0.00
Weir - 1,Riser,Culvert
(no Q: WQ Orifice)
274.10
11.24
(N/A)
0.00
Riser,Culvert (no Q: Weir
- 1,WQ Orifice)
274.20
11.58
(N/A)
0.00
Riser,Culvert (no Q: Weir
- 1,WQ Orifice)
274.30
11.91
(N/A)
0.00
Riser,Culvert (no Q: Weir
- 1,WQ Orifice)
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TI McADAMS
Subsection: Composite Rating Curve
Label: SCM A
Scenario: Post- 1 Year
Composite Outflow Summary
Water Surface Flow
Elevation (ft3/s)
(ft)
Tailwater Elevation Convergence Error
(ft) (ft)
Return Event: 1 years
Storm Event: 1 year
Contributing Structures
274.40 12.24 (N/A) 0.00 Riser,Culvert (no Q: Weir
- 1,WQ Orifice)
274.50 12.55 (N/A) 0.00 Riser,Culvert (no Q: Weir
- 1,WQ Orifice)
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TJ Mc ADA WS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Scenario: Post- 1 Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
272.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 7.05 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 1.58 ft3/s Time to Peak (Flow, Outlet) 732.00 min
Elevation (Water Surface,
273.57 ft
Peak)
Volume (Peak)
0.177 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
0.337 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
0.197 ac-ft
Outflow)
Volume (Retained)
0.139 ac-ft
Volume (Unrouted)
0.000 ac-ft
Error (Mass Balance)
0.0 %
Return Event: 1 years
Storm Event: 1 year
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TJ Mc ADA WS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Scenario: Post- 10 Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
272.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 11.04 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 9.06 ft3/s Time to Peak (Flow, Outlet) 724.00 min
Elevation (Water Surface,
273.83 ft
Peak)
Volume (Peak)
0.214 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
0.665 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
0.518 ac-ft
Outflow)
Volume (Retained)
0.147 ac-ft
Volume (Unrouted)
0.000 ac-ft
Error (Mass Balance)
0.0 %
Return Event: 10 years
Storm Event: 10 year
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TJ Mc ADA WS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Scenario: Post- 25 Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
272.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 12.45 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 10.06 ft3/s Time to Peak (Flow, Outlet) 724.00 min
Elevation (Water Surface,
273.88 ft
Peak)
Volume (Peak)
0.221 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
0.820 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
0.671 ac-ft
Outflow)
Volume (Retained)
0.149 ac-ft
Volume (Unrouted)
0.000 ac-ft
Error (Mass Balance)
0.0 %
Return Event: 25 years
Storm Event: 25 year
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

TJ Mc ADA WS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Scenario: Post- 100 Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
272.00 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.00 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 14.68 ft3/s Time to Peak (Flow, In) 721.00 min
Flow (Peak Outlet) 10.76 ft3/s Time to Peak (Flow, Outlet) 724.00 min
Elevation (Water Surface,
273.97 ft
Peak)
Volume (Peak)
0.235 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
1.088 ac-ft
Volume (Total Infiltration)
0.000 ac-ft
Volume (Total Outlet
0.937 ac-ft
Outflow)
Volume (Retained)
0.151 ac-ft
Volume (Unrouted)
0.000 ac-ft
Error (Mass Balance)
0.0 %
Return Event: 100 years
Storm Event: 100 year
HAR DE E'S K.GARCIA
BOD 2021110321.ppc 3/24/2022

HARDEES STORMWATER CONTROL MEASURE K. GARCIA, PE
2021110321 Anti -Flotation Block Calculations 3/24/2022
ON CALCULATION ■
Input Data ==>
Safety Factor:
Safety factor to use =
Concrete:
Concrete unit weight =
Riser:
Inside height of Riser =
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Openings:
Total Orifice Area =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack:
Bottom Length =
Bottom Width =
Height =
Trash Rack water displacement =
Concrete Present in Riser Structure ==>
Total amount of concrete:
Base of Riser =
Riser Walls =
Adjust for openings:
Opening for Orifices =
Openings for Weirs =
Opening for barrel =
Opening for drain pipe =
Total Concrete present, adjusted for openings =
Weight of concrete present =
1.15 (recommend 1.15 or higher)
142.0 PCF Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
2.00 feet
4.00 feet
4.00 feet
6.00 inches
6.00 inches
5.00 feet
5.00 feet
0.349 SF
23.00 inches
6.0 inches
7.00 feet
5.50 feet
2.00 feet
38.50 CF
12.50 CF
18.00 CF
0.17 CF
0.13 CF
1.44 CF
0.10 CF
28.910 CF
4,105 Ibs

HARDEES STORMWATER CONTROL MEASURE K. GARCIA, PE
2021110321 Anti -Flotation Block Calculations 3/24/2022
Amount of water displaced by Riser structure ==>
Displacement by concrete =
28.91 CF
Displacement by open air in riser =
32.00 CF
Displacement by trash rack =
38.50 CF
Total water displaced by riser/barrel structure =
99.41 CF
Weight of water displaced =
6,203 Ibs
Calculate size of base for riser assembly ==>
Length =
8.00 feet
Width =
8.00 feet
Thickness =
12 inches
Concrete Present =
64.00 CF
Total Water Displaced = 150.91 CF
Total Concrete Present = 92.91 CF
Total Water Displaced = 9,417 Ibs
Total Concrete Present = 13,193 Ibs
Actual safety factor = 1.40 OK
Base length =
8.00 feet
Base width =
8.00 feet
Base Thickness =
12.00 inches
CY of concrete total in base =
2.37 CY
Concrete unit weight in added base >=
142.0 PCF

HARDEES STORMWATER CONTROL MEASURE K. GARCIA, PE
2021110321 Anti -Flotation Block Calculations 3/24/2022
11. CALCULATION FOR RISER ANTI -FLOTATION STEEL
Input Data ==>
Anti -Floatation Block Length = 8.0 feet
Anti -Floatation Block Width = 8.0 feet
Anti -Floatation Block Thickness = 12 inches
Asteei to AconCfete Ratio = 0.0020 (recommend 0.0018 or higher)
Cross -Section Calculations==>
Cross -Section Area* = 8.00 SF
Minimum Steel Area Required = 0.016 SF
2.30 SI
*Note: Assumes a "square"x-sec (Land W same)
Rebar Calculations ==>
Bar Size
4
5
6
7
8
Diameter (inches)
0.500
0.625
0.750
0.875
1.000
X-Sec Area (SI)
0.196
0.307
0.442
0.601
0.785
Minimum Number of Bars
12
8
6
4
3

Project
Project No.
Outlet ID
Flow, Q10_yr
Slope, S
Pipe Diameter, Do
Pipe Diameter, Do
Number of pipes
Pipe separation
Manning's n
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Hardees Date 3/24/2022
2021110321 Designer KEG
SCM A
9.1 cfs
1.79 %
18 inches
1.5 feet
1
0 feet
0.013
Fieure 8.06.b.1
25
20 one
Zone 7
V
15
wNI
10
on
5
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
2
Outlet pipe diameter
18 in.
Length =
9.0 ft.
Outlet flowrate
9.1 cfs
Width =
4.5 ft.
Outlet velocity
8.5 ft/sec
Stone diameter =
6 in.
Material =
Class B
Thickness =
22 in.
Zone
Material
Diameter I Thickness
Length I
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
3
Class B
Class 1
6
13
22
22
6 x D(o)
8 x D(o)
3 x D(o)
3 x D(o)
4
5
Class 1
Class 11
13
23
22
27
8 x D(o)
10 x D(o)
3 x D(o)
3 x D(o)
6
Class 11
23
27
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full -flow velocity
SCM - Rip Rap Outlet Protection Design3/24/2022

NUTRIENT LOADING CALCULATIONS
Hardee's
BOD-2020110321

Tar -Pamlico StormwaterRule 15A NCAC 28 .0258
Last Modified 12/2/2021
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Hardee's
Date: 121312021
By: Kelli Garcia, PE Checked By:
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreage values and treated.
Pre -development:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Area
S.M. Formula
Average EMC
Column
Average EMC
Column
acres
0.46 + 8.3I
of TN m /L
2 3 4
of TP m L
2 3 6
Transportation impervious
4722.00
1.21
2.60
14866.59
0.19
1086.40
Roof impervious
3421.00
1.21
1.95
8077.93
0.11
455.68
Managed pervious
(lawn/landscaped)
64840.00
1.21
1.42
111491.95
0.28
21984.33
Managed pervious
(cropland)
1.21
4.23
0.00
1.23
0.00
Managed pervious
(pasture)
1.21
2.04
0.00
0.62
0.00
Wooded pervious
17132.00
1.21
0.94
19500.60
0.14
2904.35
Fraction Impervious (I) =
0.09
TN Loading
153937.08
TP Loading26430.76
(lb/yr) =
(lb/yr) =
Total Area of Development =
90115.00
TN Exp. Coeff.
1.71
TP Exp. Coeff.
0.29
(lb/ac/yr) _
(lb/ac/yr) _
Post -development:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Area
S.M. Formula
Average EMC
Column
Average EMC
Column
acres
0.46 + 8.3I
of TN m /L
2 3 4
of TP m L)
(2)*(3)*(6
Transportation impervious
51707.70
6.17
2.60
829944.03
0.19
60649.76
Roof impervious
10248.70
6.17
1.95
123373.99
0.11
6959.56
Managed pervious
28158.60
6.17
1.42
246842.33
0.28
48673.14
Wooded pervious
0.00
6.17
0.95
0.00
0.14
0.00
Fraction Impervious (I) =
0.69
TN Loading
1200160.35
TP Loading116282.45
(lb/yr) _
(lb/yr) _
Total Area of Development =
90115.00
TN Exp. Coeff.
13.32
TP Exp. Coeff.
1.29
(lb/ac/yr) _
(lb/ac/yr) =
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post -development TN and TP loadings after BMPs are installed.

Tar -Pamlico Stormwater Rule 15A NCAC 28 .0258
Last Modified 5/23/03
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
BMP Removal Calculation Worksheet (Automated)
Project Name: Hardee's
Date: 121312021
By: KeZU Garciay PE Checked By:
Directions_
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three.
NOTE: Unless runoff flowing
onto the development from offsite is routed separately around or through the site, the offsite catchment area draining in must be
included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the post -development IN and TP
export coefficients you calculated above to the rule requirements of 4.0 lb/ac/yr IN and 0.4 lb/ac/yr TP, select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If more than one BMP is to be
used in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet
will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in the pre-BMP
worksheet tables, and also to the site plans, for consistency. All of these values need to be the same
TN TP
Design Standard
BMP Wet Detention Pond 25 40
NC BMP Manual
Nutrient Stormwater Wetland 40 35
NC BMP Manual
Removal Sand Filter 35 45
NC BMP Manual
Rates Bioretention 35 45
NC BMP Manual
Grass Swale 20 20
NC BMP Manual
Vegetated Filter Strip w/
20 35
NC BMP Manual
Level Spreader
Dry Detention 10 10
NC BMP Manual
Catchment 1:
Total acreage of catchment 1 =
First BMP's TN removal rate =Mac
% First BMP's TP removal rate =
%
Second BMP's TN removal rate =% Second BMP's TP removal rate =
%
Third BMP's TN removal rate =% Third BMP's TP removal rate =
%
TOTAL IN REMOVAL RATE = 44 % TOTAL TP REMOVAL RATE =
40 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC
Column
Average EMC
Column
Acrea e
0.46 + 8.3
of TN m /L
2 3 4
of TP m L
2 3
Transportation impervious
51707.70
7.16
2.60
963193.80
0.19
70387.24
Roof impervious
10248.70
7.16
1.95
143182.03
0.11
8076.93
Managed pervious
11161.60
7.16
1.42
113553.34
0.28
22390.80
Wooded pervious
0.00
7.16
0.94
0.00
0.14
0.00
Area taken up by BMP
3675.00
7.16
1.95
51342.51
0.11
2896.24
Fraction Impervious (I) =
0.81
Pre BMP TN
1271271.67
Pre BMP TP
103751.22
Load (lb/yr) =
Load (lb/yr) =
Total Area of Development =
76793.00
PreBMTTP
TNyr)
16.55
P'a-BviP
1.35
Export (/ac/m/ac/ =
Export (Ib/ac/yr) =
Post-BMP TN
Post-BMP TP
711912.14
62250.73
Load (lb/yr) =
Load (lb/yr) _
Post-BMP TN
9.27
Post-BMP TP
0'81
Export (@/ac/yr)
Export (@/ac/yr) =

Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Last Modified 5/23/03
Catchment 2:
Total acreage of catchment 2 =
First BMP's TN removal rate =Mac
% First BMP's TP removal rate = %
Second BMP's TN removal rate =% Second BMP's TP removal rate = %
Third BMP's TN removal rate =% Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE = 0 %
(1)
(2)
(3)
(4)
(
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC
Column
Average EMC
Column
Acreage
0.46 + 8.3
of TN m /L
2 3 4
of TP m /L
2 * 3 * 6
Transportation impervous
Pr 0.00
0.46
2.60
0.00
0.19
0.00
Roof impervious
0.00
0.46
1.95
0.00
0.11
0.00
Managed pervious
13322.00
0.46
1.42
8701.93
0.28
1715.87
Wooded pervious
0.00
0.46
0.94
0.00
0.14
0.00
Area taken up by BMP
0.00
0.46
1.95
0.00
0.11
0.00
Fraction Impervious (1) =
0.00
Pre BMP TN
8701.93
Pre -BMW TP
1715.87
Load (lb/yr) =
Load (lb/yr) _
Total Area of Development =
13322.00
Pre-BMP TN Export
0.65
Pre-BMP TP Export
0.13
(Ib/adyr) _
(lbladyr)
Post-BMP TN
Post-BMP TP
8701.93
1715.87
Load (lb/yr) =
Load (lb/yr) _
Post-BMP TN
0.65
Post-BMP TP
0.13
Export (Ib/adyr)
Export (Ib/adyr) =
Catchment 3:
Total acreage of catchment 3 =
First BMP's TN removal rate =Mac
% First BMP's TP removal rate = %
Second BMP's TN removal rate =% Second BMP's TP removal rate = %
Third BMP's TN removal rate =% Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE = 0 %
(1)
(2)
(3)
(4)
(
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC
Column
Average EMC
Column
Acrea a
0.46 + 8.3
of TN m /L
2 3 4
of TP m /L
2 3
Transportation impervious
2.60
0.19
Roof impervious
1.95
0.11
Managed pervious
1.42
0.28
Wooded pervious
0.94
0.14
Area taken up by B711P
1.95
0.11
Fraction Impervious (1) =
Pre-BMP TN
Pre-BMP TP
Load (lb/yr) =
Load (lb/yr) _
Total Area of Development =
Pre-BMP TN Export
Pre-BMP TP Export
(Ib/adyr) _
(lb/adyr)
Post-BMP TN
Post-BMP TP
Load (lb/yr) =
Load (lb/yr) _
Post-BMP TN
Post-BMP TP
Export (@/ac/yr) =
Export (@/adyr) _

Tar -Pamlico Storm water Rule 15A NCAC 28 .0258
Last Modified 5/23/03
Weighted Average of Nutrient Loadings from the Catchments:
Catchment Post-BMP Post-BMP
Acreage TN Loading TP Loading
(lb/ac/yr) (lb/ac/i
Catchment 1 1.76 9.27 0.81
Catchment 2 0.31 0.65 0.13
Catchment 3 0.00 0.00 0.00
TOTAL FOR DEVELOPMENT 2.07 8.00 0.71
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.

Nitrogen Compute Estimated Offset Pay
Total Nitrogen Analysis Area = 2.07 acres
Max. TN -Export w/o Offset Payment = 4.00 Ibs/ac/yr
Computed TN -Export After Treatment = 8.00 Ibs/ac/yr
Total TN -Export Requiring Offset Payment = 4.00 Ibs/ac/yr
# of Years requiring offset = 30 yrs
Total TN -Export Requiring Offset Payment = 248.0 Ibs
ute EsAfted Offset
Total Phosphorous Analysis Area =
2.07 acres
Max. TP-Export w/o Offset Payment =
0.80 Ibs/ac/yr
Computed TP-Export After Treatment =
0.71 Ibs/ac/yr
Total TP-Export Requiring Offset Payment =
-0.09 Ibs/ac/yr
# of Years requiring offset = 30 yrs
Total TP-Export Requiring Offset Payment= -5.6 Ibs