SW6221004_Design Calculations_20221021

Hydrologic & Hydraulic
Design Data for
Automotive Maintenance Repair
Shop - 3563 Camden Road Site
Development by:
EEB Holdings, LLC.
Prepared By. -
Kenneth Smith Jr., PE PLS
Smith Site Consultants, PLLC.
NC Firm # P-2144
121 Bulittle Drive
Linden, NC 28356
S
mithSte
.,,
CONSULTANTS, PLLC
CA
SEAL -
45277 s =
�nm�

Stormwater Narrative - Automotive Repair Shop Site Development for EEB Holdings, LLC.
EEB Holdings, LLC. intends to develop an automotive repair shop at 3563 Camden Road Fayetteville, NC
28306. The proposed property is 4.98 acres and zoned commercial but the site currently is
undeveloped, wooded land. When NCDOT widened Camden Road around 2017 for the super street
design, they acquired two permanent drainage easements on this parcel in which they placed drop
inlets storm drainage structures within each easement in order to accommodate for future
development, as the street's back of curb elevation was much higher than the site's existing
topography. The intent with this site will be to raise the site's building & parking area via grading it,
implement a storm network to convey the runoff to an infiltration basin stormwater control measure
for treatment. Any flow beyond the 1" treatment volume will be sent towards NCDOT's existing
infrastructure within Camden Road. Upon completion of construction, the intended built upon area
(the site's impervious area) will be 1.275 acres or —25.6% of the entire site's 4.98 acres between the
building, the parking lot area and the various concrete features such as the sidewalk along the front of
the building and the rear concrete delivery pad and potential future impervious areas. The drainage
areas tributary to the stormwater control measure will be 3.74 acres with all of the impervious area
treated by the SCM (1.275 acres) and giving its watershed an impervious percentage of 34.1%. The
remaining areas on the site will be completely grassed and shall continue to drain directly to NCDOT's
existing drainage infrastructure as it did before the site's development.
The site has gentle natural topography that ranges from 1-3% slopes of Lakeland Sand (hydrologic class
A) and falls from the rear towards the frontage along Camden Road — SR1003. A formal soil
investigation has been conducted for the site by a NC licensed soil scientist to determine the in -situ
soils ability to infiltrate (included in this package) and infiltration rates of 3.4 to 8.4 inches per hour
were observed where the intended infiltration basin stormwater control measure will be located.
Additionally, the seasonal high water table was found to be at elevation 205.46 which is over 24"
below the bottom elevation of the intended basin at elevation 208.25. Given the site's sandy nature
and upon analyzing the soils report, it was determined that an infiltration basin would be the most
suitable stormwater control measure for the site.
Attached to this package are the simple method treatment volume calculations, infiltration basin's
drawdown time with stage storage calculations, storm network pipe calculations, the site's
hydrographs, rip rap apron calculation, USGS Quad Map for the site, NCRS Soil Survey as well as the
site's soils investigation report, which was performed by a NC Licensed Soil Scientist. Please review
them and let me know if you have any questions —thank you.
Kenneth Smith Jr., PE PLS
Smith Site Consultants, PLLC. — NC Firm # P-2144
ASmithSite
CONSULTANTS, PLLC

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Watershed Model Schematic HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v202O
PRE -DEVELOPED POST -DEVELOPED POST -DEVELOPED GRASSED
SITE SITE TO THE AREAS NOT TO THE INFIL BASIN
INFIL BASIN
1 2 4
tit
Project: EEB Holdings Hydrograph 10-1-2022.gpw Wednesday, 10 / 12 / 2022

Hydraflow Table of Contents EEB Holdings Hydrograph 10-1-2022.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 10 / 12 / 2022
WatershedModel Schematic...................................................................................... 1
1 -Year
SummarvReoort......................................................................................................................... 2
HydrographReports................................................................................................................... 3
Hydrograph No. 1, Rational, Pre Developed Site..................................................................... 3
TR-55 Tc Worksheet........................................................................................................... 4
Hydrograph No. 2, Rational, Post Developed Site to Infil. Basin .............................................. 5
Hydrograph No. 3, Reservoir, Post Site to Basin..................................................................... 6
PondReport - Infiltration Basin............................................................................................ 7
Hydrograph No. 4, Rational, Post Const Grass Areas not to Infil Basin ................................... 8
TR-55 Tc Worksheet........................................................................................................... 9
10 -Year
SummaryReport....................................................................................................................... 10
HydrographReports................................................................................................................. 11
Hydrograph No. 1, Rational, Pre Developed Site................................................................... 11
Hydrograph No. 2, Rational, Post Developed Site to Infil. Basin ............................................ 12
Hydrograph No. 3, Reservoir, Post Site to Basin................................................................... 13
Hydrograph No. 4, Rational, Post Const Grass Areas not to Infil Basin ................................. 14
25 - Year
SummarvReoort....................................................................................................................... 15
HydrographReports................................................................................................................. 16
Hydrograph No. 1, Rational, Pre Developed Site................................................................... 16
Hydrograph No. 2, Rational, Post Developed Site to Infil. Basin ............................................ 17
Hydrograph No. 3, Reservoir, Post Site to Basin................................................................... 18
Hydrograph No. 4, Rational, Post Const Grass Areas not to Infil Basin ................................. 19
100 - Year
SummaryReport ....................................................................................................................... 20
HydrographReports................................................................................................................. 21
Hydrograph No. 1, Rational, Pre Developed Site................................................................... 21
Hydrograph No. 2, Rational, Post Developed Site to Infil. Basin ............................................ 22
Hydrograph No. 3, Reservoir, Post Site to Basin................................................................... 23
Hydrograph No. 4, Rational, Post Const Grass Areas not to Infil Basin ................................. 24

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
1.660
1
33
3,286
Pre Developed Site
2
Rational
3.939
1
24
5,672
Post Developed Site to Infil. Basin
3
Reservoir
0.000
1
210
0
2
209.18
5,054
Post Site to Basin
4
Rational
0.413
1
33
818
Post Const Grass Areas not to Infil Ba
EEB Holdings Hydrograph 10-1-2022.gpw
Return Period: 1 Year
Wednesday, 10 / 12 / 2022

3
Hydrograph
Report
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 112 / 2022
Hyd. No. 1
Pre Developed Site
Hydrograph type
= Rational
Peak discharge
= 1.660 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.55 hrs
Time interval
= 1 min
Hyd. volume
= 3,286 cuft
Drainage area
= 4.980 ac
Runoff coeff.
= 0.15
Intensity
= 2.222 in/hr
Tc by TR55
= 33.00 min
OF Curve
= Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
2.00
1.00
0.00 -Y i
0.0 0.2
— Hyd No. 1
Pre Developed Site
Hyd. No. 1 — 1 Year
0.3 0.5 0.7 0.8 1.0
Q (cfs)
2.00
1.00
---J- 0.00
1.2
Time (hrs)

TR55 Tc Worksheet
4
Hyd. No. 1
Pre Developed Site
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.400
= 250.0
= 3.70
= 3.50
33.23
= 0.00
= 0.00
= Unpaved
=0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 33.23
M..gin
�a�M
0.00
33.00 min

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 112 / 2022
Hyd. No. 2
Post Developed Site to Infil. Basin
Hydrograph type = Rational
Peak discharge
= 3.939 cfs
Storm frequency = 1 yrs
Time to peak
= 0.40 hrs
Time interval = 1 min
Hyd. volume
= 5,672 cuft
Drainage area = 3.740 ac
Runoff coeff.
= 0.39*
Intensity = 2.700 in/hr
Tc by User
= 24.00 min
OF Curve = Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.270 x 0.95) + (2.470 x 0.10)] / 3.740
Q (cfs)
4.00
3.00
2.00
1.00
a�
Post Developed Site to Infil. Basin
Hyd. No. 2 — 1 Year
r
�I
1
Q (cfs)
4.00
3.00
2.00
1.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1
Time (hrs)
��- Hyd No. 2

6
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 / 12 / 2022
Hyd. No. 3
Post Site to Basin
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 3.50 hrs
Time interval
= 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - Post Developed Site to I nfil Mbasi Elevation
= 209.18 ft
Reservoir name
= Infiltration Basin
Max. Storage
= 5,054 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
4.00
3.00
2.00
1.00
Post Site to Basin
Hyd. No. 3 -- 1 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 5,054 cuft

Pond Report '
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 112 / 2022
Pond No. 1 - Infiltration Basin
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining
Elevation = 208.25 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 208.25
5,000
0
0
1.00 209.25
5,928
5,457
5,457
2.00 210.25
6,913
6,414
11,870
3.00 211.25
7,955
7,427
19,298
4.00 212.25
9,052
8,497
27,794
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
0.00
0.00
0.00
Crest Len (ft)
= 16.00
0.00
0.00
0.00
Span (in)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 209.25
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 208.13
0.00
0.00
0.00
Weir Type
= 1
-
-
-
Length (ft)
= 33.40
0.00
0.00
0.00
Multistage
= Yes
No
No
No
Slope (%)
= 1.85
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 3.400 (by
Contour)
Multistage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
000
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)
212.25
211.25
210.25
209.25
208.25
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00
Total Q Discharge (cfs)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 / 12 / 2022
Hyd. No. 4
Post Const Grass Areas not to Infil Basin
Hydrograph type = Rational
Peak discharge
= 0.413 cfs
Storm frequency = 1 yrs
Time to peak
= 0.55 hrs
Time interval = 1 min
Hyd. volume
= 818 cuft
Drainage area = 1.240 ac
Runoff coeff.
= 0.15
Intensity = 2.222 in/hr
Tc by TR55
= 33.00 min
OF Curve = Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Post Const Grass Areas not to Infil Basin
Q (cfs) Hyd. No. 4 -- 1 Year
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.0 0.2 0.3
- Hyd No. 4
0.5 0.7 0.8
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
1.0 1.2
Time (hrs)

9
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D@ by Autodesk, Inc. v2020
Hyd. No. 4
Post Const Grass Areas not to Infil Basin
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.410
0.011
0.011
Flow length (ft)
= 110.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.67
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 29.12 +
0.00 +
0.00 =
29.12
Shallow Concentrated Flow
Flow length (ft)
= 300.00
0.00
0.00
Watercourse slope (%)
= 0.75
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.40
0.00
0.00
Travel Time (min)
= 3.58 +
0.00 +
0.00 =
3.58
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
TotalTravel Time, Tc..............................................................................
33.00 min

10
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 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
Rational
2.744
1
33
5,433
Pre Developed Site
2
Rational
6.396
1
24
9,210
Post Developed Site to Infil. Basin
3
Reservoir
3.031
1
35
2,712
2
209.40
6,411
Post Site to Basin
4
Rational
0.683
1
33
1,353
Post Const Grass Areas not to Infil Ba
EEB Holdings Hydrograph 10-1-2022.gpw
Return Period: 10 Year
Wednesday, 10 / 12 / 2022

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020
Wednesday, 10 / 12 / 2022
Hyd. No. 1
Pre Developed Site
Hydrograph type
= Rational
Peak discharge
= 2.744 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.55 hrs
Time interval
= 1 min
Hyd. volume
= 5,433 cuft
Drainage area
= 4.980 ac
Runoff coeff.
= 0.15
Intensity
= 3.673 in/hr
Tc by TR55
= 33.00 min
OF Curve
= Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
3.00
2.00
1.00
Pre Developed Site
Hyd. No. 1 -- 10 Year
Q (cfs)
3.00
2.00
1.00
W11001
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2
Time (hrs)
- Hyd No. 1

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 / 12 / 2022
Hyd. No. 2
Post Developed Site to Infil. Basin
Hydrograph type = Rational
Peak discharge
= 6.396 cfs
Storm frequency = 10 yrs
Time to peak
= 0.40 hrs
Time interval = 1 min
Hyd. volume
= 9,210 cuft
Drainage area = 3.740 ac
Runoff coeff.
= 0.39*
Intensity = 4.385 in/hr
Tc by User
= 24.00 min
OF Curve = Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
" Composite (Area/C) = [(1.270 x 0.95) + (2.470 x 0.10)] / 3.740
Post Developed Site to Infil. Basin
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1
Time (hrs)
--fn Hyd No. 2

13
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2020
Wednesday, 10 / 12 / 2022
Hyd. No. 3
Post Site to Basin
Hydrograph type
= Reservoir
Peak discharge
= 3.031 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.58 hrs
Time interval
= 1 min
Hyd. volume
= 2,712 cuft
Inflow hyd. No.
= 2 - Post Developed Site to InfilAEmiElevation
= 209.40 ft
Reservoir name
= Infiltration Basin
Max. Storage
= 6,411 cuft
Storage Indication method used. Exflltration extracted from Outflow.
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
0.00
0.0 0.2
Hyd No. 3
Post Site to Basin
Hyd. No. 3 -- 10 Year
0.3 0.5 0.7 0.8
Hyd No. 2 ® Total storage used = 6,411 cuft
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00
1.0
Time (hrs)

14
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 112 / 2022
Hyd. No. 4
Post Const Grass Areas not to Infil Basin
Hydrograph type
= Rational
Peak discharge
= 0.683 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.55 hrs
Time interval
= 1 min
Hyd. volume
= 1,353 cuft
Drainage area
= 1.240 ac
Runoff coeff.
= 0.15
Intensity
= 3.673 in/hr
Tc by TR55
= 33.00 min
OF Curve
= Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Post Const Grass Areas not to Infil Basin
Q (cfs) Hyd. No. 4 -- 10 Year
1.00
0.90
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00 -
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2
Time (hrs)
Hyd No. 4

15
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 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
Rational
3.162
1
33
6,261
Pre Developed Site
2
Rational
7.313
1
24
10,531
Post Developed Site to Infil. Basin
3
Reservoir
4.131
1
33
3,978
2
209.44
6,667
Post Site to Basin
4
Rational
0.787
1
33
1,559
Post Const Grass Areas not to Infil Ba
EEB Holdings Hydrograph 10-1-2022.gpw
Return Period: 25 Year
Wednesday, 10 / 12 / 2022

16
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Wednesday, 10 / 12 / 2022
Hyd. No. 1
Pre Developed Site
Hydrograph type
= Rational
Peak discharge
= 3.162 cfs
Storm frequency
= 25 yrs
Time to peak
= 0.55 hrs
Time interval
= 1 min
Hyd. volume
= 6,261 cuft
Drainage area
= 4.980 ac
Runoff coeff.
= 0.15
Intensity
= 4.233 in/hr
Tc by TR55
= 33.00 min
OF Curve
= Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
4.00
3.00
2.00
1.00
Pre Developed Site
Hyd. No. 1 -- 25 Year
Q (cfs)
4.00
3.00
2.00
1.00
u 11
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2
Time (hrs)
--�•— Hyd No. 1

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 112 / 2022
Hyd. No. 2
Post Developed Site to Infil. Basin
Hydrograph type = Rational
Peak discharge
= 7.313 cfs
Storm frequency = 25 yrs
Time to peak
= 0.40 hrs
Time interval = 1 min
Hyd. volume
= 10,531 cuft
Drainage area = 3.740 ac
Runoff coeff.
= 0.39*
Intensity = 5.014 in/hr
Tc by User
= 24.00 min
OF Curve = Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1.270 x 0.95) + (2.470 x 0.10)] / 3.740
Q (cfs)
8.00
4.00
2.00
Post Developed Site to Infil. Basin
Hyd. No. 2 -- 25 Year
Q (cfs)
8.00
4.00
2.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1
Time (hrs)
- Hyd No. 2

Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 3
Post Site to Basin
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed Site to I nfilMiBsi Elevation
Reservoir name
= Infiltration Basin
Max. Storage
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
8.00
MR
4.00
O ��
0.00
0.0 0.2
Hyd No. 3
Post Site to Basin
Hyd. No. 3 -- 25 Year
Wednesday, 10112 / 2022
= 4.131 cfs
= 0.55 h rs
= 3,978 cuft
= 209.44 ft
= 6,667 cuft
0.3 0.5 0.7 0.8
Hyd No. 2 Total storage used = 6,667 cuft
Q (cfs)
8.00
. 11
4.00
2.00
0.00
1.0
Time (hrs)

19
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 / 12 / 2022
Hyd. No. 4
Post Const Grass Areas not to Infil Basin
Hydrograph type
= Rational
Peak discharge
= 0.787 cfs
Storm frequency
= 25 yrs
Time to peak
= 0.55 hrs
Time interval
= 1 min
Hyd. volume
= 1,559 cuft
Drainage area
= 1.240 ac
Runoff coeff.
= 0.15
Intensity
= 4.233 in/hr
Tc by TR55
= 33.00 min
OF Curve
= Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Post Const Grass Areas not to Infil Basin
Q (cfs) Hyd. No. 4 -- 25 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2
Hyd No. 4 Time (hrs)

20
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
3.808
1
33
7,540
Pre Developed Site
2
Rational
8.700
1
24
12,528
Post Developed Site to Infil. Basin
3
Reservoir
4.942
1
33
5,898
2
209.53
7,232
Post Site to Basin
4
Rational
0.948
1
33
1,877
Post Const Grass Areas not to Infil Ba
EEB Holdings Hydrograph 10-1-2022.gpw
Return Period: 100 Year
Wednesday, 10 / 12 / 2022

21
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil MID by Autodesk, Inc. v2020
Wednesday, 10 ! 12 / 2022
Hyd. No. 1
Pre Developed Site
Hydrograph type
= Rational
Peak discharge
= 3.808 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.55 hrs
Time interval
= 1 min
Hyd. volume
= 7,540 cuft
Drainage area
= 4.980 ac
Runoff coeff.
= 0.15
Intensity
= 5.098 in/hr
Tc by TR55
= 33.00 min
OF Curve
= Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
4.00
3.00
2.00
1.00
0.00 IF I'
0.0 0.2 0.3
- ---= Hyd No. 1
Pre Developed Site
Hyd. No. 1 — 100 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0.5 0.7 0.8 1.0 1.2
Time (hrs)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
Post Developed Site to Infil. Basin
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 3.740 ac
Intensity
= 5.965 in/hr
OF Curve
= Fayetteville NC.IDF
Composite (Area/C) = ((1.270 x 0.95) + (2.470 x 0.10)] / 3.740
Wednesday, 10 / 12 / 2022
Peak discharge
= 8.700 cfs
Time to peak
= 0.40 hrs
Hyd. volume
= 12,528 cuft
Runoff coeff.
= 0.39*
Tc by User
= 24.00 min
Asc/Rec limb fact
= 1 /1
Post Developed Site to Infil. Basin
Q (cfs) Hyd. No. 2 — 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
1) 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1
Time (hrs)
- Hyd No. 2

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 10 112 / 2022
Hyd. No. 3
Post Site to Basin
Hydrograph type
= Reservoir Peak discharge
= 4.942 cfs
Storm frequency
= 100 yrs Time to peak
= 0.55 hrs
Time interval
= 1 min Hyd. volume
= 5,898 cuft
Inflow hyd. No.
= 2 - Post Developed Site to InfilMiDsifflevation
= 209.53 ft
Reservoir name
= Infiltration Basin Max. Storage
= 7,232 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
10.00
. 11
4.00
2.00
Post Site to Basin
Hyd. No. 3 — 100 Year
Q (cfs)
10.00
. II
4.00
2.00
m
0.0 0.2 0.3 0.5 0.7 0.8 1.0
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 7,232 cuft

24
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 10 112 / 2022
Hyd. No. 4
Post Const Grass Areas not to Infil Basin
Hydrograph type
= Rational
Peak discharge
= 0.948 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.55 hrs
Time interval
= 1 min
Hyd. volume
= 1,877 cuft
Drainage area
= 1.240 ac
Runoff coeff.
= 0.15
Intensity
= 5.098 in/hr
Tc by TR55
= 33.00 min
OF Curve
= Fayetteville NC.IDF
Asc/Rec limb fact
= 1/1
Post Const Grass Areas not to Infil Basin
Q (cfs) Hyd. No. 4 - 100 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2
Time (hrs)
Hyd No. 4

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Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
December 14, 2021
Mr. Ken Smith, Jr. PE
Smith Site Solutions, PLLC
Fayetteville, NC
Re: Hydraulic conductivity (permeability) analysis & Seasonal High -Water Table
determination (SHWT) for proposed stormwater retention/treatment area, EEB Holdings,
LLC property, PIN 0425-36-6692, 3563 Camden Road, Fayetteville, North Carolina
Dear Mr. Smith,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on a portion of the aforementioned property. The purpose of the
investigation was to determine seasonal soil water table depths (SHWT) based on soil
profiles. In addition, Ksat was to be provided at varying depths for use with stormwater
retention basin design.
Saturated hydraulic conductivity of the unsaturated zone was measured in a similar
method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. -
Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous
Equations Approach for Measuring Hydraulic Conductivity." This consists of advancing
a small diameter bore hole to a predetermined depth (typically at least 2.0 feet above
SHWT). At this depth, a constant head (pressure) was established and maintained.
Flow measurements were made at timed intervals after flow stabilized.
Soils at the proposed basin site are most similar to the Candor soil series (see attached
boring logs). Three soil borings were advanced to 7.25 or more feet below the existing
ground surface. Seasonal High -Water Table (SHWT) as determined by evidence of
colors of chroma 2 or less (and/or concentrations of high redox mottles) was encountered
at depths of 65 to 71 inches below the ground surface. No static water was observed in
any boring on the day of testing.
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Six compact constant head permeameter (CCHP) tests were conducted at varying depths
below the ground surface (at least 2.0 feet above SHWT; see attached). The measured
Ksat rate ranged from 6.65 to 21.29 cm/hr. (equivalent to 2.62 to 8.38 inches/hour).
The attached map shows approximate locations of the sample points as well as Ksat
location.
It should be noted that the reported SHWT does not necessarily reflect the elevation of
static groundwater (due to variations in groundwater recharge rates, annual rainfall,
drought conditions, etc.). Reported static water levels are simply a measurement on the
day of analysis.
The data presented in this report are limited by a number of considerations. The primary
consideration is that soil formations can be highly variable. The soils found on this site
can be subject to inclusions of other soil types, perched water, artesian conditions and/or
layers of undulating low permeability clay seams. These and other soil conditions can
have an effect on the steady state of groundwater flow. To the extent possible, we have
identified the soil types that will impact the flow of groundwater and have provided a
professional opinion as to the depth of SHWT.
I trust this is the information you require at this time.
Sincerely,
Mike Eaker
NC Licensed Soil Scientist #1030
SCII so
�yr*� 7030 e^�
�N)m

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email mike Csoutheasternsoil.com
SHWT depths, 3563 Camden Road, EEB Holdings, LLC, Fayetteville,
North Carolina
BORING SHWT DEPTH (inches) Observed Water (inches) Bore Top Elev:
B1
71
- elev 204.90
None
210.82
B2
68
- elev 205.46
None
211.13
B3
65
- elev 205.22
None
210.64
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Measured Ksat Rates, 3563 Camden Road, EEB Holdings, LLC,
Fayetteville, North Carolina
Ksat
Ksat
Location
Depth in
cm/hr
in/hr
1
36
6.65
2.62
1
47
15.30
6.02
2
36
21.29
8.38
2
44
8.65
3.40
3
36
10.43
4.11
3
41
15.30
6.02
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Typical Soil Profile Description, 3563 Camden Road, EEB Holdings, LLC property,
Fayetteville, North Carolina
This map unit consists of nearly level to gently sloping well drained soils that formed in
sandy and loamy sediment on uplands. Slopes range from 0 to 1 percent.
A - 0 to 5 inches; black (IOYR 2/1) loamy sand; weak fine granular structure; very
friable; common fine roots; abrupt smooth boundary.
E - 5 to 32 inches; light yellowish brown (2.5Y 6/3) loamy sand; weak fine granular
structure; very friable; few fine roots; clear wavy boundary.
Btl - 32 to 58 inches; yellowish brown (IOYR 5/8) light sandy clay loam to sandy loam;
moderate medium to weak fine subangular blocky structure; friable to firm; gradual
diffuse boundary.
BC - 58 to 71 inches; olive yellow (2.5Y 6/6) sandy loam; weak fine subangular blocky
structure; friable; gradual diffuse boundary.
Cl - 71 to 82 inches; mottled olive yellow (2.5Y 6/6), light gray (2.5Y 7/1) and red
(2.5YR 4/8) sandy loam; weak fine granular structure; friable; gradual diffuse boundary.
C2 - 82 to 87 inches; mottled light yellowish brown (2.5Y 6/3) and light gray (2.5Y 7/1)
sandy loam; weak fine granular structure; friable.
SHWT @ 71 inches below ground surface in boring 1 (2.5Y 7/1)
SHWT @ 68 inches below ground surface in boring 2 (1OYR 6/2)
SHWT @ 65 inches below ground surface in boring 3 (1 OYR 7/1)
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

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Soil Map —Cumberland County, North Carolina
(Automotive Maintenance Shop - EEB Holdings, LLC.)
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USDA Natural Resources Web Soil Survey 1/12/2022
Conservation Service National Cooperative Soil Survey Page 1 of 3

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Soil Map —Cumberland County, North Carolina
Automotive Maintenance Shop -
EEB Holdings, LLC.
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
LbB
Lakeland -Urban land complex,
1 to 8 percent slopes
5.1
100.0%
Totals for Area of Interest
5.1
100.0%
USDA Natural Resources Web Soil Survey 1/12/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

12/16/21, 9:17 PM
North Carolina Secretary of State Search Results
File an Annual Report/Amend an Annual Report • Upload a PDF Filing • Order a Document Online -
Add Entity to My Email Notification List • View Filings • Print a Pre -Populated Annual Report form • Print
an Amended a Annual Report form
Limited Liability Company
Legal Name
EEB Holdings, LLC
Information
Sosld: 1879458
Status: Current -Active O
Date Formed: 8/13/2019
Citizenship: Domestic
Annual Report Due Date: April 15th
CurrentAnnual Report Status:
Registered Agent: Borger, Benjamin
Addresses
Mailing
7357 Mariners Landing Drive
Fayetteville, NC 28306
Reg Mailing
7357 Mariners Landing Drive
Fayetteville, NC 28306
Company Officials
Principal Office
7357 Mariners Landing Drive
Fayetteville, NC 28306
Reg Office
7357 Mariners Landing Drive
Fayetteville, NC 28306
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Manager Member
Benjamin Borger
7357 Mariners Landing Drive
Fayetteville NC 28306
Benjamin Borger
7357 Mariners Landing Drive
Fayetteville NC 28306
https:/Iwww.sosnc.gov/online_services/search/Business_Registration_Resu Its 1 /1

BK 1 1 t 5 3 POO 126 FILED
CUMBERLAND COUNTY NC
J. LEE WARREN, JR.
FILED
Jun 14, 2021
AT
11:01:14 am
BOOK
11153
START PAGE
0126
END PAGE
0129
INSTRUMENT # 27434
RECORDING
$26.00
EXCISE TAX
$700.00
KC
NORTH CAROLINA GENERAL WARRANTY DEED
PREPARED WITHOUT TITLE EXAMINATION
Excise Tax: $'7 PD. 00
Parcel Identifier No. 0425-36-6692 Verified by County on the day of 20_
By:
to: Attoney Rebecca F. Person
This instrument was prepared by: The Real Estate Law Firm 2919 Breezewood Avenue, Suite 300, Fayetteville, NC 28303
Brief description for the Index: "See Exhibit A"
THIS DEED made this 2nd day of June, 2021, by and between
GRANTOR GRANTEE
Mary W. Sutton, widow
1859 Kings Landing Rd
Hampstead NC 28463
EEB Holdings, LLC a North Carolina limited liability company
7357 Mariners Landing Drive
Fayetteville NC 28306
Enter in appropriate block for each Grantor and Grantee: name, mailing address, and, if appropriate, character of entity, e.g.
corporation or partnership
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context. WITNESSETH, that the Grantor, for a valuable consideration
paid by the Grantee, the receipt of which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto
the Grantee in fee simple, all that certain lot, parcel of land or condominium unit situated in the City of Fayetteville, Pearces Mill
Township, Cumberland County, North Carolina and more particularly described as follows:
" See Exhibt A"
Parcel ID: 0425-36-6692
Property Address: 3563 Camden Road, Fayetteville, NC 28306
The property hereinabove described was acquired by Grantor by instrument recorded in Book 2171 page 175.
All or a portion of the property herein conveyed _ includes or X does not include the primary residence of a Grantor.A map
showing the above described property is recorded in Plat Book page
NC Bar Association Form No. 3 ® 1976, Revised ® 11112010, 2013 Ibis standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina Bar Association - NC Bar Form No. 3

OKI1153 PG0121
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to
the Grantee in fee simple. And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee
simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and
that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever, other than the
following exceptions:
`X See Exhibit B
IN WITNESS WHEREOF, the Grantor has drily executed the foregoing as of the day and year first above written.
M�j d - 0� g� �
1 w �lrl��%L�] `�GCc3', PrinVfype�Name:ary W. Sutton A/K/A ary Welsh Su on by All
J Sharon Marie Sutton
STATE OF r I
COUNTY OF
I, A oaa Notary Public for said County and State, do hereby certify that Sharon Marie Sutton
individually and A attorney in fact for Mary W. Sutton A/K/A Mary Welsh Sutton , personally appeared before me this day
and being by me duly swam, says that he executed the foregoing and annexed instrument for and in behalf of the said
Mary W. Sutton A/K/A Mary Welsh Sutton , and that their authority to execute and acknowledge said instrument is
contained in an instrument duly executed, acknowledged, and recorded in the office of the Register of Deeds in the county
of Cumberland, State of North Carolina and that this instrument was executed under and by virtue of the authority given by
said instrument granting her power of attorney.
I do further certify that the said Sharon Marie Sutton acknowledged the due execution of the foregoing and annexed
instrument for the purposes therein expressed for and in behalf of the said Mary W. Sutton A/K/A Mary Welsh Sutton .
Witness my hand and official seal, this the June 9, 2021.
ffo up
(/ b HEIEW►ALYCEc - No TERRIO
thCar
NO ubliC - t" Notary Public -North Carolina
New Hanover County
My Commission Expires: III G Uµy Commission Expires Mar 9, 2026
(N.R SEAL)
The foregoing Certificates) of
is/are certified to be correct. This instrument and this certificate arc duly registered at the date and time and in the Book and Page
shown on the first page hereof.
NC Bar Association Form No. 3 ® 1976, Revised ® 111 /2010, 2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Association North Carolina Bar Association - NC Bar Form No. 3

8K 1 1 1 5 3 P001 Z 8
EXHIBIT A
BEGINNING at an iron stake in the eastern margin of the Camden Road, said road sometimes being known
as the Old Wire Road, said stake being approximately 1.7 miles South of the intersection of the eastern
margin of the said Camden Road with the southern margin of the Cumberland Mills Road; and running
thence South 42 degrees 20 minutes East with the Glenn Kline line 638.2 feet to an old iron stake and pine
pointers; thence South 4.44 minutes West and with the line of the land owned by the Durham Joint Stock
Land Bank 386.9 feet to an old iron stake and pine pointers; thence with the Fisher and Breece lines North
42 degrees 01 minutes West 902.2 feet to an iron stake in the eastern margin of the aforesaid Camden
Road; thence with the eastern margin of said road North 48 degrees 35 minutes East 282 feet to the point
of BEGINNING. Containing 4.85 acres, the aforesaid description being in accordance with a survey made
by Paul G. Nystrom, Registered Surveyor, dated October 29,1947. And being the same property described
in deed recorded in Book 2171, Page 175 and Book 510, Page 155, of the Cumberland County Registry.

OKI f 153 P00129
EXHIBIT "B"
1. Taxes for the year 2021, and subsequent years, not yet due and payable.
2. Right of way to City of Fayetteville recorded in Book 566 at Page 33.
3. Easement(s) to AT&T recorded in Book 4597 at Page 277.
4. Judgment of condemnation by North Carolina Department of Transportation in Book 8994 at Page 889.
5. Any inaccuracy in the area, square footage, or acreage of Land described in Schedule A or attached plat,
if any. The Company does not insure the area, square footage, or acreage of the Land.
6. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that
would be disclosed by an accurate and complete land survey of the Land. The term "encroachment"
includes encroachments of existing improvements located on the Land onto adjoining land, and
encroachments onto the Land of existing improvements located on adjoining land. Paragraph 2 (c) of the
Covered Risks is hereby deleted.
Parcel ID: 0425-36-6692
Property Address: 3563 Camden Road, Fayetteville, NC 28306
Legal Description JJ-36906-21-SF135

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
BRIAN WRENN
Director
EEB Holdings, LLC
Ben Borger, Member/Manager
7357 Mariners Landing Drive
Fayetteville, NC 28306
NORTH CAROLINA
Environmental Quafity
February 16, 2022
LETTER OF APPROVAL
RE: Project Name: Automotive Maintenance Shop - EEB Holdings, LLC
Acres Approved: 4.98
Project ID: CUMBE-2022-089
County: Cumberland, City: Pearces Mill
Address: Camden Road
River Basin: Cape Fear
Stream Classification: Other
Submitted by: Kenneth Smith
Date Received by LQS: January 18, 2022
Plan Type: Commercial
Dear Mr. Borger:
This office has reviewed the subject erosion and sedimentation control plan. We find
the plan to be acceptable and hereby -issue this Letter of Approval. The enclosed
Certificate of Approval must be posted at the job site. This plan shall expire three (3)
years following the date of approval, if no land disturbing activity has been
undertaken, as is required by Title 15A NCAC 4B .0129.
As of April 1, 2019, all new construction activities are required to complete and
submit an electronic Notice of Intent (NOI) form requesting a Certificate of
Coverage (COC) under the NCGO10000 Construction Stormwater General Permit.
This form MUST be submitted and COC issued prior to the commencement of any
land disturbing activity on the above -named project. The NOI form may be accessed
at dea.nc.gov/NCG01. Please direct questions about the NOI form to Annette Lucas
at Annette.lucaska cdenr.Rov or Paul Clark at Paul.clark(cf�,ncdenr. ov. After you
submit a complete and correct NOI Form, a COC will be emailed to you within
three business days. Initially, DEMLR will not charge a fee for coverage under the
NCGO1 permit. However, on or after June 1, 2019, a $100 fee will be charged
annually. This fee is to be sent to the DEMLR Stormwater Central Office staff in
Raleigh.
No{ -th Carolina Department of Environmental Q,ual ty ; Division of Energy, Mineral and Land Resources
Fayetteville Regional Office 1 225 Green Street. Suite 7141 Fayetteville, North Carolina 28301
910433-4300

Title 15A NCAC 4B .0118(a) and the NCGO1 permit require that the following documentation
be kept on file at the job site:
1. The approved E&SC plan as well as any approved deviation.
2. The NCGO1 permit and the COC, once it is received.
3. Records of inspections made during the previous 30 days.
Also, this letter gives the notice required by G.S. 113A-61.1(a) of our right of
periodic inspection to insure compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Act is performance -oriented,
requiring protection of existing natural resources and adjoining properties. If,
following the commencement of this project, the erosion and sedimentation control
plan is inadequate to meet the requirements of the Sedimentation Pollution Control
Act of 1973 (North Carolina General Statute 113A-51 through 66), this office may
require revisions to the plan and implementation of the revisions to insure
- compliance with the Vcf.--_
Acceptance and approval of this plan is conditioned upon your compliance with
Federal and State water quality laws, regulations, and rules. In addition, local city or
county ordinances or rules may also apply to this land -disturbing activity. This
approval does not supersede any other permit or approval.
Please note that this approval is based in part on the accuracy of the
information provided in the Financial Responsibility Form, which you provided.
You are requested to file an amended form if there is any change in the
information included on the form. This permit allows for a land -disturbance, as
called for on the application plan, not to exceed the approved acres. Exceeding
the acreage will be a violation of this permit and would require a revised plan and
additional application fee. Any addition in impervious surface, over that already
noted on the approved plan, would also require a revised plan to verify the
appropriateness of the erosion control measures and the stormwater retention
measures. (GS 113A-54.1(b)). In addition, it would be helpful if you notify this
office of the proposed starting date for this project. Please notify us if you plan to
have a preconstruction conference.
Your cooperation is appreciated.
Sincerely,
Chris Baker
Assistant Regional Engineer
DEMLR - Fayetteville Regional Office
Enclosures: Certificate of Approval
cc: Kenneth Smith, P. E., Smith Site Consultants, PLLC — electronic copy
Michael Naylor, Cumberland County Inspections Office — electronic copy
Fayetteville Regional Office

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