SW5200501_2020-05-04 Coolwick Stormwater Report_5/6/2020

Stormwater Impact Analysis for
Coolwick Warehouse
80 Weathers Street
Youngsville, North Carolina
May 4, 2020
Prepared for:
Coolwick, LLC
186 Wind Chime Court # 200
Raleigh, North Carolina 27615
PRINT NAME: Josh Crumpler, P.E. % ++,++++++r►04/
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CRUMPLER
Consulting Services, PLLC
Prepared by Crumpler Consulting Services, PLLC
2308 Ridge Road, Raleigh, North Carolina 27612
p 1 919.413-1704

CRUMPLER
Consulting Services, PLLC
TABLE OF CONTENTS
1.0 STORMWATER NARRATIVE...............................................................................................2
2.0 DESIGN DATA AND METHODOLOGY................................................................................3
3.0 PRE -DEVELOPMENT STORMWATER RUN-OFF...............................................................4
4.0 POST -DEVELOPMENT STORMWATER RUN-OFF.............................................................5
List of Aapendices
Appendix A
— IDF Rainfall Data
Appendix B
— Pre -Development Peak Flow Tables (2-yr, 10-yr, and 100-yr)
Appendix C
— Post -Development Peak Flow Tables (2-yr, 10-yr, and 100-yr)
Appendix D
— Snap Tool Calculations
Appendix E
— Wetlands and Stream Map
Appendix F —
Drainage Area Maps
2308 Ridge Road I Raleigh, NC 27612 1 p: 919-413-1704 1 e: [e-mail]

1.0
STORMWATER NARRATIVE
Coolwick, LLC is proposing to construct two warehouses and three storage units on a parcel
totaling 4.80 acres located at 80 Weathers Street, Youngsville, North Carolina that zoned
Industrial (IND). This report represents the stormwater management design and hydrologic model
results for the proposed project.
As part of the stormwater design, Crumpler Consulting is proposing the installation of a dry
detention basin. The dry detention basin has been designed to control and treat the estimated
runoff generated from the first inch of rainfall per the requirements of the Neuse Watershed
Nutrient Management Strategy and the NCDEQ's stormwater management design manual. The
dry detention facility is anticipated to attenuate the peak flow rates for the 2-year, 10-year, and
100-year 24-hour storm events in accordance with NCDEQ's requirements. The nitrogen loading
rates have been evaluated as part of this design and are anticipated to be reduced to acceptable
rates through treatment by the detention facility and buy down methods.
The existing parcel did have minimal existing impervious surfaces that included the an existing
driveway which totaled 16,860sf (0.38 acres). The proposed impervious surface consists of the
warehouse building, parking lot, driveways, and sidewalks. The proposed impervious area will
total 64,588sf (1.48 acres). The proposed grading conveys the majority of the runoff to the
southwest corner of the site, where the runoff is collected in a swale which empties into the dry
detention basin that discharges to the south west side of the site. The Post -Development
Drainage Map shows the stormwater grading and drainage plan and associated details.
Page 2 May 4, 2020

2.0
DESIGN DATA AND METHODOLOGY
The design of the proposed stormwater facilities was performed in accordance with Chapter 12
of the NCDEQ Stormwater BMP Manual.
Hydraflow Hydrographs, a computer modeling software package, was used for the analysis of
stormwater routing and hydrology of the existing and proposed watersheds. The hydrology
calculations were performed using the Modified Ration Method and TR-55 methods. Franklin
County lies within the Type II rainfall distribution. The rainfall amounts for the site were obtained
from National Oceanic and Atmospheric Administration (NOAA) and are included in Appendix A.
The stormwater analyses performed for this project include the 2-year, 10-year, and 100-year,
24-hour storm events.
The Soil Survey of Franklin County, North Carolina, completed by the National Resource
Conservation Service (NRCS), was reviewed for general information on the soils within the site
area.
Page 3 May 4, 2020

3.0
PRE -DEVELOPMENT STORMWATER RUNOFF
The pre -development drainage areas were determined using site visits, visual observations, and
surveyed topographic data. The peak flow rates for the specified storm events are based on
topography, land use cover (such as open space, grass, woods), and soil type. Two drainage
points were selected for analysis.
The existing 3.42-acre watershed was modeled in HydraFlow as one subcatchment, as described
below. Refer to Appendix F of this report for the pre -development watershed map.
• Subcatchment 1
Subcatchment 1 is 3.42 acres and drains to the southwest corner of the property. A time of
concentration was calculated and was found to be approximately 5 minutes. Therefore, 5 minutes
was estimated as the time of concentration for this subcatchment.
The HydroFlow analysis can be found in Appendices. The table below summarizes the hydrologic
model results for pre -development peak flow rates of the existing 3.42-acre watershed.
PRE -DEVELOPMENT STORMWATER RUNOFF
STORM EVENT
PRE -DEVELOPMENT PEAK FLOW
2-YEAR
6.049 CFS
10-YEAR
7.835 CFS
100-YEAR
10.750 CFS
Page 4 May 4, 2020

4.0
POST -DEVELOPMENT STORMWATER RUNOFF
An analysis of the post -development runoff was performed using the same methods, parameters,
and assumptions as described in the pre -development analysis above. Based upon the
calculations, the project reduces the nitrogen loading to acceptable levels for buy -down and does
not create an increase in the peak runoff rate for the 2-year, 1 0-year, and 100-year storm events.
This will be achieved by constructing appropriate BMPs.
The proposed site was divided into two subcatchments for post -development analysis. The
subcatchments are described below. Refer to Appendix F of this report for the post -development
watershed map.
• Drainage Area 1
Drainage Area 1 is 2.13 acres and includes runoff is treated by the dry detention facility.
Runoff that is treated by the dry detention facility is collected in swale and discharged
overland in the southwestern corner of the site. A time of concentration was calculated
and was found to be lower than 5 minutes. Therefore, 5 minutes was estimated as the
time of concentration for this subcatchment.
• Drainage Area 2 (Bypass)
Drainage Area 2 is 1.29 acres and drains offsite to the south bypassing the dry detention
facility. A time of concentration was calculated and was found to be lower than 5 minutes.
Therefore, 5 minutes was estimated as the time of concentration for this subcatchment.
The HydraFlow analysis can be found in Appendices. The follow table summarizes the hydrologic
model results for post -development peak flow rates of the 1.91-acre watershed.
POST -DEVELOPMENT STORMWATER RUNOFF
TOTAL
TOTAL
STORM EVENT
POST -DEVELOPMENT
POST -DEVELOPMENT
PEAK FLOW
PEAK FLOW
WITH OUT SCM
WITH SCM
2-YEAR
9.71 CFS
2.497 CFS
10-YEAR
12.58 CFS
3.273 CFS
100-YEAR
17.25 CFS
4.529 CFS
Page 5 May 4, 2020

APPENDIX A
OF Rainfall Data
Page 6 May 4, 2020

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APPENDIX B
Pre -Development Peak Flow Tables (2-yr, 10-yr, and 100-yr)
Page 7 May 4, 2020

Watershed Model Schematic Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Project: Coolwick-Existing.gpw
Thursday, 04 / 30 / 2020

Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
6.049
1
5
3,629
------
------
------
EXISTING CONDITIONS
Coolwick-Existing.gpw
Return Period: 2 Year
Thursday, 04 / 30 / 2020

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
EXISTING CONDITIONS
Hydrograph type
= Mod. Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 3.420 ac
Intensity
= 4.655 in/hr
IDF Curve
= Revised-Raleigh.IDF
Target Q
=n/a
*Composite (Area/C) _ [(0.150 x 0.95) + (3.270 x 0.35)] / 3.420
Thursday, 04 / 30 / 2020
Peak discharge
= 6.049 cfs
Time to peak
= 5 min
Hyd. volume
= 3,629 cuft
Runoff coeff.
= 0.38*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
EXISTING CONDITIONS
Q (cfs) Hyd. No. 1 -- 2 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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

4
Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
7.835
1
5
4,701
------
------
------
EXISTING CONDITIONS
Coolwick-Existing.gpw
Return Period: 10 Year
Thursday, 04 / 30 / 2020

Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
EXISTING CONDITIONS
Hydrograph type
= Mod. Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 3.420 ac
Intensity
= 6.029 in/hr
IDF Curve
= Revised-Raleigh.IDF
Target Q
=n/a
Composite (Area/C) _ [(0.150 x 0.95) + (3.270 x 0.35)] / 3.420
Q (cfs)
8.00
4.00
2.00
0.00 v
0 1 2
Hyd No. 1
Thursday, 04 / 30 / 2020
Peak discharge
= 7.835 cfs
Time to peak
= 5 min
Hyd. volume
= 4,701 cuft
Runoff coeff.
= 0.38*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
EXISTING CONDITIONS
Hyd. No. 1 -- 10 Year
3 4 5 6 7 8 9
Q (cfs)
8.00
4.00
2.00
A 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
10.75
1
5
6,449
------
------
------
EXISTING CONDITIONS
Coolwick-Existing.gpw
Return Period: 100 Year
Thursday, 04 / 30 / 2020

Hydrograph Report
I
N
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
EXISTING CONDITIONS
Hydrograph type
= Mod. Rational
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 3.420 ac
Intensity
= 8.270 in/hr
IDF Curve
= Revised-Raleigh.IDF
Target Q
=n/a
*Composite (Area/C) _ [(0.150 x 0.95) + (3.270 x 0.35)] / 3.420
Q (cfs)
12.00
10.00
4.00
2.00
Thursday, 04 / 30 / 2020
Peak discharge
= 10.75 cfs
Time to peak
= 5 min
Hyd. volume
= 6,449 cuft
Runoff coeff.
= 0.38*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
EXISTING CONDITIONS
Hyd. No. 1 -- 100 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00 y ' ' ' ' ' ' ' ' ' ' ' ' ' ' X 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
--------
2
74.0559
13.3000
0.8788
--------
3
0.0000
0.0000
0.0000
--------
5
83.5115
14.8000
0.8514
--------
10
105.7041
16.8000
0.8710
--------
25
118.9249
17.6000
0.8582
--------
50
137.0265
18.6000
0.8630
--------
100
157.1766
19.6000
0.8692
--------
File name: Revised-Raleigh.IDF
Intensity = B / (Tc + D)^E
Thursday, 04 / 30 / 2020
Return Intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.76
4.65
3.92
3.40
3.01
2.70
2.45
2.25
2.08
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.64
4.07
3.63
3.28
3.00
2.76
2.57
2.40
2.25
2.12
10
7.22
6.03
5.19
4.57
4.09
3.71
3.40
3.13
2.91
2.72
2.56
2.41
25
8.19
6.90
5.98
5.29
4.75
4.32
3.97
3.67
3.41
3.20
3.01
2.84
50
8.95
7.59
6.60
5.86
5.27
4.80
4.41
4.08
3.81
3.57
3.36
3.17
100
9.71
8.27
7.22
6.42
5.79
5.28
4.86
4.50
4.20
3.93
3.70
3.50
Tc = time in minutes. Values may exceed 60.
Storm
rreci . The name: aam ie. c
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
0.00
2.20
0.00
3.30
4.25
5.77
6.80
7.95
SCS 6-Hr
0.00
1.80
0.00
0.00
2.60
0.00
0.00
4.00
Huff -1st
0.00
1.55
0.00
2.75
4.00
5.38
6.50
8.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
1.75
0.00
2.80
3.90
5.25
6.00
7.10

APPENDIX C
Post -Development Peak Flow Tables (2-yr, 10-yr, and 100-yr)
Page 8 May 4, 2020

Watershed Model Schematic Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Project: Coolwick-Proposed Without BMPs.gpw
Thursday, 04 / 30 / 2020

Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
9.710
1
5
5,826
------
------
------
PROPOSED WITHOUT BMP
Coolwick-Proposed Without BMPs.gpw
Return Period: 2 Year
Thursday, 04 / 30 / 2020

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
PROPOSED WITHOUT BMP
Hydrograph type
= Mod. Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 3.420 ac
Intensity
= 4.655 in/hr
IDF Curve
= Revised-Raleigh.IDF
Target Q
=n/a
* Composite (Area/C) _ [(1.480 x 0.95) + (1.940 x 0.35)] / 3.420
Q (cfs)
10.00
. 11
4.00
2.00
Thursday, 04 / 30 / 2020
Peak discharge
= 9.710 cfs
Time to peak
= 5 min
Hyd. volume
= 5,826 cuft
Runoff coeff.
= 0.61 *
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED WITHOUT BMP
Hyd. No. 1 -- 2 Year
Q (cfs)
10.00
. 11
4.00
2.00
0.00 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

4
Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
12.58
1
5
7,547
------
------
------
PROPOSED WITHOUT BMP
Coolwick-Proposed Without BMPs.gpw
Return Period: 10 Year
Thursday, 04 / 30 / 2020

Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
PROPOSED WITHOUT BMP
Hydrograph type
= Mod. Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 3.420 ac
Intensity
= 6.029 in/hr
IDF Curve
= Revised-Raleigh.IDF
Target Q
=n/a
* Composite (Area/C) _ [(1.480 x 0.95) + (1.940 x 0.35)] / 3.420
Q (cfs)
14.00
12.00
10.00
NIM
4.00
2.00
Thursday, 04 / 30 / 2020
Peak discharge
= 12.58 cfs
Time to peak
= 5 min
Hyd. volume
= 7,547 cuft
Runoff coeff.
= 0.61 *
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED WITHOUT BMP
Hyd. No. 1 -- 10 Year
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
0.00 y ' ' ' ' ' ' ' ' ' ' ' ' ' ' A 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
17.25
1
5
10,352
------
------
------
PROPOSED WITHOUT BMP
Coolwick-Proposed Without BMPs.gpw
Return Period: 100 Year
Thursday, 04 / 30 / 2020

Hydrograph Report
I
N
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
PROPOSED WITHOUT BMP
Hydrograph type
= Mod. Rational
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 3.420 ac
Intensity
= 8.270 in/hr
IDF Curve
= Revised-Raleigh.IDF
Target Q
=n/a
* Composite (Area/C) _ [(1.480 x 0.95) + (1.940 x 0.35)] / 3.420
Q (cfs)
18.00
15.00
12.00
•m
3.00
Thursday, 04 / 30 / 2020
Peak discharge
= 17.25 cfs
Time to peak
= 5 min
Hyd. volume
= 10,352 cuft
Runoff coeff.
= 0.61 *
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED WITHOUT BMP
Hyd. No. 1 -- 100 Year
Q (cfs)
18.00
15.00
12.00
M
3.00
0.00 v 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

Watershed Model Schematic Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
1
3
4
Project: Coolwick-Proposed.gpw Thursday, 04 / 30 / 2020

Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
7.069
1
5
4,241
------
------
------
PROPOSED POND
2
Reservoir
0.000
1
n/a
0
1
395.59
4,241
Proposed Pond
3
Mod. Rational
2.497
1
5
1,498
------
------
------
PROPOSED POND
4
Combine
2.497
1
5
1,498
2, 3
------
------
COMBINED SITE
Coolwick-Proposed.gpw
Return Period: 2 Year
Thursday, 04 / 30 / 2020

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
PROPOSED POND
Hydrograph type
= Mod. Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 2.130 ac
Intensity
= 4.609 in/hr
IDF Curve
= Raleigh.IDF
Target Q
=n/a
Composite (Area/C) _ [(1.330 x 0.95) + (0.800 x 0.35)] / 2.130
Q (cfs)
8.00
4.00
2.00
0.00 y
0 1 2
Hyd No. 1
Thursday, 04 / 30 / 2020
Peak discharge
= 7.069 cfs
Time to peak
= 5 min
Hyd. volume
= 4,241 cuft
Runoff coeff.
= 0.72*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED POND
Hyd. No. 1 -- 2 Year
3 4 5 6 7 8 9
Q (cfs)
8.00
4.00
2.00
A 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 2
Proposed Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - PROPOSED POND
Max. Elevation
Reservoir name
= Pond
Max. Storage
Storage Indication method used.
Q (cfs)
8.00
4.00
2.00
0.00
61
0 1 2
Hyd No. 2
3 4 5 6
Hyd No. 1
Proposed Pond
Hyd. No. 2 -- 2 Year
Thursday, 04 / 30 / 2020
= 0.000 cfs
= n/a
= 0 cuft
= 395.59 ft
= 4,241 cuft
7 8 9 10 11 12 13 14
I_I_I_I_I_I_I Total storage used = 4,241 cuft
Q (cfs)
8.00
4.00
2.00
V 0.00
15
Time (min)

Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
PROPOSED POND
Hydrograph type
= Mod. Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 1.290 ac
Intensity
= 4.609 in/hr
IDF Curve
= Raleigh.IDF
Target Q
=n/a
Composite (Area/C) _ [(0.150 x 0.95) + (1.140 x 0.35)] / 1.290
Q (cfs)
3.00
2.00
1.00
0.00 y
0 1 2
Hyd No. 3
Thursday, 04 / 30 / 2020
Peak discharge
= 2.497 cfs
Time to peak
= 5 min
Hyd. volume
= 1,498 cuft
Runoff coeff.
= 0.42*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED POND
Hyd. No. 3 -- 2 Year
3 4 5 6 7 8 9
Q (cfs)
3.00
2.00
1.00
N 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. 02
Thursday, 04 / 30 / 2020
Hyd. No. 4
COMBINED SITE
Hydrograph type
= Combine
Peak discharge
= 2.497 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,498 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 1.290 ac
Q (cfs)
3.00
2.00
1.00
0.00 -A
0
COMBINED SITE
Hyd. No. 4 -- 2 Year
Q (cfs)
3.00
2.00
1.00
I I I 1 V 0.00
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
9.265
1
5
5,559
------
------
------
PROPOSED POND
2
Reservoir
0.000
1
n/a
0
1
395.83
5,559
Proposed Pond
3
Mod. Rational
3.273
1
5
1,964
------
------
------
PROPOSED POND
4
Combine
3.273
1
5
1,964
2, 3
------
------
COMBINED SITE
Coolwick-Proposed.gpw
Return Period: 10 Year
Thursday, 04 / 30 / 2020

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
PROPOSED POND
Hydrograph type
= Mod. Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 2.130 ac
Intensity
= 6.042 in/hr
IDF Curve
= Raleigh.IDF
Target Q
=n/a
* Composite (Area/C) _ [(1.330 x 0.95) + (0.800 x 0.35)] / 2.130
Q (cfs)
10.00
. 11
4.00
2.00
Thursday, 04 / 30 / 2020
Peak discharge
= 9.265 cfs
Time to peak
= 5 min
Hyd. volume
= 5,559 cuft
Runoff coeff.
= 0.72*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED POND
Hyd. No. 1 -- 10 Year
Q (cfs)
10.00
. 11
4.00
2.00
0.00 y ' ' ' ' ' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

Hydrograph Report
I
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 2
Proposed Pond
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1 - PROPOSED POND
Reservoir name
= Pond
Storage Indication method used
Q (cfs)
10.00
. 11
4.00
2.00
0.00 11
0 1 2
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Proposed Pond
Hyd. No. 2 -- 10 Year
3 4 5 6
Hyd No. 1
Thursday, 04 / 30 / 2020
= 0.000 cfs
= n/a
= 0 cuft
= 395.83 ft
= 5,559 cuft
7 8 9 10 11 12 13 14
I_I_I_I_I_I_I Total storage used = 5,559 cuft
Q (cfs)
10.00
. 11
4.00
2.00
V 0.00
15
Time (min)

Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
PROPOSED POND
Hydrograph type
= Mod. Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 1.290 ac
Intensity
= 6.042 in/hr
IDF Curve
= Raleigh.IDF
Target Q
=n/a
*Composite (Area/C) _ [(0.150 x 0.95) + (1.140 x 0.35)] / 1.290
Q (cfs)
4.00
3.00
2.00
1.00
0.00 y
0 1 2
— Hyd No. 3
Thursday, 04 / 30 / 2020
Peak discharge
= 3.273 cfs
Time to peak
= 5 min
Hyd. volume
= 1,964 cuft
Runoff coeff.
= 0.42*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED POND
Hyd. No. 3 -- 10 Year
3 4 5 6 7 8 9
Q (cfs)
4.00
3.00
2.00
1.00
A 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Thursday, 04 / 30 / 2020
Hyd. No. 4
COMBINED SITE
Hydrograph type
= Combine
Peak discharge
= 3.273 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,964 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 1.290 ac
Q (cfs)
4.00
3.00
2.00
1.00
0.00 " 1'
0 1 2
— Hyd No. 4
COMBINED SITE
Hyd. No. 4 -- 10 Year
3 4 5 6
Hyd No. 2
7 8 9 10 11
Hyd No. 3
12 13 14
Q (cfs)
4.00
3.00
2.00
1.00
V 0.00
15
Time (min)

12
Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
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
Mod. Rational
12.82
1
5
7,692
------
------
------
PROPOSED POND
2
Reservoir
2.151
1
14
469
1
396.07
7,487
Proposed Pond
3
Mod. Rational
4.529
1
5
2,718
------
------
------
PROPOSED POND
4
Combine
4.529
1
5
3,187
2, 3
------
------
COMBINED SITE
Coolwick-Proposed.gpw
Return Period: 100 Year
Thursday, 04 / 30 / 2020

Hydrograph Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
PROPOSED POND
Hydrograph type
= Mod. Rational
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 2.130 ac
Intensity
= 8.360 in/hr
IDF Curve
= Raleigh.IDF
Target Q
=n/a
* Composite (Area/C) _ [(1.330 x 0.95) + (0.800 x 0.35)] / 2.130
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
Thursday, 04 / 30 / 2020
Peak discharge
= 12.82 cfs
Time to peak
= 5 min
Hyd. volume
= 7,692 cuft
Runoff coeff.
= 0.72*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED POND
Hyd. No. 1 -- 100 Year
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
0.00 y ' ' ' ' ' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 2
Proposed Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - PROPOSED POND
Max. Elevation
Reservoir name
= Pond
Max. Storage
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 2
Proposed Pond
Hyd. No. 2 -- 100 Year
Thursday, 04 / 30 / 2020
= 2.151 cfs
= 14 min
= 469 cuft
= 396.07 ft
= 7,487 cuft
Q (cfs)
14.00
12.00
10.00
lllll• 11
4.00
2.00
I I I I 1 I1
0.00
6 8 10 12 14 16 18 20 22 24
Time (min)
Hyd No. 1 I_I_I_I_I_I_1 Total storage used = 7,487 cuft

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
PROPOSED POND
Hydrograph type
= Mod. Rational
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 1.290 ac
Intensity
= 8.360 in/hr
IDF Curve
= Raleigh.IDF
Target Q
=n/a
*Composite (Area/C) _ [(0.150 x 0.95) + (1.140 x 0.35)] / 1.290
Q (cfs)
5.00
4.00
3.00
2.00
1.00
Thursday, 04 / 30 / 2020
Peak discharge
= 4.529 cfs
Time to peak
= 5 min
Hyd. volume
= 2,718 cuft
Runoff coeff.
= 0.42*
Tc by User
= 5.00 min
Storm duration
= 2.0 x Tc
Est. Req'd Storage
=n/a
PROPOSED POND
Hyd. No. 3 -- 100 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 y ' ' ' ' ' ' ' ' ' ' ' ' ' ' A 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 3 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Thursday, 04 / 30 / 2020
Hyd. No. 4
COMBINED SITE
Hydrograph type
= Combine
Peak discharge
= 4.529 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 3,187 cuft
Inflow hyds.
= 2, 3
Contrib. drain. area
= 1.290 ac
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 '
0 2 4
Hyd No. 4
COMBINED SITE
Hyd. No. 4 -- 100 Year
6 8 10
Hyd No. 2
12 14 16
Hyd No. 3
18 20 22
Q (cfs)
5.00
4.00
NW1111
2.00
1.00
M-►- 0.00
24
Time (min)

APPENDIX D
SNAP Tool Calculations
Page 9 May 4, 2020

Project Summary
Project Name:
Coolwick Warehouse
209,089 ft
1451490 ft
4.8000 acres Submission Date:
3.3400 acres April 30, 2020
Project Area (ft):
Disturbed Area (ft):
County:
Franklin
Local Jurisdiction:
Youngsville
Development Land Use Type:
Commercial
Owner Type:
Private
Development Activity Type:
Development - New
Designated Downtown Area?
no
Nutrient Management Watershed:
Neuse
Subwatershed:
Neuse - 03020201
Phosphorus Delivery Zone:1
Neuse - Upper
Nitrogen Delivery Zone:
Neuse - Upper
Phosphorus Delivery
Factor (%):
100%
Nitrogen Delivery
Factor (%):
100%
Phosphorus Loading Rate Target (Ib/ac/yr):
0.74
Nitrogen Loading Rate Target (Ib/ac/yr):
5.29
Phosphorus Load Target at Site (lb/yr):
3.57
Nitrogen Load Target at Site (lb/yr):
25.40
Phosphorus Load Leaving Site w/SCMs (lb/yr):
9.64
Nitrogen Load Leaving Site w/SCMs (lb/yr):
28.48
P Offsite Buy -Down Threshold Loading Rate (lb/ac/yr):
N/A
N Offsite Buy -Down Threshold Loading Rate
N/A
Total P Load Reduction Needed (lb/yr):
0.00
Total N Load Reduction Needed (lb/yr):
0.00
P Load Treatment Balance at Site (lb/yr):
6.07
N Load Treatment Balance at Site (lb/yr):
3.08
P Load Treatment Balance at Lake (lb/yr):l
6.07
1 N Load Treatment Balance at Lake (lb/yr):l
3.08
Pre -Project Post -Project Post -Project Post -Project
Post -Project
N utrent Export Summary Whole Site Whole Site Whole Site with SCM-Treated
Conditions without SCMs SCMs Area
Percent Impervious (for runoff calculation) (%) 0.0% 33.5% 33.5% 68.5%
Untreated Area
5.7%
Percent Built -Upon Area (BUA) (%)
0.0%
30.9%
30.9%
62.6%
5.7%
Annual Runoff Volume (ft3/yr)
42,458
299,370
288,759
240,761
47,999
Annual Runoff % Change (relative to pre-D)
0%
605%
580%
Total Nitrogen EMC (mg/L)
0.97
1.36
1.58
1.60
1.51
Total Nitrogen Load Leaving Site (lb/yr)
2.57
25.40
28.48
23.97
4.51
Total Nitrogen Loading Rate (Ib/ac/yr)
0.54
5.29
5.93
11.29
1.69
Total Nitrogen % Change (relative to pre-D)
0%
888%
1008%
Total Phosphorus EMC (mg/L)
0.03
0.19
0.54
0.58
0.31
Total Phosphorus Load Leaving Site (lb/yr)
0.08
3.57
9.64
8.70
0.94
Total Phosphorus Loading Rate (Ib/ac/yr)
0.02
0.74
2.01
4.10
0.35
Total Phosphorus % Change (relative to pre-D)
0%
4391%
12019%

SCM/Catchment Summary[
SCM ID and Type Volume
Reduction (%)
Catchment 1 4.22%
TN Out (mg/L) TP Out (mg/L)
1.60 0.58
TN Out
(Ibs/ac/yr)
11.29
TP Out TN Reduction TP Reduction (%)
(Ibs/ac/yr) (%)
4.10-14.80%-230.77%
101: Dry Pond per MDC
4.22%
1.60
0.58
11.29
4.10
-14.80%
-230.77%
102: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
103: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 2
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
201: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
202: NA
0.00%-
0.00
0.00
0.00
0.00
0.00%
0.00%
203: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 3
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
301: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
302: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
303: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 4
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
401: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
402: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
403: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 5
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
501: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
502: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
503: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 6
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
601: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
602: NA 0.00%
603: NA 0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
0.00
0.00
0.00
0.00
0.00%
1 0.00%
SCM rows in red have a data entry error for the SCM that makes an error in the calculation.

Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form
Please complete and submit the following information to the local government permitting your development project
to characterize it and assess the need to purchase nutrient offset credits. Contact and rule implementation
information can be found online at:
http://deg.nc.gov/about/divisions/water-resources/planning/nonpoint-source-management/nutrient-offset-
information
PROJECT INFORMATION
Applicant Name: Coolwick, LLC
Project Name: Coolwick Warehouse
Project Address: 80 Weathers Street
Date: (mm/dd/yyyy) 4/30/2020
Development Land Use Type:
Commercial
County: Franklin
Development Activity Type:
Development - New
Pre -Project Built -Upon Area %:
0.00%
Project Latitude:
36D 01M 45.04S
Post -Project Built -Upon Area %:
30.89%
Project Longitude:
78D 29M 55.23S
WATERSHED INFORMATION
Nutrient Management Watershed:
Neuse
N Offsite Threshold Rate (lb/ac/yr):
N/A
Subwatershed:
Neuse - 03020201
P Offsite Threshold Rate (lb/ac/yr):
N/A
Nitrogen Delivery Zone:
Neuse - Upper
Nitrogen Delivery Factor:
100%
Phosphorus Delivery Zone:
Neuse - Upper
Phosphorus Delivery Factor:
100%
NUTRIENT OFFSET REQUEST
Nitrogen Load Offset Needs
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H) (L) (Where
Applicable)
Untreated
Treated
Loading Rate
Reduction
Project Size
Offset
Delivery
State Buy Local Gov't
Loading Rate
Loading Rate
Target
Need
(ac)
Duration (yrs)
Factor (/°)
Down Amount Buy Down
(Ibs/ac/yr)
(Ibs/ac/yr)
(Ibs/ac/yr)
(Ibs/ac/yr)
(Ibs) Amount (Ibs)
B-C
D"E"F'G
5.29
1 5.93
1 5.29
1 0.64
4.8000
30
100%
92.52
Phosphorus Load Offset Needs
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
(L) (Where
Applicable)
Untreated
Treated Load
Loading Rate
Reduction
Project Size
Offset
Delivery
State Buy
Local Gov't
Load Rate
Rate
Target
Need
(ac)
Duration (yrs)
Factor (%)
Down Amount
Buy Down
(Ibs/ac/yr)
(Ibs/ac/yr)
(Ibs/ac/yr)
(Ibs/ac/yr)
(Ibs)
Amount (Ibs)
B-C
D"E"F"G
0.74
2.01
0.74
1.26
4.8000
30
100%
182.02
LOCAL GOVERNMENT AUTHORIZATION

APPENDIX E
Wetland and Stream Map
Page 10 May 4, 2020

N Q Study Area Weathers Street Site
O CAROLINA Franklin County, NC
ECOSYSTEMS Feet �� USGS Mapped Stream
0 80 160 Wetlands 36.028594,-78.500018
September 2019 Field Map
2017 NC Statewide Aerial Photography

APPENDIX F
Drainage Area Maps
Page 1 1 May 4, 2020

-1 LI
G�
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I� \
1 I AND CONTRACTORS _ - - /— I�/i/ \ �\ \ �Z��
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MB 2000, PG. 180
I ZONING: INDUSTRIAL (IND)
\ \ 1 I
\ \ \
KIRK B. NEWTON HEIRS =--- -
DB 1695, PG. 50
MB 2008, PG. 150
ZONING: INDUSTRIAL IND I 18 10
Eff/ O I , IPS
I
1 EIP I I I \
FOR CS SONS LLC II 11 \ \\
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� �Isf�o �u9�CT�y
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/SETBACK
20.00'
>> DRAINAGE
EASEMENT
17
EXISTING FENCE
TO BE REMOVED I \ \ \ �\-------- \\\\��j/ ��� / / / / // // // I I I I I/ ,A�/
U' A,)
KONKLE INVESTMENT
PROPERTY LLC
�\ \\ I�\ \\ \�� �� / / //// / ,/ I I I I/ DB 1746, PG. 312
ZONING: INDUSTRIAL (IND)
405
\ \
L DRAINAGE
\ \ \\ \ \ \\ \\ \ \\ EASEMENT
SIDE
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0.
\ \ TyPt'A' \ \ \ s \ \ \ O mil/ / EXISTING
\ j1 � DPCARPE \ \\ — _ \ JURISDITIONAL
\ \ \ \ \ \ \ / / / WETLAND (OUTSIDE
\� I \ 1 1 1 \ \ \ \ \ \ \ / / PROJECT
LEGEND
OH W OH W
EXISTING PROPERTY LINE
EXISTING ABUTTING PROPERTY LINE
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER LINE
EXISTING ABUTTING PROPERTY LINE
EXISTING BUILDING SETBACK LINE
EXISTING PARKING SETBACK LINE
EXISTING EDGE OF PAVEMENT
EXISTING CONTOUR MAJOR
EXISTING CONTOUR MINOR
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PROPOSED CONTOUR MAJOR
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OUTSIDE THE 0.2% ANNUAL CHANCE AND FUTURE 1 % ANNUAL CHANCE
FLOODPLAIN) BASED ON THE FEMA MAP NUMBER 3720184200L DATED
APRIL , 2013.
3. ONSITE WETLANDS HAVE BEEN IDENTIFIED WITHIN THE PROJECT OR
PARCEL AS SHOWN. WETLANDS INVESTIGATION PERFORMED BY
CAROLINA ECOSYSTEMS IN SEPTEMBER 2019.
4. THIS DRAWING IS NOT FOR RECORDATION.
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LEGEND
OH W OH W
EXISTING PROPERTY LINE
EXISTING ABUTTING PROPERTY LINE
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER LINE
EXISTING ABUTTING PROPERTY LINE
EXISTING BUILDING SETBACK LINE
EXISTING PARKING SETBACK LINE
EXISTING EDGE OF PAVEMENT
EXISTING CONTOUR MAJOR
EXISTING CONTOUR MINOR
: *06*191►[eHTJIA0Ie\01�7:
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SIDEWALK
PROPOSED ROADWAY
1. BOUNDARY AND EXISTING CONDITIONS SURVEY PROVIDED BY B.L. SCOTT
LAND SURVEYING DATED 08-08-19.
2. A PORTION OF THE PROPERTY IS LOCATED IN ZONE X THAT IS LOCATED
WITHIN THE 0.2% ANNUAL CHANCE ZONE. THE REMAINING PORTIONS OF
THE PROPERTY IS LOCATED IN ZONES X (AREA DETERMINED TO BE
OUTSIDE THE 0.2% ANNUAL CHANCE AND FUTURE 1 % ANNUAL CHANCE
FLOODPLAIN) BASED ON THE FEMA MAP NUMBER 3720184200L DATED
APRIL , 2013.
3. ONSITE WETLANDS HAVE BEEN IDENTIFIED WITHIN THE PROJECT OR
PARCEL AS SHOWN. WETLANDS INVESTIGATION PERFORMED BY
CAROLINA ECOSYSTEMS IN SEPTEMBER 2019.
4. THIS DRAWING IS NOT FOR RECORDATION.
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