SW6191203_SW Report_20200131

STORMATER IMPACT ANALYSIS
for
GLEN MEADOW SUBDIVISION
PHASE 2
Submittal to:
TOWN OF ANGIER, NORTH CAROLINA
Submittal date:
9/20/2019
1/30/2020
Owner / Developer:
SMITH-STAFFORD, LLC.
246 Valleyfield Lane
Southern Pines, NC 28387
Contact: Bob Stafford
Phone: [phone]
Prepared by:
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING & PLANNING
143 Charlotte Avenue, Suite 104
Sanford, North Carolina 27330
919-777-6010 phone
www.jthomasengineering.com
RE Project #: 19-017
DDS Project# 2019-13
a Zola

TABLE OF CONTENTS
SECTION
I. EXISTING CONDITIONS
PAGE
A. PROPERTY....................................................................................................I
B. WATERSHED.................................................................................................2
C. JURISDICTIONAL WATERS............................................................................2
D. FEMA FLOOPLAIN.......................................................................................2
E. SOILS............................................................................................................2
II. AGENCY STORMWATER REQUIREMENTS
A. TOWN OF ANGIER.......................................................................................2
B. NCDEQ........................................................................................................2
III. PROPOSED IMPROVEMENTS
A. PROJECT DESCRIPTION...............................................................................3
B. LAND DISTURBANCE AND EROSION CONTROL.........................................3
C. IMPERVIOUS SURFACE................................................................................3
D. DRAINAGE AND STORMWATER MANAGEMENT.......................................4

APPENDICES
A. Calculations for:
Minor System
Culvert
BMP Swale
Erosion Control
B. Drainage Area Maps:
Post Drainage Area
Erosion Control Drainage Area
C. Wetland Impact Map
D. Soil Survey Map
E. FEMA FIRM Map
F. USGS MAP

EXISTING CONDITIONS
A. PROPERTY
The proposed project is on an existing 10.1 AC tract (PIN 067-95-6622) in
Harnett County and within the Town of Angier ETJ. This 10.1 AC property is
zoned R-10 and is located adjacent to the previously constructed Glen
Meadows Phase 1 project. The property is currently undeveloped and
wooded (except for a sewer outfall line that was installed for the Phase 1 of
Glen Meadow) with no impervious surfaces. There has been no change in
use after July 25, 2002.
The following is a summary of the adjacent properties:
To the north, an existing single family subdivision (zoning R-10)
To the south, an existing single family subdivision (zoning R-10)
To the west, an existing single family subdivision (zoning R-10)
To the east, existing farm land (zoning R-30)
See Figure 1 below for an aerial view of the property for the proposed Glen
Meadows Phase 2 project (Site).
Figure 1: Aerial view of pre -developed site
Stormwater Impact Analysis - Glen Meadow Subdivision Phase 2
Page 1 1 5

B. WATERSHED
The site is located in the Black River Watershed and Cape Fear River Basin.
The NCDEQ Stream Index for Black River is 18-68-12-1. The NCDEQ
Classification for Black River is C, Sw.
C. JURISDICTIONAL WATERS
There are two (2) jurisdictional streams located on the site. These streams
are USGS `blue lines' (see Appendix F). There is also approximately 4.7 AC
of jurisdictional wetlands located on the site (see Appendix C for location
of jurisdictional streams and wetlands in relation to the project).
D. FEMA FLOODPLAIN
There are no FEMA mapped floodplains located on the site per FIRM Panel
3720067400K, effective date Oct. 3, 2006 and 3720068400K, effective date
May 2, 2006. See Appendix E for FEMA FIRM maps.
E. SOILS
Refer to Appendix D for the NRCS map showing anticipated on -site soils.
II. AGENCY STORMWATER REQUIREMENTS
A. TOWN OF ANGIER
Section 9.4 `Stormwater Management' of the Angier UDO details the
requirements for managing stormwater from new construction sites.
B. NCDEQ
Stormwater Impact Analysis - Glen Meadow Subdivision Phase 2
Page 2 1 5

Harnett County is a `tipped' county and new projects located within the
county must meet NCDEQ Post Construction Stormwater Phase 2
regulations. Site requirements for stormwater control are different if the
proposed development is `high density' (greater than 24% impervious) or
`low density' (less than 24% impervious).
III. PROPOSED IMPROVEMENTS
A. PROJECT DESCRIPTION
The proposed project, which will be developed in a single phase, will create
fifteen (15) single family lots (min 10,000 sf). The proposed project will
extend Glen Meadow Drive approximately 2,000 LF terminating in a cul-de-
sac. The design follows the Preliminary Plat that was recently approved
by the Town of Angier. As part of this project, public water and sewer
utilities will be extended to serve the new lots.
B. LAND DISTURBANCE AND EROSION CONTROL
The proposed disturbed area for the proposed project is 5.41 AC +/-. A
NCDEQ Land Disturbance (Erosion Control) Permit will be obtained prior to
beginning work.
Within this limit of disturbance, 0.49 AC of jurisdictional wetlands and 81 LF
of jurisdictional streams will be impacted. See Appendix C for the `Wetland
Impact Map'. A USACE 404 Permit and NCDEQ 401 Certification for the
proposed impacts will be obtained by the owner prior to beginning work.
C. IMPERVIOUS SURFACE
The proposed amount of impervious surfaces for this project total 2.43 AC.
This includes pavement and curb & gutters in the public R/W and driveways
and rooftops on each lot. This proposed amount of impervious surfaces
results in a percent impervious (or built -upon) of 23.9% of the total property
area. The proposed amount of impervious surfaces is based on a maximum
amount of 4,646 SF of impervious area on each lot.
Stormwater Impact Analysis - Glen Meadow Subdivision Phase 2
Page 3 1 5

D. DRAINAGE AND STORMWATER MANAGEMENT
i. Roadway Drainage - Minor System
The proposed roadway will have curb and gutter. Catch basins in
the gutter line will provide the roadway drainage. Catch basins
were spaced based on gutter spread not exceeding one-half lane
width during a 4 in/hr storm (NCDOT guidelines). The minor pipe
system is sized based on 10-year storm flow not exceeding the
hydraulic capacity of each pipe segment (as open channel flow,
that is, non -pressure flow).
ii. Roadway Drainage - Culverts
Three (3) culverts will be installed along the roadway to
convey drainage from one side of the road to the other. These
culverts were sized based on conveying the 25-year storm with
headwater not exceeding 1.2 Hw/D (NCDOT guidelines).
Culvert # 1 is a double barrell culvert consisting of 1 A and 1 B.
Culvert# 1 A (24" diameter) located within a jurisdictional stream will
be partially buried into the stream channel bottom to help off -set
environmental impacts. Because it is partially buried, the
hydraulics were analyzed assuming a 18" diameter (NCDOT
guidelines). Culvert #113 (36" diameter) has been analyzed to
convey the additional upland drainage to the south side of the
proposed roadway.
iii. BMP Swales
As stated in Section III. C. above, proposed impervious is less than
24% and, therefore is classified as `Low Density' per NCDEQ
regulations. Per NCDEQ guidance, BMP swales are proposed to
receive runoff collected by the catch basins in the road system to
help treat the runoff before being discharged to the jurisdictional
waters. These swales have a longitudinal slope of 0% to encourage
infiltration and a level berm to help prevent concentrated flow from
entering the jurisdictional wetlands. There are four (4) proposed BMP
swales, each with a minimum length of 100 LF.
Stormwater Impact Analysis - Glen Meadow Subdivision Phase 2
Page 4 1 5

iv. Methodology and computations
Refer to Appendix C for storm drainage and stormwater
management computations. Hydrologic computations were
based mainly on the Rational Method except for Culvert
#lA & #1 B that was analyzed using the NCDOT Method
(Urban Drainage).. Rainfall intensity was determined based
on data of the closest rainfall gauge listed on the NOAA website.
Drainage areas were delineated based on a combination of field
and LIDAR topography.
Stormwater Impact Analysis - Glen Meadow Subdivision Phase 2
Page 5 1 5

Upstream Node
Downstream
Node
Upstream Inlet
C
Upstream Inlet
Area (acres)
Upstream
Intensity' (in/h)
Pipe Diameter
(in)
Material
Pipe Length (ft)
Capacity (Full
Flow) (ft3/s)
Total Pipe Flow
(ft'/s)
Total System
Flow (ft3/s)
Slope (ft/ft)
Invert
(Upstream) (ft)
Invert
(Downstream) (ft)
Inlet*
Elevation (Rim)
(ft) (4)
Elevation
(Invert) (ft)
Inlet Type
Bypass Target
Gutter
I=4 in/hr
(ft3/s) (3)
Gutter
Flow (Total
Intercepted)
(ft3/s)
Gutter
Flow (Total
Bypassed)
(ft3/s)
CB 601 (2)
FES 600
0.65
0.90
7.62
15
Class III RCP
12.00
4.50
4.46
4.46
0.0042
311.55
311.50
CB 601 (2)
313.52
(2) ANGIER STD: STRM_03.02
2.34
2.34
0.00
CB 501 (2)
FES 501
0.65
0.90
7.62
15
Class III RCP
12.00
4.50
4.46
4.46
0.0083
310.60
310.50
CB 501 (2)
313.52
(2) ANGIER STD: STRM_03.02
2.34
2.34
0.00
CB 402 (2)
CB 401
0.65
0.43
7.62
15
Class III RCP
26.00
7.50
2.13
2.13
0.0115
311.45
311.15
CB 402 (2)
314.95
311.45
ANGIER STD: STRM_03.02
CB 202
1.12
0.86
0.26
CB 401 (2)
FES 400
0.65
0.28
7.62
15
Class III RCP
22.00
15.64
1.39
3.52
0.0091
310.70
310.50
CB 401 (2)
314.95
310.70
ANGIER STD: STRM_03.02
CB 201
0.73
0.61
0.12
FES 301 (1)
FES 300
0.30
2.03
8.46
15
Class III RCP
62.00
7.96
5.15
5.15
0.0047
311.00
310.71
FES 301 (1)
-
-
NCDOT FLARED END SECTION
-
-
-
CB 202 (2)
CB 201
0.65
0.33
7.62
15
Class III RCP
26.00
7.50
1.63
1.63
0.0115
309.44
309.14
CB 202 (2)
312.44
309.44
ANGIER STD: STRM_03.02
0.86
1.12
0.00
CB 201 (2)
FES 200
0.65
0.33
7.62
15
Class III RCP
22.00
12.45
1.63
327
0.0091
308.70
308.50
CB 201 (2)
312.44
308.70
ANGIER STD: STRM_03.02
0.86
0.98
0.00
HW 101A (1)
HW 100A
JCDOTMETHOIJCDOTMETHOIJCDOTMETHOI
36
Class III RCP
51.00
46.90
46.90
33.80
0.0157
308.90
308.10
HW 101A (1)
-
-
NCDOT 838.02
-
-
HW 101B (1)
HW 100B
JCDOT METHOI
JCDOT METHOI
JCDOT METHOI
24
Class III RCP
51.00
20.60
20.60
61.20
0.0157
307.90
307.10
HW 101B (1)
NCDOT 838.02
Notes
1 Cross Pipe Sizing is based on 25-yr Storm
2 Storm System Sizing based on 10-yr Storm
3 Gutter Spread Calculations based on Storm Intensity of 4 in/hr
4 CB (Catch Basin) Rim Elevation is Back of Curb
5 Gutter Spread Width is measured from Edge of Pavement

NCDOT Method
Chart C200.1 NC Hydrologic Contours
I

Example:
Hydrologic Contour 5.0
Drainage Area 35 ac
Small Area — Full Business
Q10=39A.4=55 cfs
O
z
O
U_
0
O
J
O
0
M
4 —
— —
3
CORRECTION FACTOR
FOR DEVELOPMENT
APPENDIX C
200
800
60 50 CFS
20
cn —
U
10
8
6
4
K
1
&I
0111
46 AC
50
40 'L6
W
30 U
20 Q
a
W
w
10 w
c�
Q
z
5
0
FREQUENCY FACTORS 1
Q2 =
Q10
x 0.50
Q 5
Q 10
x 0.75
_=
Q25 =
Q10
x 1.35 Q25 = 50 CFS X 1.0 X 1.35
Q50 =
x 1.85 Q25=67.5 CFS
Q100 =
Q10
x 2.15
Q 500 =
Q10
x 3.10
C200.3 URBAN RUNOFF CHART (REVISED)

Culvert Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc.
Culvert #1A
Invert Elev Dn (ft) = 308.10
Pipe Length (ft) = 51.00
Slope (%)
= 1.57
Invert Elev Up (ft)
= 308.90
Rise (in)
= 36.0
Shape
= Cir
Span (in)
= 36.0
No. Barrels
= 1
n-Value
= 0.012
Inlet Edge
= Projecting
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.5
Embankment
Top Elevation (ft) = 314.00
Top Width (ft) = 43.00
Crest Width (ft) = 400.00
Elev (ft)
315.00
314.00
313.00
312.00
311.00
310.00
309.00
308.00
307.00
0
Culvert 11A
Tuesday, Nov 26 2019
Calculated using NCDOT Method
Calculations
Q m i n (cfs) = 48.70
Qmax (cfs) = 48.70
Tailwater Elev (ft) = Normal
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
= 48.70
= 48.70
= 0.00
= 8.46
= 8.46
= 310.38
= 311.18
= 312.50
= 1.20
= Inlet Control
5 10 15 20 25 30 35 40 45 50 55 60 65 70
Cir Culvert HGL Embank
Hw Depth (ft)
6.10
5.10
4.10
3.10
2.10
1.10
0.10
-0.90
-1.90
75
Reach (ft)

Culvert Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc.
Culvert #1 B
Invert Elev Dn (ft) = 307.10
Pipe Length (ft) = 51.00
Slope (%)
= 1.57
Invert Elev Up (ft)
= 307.90
Rise (in)
= 18.0 Actual pipe size 24" per NCDOT
Shape
= Cir Guidelines Analyze at 18"
Span (in)
= 18.0 pipe is Buried in Stream
No. Barrels
= 1
n-Value
= 0.012
Inlet Edge
= Projecting
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.5
Embankment
Top Elevation (ft) = 314.00
Top Width (ft) = 43.00
Crest Width (ft) = 400.00
Elev (ft)
315.00
314.00
313.00
312.00
311.00
310.00
309.00
300.00
307.00
306.00
Culvert#1B
Tuesday, Nov 26 2019
Calculated using NCDOT Method
Calculations
Q m i n (cfs) = 18.80
Qmax (cfs) = 18.80
Tailwater Elev (ft) = Normal
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
= 18.80
= 18.80
= 0.00
= 10.64
= 10.64
= 308.60
= 309.99
= 312.51
= 3.07
= Inlet Control
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Cir Culvert HGL Embank
Hw Depth (ft)
,.10
6.10
5.10
4.10
3.10
2.10
1.10
0.10
-0.90
-1.90
75
Reach (ft)

Culvert Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc.
CULVERT #2
Invert Elev Dn (ft) = 310.71
Pipe Length (ft)
= 62.00
Slope (%)
= 0.47
Invert Elev Up (ft)
= 311.00
Rise (in)
= 15.0
Shape
= Cir
Span (in)
= 15.0
No. Barrels
= 1
n-Value
= 0.012
Inlet Edge
= Projecting
Coeff. K,M,c,Y k
= 0.0045, 2, 0.0317, 0.69, 0.5
Embankment
Top Elevation (ft)
= 314.60
Top Width (ft)
= 43.00
Crest Width (ft)
= 200.00
Elev (ft)
315.00
314.00
313.00
312.00
311.00
310.00
309.00
0
CULVERT #1 B
5 10 15 20 25 30 35 40 45 50 55
- Cir Culvert HGL Embank
Wednesday, Nov 20 2019
Calculations
Qmin (cfs)
= 5.15
Qmax (cfs)
= 5.15
Tailwater Elev (ft)
= Normal
Highlighted
Qtotal (cfs)
= 5.15
Qpipe (cfs)
= 5.15
Qovertop (cfs)
= 0.00
Veloc Dn (ft/s)
= 4.20
Veloc Up (ft/s)
= 4.20
HGL Dn (ft)
= 311.96
HGL Up (ft)
= 312.25
Hw Elev (ft)
= 312.44
Hw/D (ft)
= 1.15
Flow Regime
= Inlet Control
60 65 70 75
Hw Depth (ft)
4.00
3.00
2.00
1.00
0.00
-1.00
-2.00
80 85
Reach (ft)

BMP Swale #■ 1 => DA # DSW#1
Calculate Flow - Rational Method
10-Vr Storm
Q10 = CIA
Q25 = 6.04
Channel Slope=1 0.00
Channel Depth= 1.00
Side Slopes= 6.00
Veloci = 0.54
Channel Linin¢
Shear Calculation
C= 0.65
1= 7.62 in/hr
A= 1.22 ac
T=yds y= 62.4lbs
dwete .1.24 ft
T= 0 Ibs/ft2 s= 0 ft/ft
Temporary=R,G DS75
Permanent= Bermudagrass
Dissipation Swale # 2 => DA # F SW#2
Calculate Flow - Rational Method
10-Vr Storm
Q10 = CIA
Q25 = 5.84
Channel Slope= 0.00
Channel Depth= 1.00
Side Slopes= 6.00
Velocity -
Channel Linin¢
Shear Calculation
C= 0.65
1= 7.62 in/hr
A= 1.18 ac
T=yds y= 62.4lbs
Overflow into Wetlands
s/ft2
dwate .1.22 ft Overflow into Wetlands
T= 0 lb s= 0 ft/ft
Temporary= NAG DS75
Permanent= Bermudagrass

BMP Swale #■ 3 => DA # DSW#3
Calculate Flow - Rational Method
10-Vr Storm
Q10 = CIA
Q25 =
Channel Slope=1
Channel Depth]
Side Slopes=
Velocity=
Channel Unin¢
Shear Calculation
T=yds y= 62.4lbs
dwate� 1.1 ft
0 Ibs/ft2 s= 0 ft/ft
Temporary=R,G DS75
T=
4.16
0.00
1.00
6.00
0.47
C= 0.65
1= 7.62 in/hr
A= 0.84 ac
Permanent= Bermudagrass
BMPSwale# 4 =>DA# F SW#4
Calculate Flow - Rational Method
10-Vr Storm
Q10 = CIA
Q25 = 5.80
Channel Slope= 0.00
Channel Depth= 1.00
Side Slopes= 6.00
Velocity -
Channel Unin¢
Shear Calculation
C= 0.65
1= 7.62 in/hr
A= 1.17 ac
T=yds y= 62.4lbs
Overflow into Wetlands
s/ft2
dwate .1.22 ft Overflow into Wetlands
T= 0 lb s= 0 ft/ft
Temporary= NAG DS75
Permanent= Bermudagrass

FES600
Pipe Syste Flow FES
6 0
BMP Swale #1
Subcat Reach on Link

BMP Swale #1
BMP #1 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 3
Reach FES600: Pipe System Flow FES 600
Hydrograph
Avg. Plow bepth=1.06' ❑ Inflow
4.46 cfs I I I I I I I I I I I I I I I I ❑outflow
-- -- -- -- -- -- -- -- W[aX Ve�':�.7-�-fry--
4
3 2.31 cfs Caplacityr=4.46 cfs
N
U
3 --
0
LL I I I I I I I I I I I I I I I
2
I I I I I I I I I I I I I I I I I I I I I I
1 12 13 14
Time (hours)

BMP Swale #1
BMP #1 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 4
Summary for Pond 1 P: BMP Swale #1
Inflow = 4.46 cfs @ 1.05 hrs, Volume= 4.396 of
Outflow = 3.35 cfs @ 1.25 hrs, Volume= 3.270 af, Atten= 25%, Lag= 12.1 min
Primary = 3.35 cfs @ 1.25 hrs, Volume= 3.270 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 312.04' @ 1.25 hrs Surf.Area= 2,200 sf Storage= 1,231 cf
Plug -Flow detention time= 182.8 min calculated for 3.270 of (74% of inflow)
Center -of -Mass det. time= 5.9 min ( 756.7 - 750.8 )
Volume Invert Avail.Storage Storage Description
#1 311.00' 1,231 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
311.00 262 0 0
312.00 2,200 1,231 1,231
Device Routing Invert Outlet Devices
#1 Primary 312.00' 145.0' long x 2.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88
2.85 3.07 3.20 3.32
Primary OutFlow Max=3.26 cfs @ 1.25 hrs HW=312.04' (Free Discharge)
L1=Broad-Crested Rectangular Weir(Weir Controls 3.26 cfs @ 0.53 fps)

BMP Swale #1
BMP #1 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 5
Pond 1 P: BMP Swale #1
Hydrograph
C1 Inflow
4.46 cfs ❑ Primary
I I I I I I I I I I I TTaI 1ZO4Ir
-- -- -- -- -- -- Peak! Ere�r--
4 Storage= ',1,231 cf
3.35 cfs
3
N
U
p
LL
2
-i-----i-- j---T --j --j-----------i-- j--T--j --j-----------T 1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

FES500
Pipe Syste Flow FES
5 0
BMP Swale #2
Subcat Reach on Link

BMP Swale #2
BMP #2 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 3
Reach FES500: Pipe System Flow FES 500
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I ❑Inflow
❑ Outflow
4.46 cfs--------II-- -- -- -- -- --------I-- Avg. F,10W IIIDph=1 00,' -
4 Marx 1Vel=�.7,'2 fps
II II II II II II II II II II II II II II II II II
---I-- -- -- - - ------I-- -- --I----------- -- --
^ S=0.0042 7'
N 2
U
3 --
0
LL
2 I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

BMP Swale #2
BMP #2 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 4
Summary for Pond 2P: BMP Swale #2
Inflow = 4.46 cfs @ 1.05 hrs, Volume= 4.396 of
Outflow = 5.91 cfs @ 1.15 hrs, Volume= 7.663 af, Atten= 0%, Lag= 6.0 min
Primary = 5.91 cfs @ 1.15 hrs, Volume= 7.663 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 312.08' @ 1.15 hrs Surf.Area= 1,740 sf Storage= 968 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 3.4 min ( 754.1 - 750.8 )
Volume Invert Avail.Storage Storage Description
#1 311.00' 968 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
311.00 196 0 0
312.00 1,740 968 968
Device Routing Invert Outlet Devices
#1 Primary 312.00' 100.0' long x 2.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88
2.85 3.07 3.20 3.32
Primary OutFlow Max=5.91 cfs @ 1.15 hrs HW=312.08' (Free Discharge)
L1=Broad-Crested Rectangular Weir(Weir Controls 5.91 cfs @ 0.72 fps)

BMP Swale #2
BMP #2 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 5
Pond 2P: BMP Swale #2
Hydrograph
J4.,s
❑Primary
Peak'Eilev-3'12.d81
t�rag=�8'e

FES200
Pipe Syste Flow FES
2 0
BMP Swale #3
Subcat Reach on Link

BMP Swale #2
BMP #3 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 3
Reach FES200: Pipe System Flow FES 200
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I ❑Inflow
h ❑ Outflow
3.28 cfs-----'-- -- -- -- - ---'---'---'----kvg-Flo,�A/-IDOpth=0�74 -
3 Marx 1Vell=�.72 fps
L=12.Q'
LL I I I I I I I I I I I I I I I I I I I I
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

BMP Swale #2
BMP #3 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 4
Summary for Pond 3P: BMP Swale #3
Inflow = 3.28 cfs @ 1.05 hrs, Volume= 3.235 of
Outflow = 2.46 cfs @ 1.25 hrs, Volume= 2.406 af, Atten= 25%, Lag= 12.1 min
Primary = 2.46 cfs @ 1.25 hrs, Volume= 2.406 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 309.04' @ 1.25 hrs Surf.Area= 1,750 sf Storage= 987 cf
Plug -Flow detention time= 182.9 min calculated for 2.406 of (74% of inflow)
Center -of -Mass det. time= 6.0 min ( 756.8 - 750.8 )
Volume Invert Avail.Storage Storage Description
#1 308.00' 987 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
308.00 224 0 0
309.00 1,750 987 987
Device Routing Invert Outlet Devices
#1 Primary 309.00' 118.0' long x 2.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88
2.85 3.07 3.20 3.32
Primary OutFlow Max=2.40 cfs @ 1.25 hrs HW=309.04' (Free Discharge)
L1=Broad-Crested Rectangular Weir(Weir Controls 2.40 cfs @ 0.51 fps)

BMP Swale #2
BMP #3 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCADO 10.00-20 s/n 07811 © 2017 HydroCAD Software Solutions LLC Page 5
Pond 3P: BMP Swale #3
Hydrograph
11 Inflow
3.28 cfs ❑ Primary
I I I I I I I I I I I T �'
3 $tJ,oraga=987 cf
2.46 cfs
w 2
3
0
LL
I I I I I I I I I I I I I I I I I I I I I I
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

FES400
Pipe Syste Flow FES
4 0
BMP Swale #4
Subcat Reach on Link

BMP Swale #2
BMP #4 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 3
Reach FES400: Pipe System Flow FES 400
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I ❑Inflow
❑ Outflow
3.53 cfs /01V�. FlowID p h=0;7g'
--II-----I-- -- -- T - - 'I - -'I --'ll -- - -- ---#AarXVe[=�.72fps -
3
S;=0.0042 7
- - I---- - L - - 1 - - L - - L - - L - - - - -I- - -I-
3 2
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I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

BMP Swale #2
BMP #4 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 4
Summary for Pond 4P: BMP Swale #4
Inflow = 3.53 cfs @ 1.05 hrs, Volume= 3.482 of
Outflow = 3.46 cfs @ 1.05 hrs, Volume= 3.485 af, Atten= 2%, Lag= 0.0 min
Primary = 3.46 cfs @ 1.05 hrs, Volume= 3.485 of
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 311.05' @ 1.05 hrs Surf.Area= 652 sf Storage= 61 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= (not calculated: outflow precedes inflow)
Volume Invert Avail.Storage Storage Description
#1 311.00' 1,308 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
311.00 585 0 0
312.00 2,030 1,308 1,308
Device Routing Invert Outlet Devices
#1 Primary 311.00' 135.0' long x 2.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88
2.85 3.07 3.20 3.32
Primary OutFlow Max=3.44 cfs @ 1.05 hrs HW=311.05' (Free Discharge)
L1=Broad-Crested Rectangular Weir(Weir Controls 3.44 cfs @ 0.55 fps)

BMP Swale #2
BMP #4 Type/1 24-hr 10-Year Rainfall=5.17"
Prepared by Toshiba Printed 1/13/2020
HydroCAD®10.00-20 s/n 07811 ©2017 HydroCAD Software Solutions LLC Page 5
Pond 4P: BMP Swale #4
Hydrograph
11 Inflow
3.53 cfs 10 Primary
3.46 cfs I I I I I I I I I I I I IPeak ElevTT311I 1.051
-----I--
(1
'
3 to
roge=61 e
N
U
3 2
0
LL
I
I I I I I I I I I I I I I I I I I I I I I I
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Skimmer Basin # 1
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.5
Q10 = CIA C= 0.5
1=
7.62
1= 8.46
Q2 = 4.4577
A=
1.17
010 = 4.9491 A= 1.17
Calculate Required Surface Area
SA=Q10 x 325 sf/cfs
010 =
4.9491 cfs
SA= 1608.458
Side Slopes = 2 :1
Pond Depth= 2 ft
Basin Dims
Top =
20
x
100 = 2000 sf
Bottom =
12
x
92 = 1104 sf
Volume Required
VR=Ax1800 cf/ac
A=
1.17
VR= 2106
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top=
2000
Bottom=
1104
VP= 3104
D=
2
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 10 ft
D= 1.5 ft
dwater= 0.29 ft
025= 4.9491 cfs
Velocity= 1.57 ft/s

Weir Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.29 ft
T= 0.18096 Ibs/ft2 s= 0.01 ft/ft
Skimmer Sizing
Calculate Dewater Time
Qd=V/Td V= 2106
Td= 3 2-5 days typ
Qd= 702
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 702
h= 0.75
D= 0.513012
Use 4 " Skimmer v 0.5 Orifice
Skimmer Outlet Protection #7
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 " La= 1.32 Use 7.5 ft
Velocity= 2.36 ft/s W= 1 Use 3.0 ft
Zone= 1 Stone Diameter= Class A

Skimmer Basin # 2
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.5
Q10 = CIA C= 0.5
1=
7.62
1= 8.46
Q2 = 9.9822
A=
2.62
Q10 = 11.0826 A= 2.62
Calculate Required Surface Area
SA=Q10 x 325 sf/cfs
Q10 =
11.0826 cfs
SA= 3601.845
Side Slopes = 3 :1
Pond Depth= 2 ft
Basin Dims
Top =
35
x
105 = 3675 sf
Bottom =
23
x
93 = 2139 sf
Volume Required
VR=Ax1800 cf/ac
A=
2.62
VR= 4716
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top=
3675
Bottom=
2139
VP= 5814
D=
2
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 10 ft
D= 1.5 ft
dwater= 0.47 ft
025= 11.0826 cfs
Velocity= 2.07 ft/s

Weir Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.47 ft
T= 0.29328 Ibs/ft2 s= 0.01 ft/ft
Skimmer Sizing
Calculate Dewater Time
Qd=V/Td V= 4716
Td= 3 2-5 days typ
Qd= 1572
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 1572
h= 0.75
D= 0.767689
Use 4 " Skimmer v 0.8 Orifice
Skimmer Outlet Protection #7
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 " La= 1.32 Use 7.5 ft
Velocity= 2.36 ft/s W= 1 Use 3.0 ft
Zone= 1 Stone Diameter= Class A

Temporary Diversion/Berm # 1 => DA # TD 1
Calculate Flow - Rational Method
25-VrStorm
Q25=CIA C= 0.50
1= 7.78 in/hr
Q25= 3.89 A= 1.00 ac
Channel Slope= 1.00
Channel Depth= 1.50
Side Slopes= 3.00
Veloci = 3.90
Soil Tvpe @ am Slopes= 0-10% A
Channel Lining
Shear Calculation
T=yds y= 62.4lbs
dwate,- ft
T= 0.4056lbs/ft2 s= ft/ft
Temporary=
Permanent=
Temporary Diversion/Berm #111111V => DA # T�-2--1
Calculate Flow - Rational Method
25-VrStorm
Q25 = CIA
Q25 = 3.42
Channel Slope= 4.00
Channel Depth= 1.50
Side Slopes= 3.00
Veloci = 3.44
Soil Type @ sandy loam
Channel Linin¢
Shear Calculation
C= 0.40
1= 7.78 in/hr
A= 1.10 ac
Slopes= 0-10%
T=yds y= 62.4lbs
dwate,- ft
T= 1.19808lbs/ft2 s= ft/ft
Temporary=
Permanent=

Temporary Diversion/Berm # 3 => DA # TD 3
Calculate Flow - Rational Method
25-VrStorm
Q25 = CIA
Q25 = 1.98
Channel Slope= 1.00
Channel Depth= 1.50
Side Slopes= 3.00
Veloci = 3.90
Soil Tvpe @ am
Channel Lining
Shear Calculation
C= 0.50
1= 7.78 in/hr
A= 0.51 ac
Slopes= 0-10%
T=yds y= 62.4lbs
cl.,, ft
T= 0.31824 Ibs/ft2 s= ft/ft
Temporary=
Permanent=
Temporary Diversion/Berm #11F4 => DA #
Calculate Flow - Rational Method
25-VrStorm
Q25 = CIA
Q25 = 1.77
Channel Slope= 1.00
Channel Depth= 1.50
Side Slopes= 3.00
Veloci = 3.44
Soil Type @ sandy loam
Channel Linin¢
Shear Calculation
C= 0.40
1= 7.78 in/hr
A= 0.57 ac
Slopes= 0-10%
T=yds y= 62.4lbs
dwate,- ft
T= 1.22304lbs/ft2 s= ft/ft
Temporary=
Permanent=

Temporary Diversion/Berm # 5 => DA # TD 5
Calculate Flow - Rational Method
25-VrStorm
Q25 = CIA
Q25 = 3.50
Channel Slope= 0.50
Channel Depth= 1.50
Side Slopes= 3.00
Veloci = 3.90
Soil Tvpe @ am
Channel Lining
Shear Calculation
C= 0.50
1= 7.78 in/hr
A= 0.90 ac
Slopes= 0-10%
T=yds y= 62.4lbs
dwater- 0.72 ft
T= 0.22464 Ibs/ft2 s= .005 ft/ft
Temporary=
Permanent=
Temporary Diversion/Berm #11F 6 => DA #
Calculate Flow - Rational Method
25-VrStorm
Q25 = CIA
Q25 = 4.36
Channel Slope= 1.00
Channel Depth= 1.50
Side Slopes= 3.00
Veloci = 3.44
Soil Type @ sandy loam
Channel Linin¢
Shear Calculation
C= 0.40
1= 7.78 in/hr
A= 1.40 ac
Slopes= 0-10%
T=yds y= 62.4lbs
dwate, - ft
T= 0.42432lbs/ft2 s= ft/ft
Temporary=
Permanent=

Outlet Protection #1
New York Method 8.06.5 Manual
Q=
4.46 cfs
Pipe Diameter
12 in
La=
5
Velocity=
4.53 ft/s
W=
3.75
Zone=
1
Stone Diameter=
Class A
Outlet Protection #2
New York Method 8.06.5 Manual
Q=
4.46 cfs
Pipe Diameter
15 in
La=
7.5
Velocity=
5.19 ft/s
W=
3.75
Zone=
1
Stone Diameter=
Class A
Outlet Protection #3
New York Method 8.06.5 Manual
Q=
3.27 cfs
Pipe Diameter
15 ft
La=
7.5
Velocity=
6.99 ft/s
W=
3.75
Zone=
2
Stone Diameter=
Class B
Outlet Protection #4
New York Method 8.06.5 Manual
Q= 3.52 cfs
Pipe Diameter 15 ft La= 7.5
Velocity= 5.31 ft/s W= 3.75
Zone= 1 Stone Diameter= Class A

Outlet Protection #5
New York Method 8.06.5 Manual
Q= 67.5 cfs
Pipe Diameter 60 in (24" & 36"pipes) La= 32
Velocity= 10.25 ft/s W= 12
Zone= 3 Stone Diameter= Class 1
Outlet Protection #6
New York Method 8.06.5 Manual
Q=
La= 5
W= 3.75
Stone Diameter= Class A
5.15 cfs
Pipe Diameter
15 in
Velocity=
5.13 ft/s
Zone=
1

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Sanford, North Carolina 27330
[phone] phone
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license no. C-3389
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143
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Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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DDS#: 2019-13
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NOTES:
1. WETLAND DE LIN EATED BY OWN ERS CONSULTANT, HAL OWEN&ASSOCIATES, INC
DEC. 2003.
2. THE WETLANDS WERE DELINEATED IN 2003 AS PART OF THE ARMY CORP ACTION #
2003-01155.
PE WET1AN SDE N 1irvN'
PER WET LENDS DELIN FATION SURVEY
DEC. 22A2
US COE ACTION# 2003-01155
80.27' I I
436�8_ _ /
N870 34' 10"W I — 92.08' l— � 131.18' 50.00' / 303.58' � 78.60'
N89° 08' 48"W L N89, 08' 48"W FREIR\N89° 05' 03"W N89° 05' 03"W N89° 06' 05"W N89° 8.6 05"W l
...................................
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G I 1349.79'
I I I I I I S88° 38' 31 "E
NOTES:
1. WETLAND DELINEATED BYOWNERS CONSULTANT, HAL OWEN&ASSOCIATES, INC
DEC 2003.
2. THE WETLANDS WERE DELINEATED IN 2003 AS PART OF THE ARMY CORP ACTION #
2003-01155.
3. WETLAND IMPACTS AS PROPOSED IN THESE CONSTRUCTION PLANS WILL BE
PERMITTED BY OWNER'S CONSULTANT, HAL OWEN&ASSOCIATES, INC. NO WORK
WITHIN THE WETLANDS SHALL BEGIN UNTIL BOTH US COE PERMIT AND NCDEQ
CERTIFICATION IS OBTAINED.
WETLANDS SUMMARY
TOTAL PROJECT WETLANDS: 203,405 SF (4.67 AC)
TOTAL PROPOSED WETLAND IMPACTS: 21,493 SF (0.49 AC)
TOTAL PROPOSED STREAM IMPACT: 88 IF
TOTAL TEMPORARY STREAM IMPACT: 6 IF
100 0 50 100 200
SCALE: 1" = 100'
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING & PLANNING
143 Charlotte Avenue, Suite 104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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- USACE Comment
AGENCY REVIEW ONLY
Scale:
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Sheet:
Designed by:
JRT
Reviewed by:
3
of 9
JRT
Project
Number:
Date:
JTE #:19-017
DDS#: 2019-13
SEPT 20, 2019

0
35o 31' 36" N ■
705100 705200
Soil Map —Harnett County, North Carolina, and Wake County, North Carolina
705300 705400 70MM 7055600 705700 7058M
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705100 705200 705300 705400 705500 705600 705700
0
a Map Scale: 1:4,690 if printed on A landscape (11" x 8.5") sheet.
` Myers
N 0 50 100 200 300
A0 200 400 800 1200
Map projection: Web Mercator Gomer000rdinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
705900
1
705800 705900
0
a
706000
35o 31' 36" N
a
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PW35o 31' 14" N
706000
m
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8/9/2019
Pagel of 4

Soil Map —Harnett County, North Carolina, and Wake County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
o
Sodic Spot
Spoil Area
Stony Spot
fb
Very Stony Spot
V
Wet Spot
4�
Other
M�
Special Line Features
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: Harnett County, North Carolina
Survey Area Data: Version 15, Sep 10, 2018
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 17, Sep 10, 2018
Your area of interest (AOI) includes more than one soil survey
area. These survey areas may have been mapped at different
scales, with a different land use in mind, at different times, or at
different levels of detail. This may result in map unit symbols, soil
properties, and interpretations that do not completely agree
across soil survey area boundaries.
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 29, 2014—Dec 9,
2017
USDA Natural Resources Web Soil Survey 8/9/2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Soil Map —Harnett County, North Carolina, and Wake County, North Carolina
MAP LEGEND
MAP INFORMATION
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
shiftina of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 8/9/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Soil Map -Harnett County, North Carolina, and Wake County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Bb
Bibb soils, frequently flooded
4.5
4.0%
DoA
Dothan loamy sand, 0 to 2
percent slopes
0.2
0.1 %
DoB
Dothan loamy sand, 2 to 6
percent slopes
31.6
28.3%
FaB
Fuquay loamy sand, 0 to 6
percent slopes
17.3
15.5%
GoA
Goldsboro loamy sand, 0 to 2
percent slopes, Southern
Coastal Plain
4.9
4.4%
Ly
Lynchburg sandy loam, 0 to 2
percent slopes
19.7
17.6%
NoB
Norfolk loamy sand, 2 to 6
percent slopes
4.2
3.8%
NoC
Norfolk loamy sand, 6 to 10
percent slopes
13.4
12.0%
Ro
Roanoke loam, occasionally
flooded
4.3
3.8%
W
Water
1.9
1.7%
WaB
Wagram loamy sand, 0 to 6
percent slopes
2.0
1.8%
WaC
Wagram loamy sand, 6 to 10
percent slopes
4.8
4.3%
Subtotals for Soil Survey Area
108.9
97.4%
Totals for Area of Interest
111.8
100.0%
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
FrB
Fuquay loamy sand, 0 to 6
percent slopes
1.0
0.9%
GoA
Goldsboro sandy loam, 0 to 2
percent slopes
0.9
0.8%
GrC
Gritney sandy loam, 6 to 10
percent slopes
1.0
0.9%
RaA
Rains sandy loam, 0 to 2
percent slopes
0.0
0.0%
Subtotals for Soil Survey Area
2.9
2.6%
Totals for Area of Interest
111.8
100.0%
USDA Natural Resources Web Soil Survey 8/9/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

2070000 FEET 2080000 FEET
650000 FEET 78°45'30"W 78°45'0"W 78°44'30"W 78°44'0"W 650000 FEET
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78°45'30"W 78°45'0"W 78°44'30"W 78°44'0"W
2070000 FEET 2080000 FEET
PEIA6 CC d'•r_ 1,;m rECHNICRLPAFITNEA
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMATAT
HTTP://FRIS.NC.GOV/FRIS
Without Base Flood Elevation (BFE)
With BFE or Depth zone AE, AO, AH, VE, AR
SPECIAL FLOOD
Regulatory Floodway
HAZARD AREAS
•
0.2% Annual Chance Flood Hazard, Areas
of 1% Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
Areas of Less Than One Square Mile
Future Conditions 1% Annual
Chance Flood Hazard
OTHER AREAS OF
Area with Reduced Flood Risk due to Levee
FLOOD HAZARD
See Notes
OTHER
Areas Determined to be Outside the
AREAS
0.2% Annual Chance Floodplain
-------------
Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
GENERAL
Levee, Dike, or Floodwall
STRUCTURES
Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM5510 ®
National Geodetic Survey bench mark
BM5510<81
Contractor Est. NCFMP Survey bench mark
012 1•$-2—
Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
a- - - - -
Coastal Transect
— - - - - -
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD.
CBRS Area Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
0 250 500
0 75 150
PANEL LOCATOR
1,000
Feet
Meters
300
i
CHATHAM COUNTY
r
1 0626
_ ✓ \F0604 0624
LEE COUNTY
9548
WAKE COUNTY
JOHNSTON COUNTY
0602 1 0622 1 0642 1 0662 1 0682 1 11602
9680 1 0600 1 0620 1 0640 1 0660 1 0680 1 1600 �,.1 1620
9588 1 0508 1 0528 1 0548 1 0568
9566 1 9586 1 0506 1 0526 1 0546 1 0566
9564 1 9584 1 0504 1 0524
HOKE COUNTY
i
CUMBERLAND COUNTY
1506 1 1 .- 1546
15044 1524
z
7 SAMPSON COUNTY
i
f;
I`f
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cc FLOOD INSURANCE RATE MAP
NORTH CAROLINA
0 y.
PANEL 0674 x
a+vo sti�4
FEMA
a
Panel Contains:
wt�
COMMUNITY CID PANEL SUFFIX
ANGIER, TOWN OF 370522 0674 K
r'r V r HARNETT COUNTY 370328 0674 K
WAKE COUNTY 370368 0674 K
0
_0
U.
0
Z
MAP NUMBER
3720067400K
MAP REVISED
10/03/06

660000 FEET
640000 FEET
2080000 FEET
2080000 FEET
rE:3ZSYHi1�i�l
re-z'P [d ITiTA
rE:�yx�l�►�a�
rE:3ty1 INTiTA
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78°43'30"W 78°43'0"W 78°42'30"W 78°42'0"W 78°41'30"W 78°41'0"W 78°40'30"W
FLOOD HAZARD INFORMATION
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
F
Without Base Flood Elevation (BFE)
_ 1
07
With BFE or Depth z-one AL, AU, AN, Vt, AR
SPECIAL FLOOD
Regulatory Floodway
HAZARD AREAS
0.2% Annual Chance Flood Hazard, Areas
of 1% Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
Areas of Less Than One Square Mile
Future Conditions 1% Annual
Chance Flood Hazard
OTHER AREAS OF
Area with Reduced Flood Risk due to Levee
FLOOD HAZARD
See Notes
OTHER
Areas Determined to be Outside the
AREAS
0.2% Annual Chance Floodplain
-------------
Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
GENERAL
Levee, Dike, or Floodwall
STRUCTURES
I I I I I I I I I I I I I
Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM5510 ®
National Geodetic Survey bench mark
BM5510<81
Contractor Est. NCFMP Survey bench mark
012 1,8-2—
Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
a- - - - -
Coastal Transect
— - - - - -
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
NOTES TO USERS
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD.
CBRS Area Otherwise Protected Area
SCALE
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 1,000 feet 1:12,000
0 500 1,000 2,000
Feet
Meters
0 150 300 600
PANEL LOCATOR
i
CHATHAM COUNTY
1 0626
_ ✓ \F0604 0624
LEE COUNTY
9548
WAKE COUNTY
JOHNSTON COUNTY
0602 1 0622 1 0642 1 0662 1 0682 1 11602
9680 1 0600 1 0620 1 0640 1 0660 1 0680 1 1600 �,.1 1620
9588 1 0508 1 0528 1 0548 1 0568
9566 1 9586 1 0506 1 0526 1 0546 1 0566
9564 1 9584 1 0504 1 0524
HOKE COUNTY
i
CUMBERLAND COUNTY
1506 1 1 .^ 1546
15044 1524
z
7 SAMPSON COUNTY
i
f;
i
2100000 FEET
78°40'0"W 660000 FEET
35°33'30"N
35°33'0"N
35°32'30"N
35°32'0"N
35°31'30"N
35°31'0"N
35°30'30"N 640000 FEET
78°40'0"W
2100000 FEET
PEIX, SCC'O"PE�FTII IG TECHNIC.4LPAATIJEA
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cc FLOOD INSURANCE RATE MAP
NORTH CAROLINA
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PANEL 0684 x S
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ANGIER, TOWN OF 370522 0684 K
HARNETT COUNTY 370328 0684 K
JOHNSTON COUNTY 370138 0684 K
WAKE COUNTY 370368 0684 K
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MAP NUMBER
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