SW6200903_2020.09.14 SIA Report_20200924

STORMWATER MANAGEMENT REPORT
for
WINCHESTER
SUBDIVISION
Submittal to:
Hoke County
NCDOT
NCDEMLR STORMWATER
Prepared for:
STAFFORD TURNER DEVELOPMENT, LLC.
246 VALLEYFIELD LANE
SOUTHERN PINES, NC 28387
CONTACT: BOB STAFFORD
PHONE: [phone]
Submittal Date:
SEPTEMBER 14, 2020
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
License No. C-3389
JTE Project #: 20-010
DDS Project# 2019- 23
" Jr
111ArW
2
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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. Hoke County.............................................................................................2
B. NCDEQ.........................................................................................................3
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. Computations
Minor System
Grass Conveyance Swales
Erosion Control
B. Maps
Inlet Drainage Area
Erosion Control Drainage Area
C. Soil Survey Map
D. FEMA FIRM Map
E. USGS MAP
F. SUPPLEMENT-EZ
OPERATION & MAINTENANCE AGREEMENT
BMP SUPPLEMENT FORMS

I. EXISTING CONDITIONS
A. PROPERTY
The proposed project site is on o n e 30.71 AC p a rc e I (PIN# 4948-40-30-
1004) in Hoke County. The property is currently undeveloped farm land
with no impervious surfaces.
The following is a summary of the adjacent properties:
To the north, undeveloped (zoning R-20)
To the south, undeveloped (zoning R-20)
To the west, undeveloped (zoning R-20)
To the east, single family and undeveloped (zoning R-20)
See Figure 1 below for an aerial view of the property for the proposed
Winchester Subdivision project (Site).
Figure 1: Aerial view of pre -developed site
Stormwater Impact Analysis - Winchester Subdivision
Page 1 1 4

B. WATERSHED
The site is located in the Gully Branch Watershed and Cape Fear River
Basin. The NCDEQ Stream Index for Gully Branch is 18-31-20.7 and
Stream Classification for Gully Branch is `B'.
C. JURISDICTIONAL WATERS
There are no jurisdictional streams located on the site. There are no
impacts proposed with this project to jurisdictional streams or
wetlands.
D. FEMA FLOODPLAIN
There are no FEMA mapped floodplains located on the site per FIRM
Panel 3710948400K, effective date Jan. 5, 2007. See Appendix D for
FEMA FIRM maps.
E. SOILS
Refer to Appendix C for the NRCS map showing anticipated on -site soils.
II. AGENCY STORMWATER REQUIREMENTS
A. Hoke County
Section 3.7 `Storm Drainage Not in Public Streets" of the Hoke County
Subdivision Ordinance details the requirements for managing
stormwater from new construction sites.
Section 3.3 `Streets" of the Hoke County Subdivision Ordinance details
the requirements for managing stormwater from new construction sites
per NCDOT requirements.
Stormwater Impact Analysis - Winchester Subdivision
Page 2 1 4

B. NCDEQ
Hoke 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 will create thirty-three (33) single family lots (min
20,000 sf). The proposed project will add additional roads the Hoke County
road system. The design follows the Preliminary Plat that was recently
approved by Hoke County. As part of this project, public waterwill be
extended to serve the new lots.
B. LAND DISTURBANCE AND EROSION CONTROL
The proposed disturbed area for the proposed project is 29.1 AC +/-. A
NCDEQ Land Disturbance (Erosion Control) Permit will be obtained prior to
beginning work.
C. IMPERVIOUS SURFACE
The proposed total amount of impervious surfaces for this project is 4.66 AC.
This includes pavement and curb & gutters in the public R/W and driveways
and rooftops on each lot. The resulting percent impervious (or built -upon)
of 15.2% of the total property area. A maximum amount of 3,500 SF of
impervious area is allocated to each lot. Thus, this development is classified
as `low density' under NCDEQ Phase II regulations.
Stormwater Impact Analysis - Winchester Subdivision
Page 3 1 4

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 and cross -pipes are
sized based on 25-year storm flow not exceeding the hydraulic
capacity of each pipe segment (as open channel flow, that is, non -
pressure flow).
ii. Grass Conveyance 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, Grass 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 0.1 % to 0.5% that discharge into
an existing drainage swale to the south. There are four (4) proposed
grass swales, each with a length greater than 100 LF.
iii. Methodology and computations
Refer to Appendix A for storm drainage and stormwater
management computations. Hydrologic computations were based
on the Rational Method for storm drainage and SCS method for
stormwater management. 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 - Winchester Subdivision
Page 4 1 4

APPENDIX A
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Outlet Protection #100
New York Method 8.06.5 Manual
Q=
15.56 cfs
La=
8 FT
Pipe Diameter
24 in
W=
6 FT
Velocity=
5.83 ft/s
d=
12 IN
Zone=
1
Stone Diameter= Class A
Outlet Protection #200
New York Method 8.06.5 Manual
Q=
36.01 cfs
La=
18 FT
Pipe Diameter
36 ft
W=
9 FT
Velocity=
5.31 ft/s
d=
18 IN
Zone=
2
Stone Diameter= Class B
Outlet Protection #300
New York Method 8.06.5 Manual
Q= 5.34 cfs La= 6 FT
Pipe Diameter 18 in W= 4.5 FT
Velocity= 3.52 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection #400
New York Method 8.06.5 Manual
Q= 32.94 cfs La= 15 FT
Pipe Diameter 30 in W= 7.5 FT
Velocity= 6.71 ft/s d= 18 IN
Zone= 2 Stone Diameter= Class B

U.S. Department of Agriculture
Natural Resources Conservation Service
FL-ENG-21 B
06/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Winchester Subdivison Designed By: MTB Date:
Location: Hoke County, NC
Check one: y( Present Developed
Check one: y( T, Tt
Checked By: JRT
through subarea DA #101
Date:
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only)
1. Surface description (Table 3-1) ................
2. Manning's roughness coeff., n (Table 3-1)
3. Flow length, L (total L < 100 ft) .................
4. Two-year 24-hour rainfall, P2.....................
5. Land slope, s............................................
6. Tt = 0.007 (nL) 0.8 Compute Tt
P2 0.5 S0.4
Shallow Concetrated Flow
7. Surface description (paved or unpaved) .....
8. Flow length, L..............................................
9. Watercourse slope, s..................................
10. Average velocity, V (Figure 3-1) .................
11. Tt = L Compute Tt
3600 V
Channel Flow
12. Cross sectional flow area, a .......................
13. Wetted perimeter, PW.................................
14. Hydraulic radius, r = a Compute r ...........
PW
15. Channel Slope, s........................................
16. Manning's Roughness Coeff., n .................
17. V = 1.49 r2/3 s'/2 Compute V
n
18. Flow length, L................................
19. Tt = L Compute Tt
Segment ID 1 1
........................ ft
........................ in
...................... ft/ft
...................... hr
FIELDS
0.03
100
0.1
0.050
0.14
+
Segment ID 1 2
.ft
ft/ft
ft/s
hr
Segment ID
................. ft2
................. ft
................ ft
.............. ft/ft
.....................
................ ft/s
................. ft
................ hr
snuu v
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19
UNPAVED
1,410
0.050
3.8
0.10
+
6.0
9.0
0.7
0.005
0.03
2.7
209
0.02
+
...........................................................
hr 0.27
0.27= 16.2 mins

Chapter 3
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow- concentrated flow
.50
20
10
.02
MI
.005 L
1
;3-2
2 4 6 10 20
3.8
Average velocity (ftlsec)
(210-V1-TR-55, Second Ed., dune 1986)

U.S. Department of Agriculture
Natural Resources Conservation Service
FL-ENG-21 B
06/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Winchester Subdivision Designed By: MTB Date:
Location: Hoke County, NC
Check one: y( Present Developed
Check one: y( T, Tt
Checked By: JRT
through subarea DA #207
Date:
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only)
1. Surface description (Table 3-1) ................
2. Manning's roughness coeff., n (Table 3-1)
3. Flow length, L (total L < 100 ft) .................
4. Two-year 24-hour rainfall, P2.....................
5. Land slope, s............................................
6. Tt = 0.007 (nL) 0.8 Compute Tt
P2 0.5 S0.4
Shallow Concetrated Flow
7. Surface description (paved or unpaved) .....
8. Flow length, L..............................................
9. Watercourse slope, s..................................
10. Average velocity, V (Figure 3-1) .................
11. Tt = L Compute Tt
3600 V
Channel Flow
12. Cross sectional flow area, a .......................
13. Wetted perimeter, PW.................................
14. Hydraulic radius, r = a Compute r ...........
PW
15. Channel Slope, s........................................
16. Manning's Roughness Coeff., n .................
17. V = 1.49 r2/3 s'/2 Compute V
n
18. Flow length, L................................
19. Tt = L Compute Tt
Segment ID 1 1
........................ ft
........................ in
...................... ft/ft
...................... hr
WOODS,FIEL[b
0.03
100
0.1
0.050
0.14
+
Segment ID 1 2
.ft
ft/ft
ft/s
hr
Segment ID
................. ft2
................. ft
................ ft
.............. ft/ft
.....................
................ ft/s
................. ft
................ hr
snuu v
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19
UNPAVED
1,142
0.050
3.8
0.08
+
3.0
12.0
0.3
0.005
0.03
1.4
295
0.06
+
...........................................................
hr 0.29
0.29= 17.4 mins

Chapter 3
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow- concentrated flow
.50
20
10
.02
MI
.005 L
1
;3-2
2 4 6 10 20
3.8
Average velocity (ftlsec)
(210-V1-TR-55, Second Ed., dune 1986)

U.S. Department of Agriculture
Natural Resources Conservation Service
FL-ENG-21 B
06/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Winchester Subdivision Designed By: MTB Date:
Location: Hoke County, NC
Check one: y( Present Developed
Check one: y( T, Tt
Checked By: JRT
through subarea DA #402
Date:
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only)
1. Surface description (Table 3-1) ................
2. Manning's roughness coeff., n (Table 3-1)
3. Flow length, L (total L < 100 ft) .................
4. Two-year 24-hour rainfall, P2.....................
5. Land slope, s............................................
6. Tt = 0.007 (nL) 0.8 Compute Tt
P2 0.5 S0.4
Shallow Concetrated Flow
7. Surface description (paved or unpaved) .....
8. Flow length, L..............................................
9. Watercourse slope, s..................................
10. Average velocity, V (Figure 3-1) .................
11. Tt = L Compute Tt
3600 V
Channel Flow
12. Cross sectional flow area, a .......................
13. Wetted perimeter, PW.................................
14. Hydraulic radius, r = a Compute r ...........
PW
15. Channel Slope, s........................................
16. Manning's Roughness Coeff., n .................
17. V = 1.49 r2/3 s'/2 Compute V
n
18. Flow length, L................................
19. Tt = L Compute Tt
Segment ID 1 1
........................ ft
........................ in
...................... ft/ft
...................... hr
FIELDS
0.03
100
0.1
0.050
0.14
+
Segment ID 1 2
.ft
ft/ft
ft/s
hr
Segment ID
................. ft2
................. ft
................ ft
.............. ft/ft
.....................
................ ft/s
................. ft
................ hr
snuu v
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19
UNPAVED
1,137
0.050
3.8
0.08
+
1
8.5
12.1
0.7
0.005
0.02
3.8
321
0.02
+
...........................................................
hr 0.25
0.25= 15.0 mins

Chapter 3
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow- concentrated flow
.50
20
10
.02
MI
.005 L
1
;3-2
2 4 6 10 20
3.8
Average velocity (ftlsec)
(210-V1-TR-55, Second Ed., dune 1986)

U.S. Department of Agriculture
Natural Resources Conservation Service
FL-ENG-21 B
06/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Winchester Subdivision Designed By: MTB Date:
Location: Hoke County, NC
Check one: y( Present Developed
Check one: y( T, Tt
Checked By: JRT
through subarea DA #403
Date:
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only)
1. Surface description (Table 3-1) ................
2. Manning's roughness coeff., n (Table 3-1)
3. Flow length, L (total L < 100 ft) .................
4. Two-year 24-hour rainfall, P2.....................
5. Land slope, s............................................
6. Tt = 0.007 (nL) 0.8 Compute Tt
P2 0.5 S0.4
Shallow Concetrated Flow
7. Surface description (paved or unpaved) .....
8. Flow length, L..............................................
9. Watercourse slope, s..................................
10. Average velocity, V (Figure 3-1) .................
11. Tt = L Compute Tt
3600 V
Channel Flow
12. Cross sectional flow area, a .......................
13. Wetted perimeter, PW.................................
14. Hydraulic radius, r = a Compute r ...........
PW
15. Channel Slope, s........................................
16. Manning's Roughness Coeff., n .................
17. V = 1.49 r2/3 S11 Compute V
n
18. Flow length, L................................
19. Tt = L Compute Tt
Segment ID 1 1
........................ ft
........................ in
...................... ft/ft
...................... hr
FIELDS
0.03
100
0.1
0.050
0.14
+
Segment ID 1 2
.ft
ft/ft
ft/s
hr
Segment ID
................. ft2
................. ft
................ ft
.............. ft/ft
.....................
................ ft/s
................. ft
................ hr
snuu v
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19
UNPAVED
1,295
0.050
3.8
0.09
+

Chapter 3
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow- concentrated flow
.50
20
10
.02
MI
.005 L
1
;3-2
2 4 6 10 20
3.8
Average velocity (ftlsec)
(210-V1-TR-55, Second Ed., dune 1986)

U.S. Department of Agriculture
Natural Resources Conservation Service
FL-ENG-21 B
06/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Winchester Subdivision Designed By: MTB Date:
Location: Hoke County, NC
Check one: y( Present Developed
Check one: y( T, Tt
Checked By: JRT
through subarea DA #404
Date:
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only)
1. Surface description (Table 3-1) ................
2. Manning's roughness coeff., n (Table 3-1)
3. Flow length, L (total L < 100 ft) .................
4. Two-year 24-hour rainfall, P2.....................
5. Land slope, s............................................
6. Tt = 0.007 (nL) 0.8 Compute Tt
P2 0.5 S0.4
Shallow Concetrated Flow
7. Surface description (paved or unpaved) .....
8. Flow length, L..............................................
9. Watercourse slope, s..................................
10. Average velocity, V (Figure 3-1) .................
11. Tt = L Compute Tt
3600 V
Channel Flow
12. Cross sectional flow area, a .......................
13. Wetted perimeter, PW.................................
14. Hydraulic radius, r = a Compute r ...........
PW
15. Channel Slope, s........................................
16. Manning's Roughness Coeff., n .................
17. V = 1.49 r 213S11 Compute V
n
18. Flow length, L................................
19. Tt = L Compute Tt
Segment ID 1 1
........................ ft
........................ in
...................... ft/ft
...................... hr
FIELDS
0.03
100
0.1
0.050
0.14
+
Segment ID 1 2
.ft
ft/ft
ft/s
hr
Segment ID
................. ft2
................. ft
................ ft
.............. ft/ft
.....................
................ ft/s
................. ft
................ hr
snuu v
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19
UNPAVED
1,193
0.050
3.8
0.09
+

Chapter 3
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow- concentrated flow
.50
20
10
.02
MI
.005 L
1
;3-2
2 4 6 10 20
3.8
Average velocity (ftlsec)
(210-V1-TR-55, Second Ed., dune 1986)

Permanent Channel # 1 => DA # PD 1
Calculate Flow - Rational Method
25-YrStorm
Q25 = CIA
Q25+FES100+=
21.63
FLUME 1 &2
Channel Slope=r
0.50
Channel Depth=
2.00
Side Slopes=
4.00
Velocity=
3.60
Soil Type @ sandy loam
Channel Lining
Shear Calculation
T=yds
C= 0.33
1= 8.90 in/hr
A= 1.70 ac
Slopes= 0-10%
T= 0.430561bs/ft2
Temporary= NAG S75BN
Permanent= Fescue
Permanent Channel# 2
Calculate Flow - Rational Method
25-YrStorm
Q25 = CIA
Q25 = 15.56
Channel Slope=
0.50
Channel Depth=
1.00
Side Slopes=
3.00
Velocity=
3.32
Soil Type @
sandy loam
Channel Linin
Shear Calculation
y= 62.4 Ibs
dwater ft
s= ft/ft
1
=> DA #
C= 0.30
1= 5.86 in/hr
A= 8.85 ac
Slopes= 0-10%
CA LC Tc
T=yds y= 62.4lbs
dwate MftT= 0.391bs/ft2 s=ft/ft
Temporary= NAG S75BN
Permanent= Fescue

Permanent Channel # 3 => DA # PD 3
Calculate Flow - Rational Method
25-VrStorm
Qzs = CIA
Qzs + FES 200= 51.57
Channel Slope= 0.10
Channel Depth= 2.00
Channel Bottom Width= 6.00
Side Slopes= 4.00
Veloci = 2.29
Soil Type @ andy loam
Channel Lining
Shear Calculation
T=yds y= 62.4 Ibs
dwater- ft
T= 0.1085761bs/ft2 5= ft/ft
Temporary= NAG S75BN
Permanent= Fescue
Permanent Channel # 4 => DA# POWN
Calculate Flow - Rational Method
25-VrStorm
Q2s = CIA
Q25 + FES 300= 8.07
Channel Slope= 0.10
Channel Depth= 3.00
Channel Bottom Width= 6.00
Side Slopes= 4.00
Veloci = 1.36
Soil Type @ I.ndy loam
Channel Lining
Shear Calculation
T=yds
T= 0.424321bs/ft'
Temporary= NAG S75BN
Permanent= Fescue
C= 0.33
1= 8.90 in/hr
A= 5.22 ac
Slopes= 0-10%
C= 0.33
1= 8.90 in/hr
A= 0.93 ac
Slopes= 0-10%
y= 62.4 Ibs
dwaef
s=Mft
ft/ft

Permanent Channel # 5 => DA # PD 5
Calculate Flow - Rational Method
25-VrStorm
Qzs = CIA
Qzs + FES 200= 57.39
Channel Slope= 0.60
Channel Depth= 3.00
Channel Bottom Width= 3.00
Side Slopes= 4.00
Veloci = 4.33
Soil Type @ [andy loam
Channel Lining
Shear Calculation
T=yds y= 62.4 Ibs
dwater- ft
T= 0.6814081bs/ft2 5= ft/ft
Temporary= NAG S75BN
Permanent= Fescue
Permanent Channel # 6 => DA# -
Calculate Flow - Rational Method
25-VrStorm
Q2s = CIA
Qzs= 31.89
Channel Slope= 0.50
Channel Depth=rdy
1.50
Channel Bottom Width=2.00
Side Slopes=4.00
Veloci =3.92
Soil Type @ loam
Channel Lining
Shear Calculation
T=yds
T= 0.380641bs/ft'
Temporary= NAG S75BN
Permanent= Fescue
C= 0.33
1= 8.89 in/hr
A= 8.27 ac
Slopes= 0-10%
C= 0.33
1= 4.78 in/hr
A= 16.83 ac
Slopes= 0-10%
CA LC TC
y= 62.4 Ibs
dwaef
s=Mft
ft/ft

Sediment Basin # 1
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.30
Q25 = CIA
I*=
5.20
Q10 = 39.78
A=
25.50
Q25 = 44.37
2-Yr Storm
Q2 = CIA
C=
0.30
I*=
3.98
*Intensity per Tc
Q2 = 30.45
A=
25.50
Calculate Required Surface Area
SA=Q10 x 325 sf/cfs
Q10 =
39.78
SA= 12928.50 ft2
Side Slopes = 3.00 :1
Pond Depth= 4.00 ft
Basin Dims (Per SA)
Top =
70.00
x
210.00
= 14700 ft2
Bottom =
46
x
186
= 8556 ft2
Volume Required
VR=Ax1800 cf/ac
A=
25.50
ac
VR= 45900.00 ft3
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top=
14700.00 sf
Bottom=
8556.00 sf
VP= 46512.00 ft3
D=
4.00 ft
Skimmer Sizing
Calculate Dewater Time
Qd=V/Td
V=
46512.00 ft3
C= 0.30
I*= 5.80
A= 25.50

Td= 5 3-5 days typ
Qd= 9302.40 cfs
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 9302.40
h= 0.33
D= 2.65
Use 6 " Skimmer w/ 2.65 " Orifice
Principle Spillway Sizing
L=QZ/(cH"') L= ? ft
H= 1.50 ft
c= 3.10
L= 5.35 ft
Riser Sizing
C=pi X D C= 5.35 ft
pi= 3.14
D= 20.43 in D= ? ft
Material= CMP
Use 24.00 "CMP Riser
Barrel Sizing
QZ= CA X sgrt(2gh) C= 0.60
A= ? sf
A= 2.70 Q2= 30.45 cfs
h= 5.50 ft
A=pi X rZ g= 32.20 ft/s
A= 22.24 in
Material= CMP
Use 18.00 "CMP Barrel
Size Riser/Barrel Base
Calculate Bouyance Force on Riser
Cross -sectional area

A=(pi x r2) x 2 r= 0.85
A= 4.55 sf
Riser Volume
V=A x L A= 4.55
L= 4.00
V= 18.21
Bouyance Force
FB=qV q= 62.40lbs
V= 18.21 ft'
FB= 1136.00lbs/cf
Concrete Base Sizing
(Concrete = 120 Ibs/cf) - (weight of water = 62.4 Ibs/cf) == 57.6 Ibs/cf
Base Volume 19.72 cf
Base Dims = 4.44 ft x 4.44 ft x
Weir Sizing
Per AutoCad Hydraflow Software
L= 35.00 ft
D= 1.80 ft
dwater 0.50 ft
Q25= 44.37 cfs
Velocity= 2.31 ft/s
Weir Lining
Shear Calculation
T=yds y= 62.4 lbs
dwater 0.5 ft
T= 0.312 Ibs/ft2 s= 0.01 ft/ft
Required Liner= Class A Rip Rap
Proposed Liner= Class A Rip Rap
1.00 ft

Barrel Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel =
Velocity=
Zone=
18.00 " La= 9 ft
9.6 ft/s W= 4.5 ft
2 Stone Diameter= Class B
Stone d= 18 in

Skimmer Basin # 2
Calculate Flow - Rational Method
10-Yr Storm
25-Yr Storm
Q10 = CIA
C=
0.5
Q25 = CIA C= 0.5
1=
7.98
1= 8.89
Q10 = 21.945
A=
5.5
Q25 = 24.4475 A= 5.5
Calculate Required Surface Area
SA=Q10 x 325 sf/cfs
Q10 =
24.4475 cfs
SA= 7945.438
Side Slopes = 3 :1
Pond Depth= 3 ft
Basin Dims
Top =
64
x
128 = 8192 sf
Bottom =
46
x
110 = 5060 sf
Volume Required
VR=Ax1800 cf/ac
A=
5.5
VR= 9900
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD
Top=
8192
Bottom=
5060
VP= 19878
D=
3
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 15 ft
D= 2 ft
dwater= 0.64 ft
Q25= 24.4475 cfs
Velocity= 2.45 ft/s

Weir Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.64 ft
T= 0.39936 Ibs/ft' s= 0.01 ft/ft
Use Class A Rip Rap
Skimmer Sizing
Calculate Dewater Time
Qd=V/Td V= 9900
Td= 3 2-5 days typ
Qd= 3300
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 3300
h= 1.75
D= 1.374708
Use 4 "Skimmer v 1.4 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 # TD1
Calculate Flow - Rational Method
25-Yr Storm
Q25 = CIA
C=
0.40
I*=
5.37 in/hr
Q25 =
48.76 A=
22.70 ac
Channel Slope=
0.50
Channel Depth=
2.50
*Intensity per Tc
Side Slopes=
3.00
Velocity=
4.42
Soil Type Cry
clay Slopes= 0-10% '
Channel Linine
Shear Calculation
T=yds
y= 62.4lbs
d—te, Mft
T=
0.59281bs/ft2
s= ft/ft
Temporary= NAG S75BN
'
Permanent= NAG S75BN
Temporary Diversion/Berm # 2
=> DA # mp—TD-2-'
Calculate Flow - Rational Method
25-Yr Storm
Q25 = CIA
C=
0.40
1=
8.89 in/hr
Q25 =
4.27 A=
1.20 ac
Channel Slope=
0.50
Channel Depth=
1.50
Side Slopes=
3.00
Velocity=
2.42
Soil Type 61)
clay Slopes= 0-10%
Channel Linine
Shear Calculation
T=yds
y= 62.4lbs
d—te Mft
T=
0.234lbs/ft2
s=ft/ft
Temporary= NAG S75BN
Permanent= NAG S75BN

Temporary Diversion/Berm # 3
=> DA #
TD3
Calculate Flow - Rational Method
25-Yr Storm
Q25 = CIA
C=
0.40
1=
8.89 in/hr
Q25 =
7.47 A=
2.10 ac
Channel Slope=
0.60
Channel Depth=
1.50
Side Slopes=
3.00
Velocity=
2.78
Soil Type @
clay Slopes= 0-10%
Channel Linine
Shear Calculation
T=yds
y=
62.4 Ibs
dWd1ef
0.93 ft
T=
0.29016 Ibs/ft2
s=
0.005 ft/ft
Temporary= NAG S75BN
Permanent= NAG S75BN
Temporary Diversion/Berm # 4
=> DA #
TD4
Calculate Flow - Rational Method
25-Yr Storm
Q25 = CIA
C=
0.40
1=
8.89 in/hr
Q25 =
8.89 A=
2.50 ac
Channel Slope=
0.60
Channel Depth=
1.50
Side Slopes=
3.00
Velocity=
3.11
Soil Type @
clay Slopes= 0-10%
Channel Linine
Shear Calculation
T=yds
y=
62.4 Ibs
dwace
0.96 ft
T=
0.359424 Ibs/ft2
s=
0.006 ft/ft
Temporary= NAG S75BN
Permanent= NAG S75BN

Temporary Diversion/Berm #
5 => DA # TD5 (CLEANWATER)
Calculate Flow - Rational Method
25-Yr Storm
Q25 = CIA
C= 0.40
1= 6.05 in/hr
Q25 =
56.31
A= 23.27 ac
Channel Slope=
0.50
*Intensity per Tc
Channel Depth=
2.50
Side Slopes=
3.00
Velocity=
4.49
Soil Type @
clay
Slopes= 0-10%
Channel Linine
Shear Calculation
T=yds
y= 62.4 Ibs
dWd1ef 2 ft
T=
0.624
Ibs/ft2 s= 0.005 ft/ft
Temporary=
NAG S75BN
Permanent=
NAG S75BN
Temporary Diversion/Berm #
6 => DA # TD6 (CLEANWATER)
Calculate Flow - Rational Method
25-Yr Storm
Q25 = CIA
C= 0.40
1= 6.51 in/hr
Q25 =
20.57
A= 7.90 ac
Channel Slope=
0.50
*Intensity per Tc
Channel Depth=
2.00
Side Slopes=
3.00
Velocity=
3.57
Soil Type @
clay
Slopes= 0-10%
Channel Linine
Shear Calculation
T=yds
y= 62.4 Ibs
dwace 1.37 ft
T=
0.42744
Ibs/ft2 s= 0.005 ft/ft
Temporary=
NAG S75BN
Permanent=
NAG S75BN

U.S. Department of Agriculture
Natural Resources Conservation Service
FL-ENG-21 B
06/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Winchester Subdivision Designed By: MTB Date:
Location: Hoke County, NC
Check one: y( Present Developed
Check one: y( T, Tt
Checked By: JRT
through subarea DA SIB #1
Date:
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only)
1. Surface description (Table 3-1) ................
2. Manning's roughness coeff., n (Table 3-1)
3. Flow length, L (total L < 100 ft) .................
4. Two-year 24-hour rainfall, P2.....................
5. Land slope, s............................................
6. Tt = 0.007 (nL) 0.8 Compute Tt
P2 0.5 S0.4
Shallow Concetrated Flow
7. Surface description (paved or unpaved) .....
8. Flow length, L..............................................
9. Watercourse slope, s..................................
10. Average velocity, V (Figure 3-1) .................
11. Tt = L Compute Tt
3600 V
Channel Flow
12. Cross sectional flow area, a .......................
13. Wetted perimeter, PW.................................
14. Hydraulic radius, r = a Compute r ...........
PW
15. Channel Slope, s........................................
16. Manning's Roughness Coeff., n .................
17. V = 1.49 r2/3 S11 Compute V
n
18. Flow length, L................................
19. Tt = L Compute Tt
Segment ID 1 1
........................ ft
........................ in
...................... ft/ft
...................... hr
FIELDS
0.03
100
0.1
0.050
0.14
+
Segment ID 1 2
. ft
ft/ft
ft/s
hr
Segment ID
................. ft2
................. ft
................ ft
.............. ft/ft
.....................
................ ft/s
................. ft
................ hr
snuu v
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19
UNPAVED
1,868
0.050
3.8
0.14
+

Chapter 3
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow- concentrated flow
.50
20
10
.02
MI
.005 L
1
;3-2
2 4 6 10 20
3.8
Average velocity (ftlsec)
(210-V1-TR-55, Second Ed., dune 1986)

U.S. Department of Agriculture
Natural Resources Conservation Service
FL-ENG-21 B
06/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Winchester Subdivision Designed By: MTB Date:
Location: Hoke County, NC
Check one: y( Present Developed
Check one: y( T, Tt
Checked By: JRT
through subarea DA TD #5
Date:
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only)
1. Surface description (Table 3-1) ................
2. Manning's roughness coeff., n (Table 3-1)
3. Flow length, L (total L < 100 ft) .................
4. Two-year 24-hour rainfall, P2.....................
5. Land slope, s............................................
6. Tt = 0.007 (nL) 0.8 Compute Tt
P2 0.5 S0.4
Shallow Concetrated Flow
7. Surface description (paved or unpaved) .....
8. Flow length, L..............................................
9. Watercourse slope, s..................................
10. Average velocity, V (Figure 3-1) .................
11. Tt = L Compute Tt
3600 V
Channel Flow
12. Cross sectional flow area, a .......................
13. Wetted perimeter, PW.................................
14. Hydraulic radius, r = a Compute r ...........
PW
15. Channel Slope, s........................................
16. Manning's Roughness Coeff., n .................
17. V = 1.49 r2/3 S11 Compute V
n
18. Flow length, L................................
19. Tt = L Compute Tt
Segment ID 1 1
........................ ft
........................ in
...................... ft/ft
...................... hr
FIELDS
0.03
100
0.1
0.050
0.14
+
Segment ID 1 2
. ft
ft/ft
ft/s
hr
Segment ID
................. ft2
................. ft
................ ft
.............. ft/ft
.....................
................ ft/s
................. ft
................ hr
snuu v
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19
UNPAVED
1,335
0.050
3.8
0.10
+

Chapter 3
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow- concentrated flow
.50
20
10
.02
MI
.005 L
1
;3-2
2 4 6 10 20
3.8
Average velocity (ftlsec)
(210-V1-TR-55, Second Ed., dune 1986)

U.S. Department of Agriculture
Natural Resources Conservation Service
FL-ENG-21 B
06/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Winchester Subdivision Designed By: MTB Date:
Location: Hoke County, NC
Check one: y( Present Developed
Check one: y( T, Tt
Checked By: JRT
through subarea DA TD#6
Date:
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only)
1. Surface description (Table 3-1) ................
2. Manning's roughness coeff., n (Table 3-1)
3. Flow length, L (total L < 100 ft) .................
4. Two-year 24-hour rainfall, P2.....................
5. Land slope, s............................................
6. Tt = 0.007 (nL) 0.8 Compute Tt
P2 0.5 S0.4
Shallow Concetrated Flow
7. Surface description (paved or unpaved) .....
8. Flow length, L..............................................
9. Watercourse slope, s..................................
10. Average velocity, V (Figure 3-1) .................
11. Tt = L Compute Tt
3600 V
Channel Flow
12. Cross sectional flow area, a .......................
13. Wetted perimeter, PW.................................
14. Hydraulic radius, r = a Compute r ...........
PW
15. Channel Slope, s........................................
16. Manning's Roughness Coeff., n .................
17. V = 1.49 r2/3 S11 Compute V
n
18. Flow length, L................................
19. Tt = L Compute Tt
Segment ID 1 1
........................ ft
........................ in
...................... ft/ft
...................... hr
FIELDS
0.03
100
0.1
0.050
0.14
+
Segment ID 1 2
.ft
ft/ft
ft/s
hr
Segment ID
................. ft2
................. ft
................ ft
.............. ft/ft
.....................
................ ft/s
................. ft
................ hr
snuu v
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19
UNPAVED
879
0.050
3.8
0.06
+

Chapter 3
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow- concentrated flow
.50
20
10
.02
MI
.005 L
1
;3-2
2 4 6 10 20
3.8
Average velocity (ftlsec)
(210-V1-TR-55, Second Ed., dune 1986)

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Soil Map —Hoke County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaB
Blaney loamy sand, 2 to 8
8.9
3.3%
percent slopes
BaD
Blaney loamy sand, 8 to 15
9.4
3.5%
percent slopes
CaB
Candor sand, 1 to 8 percent
29.7
11.0%
slopes
GoA
Goldsboro loamy sand, 0 to 2
16.9
6.2%
percent slopes, Southern
Coastal Plain
LaB
Lakeland sand, 1 to 8 percent
15.3
5.6%
slopes
NoA
Norfolk loamy sand, 0 to 2
64.9
23.9%
percent slopes
NoB
Norfolk loamy sand, 2 to 6
7.9
2.9%
percent slopes
Ra
Rains sandy loam, 0 to 2
6.9
2.6%
percent slopes
WaB
Wagram loamy sand, 0 to 6
110.7
40.9%
percent slopes
Wo
Woodington loamy sand
0.4
0.1 %
Totals for Area of Interest
270.9
100.0%
USDA Natural Resources Web Soil Survey 7/15/2020
Conservation Service National Cooperative Soil Survey Page 3 of 3

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APPENDIX
SUPPLEAM
M/QM4EHMC0
ZWOQMEME 4
SUPPLEMEHU

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
INFORMATION
ect Name Glen Meadow Subdivision - Phase 2
Wetland Area (ac;
Water Area (ac)
this project High or Low Density?
)es this Droiect use an off -site SCM?
Low
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
30
8
Will the vegetated setback remain vegetated?
Yes
9
Is BUA other that as listed in .1003 4 c-d out of the setback?
Yes
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
0
12
Bioretention Cell
0
13
Wet Pond
0
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level Spreader -Filter Strip (IS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Ba filter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Jeremy Thomas, PE. - President
28
Organization:
J Thomas Engineering, Inc.
29
Street address:
143 Charlotte Avenue, Suite 104
30
City, State, Zip:
Sanford, NC 27330
31
Phone numbers :
919 777-6010
32
Email:
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete, and
that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent
with the information provided here.
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a high density project?
No
2
If so, number of drainage areas/SCMs
4
3
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
4
1TvDe of SCM
5
Total BUA in pro ect (sq ft
203039 sf
6
New BUA on subdivided lots (subject to permitting)
(sq ft
115500 sf
7
New BUA outside of subdivided lots (subject to
ermittina) (sfi
104039 sf
8
Offsite - total area (sq ft
sf
9
Offsite BUA (sq ft
sf
10
Breakdown of new BUA outside subdivided lots
Parking (sq ft
Sidewalk (sq ft
8149 sf
Roof (sq ft)
Roadway s ft
79390 sf
Future (sq ft
Other, please specify in the comment box belo
(sq ft
11
New infiltrating permeable pavement on subdivide
lots (sq ft
12
New infiltrating permeable pavement outside of
subdivided lots (sq ft
13permitting)
Exisitng BUA that will remain (not subject to
s ft
14
Existing BUA that is already permitted (sq ft)
15
Existina BUA that will be removed (sq ft
16
Percent BUA
15%
17
Design storm inches
18
Design volume of SCM cu ft
19
ICalculation method for design volume
ADDITIONAL INFORMATION
20
Please use this space to provide any additional information about the
drainage area(s):
DRAINAGE AREA INFORMATION
Entire Site
1
4
Type of SCM
N/A
5
Total BUA from project (sq ft)
6
1995 rules
SL 2006-246
2008 rules
2017 rules
New BUA on subdivided lots (subject to
permitting) (sq ft)
1995 rules
SL 2006-246
7
2008 rules
2017 rules
8
New BUA outside of subdivided lots (subject to
permitting) (sf)
1995 rules
SL 2006-246
2008 rules
2017 rules
9
Offsite - total area (sq ft)
1995 rules
SL 2006-246
2008 rules
2017 rules
10
Offsite BUA (sq ft)
1995 rules
SL 2006-246
2008 rules
2017 rules
11
Design storm (inches)
1995 rules
SL 2006-246
2008 rules
2017 rules

12
1 Breakdown of new BUA:
Parking (sq ft
Sidewalk (sq ft
Roof (sq ft
Roadway (sq ft)
Future (sq ft
Other, please specify in the commen4bbelo
(sq ft
13
New infiltrating permeable pavement on subdivided
lots (sq ft
14
New infiltrating permeable pavement outside of
subdivided lots (sq ft
15
Exisitng BUA that will remain (not subject to
permitting) (sq ft)
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19
DE n volume of SCM cu ft
20
Calculation method for design volume
ADDITIONAL INFORMATION
21
1 Please use this space to provide any additional
information about the drainage area(s):

LOW DENSITY
DESIGN
REQUIREMENTS FOR LOW DENSITY PROJECTS FROM 021-1.1003
1
Is project below density thresholds set forth in the applicable stormwater rule?
Yes
2
Does project maximize dispersed flow and minimize channelization of flow?
Yes
3
Has the use of piping been minimized per .1003(2)(c)?
Yes
4
Side slopes of the vegetated conveyances (H:V)
5TO1
5
Maximum velocity in the vegetated conveyances during the 10-year storm?
6
Are curb outlet swales proposed?
Yes
7
Maximum longitudinal slope of curb outlet swale(s) (%)
0%
8
Bottom width of curb outlet swale(s) (feet)
2 ft
9
Maximum side slope of curb outlet swale(s) (H:V)
5:1
10
Minimum length of curb outlet swale(s) (feet)
290 ft
11
Are treatment swales used instead of curb outlet swales?
No
12
Is stormwater released at the edge of the setback as dispersed flow?
No
13
Have stormwater outlets been designed to prevent downslope erosion?
Yes
14
JAre variations to rule .1003 proposed?
No
ADDITIONAL INFORMATION
15 iPlease use this space to provide any additional information about this low density project:
Flow depth (ft)
©aaa�aaaa

Operation & Maintenance Agreement
Project Name:
Project Location:
Winchester Subdivision
Hoke County, NC
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced alateiy. These
deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & corres
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Level Spreader/VFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
P
User Defined BMP
Present:
P
g O&M tables will be added automatically):
Location(s):
Location(s):
Location(s): South Side of Development
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
* Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Stafford Turner Development Partnership - Robert Stafford
Owner/Developer
246 Valleyfield Lane
Southern Pines, NC 28387
[phone]
[e-mail]
Signature: A&jtxE!�i�Date:
I, SKY mL-\ .9, i? )pu' a Notary Public for the State of Mi(TV% (t4c ►ram
County of r 11" do hearby certify that Qwbtf(� Q. • S*6 S
personally appeared before me this 1 ► day of $w\A IM-0 and
acknowledge the due execution of the Operations and Maintenance Agreement.
Witness my hand and official seal,
,���\\\\\\\\\O A B LA
Notary Public
Lee =
county
AR ��
STOZ ��1111111\�
Version 1 A
My commission expires t I rm `runs 10/16/2019
Page 1 of 3

Grassed Swale Maintenance Requirements
Important maintenance procedures:
The drainage area of the grassed swale will be carefully managed to reduce the sediment load to the grassed
swale.
After the first-time fertilization to establish the grass in the swale, fertilizer will not be applied to the grassed
swale.
The grassed swale will be inspected once a quarter. Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How to remediate the problem:
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The entire length of the
Trash/debris is present.
Remove the trash/debris.
swale
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then re -sod (or
erosive gullies have formed.
plant with other appropriate species) and water until established.
Provide lime and a one-time fertilizer application.
Sediment covers the grass at
Remove sediment and dispose in an area that will not impact streams
the bottom of the swale.
or BMPs. Re -sod if necessary.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
STORM-EZ 10/16/2019
Version 1.4 O&M Manual Page 3 of 3

Permit Number:
(to be provided by DWQ)
Qp W A TF9
r
NCDENR p
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Winchester Subdivision
Contact name
J Thomas Engineering, Inc - Michael Blakley
Phone number
[phone]
Date
July 15, 2020
Drainage area number
PD 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
413,384.00 f?
Impervious area
7,200.00 f?
Percent impervious
1.7% %
Design rainfall depth
3.04 inch
Peak Flow Calculations
10-yr storm runoff depth
5.44
in
10-yr storm intensity
5.26
in/hr
Post -development 10-yr storm peak flow
14.97
fe/sec
Velocity
Maximum non -erosive velocity (peak 10-year storm)
4.50 ft/sec
Soil characteristics (enter 'Y' below)
Sand/silt (easily erodible)
X
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
X
Bahiagrass
Kentucky bluegrass
Grass -legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
Y
(Y or N)
Maximum velocity
3.60
Side slopes
4.00
:1
Swale length
240.00
ft
Option 2: Swale Seeking Pollutant Credit ("For -Credit" Swale):
(Y or N)
Maximum velocity for 10-yr storm
ft/sec
Side slopes
:1
Swale length
ft
Co719
Insufficient side slopes. Max is 5:1.
OK
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an 'Y' in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the Swale
Width of the top of the Swale
Additional Information
Is the Swale sized for all runoff from ultimate build -out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the Swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the Swale?
What is the SHWT elevation?
What is the longitudinal slope of the Swale?
What is the depth of freeboard?
1:1
Y (Y or N)
OK
Y (Y or N)
OK
1.00 ft
OK
200.00 fmsl
197.00 fmsl
196.00 fmsl
0.50 %
OK
0.62 ft
OK
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 2 of 2

Permit Number:
(to be provided by DWQ)
Qp W A TF9
r
NCDENR p
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Winchester Subdivision
Contact name
J Thomas Engineering, Inc - Michael Blakley
Phone number
[phone]
Date
July 15, 2020
Drainage area number
PD 3
II. DESIGN INFORMATION
Site Characteristics
Drainage area
1,055,023.00 f?
Impervious area
101,228.00 f?
Percent impervious
9.6% %
Design rainfall depth
3.04 inch
Peak Flow Calculations
10-yr storm runoff depth
10-yr storm intensity
Post -development 10-yr storm peak flow
Velocity
Maximum non -erosive velocity (peak 10-year storm)
Soil characteristics (enter 'Y' below)
Sand/silt (easily erodible)
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass -legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
Maximum velocity
Side slopes
Swale length
Option 2: Swale Seekina Pollutant Credit ("For -Credit" Swale):
Maximum velocity for 10-yr storm
Side slopes
Swale length
5.44 In
5.26 in/hr
36.83 fe/sec
4.50 ft/sec
X
X
Y
(YorN)
2.29
OK
5.00
:1 OK
480.00
ft OK
(Y or N)
ft/sec
:1
ft
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an 'Y' in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the Swale
Width of the top of the Swale
Additional Information
Is the Swale sized for all runoff from ultimate build -out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the Swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the Swale?
What is the SHWT elevation?
What is the longitudinal slope of the Swale?
What is the depth of freeboard?
Y (Y or N)
OK
Y (Y or N)
OK
2.00 ft
OK
198.00 fmsl
195.00 fmsl
193.00 fmsl
0.10 %
OK
0.26 ft
OK
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 2 of 2

Permit Number:
(to be provided by DWQ)
Qp W A TF9
r
NCDENR p
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Winchester Subdivision
Contact name
J Thomas Engineering, Inc - Michael Blakley
Phone number
[phone]
Date
July 15, 2020
Drainage area number
PD 4
II. DESIGN INFORMATION
Site Characteristics
Drainage area
105,850.00 f?
Impervious area
24,983.00 f?
Percent impervious
23.6% %
Design rainfall depth
3.04 inch
Peak Flow Calculations
10-yr storm runoff depth
10-yr storm intensity
Post -development 10-yr storm peak flow
Velocity
Maximum non -erosive velocity (peak 10-year storm)
Soil characteristics (enter 'Y' below)
Sand/silt (easily erodible)
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass -legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
Maximum velocity
Side slopes
Swale length
Option 2: Swale Seekina Pollutant Credit ("For -Credit" Swale):
Maximum velocity for 10-yr storm
Side slopes
Swale length
5.44 In
5.26 in/hr
36.83 fe/sec
4.50 ft/sec
X
X
Y
(YorN)
1.36
OK
5.00
:1 OK
290.00
ft OK
(Y or N)
ft/sec
:1
ft
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an 'Y' in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the Swale
Width of the top of the Swale
Additional Information
Is the Swale sized for all runoff from ultimate build -out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the Swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the Swale?
What is the SHWT elevation?
What is the longitudinal slope of the Swale?
What is the depth of freeboard?
Y (Y or N)
OK
Y (Y or N)
OK
1.50 ft
OK
198.50 fmsl
195.00 fmsl
193.50 fmsl
0.10 %
OK
2.32 ft
OK
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 2 of 2

Permit Number:
(to be provided by DWQ)
Qp W A TF9
r
NCDENR p
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Winchester Subdivision
Contact name
J Thomas Engineering, Inc - Michael Blakley
Phone number
[phone]
Date
July 15, 2020
Drainage area number
PD 4
II. DESIGN INFORMATION
Site Characteristics
Drainage area
1,281,099.00 f?
Impervious area
56,992.00 f?
Percent impervious
4.4% %
Design rainfall depth
3.04 inch
Peak Flow Calculations
10-yr storm runoff depth
10-yr storm intensity
Post -development 10-yr storm peak flow
Velocity
Maximum non -erosive velocity (peak 10-year storm)
Soil characteristics (enter 'Y' below)
Sand/silt (easily erodible)
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass -legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
Maximum velocity
Side slopes
Swale length
Option 2: Swale Seekina Pollutant Credit ("For -Credit" Swale):
Maximum velocity for 10-yr storm
Side slopes
Swale length
5.44 In
5.26 in/hr
57.39 fe/sec
4.50 ft/sec
X
X
Y
(YorN)
4.33
OK
5.00
:1 OK
550.00
ft OK
(Y or N)
ft/sec
:1
ft
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an 'Y' in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the Swale
Width of the top of the Swale
Additional Information
Is the Swale sized for all runoff from ultimate build -out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the Swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the Swale?
What is the SHWT elevation?
What is the longitudinal slope of the Swale?
What is the depth of freeboard?
Y (Y or N)
OK
Y (Y or N)
OK
1.50 ft
OK
197.50 fmsl
194.00 fmsl
192.50 fmsl
0.60 %
OK
1.18 ft
OK
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 2 of 2