SW8200811_Historical File_20210720

CLH design, p.a.
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
P: 919.319.6716
www.clhdesignpa.com
Letter of Transmittal
CLH Project Number:
Iz�Z z l �r;r
73 Alk. !:7
July 9, 2021
To:
Stormwater Program
Company:
NCDEQ Division of Energy, Mineral and Land Resources
Address:
127 Cardinal Drive Extension
City/State/Zip:
Wilmington, NC 28405
Phone:
910-796-7215
Method:
UPS Ground
Subject:
Hammocks Beach State Park Mainland Development — Phase 1
Prints
X
Originals
Specifications
Applications
Reports
Copy of
Letter
Submittals
Other:
Copies
Date
Description
2
05/06/21
Plan Set
Additional Remarks:
Please accept the revised plans for review and approval of the Post -Construction Stormwater
Management for the above referenced project. I trust all area satisfactory for your review.
Please call or email Bill Hamilton (bhalmiltonOcihdesionpa.com) or Dani Lovera
dlovera clhdesi n a. m wi any questions or if you need additional information. Thanks.
Signed: � , s
pew
Cc: File
CLH design, p.a.

Hall, Christine
From: Hall, Christine
Sent: Friday, June 18, 2021 3:09 PM
To: Dani Lovera
Subject: RE: [External] Hammocks Beach State Park - Supplemental Form
Good afternoon Dani,
I've had a chance to look through the revised items received on May 100' and do have a question about some additional
features now shown on the plans. Sheet C1.3 shows what may be a dumpster pad with an access drive and an adjacent
feature. I noticed the BUA numbers haven't been updated in the application documents. Can you provide a bit more
details about these features?
Christine Hall, PE
Wilmington Regional Stormwater Program Supervisor
Division of Energy, Mineral and Land Resources - State Stormwater Program
North Carolina Department of Environmental Quality
Office:
910 796 7215
Direct:
910 796 7339
Email:
christine.hallOncdenr.gov
Address:
127 Cardinal Drive Ext.
Wilmington, NC 28405
i
Emnif cvmtespoa:dence to _and frcrn this add,-es4, s subject to t 1a
•North. Cone-4na P blic �ccc,ts Law and 11.-, � be discicoe6i to third pd•diLs.
From: Dani Lovera[mailto:[e-mail]]
Sent: Monday, May 10, 20218:59 AM
To: Hall, Christine <Christine.Hall @ncdenr.gov>
Subject: [External] Hammocks Beach State Park - Supplemental Form
' CAUg2AAc Edernpi email. dkk 4-As or opt aftachrrmeu tzness yQu ver'sfy. Send ail suspicious email as an att�jLhmem,, (a
Report Spam.
Good Morning Christine,
Please find attached the supplemental form for Hammocks Beach State Park.
Thank you,
Dani Lovera
Civil Designer
CLH design, p.a.
Collaborative Landscape Architecture and Civil Engineering
400 Regency Forest Drive, Suite 120
Cary, NC 27518
919.319.6716, ext. 4007

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l
CLH design, p.a. r RECEIVED
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518 SAY
P: 919.319.6716 t4coso C L H
www.clhdesignpa.com WILMINGTONRO T.?L-�Ic,N
Letter of Transmittal May 7, 2021
CLH Project Number:
To:
Stormwater Program
Company:
NCDEQ Division of Energy, Mineral and Land Resources
Address:
127 Cardinal Drive Extension
City/State/Zip:
Wilmington, NC 28405
Phone:
910-796-7215
Method:
UPS Ground
Subject:
Hammocks Beach State Park Mainland Development — Phase 1
Prints
X
Originals
Specifications
Applications
X
Reports
X
Copy of
Letter
Submittals
Other:
X
Copies
Date
Description
2
08/20/20
Stormwater Management Permit Application Form (Original & Copy)
2
05/05/21
Operation & Maintenance Agreement (Original & Copy)
1
05/06/21
Supplemental EZ Form
1
05/06/21
Stormwater Management Design Narrative (Includes narrative, maps,
calculations)
2
05/06/21
Plan Set
1
05/07/21
Comment Responses Age
Additional Remarks:
Please accept the attached documents for review and approval of the Polk' Instruction
Stormwater Management for the above referenced project. I trust all area satisfactory for your
review.
Please call or email Bill Hamilton (bhalmilton@clhdesignpacom) or Dani Lovera
([e-mail]) with any questions or if you need additional information. Thanks.
CLH design, p.a.

Signed: By 9': � —', , P, A
Cc: File
CLH design, p.a.

Hammocks Beach
State Park Mainland
Development - Phase 1
1572 Hammocks Beach Road
Swansboro, NC 28584
Stormwater Management Design
Narrative Et Calculations
Prepared by:
CLH Design, pa
Submittal #3
May 2021
ECE-INif-
MAY 1 p 2021
Wit

CONTENTS
Design Narrative
Maps
Quad Map
Soils Map
FEMA Firm Map
Supporting Calculations
NOAA Atlas14
Lined Channel Design
Culvert Design

Stormwater Management Design Narrative
Hammocks Beach State Park Mainland Development - Phase 1
CLH Project No.: 19-152
May 2021
PROJECT DESCRIPTION
Hammocks Beach State Park is an existing state park located in Swansboro, North Carolina. Phase 1 of
the mainland development proposes the addition of an asphalt loop with a shower house, parking areas,
multi -use nature paths that connect to the existing visitors center, and fire pit area. The project site is
located along FFA Camp Road, off Hammocks Beach Road, between 4-H Camp Road and Lydia Road.
Refer to Quad Map. The proposed development will disturb approximately 10-acres. The site consists of
an extremely deteriorated asphalt/gravel drive to be demolish, and existing buildings to remain. The plans
also show the approximate location of 35 future campsites. Twenty of the future campsites will be RV
campsites with full hook-ups and the remaining fifteen campsites will be primitive. Future impervious has
been included in the application to accommodate for future improvements. The project will result in a
built upon area (BUA) of 8.03-ac, of which only 3.08-ac will be constructed on this phase.
Soils on the site consist of Wando fine sand (WaB — hydrologic soil group A), Muckalee loam (Mk —
hydrologic soil group D), Baymeade fine sand (BaB — hydrologic soil group A), and Onslow loamy fine
sand (On — hydrologic soil group B). Refer to Soils Map.
Surface water features are not present on the project site. The site mostly drains southwest, towards the
Intercoastal Waterway, and is located in the White Oak River Basin.
FEMA FIRM #372053400K dated June 19, 2020 indicates that the project site is in Zone VE, AE, and X.
The proposed shower house building is in Zone X. Refer to the FEMA Firm Map.
STORMWATER MANAGEMENT
Phase 1 of the Hammocks Beach State Park Mainland Development is located in the Town of Swansboro
and must go through State Post -Construction Stormwater permitting. According to 15A NCAC 02H.1019
& 15A NCAC 02H.1003, Low Density development must not exceed 12% impervious for SA Water,
achieve disperse flow, and use vegetated conveyance.
This project has 1.61 % impervious considering the impervious on the abandoned ROW and site.
Channels and a few culverts are proposed to safely convey the stormwater.

MAPS

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Hammocks Beach State Park 0 Portion of USGS Quad Map
Mainland Development -Phase 1 North Hubert, NC - 2019
Scale: 1" = 2,000'

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.
DATE
DESIGN PHASE
�l M Lei
109/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
Sim
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-1 Drainage Area: 0.04 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 36 ft Intensity: 8.98 in/hr
Section Slope: 2.22 % Runoff Coeff: 0.63
Ret Class: C Discharge: 0.22 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.22 cfs flow by Rational Method
n = 0.25 Grass Manning's Coefficient (dimensionless)
S = 0.0222 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.25 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50
0.75
3.16
0.24
0.29
deep
0.49
0.72
3.10
0.23
0.27
deep
0.47
0.66
2.97
0.22
0.24
shallow
0.48
0.69
3.04
0.23
0.26
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 213 Qn
_
P = wetted perimeter of the channel R- 149
R = hydraulic radius of the channel
Normal Depth, D = 0.48 ft Depth O.K.
Velocit = 0.32 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.66 lb/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 2.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1

► _ .. . -
DATE
DESIGN PHASE
L
09/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-1 Drainage Area: 0.04 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 36 ft Intensity: 6.91 in/hr
Section Slope: 2.22 % Runoff Coeff: 0.63
Lining Type: Curled Wood Mat Discharge: 0.17 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.17 cfs flow by Rational Method
n = 0.066 Manning's Coefficient (dimensionless)
S = 0.0222 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.050 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.30
0.27
1.90
0.14
0.074
deep
0.25
0.19
1.58
0.12
0.045
shallow
0.27
0.22
1.71
0.13
0.056
deep
0.26
0.20
1.64
0.12
0.050
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav - Zregi
A = cross -sectional area of flow zra Qn
_
P = wetted perimeter of the channel R1.49 Yrs-
R = hydraulic radius of the channel
Normal Depth, D = 0.26 ft
Velocit = 0.83 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.36 lb/s q-ft Ternp Liner O.irZ.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1 ft top width, W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 2

► D DATE
DESIGN PHASE
o WIGP 09/30/2020
SD
PROJECT NAME PROJECT NO
DD
Hammocks Beach State Park Mainland Dev.-Phase 1 19-152
CD / X /
REV
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-2 Drainage Area:
0.54 ac
Sta from: Design Fequency:
10 yrs
Sta to: Time of Conc:
5 min
Section Length: 431 ft Intensity:
8.98 in/hr
Section Slope: 0.50 % Runoff Coeff:
0.56
Ret Class: C Discharge:
2.72 cfs r
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.72 cfs flow by Rational Method
n = 0.195 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run) r
Zreq = 5.03 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1
ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav
Remark
1.50
6.75
9.49
0.71
5.38
deep
1.45
6.31
9.17
0.69
4.91
shallow
1.46
6.39
9.23
0.69
5.01
shallow
1.47
6.48
9.30
0.70
5.10
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 2r3
Qn
_
P = wetted perimeter of the channel
1.49
R = hydraulic radius of the channel
Normal Depth, D = 1.47 ft Depth O.K.
Velocity-- 0.42 fps Vol. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
r
S = longitudinal slope in ft/ft
shear stress, T = 0.46 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
R = ft side slopes, M = 3 :1
D = 2.0 ft top width, W = 12.0
ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 3

LINED CHANNEL- -.
DATE
DESIGN PHASE
c
09/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-2 Drainage Area: 0.54 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 431 ft Intensity: 6.91 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.56
Lining Type: Curled Wood Mat Discharge: 2.09 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.09 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.695 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50
0.75
3.16
0.24
0.287
shallow
0.60
1.08
3.79
0.28
0.467
shallow
0.69
1.43
4.36
0.33
0.678
shallow
0.70
1.47
4.43
0.33
0.705
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow zr3 Qn
_
P = wetted perimeter of the channel R1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.70 ft
Velocity-- 1.42 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.22 ib/s _ -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1 ft top width, W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 4

_QNED CHANNEL
DATE
DESIGN PHASE
TJ_ ..._ _..
09/30/2020
SD
NAME
PROJECT NO
DDs
Beach State Park Mainland Dev.-Phase 1
F
19-152
CD / XN
REVo,
BY
NC
DAL
OTHER
(SPECIFY)
BY
ICHECKED
SJM
PERMANENT LINING - Permissible !Velocity and Capacity
Channel No: CHANNEL-3 Drainage Area: 1.18 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 408 ft Intensity: 8..98 in/hr
Section Slope: 0.50 % Runoff Coeff: 040
Ret Class: C Discharge: 4.25 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 4.25 cfs flow by Rational Method
n = 0.145 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 5.85 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1.50
6.75
9.49
0.71
5.38
shallow
1.55
7.21
9.80
0.74
5.87
deep
1.54
7.11
9.74
0.73
5.77
shallow
1.55
7.21
9.80
0.74
5.87
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Y'eq
A = cross -sectional area of flow zr3 Qn
_
P = wetted perimeter of the channel R1.49 As
R = hydraulic radius of the channel
Normal Depth, D = 1.55 ft Depth OX
Veloci = 0.59 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.48 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 2.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 5

► D ,.
,DATE
DESIGN PHASE
D
09/30/2020
SD
DID
PROJECT NAME
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / x /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-3 Drainage Area: 1.18 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 408 ft Intensity: 6.91 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.40
Lining Type: Curled Wood Mat Discharge: 3.27 cfs
Permissible Shear: 1.55 lb/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.27 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.087 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1.00
3.00
6.32
0.47
1.825
deep
0.95
2.71
6.01
0.45
1.591
deep
0.82
2.02
5.19
0.39
1.075
shallow
0.83
2.07
5.25
0.39
1.110
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 2/ Qn
_
P = wetted perimeter of the channel — 1L49
R = hydraulic radius of the channel
Normal Depth, D = 0.83 ft
Veloci = 1.58 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.26 lb/s -ft TernLiner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1 ft top width, W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 6

-11'19-152
DATE
DESIGN PHASE
SD
DD
e ►
07/29/2020
PROJECT NAME PROJECT NO
Hammocks Beach State Park Mainland Dev.-Pha
CD / X /
REV
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-4 Drainage Area: 0.08 ac .
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 62 ft Intensity: 8.98 in/hr
Section Slope: 0.85 % Runoff Coeff: 0.56
Ret Class: C Discharge: 0.41 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.41 cfs flow by Rational Method
n = 0,25 Grass Manning's Coefficient (dimensionless)
S = 0.0085 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.74 quantity to equate to Zav
M = 3 :1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1.00
3.00
6.32
0.47
1.82
deep
0.70
1.47
4.43
0.33
0.70
shallow
0.71
1.51
4.49
0.34
0.73
shallow
0.72
1.56
4.55
0.34
0.76
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 2/ Qn
_
P = wetted perimeter of the channel - 149
R = hydraulic radius of the channel
Normal Depth, D = 0.72 ft Depth O.K.
Velocity-- 0.26 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in lb/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.38 ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 2.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 7

=
DATE
DESIGN PHASE
SD
07/29/2020
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / x /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-4 Drainage Area: 0.08 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 62 ft Intensity: 6.91 in/hr
Section Slope: 0.85 % Runoff Coeff: 0.56
Lining Type: Curled Wood Mat Discharge: 0.31 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.31 cis flow by Rational Method
n = 0.066 Manning's Coefficient (dimensionless)
S = 0.0085 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.150 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50
0.75
3.16
0.24
0.287
deep
0.40
0.48
2.53
0.19
0.158
deep
0.39
0.46
2.47
0.18
0.148
shallow
0.40
0.48
2.53
0.19
0.158
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area offlow 213 Qn
_
P = wetted perimeter of the channel — 149 Vs-
R = hydraulic radius of the channel
Normal Depth, D = 0.40 ft
Velocit = 0.65 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.21 lb/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1 ft top width, W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 8

►
DATE
DESIGN PHASE
--
09/30/2020
SDECT
ffPROJNAME
DDmocks
PROJECT NO
Beach State Park Mainland Dev.-Phase 1
119-152
CD / x /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY) '
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANINEL-5 Drainage Area: 0.79 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 596 ft Intensity: 8.98 in/hr
Section Slope: 0.85 % Runoff Coeff: 0.56
Ret Class: G Discharge: 3.96 cfs ,
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.96 cfs flow by Rational Method
n = 0,14 Grass Manning's Coefficient (dimensionless)
S = 0.0085 ft/ft longitudinal slope (ft of fall per ft of run) ,
Zreq = 4.04 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1.00
3.00
6.32
0.47
1.82
shallow
1.35
5.47
8.54
0.64
4.06
deep
1.34
5.39
8.47
0.64
3.98
shallow
1,35
5.47
8.54
0.64
4.06
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 21 Qn
_
P = wetted perimeter of the channel - 149
R = hydraulic radius of the channel
Normal Depth, D = 1.35 ft Depth O.K.
Velocit = 0.72 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.72 ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 2.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 9

- '
DATE
DESIGN PHASE
D -
09/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-5 Drainage Area: 0.79 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 595 ft Intensity: 6.91 in/hr
Section Slope: 0.85 % Runoff Coeff: 0.56
Lining Type: Curled.Wood Mat Discharge: 3.05 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.05 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.0085 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.777 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50
0.75
3.16
0.24
0.287
shallow
0.70
1.47
4.43
0.33
0.705
shallow
0.72
1.56
4.55
0.34
0.760
shallow
0.73
1.60
4.62
0.35
0.788
OK
B = bottom width of trapezoidal channel
D = normal depth of flow�� _eq
A = cross -sectional area of flow 21 Qn
_
P = wetted perimeter of the channel R- 149 Is-
R = hydraulic radius of the channel
Normal Depth, D = 0.73 ft
Veloci = 1.91 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 lb/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.39 ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 .1
D = 1 ft top width, W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 10

3HANNEL DATE
DESIGN PHASE
D 09/30/2020
SD
PROJECT NAME PROJECT NO
DD
Hammocks Beach State Park Mainland Dev.-Phase 1 19-152
CD
REV
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
SJ M
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-6 Drainage Area:
1-09 ac
Sta from: Design Fequency:
10 yrs
Sta to: Time of Conc:
5 min
Section Length: 712 ft Intensity:
8.98 in/hr
Section Slope: 0.85 % Runoff Coeff:
0.43
Ret Class: C Discharge:
4.23 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 4.23 cfs flow by Rational Method
n = 0.13 Grass Manning's Coefficient (dimensionless)
S = 0.0085 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 4.00 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1
ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav
Remark
1.50
6.75
9.49
0.71
5.38
deep
1.40
5.88
8.85
0.66
4.48
deep
1.36
5.55
8.60
0.65
4.14
deep
1.35
5.47
8.54
0.64
4.06
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =
Zreq
A = cross -sectional area of flow zr�
pn
_
P = wetted perimeter of the channel R-
1L49 Is-
R = hydraulic radius of the channel
Normal Depth, D = 1.35 ft Depth O.K.
Veloci = 0.77 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.72 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M P 3 :1
D = 2.0 ft top width, W = 12.0
ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 11

DATE
DESIGN PHASE
SD
09/30/2020
PROJECT NAME PROJECT NO
DD
Hammocks Beach State Park Mainland Dev.-Phase 1 19-152
CD
REV
/ X /
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
Sim
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-6 Drainage Area:
1.09 ac
Sta from: Design Fequency:
2 yrs
Sta to: Time of Conc:
5 min
Section Length: 712 ft Intensity:
6.91 in/hr
Section Slope: 0.85 % Runoff Coeff:
0.43
Lining Type: Curled Wood Mat Discharge:
3.25 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.25 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.0085 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.829 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1
ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav
Remark
0.80
1.92
5.06
0.38
1.006
deep
0.76
1.73
4.81
0.36
0.878
deep
0.74
1.64
4.68
0.35
0.817
shallow
0.75
1.69
4.74
0.36
0.847
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =
Zregi
A = cross -sectional area of flow U3
Qn
_
P = wetted perimeter of the channel —
149
R = hydraulic radius of the channel
Normal Depth, D = 0.75 ft
Veloci = 1.93 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.40 lb/s -ft Temp Linea O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D= 1 ft top width, W= 6.0
ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 12

,gWE6 CHANNEL DATE
DESIGN PHASE
Wafal. 09/30/2020
SD
PROJECT NAME PROJECT NO
DD
Hammocks Beach State Park Mainland Dev.-Phase 1 19-152
CD
REV
/ X /
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
-
Channel No: CHANNEL-7 Drainage Area:
0.67 ac
Sta from: Design Fequency-,
10 yrs
Sta to: Time of Conc:
5 min
Section Length: 444 ft Intensity:
8.98 in/hr
Section Slope: 2.15 % Runoff Coeff:
0.56
Ret Class: C Discharge:
3.36 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.36 cfs flow by Rational Method
n = 0.13 Grass Manning's Coefficient (dimensionless)
S = 0.0215 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.00 quantity to equate to Zav
M = 3 :1 side slo a of channel ft of run : 1
ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav
Remark
1.00
3.00
6.32
0.47
1.82
shallow
1.10
3.63
6.96
0.52
2.35
deep
1 Z5
3.31
6.64
0.50
2.08
deep
1.04
3.24
6.58
0.49
2.03
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =
Zregi
A = cross -sectional area of flow 25
QM
_
P = wetted perimeter of the channel -
149 Is
R = hydraulic radius of the channel
Normal Depth, D = 1.04 ft Depth O.K.
Velocit = 1.04 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 1.40 ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 2.0 ft top width, W = 12.0
ft
Permanent Channel Lining: Grass
(RF.F: Malcom, 1991)
Page 13

11NED CHANNEL ,DATE
DESIGN PHASE
SID
DESIGN _aWifimi. 09/30/2020
PROJECT NAME PROJECT NO
DD
Hammocks Beach State Park Mainland Dev.-Phase 1 19-152
CD
REV
/ X /
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-7 Drainage Area:
0.67 ac
Sta from: Design Fequency:
2 yrs
Sta to: Time of Conc:
5 min
Section Length: 444 ft Intensity:
6.91 in/hr
Section Slope: 2.15 % Runoff Coeff:
0.56
Lining Type: Curled Wood Mat Discharge:
2.59 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.59 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.0215 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.415 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1
ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav
Remark
0.50
0.75
3.16
0.24
0.287
shallow
0.60
1.08
3.79
0.28
0.467
deep
0.57
0.97
3.60
0.27
0.408
shallow
0..58
1.01
3.67
0.28
0.427
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =
Zreq
A = cross -sectional area of flow 23
Qn
_
P = wetted perimeter of the channel —
149
R = hydraulic radius of the channel
Normal Depth, D = 0.58 ft
Velocit = 2.56 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.78 ib/s -it Temp Liner OX
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1 ft top width, W = 6.0
ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 14

-
DATE
DESIGN PHASE
SID
DD
`
09/30/2020
PROJECT NAME
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-8 Drainage Area: 0.48 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 689 ft Intensity: 8.98 in/hr
Section Slope: 2.15 % Runoff Coeff: 0.59
Ret Class: C Discharge: 2.53 cfs
Permissible Velocity: 4;50 fps
Allowable Depth: UO ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.53 cfs flow by Rational Method
n = 0.155 Grass Manning's Coefficient (dimensionless)
S = 0.0215 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.79 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1.00
3.00
6.32
0.47
1.82
deep
0.98
2.88
6.20
0.46
1.73
shallow
0.99
2.94
6.26
0.47
1.78
shallow
1.00
3.00
6.32
0.47
1.82
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zregt
A = cross -sectional area of flow are Qn
_
P = wetted perimeter of the channel R- 149 -
R = hydraulic radius of the channel
Normal Depth, D = 1.00 ft Depth O.K.
Velocit = 0.84 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in lb/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 1.34 Ib/s q-ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 2.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 15

oWWI
DATE
DESIGN PHASE
�l ` -1" 109/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY) '
CHECKED BY
Sim
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-8 Drainage Area: 0.48 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 689 ft Intensity: 6.91 in/hr
Section Slope: 2.15 % Runoff Coeff: 0.59
Lining Type: Curled Wood Mat Discharge: 1.94 cfs ,
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 1.94 cfs flow by Rational Method
n = 0-035 Manning's Coefficient (dimensionless)
S = 0.0215 ft/ft longitudinal slope (ft of fall per ft of run) 9
Zreq = 0.312 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50
0.75
3.16
0.24
0.287
shallow
0.55
0.91
3.48
0.26
0.371
deep
0-51
0.78
3.23
0.24
0.303
shallow
0.52
0.81
3.29
0.25
0.319
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow zr� Qn
_
P = wetted perimeter of the channel R— 149
R = hydraulic radius of the channel
Normal Depth, D = 0.52 ft
Veloci = 2.40 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.70 Ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1 ft top width, W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 16

DATE
DESIGN PHASE
,09/30/2020
SD
PROJECT NAME
DID
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY) !'
CHECKED BY
SJ M
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-9 Drainage Area: 0.87 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 48 ft Intensity: 8.98 in/hr
Section Slope: 3.53 % Runoff Coeff: 0.50
Ret Class: I C Discharge: 3.89 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.89 cfs flow by Rational Method
n = 0.12 Grass Manning's Coefficient (dimensionless)
S = 0.0353 ft/ft longitudinal slope (ft of fall per ft of run) ,
Zreq = 1.67 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
.1.00
3.00
6.32
0.47
1.82
deep
0.99
2.94
6.26
0.47
1.78
deep
0.98
2.88
6.20
0.46
1.73
deep
0.97
2.82
6.13
0.46
1.68
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zregi ,
A = cross -sectional area of flow 23 Qn
_
P = wetted perimeter of the channel 1.49 Is
R = hydraulic radius of the channel
Normal Depth, D = 0.97 ft Depth O.K.
Veloci = 1.38 fps Vol. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 2.14 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1 N
D = 2.0 ft top width, W = 12.0 ft N
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 17

DATE
DESIGN PHASE
FPROJECT
09/30/2020
SD
DDocks
NAME
PROJECT NO
Beach State Park Mainland Dev.-Phase 1
19-152
CD / x /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
Sim
TEMPORARY LINING - Permissible Sheer
Channel No: CHANNEL-9 Drainage Area: 0.87 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section' Length: 48 ft Intensity: 6.91 in/hr
Section Slope: 3.53 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat Discharge: 2.99 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.99 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.0353 ft/ft longitudinal slope (ft of fall per ft of run) ,
Zreq = 0.374 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50
0.75
3.16
0.24
0.287
shallow
0.53
0.84
3.35
0.25
0.336
shallow
0-55
0.91
3.48
0.26
0.371
shallow
0.56
0.94
3.54
0.27
0.389
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow Qn
Rzr� _
P = wetted perimeter of the channel — 1 d9 Vs­
R = hydraulic radius of the channel
Normal Depth, D = 0.56 ft
Veloci = 3.18 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 lb/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 1.23 Ib/s -ft TernLiner OX
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :t
D = 1 ft top width, W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 18

DATE
DESIGN PHASE
SD
09/30/2020
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-10 Drainage Area: 0.50 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 45 ft Intensity: 8.98 in/hr
Section Slope: 3.06 % Runoff Coeff: 0.59
Ret Class: I C Discharge: 2.65 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.65 cfs flow by Rational Method
n = 0.145 Grass Manning's Coefficient (dimensionless)
S = 0.0306 ft/ft longitudinal slope (ft of fall per ft of run) ,
Zreq = 1.47 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1.00
3.00
6.32
0.47
1.82
deep
0.95
2.71
6.01
0.45
1.59
deep
0.94
2.65
5.95
0.45
1.55
deep
0.93
2.59
5.88
0.44
1.50
OK
B = bottom width of .trapezoidal channel
D = normal depth of flow Zav = Zregi
A = cross -sectional area of flow 2 3 Qn
_
P = wetted perimeter of the channel R1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.93 ft Depth O.K.
Velocit = 1.02 fps Val. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 1.78 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 2.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 19

► o CHANNEL DATE
DESIGN PHASE
;109/30/2020
SD
PROJECT NAME PROJECT NO
DD
Hammocks Beach State Park Mainland Dev.-Phase 1 19-152
CD
REV
/ X /
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-10 Drainage Area:
0.50 ac
Sta from: Design Fequency:
2 yrs
Sta to: Time of Conc:
5 min
Section Length: 45 ft Intensity:
6.91 in/hr
Section Slope: 3.06 % Runoff Coeff:
0.59
Lining Type: Curled Wood Mat Discharge:
2.04 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.04 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.0306 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.274 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1
ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav
Remark
0.50
0.75
3.16
0.24
0.287
deep
0.48
0.69
3.04
0.23
0.258
shallow
0.49
0.72
3.10
0.23
0.272
shallow
0.50
0..75
3.16
0.24
0.287
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =
Zxeq
A = cross -sectional area of flow 23
Qn
_
A R
P = wetted perimeter of the channel —
149
R = hydraulic radius of the channel
Normal Depth, D = 0.50 ft
Veloci = 2.72 f ps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.95 ibis -ft Temp Liner 11X
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = i ft trap width, W = 6.0
ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 20

DATE
DESIGN PHASE
PPROJECT
09/30/2020
SDAME
DDeach
PROJECT NO
State Park Mainland Dev.-Phase 1
19-152
CD / x /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-11 Drainage Area: 0.93 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 136 ft Intensity: 8.98 in/hr
Section Slope: 0.93 % Runoff Coeff: 0.50
Ret Class: C Discharge: 4.18 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 4.18 cfs flow by Rational Method
n = 0.15 Grass Manning's Coefficient (dimensionless)
S = 0.0093 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 4.36 quantity to equate to Zav
M = _ 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
4
1.00
7.00
10.32
0.68
5.40
deep
4
0.95
6.51
10.01
0.65
4.88
deep
4
0.89
5.94
9.63
0.62
4.30
shallow
4
0.90
6.03
9.69
0.62
4.39
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 213 Qn
P = wetted perimeter of the channel A R= 149
R = hydraulic radius of the channel
Normal Depth, D = 0.90 ft Depth O.K.
Velocit = 0.69 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.52 Ib/s--ft
FINAL CHANNEL LINING DIMENSIONS
B = 4 ft side slopes, M = 3 :1
D = 1.0 ft top width, W = 10.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 21

DATE
DESIGN PHASE
SD
DD
�.
09/30/2020
PROJECT NAME
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1 119-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-11 Drainage Area: 0.93 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 136 ft Intensity: 6.91 in/hr
Section Slope: 0.93 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat Discharge: 3.21 cfs ,
Permissible Shear: 1.55 Ib/sf
Channel Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.21 cfs flow by Rational Method
n = 0.066 Manning's Coefficient (dimensionless)
S = 0.0093 ft/ft longitudinal slope (ft of fall per ft of run) ,
Zreq = 1.476 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
4
0.50
2.75
7.16
0.38
1.453
shallow
4
0.55
3.11
7.48
0.42
1.730
deep
4
0.52
2.89
7.29
0.40
1.561
deep
4
0.51
2.82
7.23
0.39
1.506
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 2f Qn
_
P = wetted perimeter of the channel — 149
R = hydraulic radius of the channel
Normal Depth, D = 0.51 ft
Velocit = 1.14 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.30 ib/s -ft TernLiner O.I.
FINAL CHANNEL LINING DIMENSIONS
B = 4 ft side slopes, M = 3 :1
D = 1 ft top width, W = 10.0 ft
I Line Channel with: Curled Wood Mat I
(REF: Malcom, 1991)
Page 22

DATE
DESIGN PHASE
SD
09/30/2020
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-12 Drainage Area: 1.26 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 254 It Intensity: 8.98 in/hr
Section Slope: 2.00 % Runoff Coeff: 0.33
Ret Class: IC Discharge: 3.73 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.90 It
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.73 cfs flow by Rational Method
n = 0.13 Grass Manning's Coefficient (dimensionless)
S = 0.02 ft/ft longitudinal slope (ft of fall per It of run)
Zreq = 2.30 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 It of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1.50
6.75
9.49
0.71
5.38
deep
1.10
3.63
6.96
0.52
2.35
deep
1.09
3.56
6.89
0.52
2.30
shallow
1.10
3.63
6.96
0.52
2.35
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow W Qn
R
P = wetted perimeter of the channel = 149
R = hydraulic radius of the channel
Normal Depth, D = 1.10 It Depth O.K.
Veloci = 1.03 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 1.37 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = It side slopes, M = 3 :1
D = 1.9 It top width, W = 11.4 It
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 23

► -
DATE
DESIGN PHASE
09/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-12 Drainage Area: 1.26 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 254 ft Intensity: 6.91 in/hr
Section Slope: 2.00 % Runoff Coeff: 0.33
Lining Type: Curled Wood Mat Discharge: 2.87 cfs ,
Permissible Shear: 1.55 lb/sf
Channel Depth: 1.90 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.87 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.02 ft/ft longitudinal slope (ft of fall per ft of run) ,
Zreq = 0.477 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50
0.75
3.16
0.24
0.287
shallow
0.60
1.08
3.79
0.28
0.467
shallow
0.62
1.15
3.92
0.29
0.510
deep
0.61
1.12
3.86
0.29
0.488
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zraq
A = cross -sectional area offlow z3 Qn
_
P = wetted perimeter of the channel R1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.61 ft
Velocity-- 2.57 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.76 lb/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
13 = ft side slopes., IM = 3 :1
D = 1 ft top width. W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 24

i
DATE
DESIGN PHASE
. ..
09/30/2020
SD
DID
PROJECT NAME
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-13 Drainage Area: 0.17 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 110 ft Intensity: 8.98 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.33
Ret Class: C Discharge: 0.50 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.90 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.50 cfs flow by Rational Method
n = 0.25 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.20 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1.00
3.00
6.32
0.47
1.82
deep
0.90
2.43
5.69
0.43
1.38
deep
0.85
2.17
5.38
0.40
1.18
shallow
0.86
2.22
5.44
0.41
1.22
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 2/3 Qn
P = wetted perimeter of the channel A R= 149
R = hydraulic radius of the channel
Normal Depth, D = 0.86 ft Depth O.K.
Velocity-- 0.23 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.27 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1.9 ft top width, W = 11.4 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 25

DATE
DESIGN PHASE
09/30/2020
rPROJECT
SD
DDs
NAME PROJECT NO
Beach State Park Mainland Dev.-Phase 1 19-152
CD
REV
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-13 Drainage Area: 0.17 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 110 It Intensity: 6.91 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.33
Lining Type: Curled Wood Mat Discharge: 0.39 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 1.90 It
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.39 cfs flow by Rational Method
n = 0.066 Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.243 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 It of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50
0.75
3.16
0.24
0.287
deep
0.40
0.48
2.53
0.19
0.158
shallow
0.45
0.61
2.85
0.21
0.217
shallow
0.47
0.66
2.97
0.22
0.244
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zregi
A = cross -sectional area of flow W Qn
_
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.47 It
Velocity-- 0.58 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.15 lb/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
R = It side slopes, M = 3 :1
D = 1 It top width, W = 6.0 It
Line Channel with: Curled Wood Mat
(Hti-: Maicom, 1991)
Page 26

D
DATE
DESIGN PHASE
,09/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / x /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHAMNEL-14 Drainage Area: 3.15 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 16,0 ft Intensity: 8.98 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.33
Ret Class: C Discharge: 9.33 cfs ,
Permissible Velocity: 4.50 fps
Allowable Depth: 1.90 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 9.33 cfs flow by Rational Method
n = 0.09 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 7.97 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
Z00 .
12.00
12.65
0.95
11.59
deep
1.80
9.72
11.38
0.85
8.75
deep
1.75
9.19
11.07
0.83
8.11
deep
1.74
9.08
11.00
0.83
7.99
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Y'eq(
A = cross -sectional area offlow W Qn
P = wetted perimeter of the channel A R= 149
R = hydraulic radius of the channel
Normal Depth, D = 1.74 ft Depth O.K.
Veloci = 1.03 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.54 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1.9 ft top width, W = 11.4 ft
Permanent Channel Lining: Grass
(HtF: Malcom, 1991)
Page 27

LINED CHANNEL DATE
DESIGN PHASE
kESVG 09/30/2020
SID
PROJECT NAME PROJECT NO
DD
Hammocks Beach State Park Mainland Dev.-Phase 1 19-152
CD
REV
/ X /
LOCATION BY
Swansboro, NC DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-14 Drainage Area:
3.15 ac
Sta from: Design Fequency:
2 yrs
Sta to: Time of Conc:
5 min
Section Length: 160 ft Intensity:
6.91 in/hr
Section Slope: 0.50 % Runoff Coeff:
0.33
Lining Type: Curled Wood Mat Discharge:
7.18 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 1.90 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 7.18 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.386 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1
ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav
Remark
1.00
3.00
6.32
0.47
1.825
shallow
1.10
3.63
6.96
0.52
2.353
shallow
1.12
3.76
7.08
0.53
2.468
deep
1.11
3.70
7.02
0.53
2.410
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross -sectional area of flow 23
Qn
_
P = wetted perimeter of the channel R—
149 Vs-
R = hydraulic radius of the channel
Normal Depth, D = 1.11 ft
Velocit = 1.94 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.35 Ib/s -ft Temp Liner OX
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 2 ft top width, W = 12.0
ft
ILine Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 28

.• -
DATE
DESIGN PHASE
� _.09/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland7v.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: TDD-1 Drainage Area: 1.55 ac
Sta from: Design Fequency: 25 yrs
Sta to: Time of Conc: 5 min
Section Length: 510 ft Intensity: 10.10 in/hr
Section Slope: 1.20 % Runoff Coeff: 0.40
Ret Class: C Discharge: 6.26 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.25 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 6.26 cfs flow by Rational Method
n = 0.086 Grass Manning's Coefficient (dimensionless)
S = 0.012 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 3.30 quantity to equate to Zav
M = 2 :1 side slope of channel ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2
1.25
5.63
7.59
0.74
4.61
deep
2
1.20
5.28
7.37
0.72
4.23
deep
2
1.10
4.62
6.92
0.67
3.53
deep
2
1.07
4.43
6.79
0.65
3.33
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = 7req
A = cross -sectional area of flow W Qn
P = wetted perimeter of the channel A R= 149
R = hydraulic radius of the channel
Normal Depth, D = 1.07 ft Depth O.K.
Velocit = 1.41 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.80 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = 2 ft side slopes, M = 2 :1
D = 1.3 ft top width, W = 7.0 ft
IPermanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 29

L16LNEI) CHANNEL
DATE
DESIGN PHASE
09/30/2020
SD
PROJECT NAME
DD
PROJECT NO
Hammocks Beach State Park Mainland Dev.-Phase 1 119-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER /
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: TDD-1 Drainage Area: 1.55 ac
Sta from: Design Fequency: 25 yrs
Sta to: Time of Conc: 5 min
Section Length: 510 ft Intensity: 10.10 in/hr
Section Slope: 1.20 % Runoff Coeff: 0.40
Lining Type: Curled Wood Mat Discharge: 6.26 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 1.25 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 6.26 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.012 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.343 quantity to equate to Zav
M = 2 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2
1.00
4.00
6.47
0.62
2.902
deep
2
0.75
2.63
5.35
0.49
1.632
deep
2
0.70
2.38
5.13
0.46
1.426
deep
2
0.68
2.28
5.04
0.45
1.348
OK
B = bottom width of trapezoidal channel
D - normal depth of flow Zav = 7req
A = cross -sectional area of flow 2/ Qn
_
P = wetted perimeter of the channel — 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.68 ft
Velocity-- 2.74 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.51 Ib/s- -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 2 ft side slopes, M = 2 :1
D = 1 ft top widths W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 30

►
DATE
DESIGN PHASE
a
09/30/2020
SD
PROJECT NAME
PROJECT NO
DD
Hammocks Beach State Park Mainland Dev.-Phase 1
19-152
CD / X /
REV
LOCATION
BY
Swansboro, NC
DAL
OTHER
(SPECIFY)
CHECKED BY
SJM
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: TDD-2 Drainage Area: .0.13 ac
Sta from: Design Fequency 25 yrs
Sta to: Time of Conc: 5 min
Section Length: 135 ft Intensity: 10.10 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.40
Ret Class: C Discharge: 0.53 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.25 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.53 cfs flow by Rational Method
n = 0.25 Grass . Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.88 quantity to equate to Zav
M = 2 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2
1.25
5.63
7.59
0.74
4.61
deep
2
0.70
2.38
5.13
0.46
1.43
deep
2
0.60
1.92
4.68
0.41
1.06
deep
2
0.55
1.71
4.46
0.38
0.90
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Yreq
A = cross -sectional area of flow I V3 Qn
_
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.55 ft Depth O.K.
Velocity-- 0.31 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.34 lb/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = 2 ft side slopes, M = 2 :1
D = 1.3 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 31

.
DATE
DESIGN PHASE
F
09/30/2020
SDJECT
NAME
PROJECT NO
DDmocks
Beach State Park Mainland Dev.-Phase 1
19-152
CD / x /
REV
LOCATION
BY
Swansboro, NC
DAL
IOTHER
(SPECIFY)
CHECKED BY
SJM
TEMPORARY LINING - Permissible Shear
Channel No: TDD-2 Drainage Area: 0.13 ac
Sta from: Design Fequency: 25 yrs
Sta to: Time of Conc: 5 min
Section Length: 135 ft Intensity: 10.10 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.40
Lining Type: Curled Wood Mat Discharge: 0.53 cfs ,
Permissible Shear: 1.55 Ib/sf
Channel Depth: 1.25 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.53 cfs flow by Rational Method
n = 0.066 Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.233 quantity to equate to Zav
M = 2 :1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2
0.50
1.50
4.24
0.35
0.751
deep
2
0,35
0.95
3.57
0.27
0.390
deep
2
0.25
0.63
3.12
0.20
0.214
shallow
2
0.27
0.69
3.21
0.21
0.245
OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq{
A = cross -sectional area of flow 213 Qn
P = wetted perimeter of the channel A R _ 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.27 ft
Veloci = 0.77 fps
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.17 Ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 2 ft side slopes, M = 2 :1
D = 1 ft top width, W = 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom,1991)
Page 32

!Hammocks Beach State Park Mainland Dev.-Phase 1
ISwansboro, NC
Culvert No:
A
Culvert Diameter:
15 in
Culvert Material:
RCP
Entrance Type
FES
Shoulder Elevation:
31.74
HW Control Elev:
31.70
Upper Invert:
29.70
Lower Invert:
29.50
Culvert Length:
20 ft
Culvert Slope:
0.01 ft/ft
Tailwater Elevation:
30.50
Check Inlet Control
HW/D =
HW =
HW Elev = (upper inv) +
(HW) _
Check Outlet Control
do =
(dc+D)/2 =
Ke =
H=
TW =
h = TW or (dc+D)/2 =
HW=h+H=
HW Elev = (lower inv) + (HW) _
Results
HW Elevation:
30.50
Flow Condition: Outlet Control
Freeboard:
1.20 ft
Outlet Protection
0.5
0.63
30.33
0.40
0.825
0.5
0.00
1.00
1.00
1.00
30.50
DATE
09/30/2020
19-152
DAL
Drainage Area:
Design Frequency:
Time of Conc:
Intensity:
Runoff Coeff:
Discharge:
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
Q10= 0.23 cfs
Qio/Qfull=
0.03
Qfull = 6.47 cfs
VNfull =
0.42
Vfull = 5.27 fps
V =
2.23
fps
From Fig. 8.06.b.1:
Zone =
1
From Fig. 8.06.b.2:
D50 =
4
in
DMAX =
6
in
Riprap Class =
A
Apron Thickness =
12
in
Apron Length =
5.0
ft
Apron Width = 3xDia =
3.75
ft
0.04 ac
10 yrs
5.00 min
8.98 in/hr
0.63
0.23 cfs
CLH design, p.a. LATEST REVISION: 10/7/2020 4:52 PM PAGE 1 OF 9

ocks Beach State Park Mainland Dev.-Phase 1
PION
boro, NC
Culvert No:
B
Culvert Diameter:
15
in
Culvert Material:
RCP
Entrance Type
FES
Shoulder Elevation:
31.69
HW Control Elev:
31.65
Upper Invert:
29.65
Lower Invert:
29.45
Culvert Length:
20
ft
Culvert Slope:
0.01
ft/ft
Tailwater Elevation:
30.45
Check Inlet Control
HW/D =
HW =
HW Elev = (upper inv) + (HW) _
Check Outlet Control
do =
(dc+D)/2 =
Ke =
H=
TW =
h = TW or (dc+D)/2 =
HW=h+H=
HW Elev = (lower inv)
+ (HW) _
Results
HW Elevation:
30.45
Flow Condition:
Outlet Control
Freeboard:
1.20
ft
Outlet Protection
Q10 = 0.16
cfs
Qfull = 6.47
cfs
Vfull = 5.27
fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Dso
0.5
0.63
30.28
0.40
0.825
0.5
0.00
1.00
1.00
1.00
30.45
DATE
19-152
BY
DAL
Drainage Area:
Design Frequency:
Time of Conc:
Intensity:
Runoff Coeff:
Discharge:
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
Zone
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
VNfull =
V=
0.02
0.32
1.69 fps
1
4 in
6 in
A
12 in
5.0 ft
3.75 ft
�p �
0.03 ac
10 yrs
5.00 min
8.98 in/hr
0.69
0.16 cfs
CLH design, p.a. LATEST REVISION: 10/7/2020 4:52 PM PAGE 2 OF 9

Hammocks Beach State Park Mainland Dev.-Phase 1
LOCATION
Swansboro. NC
Culvert No:
C
Culvert Diameter:
18
in
Culvert Material:
RCP
Entrance Type
FES
Shoulder Elevation:
28.75
HW Control Elev:
28.71
Upper Invert:
26.71
Lower Invert:
26.41
Culvert Length:
40
ft
Culvert Slope:
0.0075
ft/ft
Tailwater Elevation:
27.61
Check Inlet Control
HW/D =
HW =
HW Elev (upper inv) + (HW) _
Check Outlet Control
do =
(dc+D)/2 =
Ke =
H=
TW =
h = TW or (dc+D)/2 =
HW=h+H=
HW Elev = (lower inv)
+ (HW) _
Results
HW Elevation:
28.49
Flow Condition:
Outlet Control
Freeboard:
0.22
ft
Outlet Protection
Q10 = 8.60
cfs
Qfull = 9.11
cfs
Vfull = 5.16
fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
D50
1.18
1.77
28.48
1.10
1.3
0.5
0.78
1.20
1.30
2.08
28.49
DATE
09/30/2020
19-152
BY
DAL
Drainage Area:
Design Frequency:
Time of Conc:
Intensity:
Runoff Coeff:
Discharge:
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
Zone
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
VNfull =
V=
0.94
1.14
5.86 fps
1
4 in
6 in
A
12 in
6.0 ft
4.50 ft
2.28 ac
10 yrs
5.00 min
8.98 in/hr
0.42
8.60 cfs
CLH design, p.a.
LATEST REVISION: 10/7/2020 4:52 PM
PAGE 3 OF 9

(Hammocks Beach State Park Mainland Dev.-Phase 1
ISwansboro, NC
Culvert No:
D
Culvert Diameter:
15
in
Culvert Material:
RCP
Entrance Type
FES
Shoulder Elevation:
34.18
HW Control Elev:
34.14
Upper Invert:
32.14.
Lower Invert:
31.83
Culvert Length:
37
ft
Culvert Slope:
0.008378
ft/ft
Tailwater Elevation:
32.83
Check Inlet Control
HW/D =
HW =
HW Elev = (upper inv) + (HW) _
Check Outlet Control
do =
(dc+D)/2 =
Ke =
H=
TW =
h = TW or (dc+D)/2 =
HW=h+H=
HW Elev = (lower inv)
+ (HW) _
Results
HW Elevation:
32.83
Flow Condition:
Outlet Control
Freeboard:
1.31
ft
Outlet Protection
0.5
0.63
32.77
0.40
0.825
0.5
0.00
1.00
1.00
1.00
32.83
DATE
09/30/2020
19-152
DAL
Drainage Area:
Design Frequency:
Time of Conc:
Intensity:
Runoff Coeff:
Discharge:
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
Q10 = 0.40
cfs
Q10/Qfull =
0.07
Qfull = 5:92
cfs
VNfull =
0.52
Vfull = 4.83
fps
V =
2.52
fps
From Fig. 8.06.b.1:
Zone =
1.
From Fig. 8.06.b.2:
D50 =
4
in
DMAx =
6
in
i
Riprap Class =
A
i
Apron Thickness =
12
in
Apron Length =
5.0
ft
Apron Width = 3xDia =
3.75
ft
0.08 ac
10 yrs
5.00 min
8.98 in/hr
0.56
0.40 cfs
CLH design, p.a.
LATEST REVISION: 10/7/2020 4:52 PM
PAGE 4OF9

Beach State Park Mainland Dev.-Phase 1
jSwansboro, NC
Culvert No:
E
Culvert Diameter:
15 in
Culvert Material:
RCP
Entrance Type
FES
Shoulder Elevation:
28.23
HW Control Elev:
28.19
Upper Invert:
26.19
Lower Invert:
25.67
Culvert Length:
24 ft
Culvert Slope:
0.021667 ft/ft
Tailwater Elevation:
26.67
Check Inlet Control
HW/D =
HW =
HW Elev = (upper inv) + (HW) _
Check Outlet Control
do =
(dc+D)/2 =
Ke =
H=
TW =
h = TW or (dc+D)/2 =
HW=h+H=
HW Elev = (lower inv)
+ (HW)
Results
HW Elevation:
26.82
Flow Condition:
Inlet Control
Freeboard:
1.38 ft
0.5
0.63
26.82
0.40
0.825
0.5
0.00
1.00
1.00
1.00
26.67
DATE
09/30/2020
19-152
DAL
Drainage Area:
Design Frequency:
Time of Conc:
Intensity:
Runoff Coeff:
Discharge:
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
Outlet Protection
Q10 = 0.40 cfs
Q10/Qfull =
0.04
Qfull = 9.52 cfs
VNfull =
0.42
Vfull = 7.76 fps
V =
3.28
fps
From Fig. 8.06.b.1:
Zone =
1
From Fig. 8.06.b.2:
D5o =
4
in
DMAX =
6
in
.� %. r.
Riprap Class =
A
Apron Thickness =
12
in
Apron Length =
5.0
ft
};
Apron Width = 3xDia =
3.75
ft
I
�
0.08 ac
10 yrs
5.00 min
8..98 in/hr
0..56
0.40 cfs
CLH design, p.a. LATEST REVISION: 10/7/2020 4:52 PM PAGE 5 OF 9

Beach State Park Mainland Dev.-Phase 1
ISwansboro, NC
Culvert No:
F
Culvert Diameter:
15 in
Culvert Material:
RCP
Entrance Type
FES
Shoulder Elevation:
22.99
HW Control Elev:
22.95
Upper Invert:
20.95
Lower Invert:
20.38
Culvert Length:
• 55 ft
Culvert Slope:
0.010364 ft/ft
Tailwater Elevation:
21.38
Check Inlet Control
HW/D =
HW =
HW Elev = (upper inv)
+ (HW) _
Check Outlet Control
do =
(dc+D)/2 =
Ke =
H=
TW =
h = TW or (dc+D)/2 =
HW = h+H =
HW Elev = (lower inv) + (HW) _
Results
HW Elevation:
21.93
Flow Condition: Inlet
Control
Freeboard:
1.03 ft
Outlet Protection
0.78
0.98
21.93
0.70
0.975
0.5
0.17
1.00
1.00
1.17
21.55
DATE
09/30/2020
19-152
DAL
Drainage Area:
Design Frequency:
Time of Conc:
Intensity:
Runoff Coeff:
Discharge:
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
Q10 = 2.54 cfs
Q10/Qfull =
0.39
Qfull = 6.59 cfs
VNfull =
0.93
Vfull = 5.37 fps
V =
4.99
fps
From Fig. 8.06.b.1:
Zone =
1
From Fig. 8.06.b.2:
D50 =
4
in
DMAx =
6
in
Riprap Class =
A
Apron Thickness =
12
in
Apron Length =
5.0
ft
^�
I `
Apron Width = 3xDia =
3.75
ft
0.48 ac
10 yrs
5.00 min
8.98 in/hr
0.59
2.54 cfs
CLH design, p.a.
LATEST REVISION: 10/7/2020 4:52 PM
PAGE 6OF9

lHammocks Beach State Park Mainland Dev.-Phase 1
NC
Culvert No:
G
Culvert Diameter:
15
in
Culvert Material:
RCP
Entrance Type
FES
Shoulder Elevation:
12.04
HW Control Elev:
12.00
Upper Invert:
10.00
Lower Invert:
9.75
Culvert Length:
24
ft
Culvert Slope:
0.010417
ft/ft
Tailwater Elevation:
10.75
Check Inlet Control
HW/D =
HW =
HW Elev = (upper inv)
+ (HW) _
Check Outlet Control
do =
(dc+D)/2 =
Ke =
H=
TW =
h = TW or (dc+D)/2 =
HW=h+H=
HW Elev = (lower inv) + (HW) _
Results
HW Elevation:
11.21
Flow Condition: Outlet Control
Freeboard:
0.79
ft
Outlet Protection
0.93
1.16
11.16
1.10
1.175
0.5
0.28
1.00
1.18
1.46
11.21
DATE
09/30/2020
19-152
DAL
Drainage Area:
Design Frequency
Time of Conc:
Intensity:
Runoff Coeff:
Discharge:
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
Q10 = 3.73 cfs Q10/Qfull = 0.57
Qfull = 6.60 cfs VNfull = 1.02
Vfull = 5.38 fps V = 5.51 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D50 = 4 in
DMAx = 6 in
Riprap Class = A
Apron Thickness = 12 in
2 Apron Length = 5.0 ft
1I Apron Width = 3xDia = 3.75 ft
ength
1,26 ac
10 yrs
5.00 min
8.98 in/hr
0.33
3.73 cfs
CLH design, p.a. LATEST REVISION: 10/7/2020 4:52 PM PAGE 7 OF 9

�DATEG09/30/2020
QPR!R'l
o �/J
T NAME
PROJECT NO
Hammocks Beach State Park
Mainland Dev.-Phase
1
19-152
LOCATION
BY
Swansboro, NC
DAL
Culvert No:
H
Drainage Area:
0.17 ac
Culvert Diameter:
15 in
Design Frequency:
10 yrs
Culvert Material:
RCP
Time of Conc:
5.00 min
Entrance Type
FES
Intensity:
8.98 in/hr
Shoulder Elevation:
12.04.
Runoff Coeff:
0.33
HW Control Elev:
12.00
Discharge:
0.50 cfs
Upper Invert:
10.00
Lower Invert:
9.75
Culvert Length:
24 ft
Culvert Slope:
0.010417 ft/ft
Tailwater Elevation:
10.75
Check Inlet Control
HW/D =
0.5
(from Chart 1)
HW =
0.63
HW Elev = (upper inv)
+ (HW) =
10.63
Check Outlet Control
do =
0.40
(from Chart 4)
(dc+D)/2 =
0.825
Ke =
0.5
(from Table 12)
H =
0.01
(from Chart 5)
TW =
1.00
h = TW or (dc+D)/2
1.00
(whichever greater)
HW=h+H=
1.01
HW Elev = (lower inv)
(HW) =
10.76
Results
HW Elevation:
10.76
Flow Condition: Outlet Control
Freeboard:
1.24 ft
CULVERT IS O.K.
Outlet Protection
Q10 = 0.50 cfs
Q10/Qfull =
0.08
Qfull = 6.60 cfs
VNfull =
0.59
Vfull = 5.38 fps
V =
3.16
fps
From Fig. 8.06.b.1:
Zone =
1
From Fig. 8.06.b.2:
D50 =
4
in
DMAX =
6
in
..
Riprap Class =
A
Apron Thickness =
12
in
'
Apron Length -
5.0
ft
`C
Apron Width = 3xD1a =
3.75
ft
CLH design, p.a. LATEST REVISION: 10/7/2020 4:52 PM PAGE 8 OF 9

ocks Beach State Park Mainland Dev.-Phase 1
NC
Culvert No:
Culvert Diameter:
11.5 in
Culvert Material:
IP
Entrance Type
jFW
Shoulder Elevation:
12-04
HW Control Elev:
112.01
Upper Invert:
10.00
Lower Invert:
9.55
Culvert Length:
44 ft
Culvert Slope:
0.010227 ft/ft
Tailwater Elevation:
10.55
Check Inlet Control
HW/D =
HW =
HW Elev = (upper inv) + (HW) _
Check Outlet Control
do =
(dc+D)/2 =
Ke =
H=
TW =
h = TW or (dc+D)/2 =
HW=h+H=
HW Elev = (lower inv)
+ (HW) _
Results
HW Elevation:
11.31
Flow Condition:
Inlet Control
Freeboard:
0.69 ft
Outlet Protection
010 = 4.67
cfs
Qfull = 6.54
cfs
Vfull = 5.33
fps
From Fig. 8.06.b.1:
1.05
1.31
11.31
0.40
0.825
0.9
0.62
1.00
1.00
1.62
11.17
Zone
From Fig. 8.06.b.2: D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
09/30/2020 Q
PROJECT NO
19-152
BY
DAL
Drainage Area:
3.15 ac
Design Frequency:
10 yrs
Time of Conc:
S.:W min
Intensity:
8.98 in/hr
Runoff Coeff:
0.33
Discharge:
9.33 cfs
Dual Culvert: 4.67 cfs
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
Q10/Qfull =
V/Vfull =
V=
0.71
1.08
5.77 fps
1
4 in
6 in
A
12 in
5.0 ft
3.75 ft
CLH design, p.a. LATEST REVISION: 10/7/2020 4:52 PM PAGE 9 OF 9

CLH design, p.a.
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
P: 919.319.6716 (L— L H
www.clhdesignpa.com l7E<.SEC.iN
Site Plan Comment Responses
Date: May 7, 2021
To: Christine Hall, PE
From: Bill Hamilton, PLA — Project Manager
Re: Hammocks Beach State Park — Mainland Development — Phase 1
Dear Christine:
Below in red are our responses to the 2nd round of review comments received for the above referenced
project.
Comment 1: 15A NCAC 02H.1040(1) and .1042(2)0): In response to Item 1 of the previous request for
additional information, it is noted that the originals will be mailed as soon as they are
received. To date, the originally signed application or operation and maintenance
agreement have not been received. Please provide an application and operation and
maintenance agreement with original signatures from an individual that meets the
requirements of 15A NCAC 02H.1040(1).
Response: Acknowledged. We have included to original sign application and O&M Agreement.
Comment 2. 15A NCAC 02H.1042(2)(iv):
a. In response to Item 3.d of the previous request for additional information, it is noted
that the proposed walking trail is not considered built -upon area and that the adjacent
lot's deed is included in the submittal. This is true, however this trail is also included as
part of the land disturbance for the erosion control plans and thus requires stormwater
approval per 15A NCAC 02H.1019(2). Please either include this disturbed land or the
adjacent tract as part of this project area. Alternatively, if this adjacent tract is located
within other previously permitted areas, such as SW8971235, that permit must be
modified to include the new improvements.
Response: We will submit a Minor Modification to permit SW8971235 shortly. A
hatch and notes have been added to the overall plans stating that the soil
trails on the adjacent property are not part of this permit and are iin-ccll��� �r
in the Minor Modifications to the SW8971235 permit. E,V 1I
d el i n, p.a.
AY:

Construction Plan Comments
May 7, 2021
b. The project area listed in W 70 of the application and in the drainage area section of
the supplement is not consistent with the project area presented in IV.7 of the
application or Row 2 of the supplement cover page. Please confirm the project area is
presented consistently.
Response: erection IV.10 has been updated per comment.
Comment 3. G.S. 743-214.7(b2), 15A NCAC 02H .1042(2)(a)(iv), and .1042(2)(g)(v): Plan sheet C8.1
shows that an ABC stone surface with geotextile fabric will be used in wet locations along
the walking trail. ABC stone is typically considered to be a built -upon area. Please either
provide additional details that demonstrate this profile will remain porous with a hydraulic
conductivity greater than 0.001 centimeters per second (1.41 inches per hour) as required
by the General Statutes or include these areas as part of the built -upon area associated with
this site.
Response: We have removed the detail showing ABC stone. We have ground truth the trails with a
soil scientist and do not foresee the need for ABC stone.
Comment 4: 75A NCAC 02H.1042(2): Please email the supplement form to the email address provided
below so that it can be preserved electronically per the regulatory requirements.
Response: Acknowledged. Supplement forms will be emailed.
End of Responses
Thank you for all of your help and please call with any questions.
Sincerely,
For CLH design, p.a.
Bill Hamilton, PLA
Project Manager
CLH design, p.a.

ROY COOPER
Gmwww
hUCHAEL & REGAN
secrrfar�
BRAN WRENN
Dkedor
March 15, 2021
Via email only. ierry.howertoWnenarkS.,-ov
Department of Natural and Cultural Recourses
Division of Parks and Recreation
Attn: Stacy Meyer, Deputy Secretary
c/o Jerry Howerton, Chief of Design and Construction
1615 Mail Service Center
Raleigh, NC 27699
R
Subject: Request for Additional Information
Stormwater Project No. SW8 200811
Hammocks Beach State Park Mainland Development- Phase 1
Onslow County
Dear Mr. Howerton:
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application for
the subject project on August 24, 2020 with additional information requested on November 20, 2020 and received
on February 5, 2021. A preliminary in-depth review of that information has determined that the application is not
complete and that additional information is needed. To continue the review, please provide the following
additional information in a single, hard copy submittal package:
X.ti15A NCAC 02H.1040(1) and .1042(2)0): In response to Item 1 of the previous request for additional
information, it is noted that the originals will be mailed as soon as they are received. To date, the
originally signed appl Cation or operation and maintenance agreement have not been received. Please
provide an application and operation and maintenance agreement with original signatures from an
individual that meets the requirements of 15A NCAC 02H.1040(1).
A. 15A NCAC 02H.1042(2)(iv):
o k a. In response to Item 3.d of the previous request for additional information, it is noted that the
proposed walking trail is not considered built -upon area and that the adjacent lot's deed is
included in the submittal. This is true, however this trail is also included as part of the land
disturbance for the erosion control plans and thus requires stormwater approval per 15A NCAC
02H.1019(2). Please either include this disturbed land or the adjacent tract as part of this project
area. Alternatively, if this adjacent tract is located within other previously permitted areas, such
V,/bb.as SW8971235, that permit must be modified to include the new improvements.
The project area listed in IV.10 of the application and in the drainage area section of the
supplement is not consistent with the project area presented in IV.7 of the application or Row 2 of
the supplement cover page. Please confirm the project area is presented consistently.
3. G.S. 143-214.7(b2), 15A NCAC 02H .I042(2)(a)(iv), and .I042(2)(g)(v): Plan sheet C8.1 shows that an
ABC stone surface with geotextile fabric will be used in wet locations along the walking trail. ABC stone
is typically considered to be a built -upon area. Please either provide additional details that demonstrate
this profile will remain porous with a hydraulic conductivity greater than 0.001 centimeters per second
(1.41 inches per hour) as required by the General Statutes or include these areas as part of the built -upon
area associated with this site.
✓4. 15A NCAC 02H.1042(2): Please email the supplement form to the email address provided below so that
it can be preserved electronically per the regulatory requirements.
Please remember to confirm that any revised information is presented consistently throughout the application
documents including calculations, supplements, narrative, and plans. Please also remember to provide two hard
copies of any updated documents per 15A NCAC 02H.1042(2).
IVANadi CdrdlmB DeµartWft t of EnvirmwnriA1 Q"itv Di ,%WP aE and lard RcS# =_m
Wboh3gtoi Rrgwral Office ti'.7 Cardinal umr E0m5= Wilmington. Nm rh CmrrW 2W

State Stormwater Permit No. SW8 200811
Page 2 of 2
All of the requested information listed above should be received in this Office by April 5, 2021, or the application
will be returned as incomplete. Please note that only two letters requesting additional information is allowed in
the State Stormwater Program. If the information is not satisfactorily provided after either the second request or
30 days, the project will be returned. If the project is returned and you wish to re -submit later, you will need to
resubmit all required items at that time, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS
143-215.6A.
Please reference the State assigned project number on all correspondence. If you have any questions concerning
this matter, please feel free to call me at [phone] or email me at [e-mail].
Sincerely,
&Vrz ute Ufa&
Christine Hall
Regional Stormwater Program Supervisor
DES/canh: \\\Stormwater\Permits & Projects\2020\200811 LD\2021 03 addinfo 200811
cc: Steven J. Miller PE; CLH Design, PA; via email: [e-mail]
Wilmington Regional Office Stormwater File

Hall, Christine
From: Hall, Christine
Sent: Monday, March 15, 2021 11:01 AM
To: Howerton, Jerry, [e-mail]
Subject: 2nd request for additional info, Hammocks State Park mainland (SW8200811)
Attachments: 2021 03 addinfo 200811.pdf
All,
Attached is a pdf of the second request for additional information for the subject project. Please let me know if you
have any questions or concerns.
Thanks.
Christine Hall, PE
Wilmington Regional Stormwater Program Supervisor
Division of Energy, Mineral and Land Resources — State Stormwater Program
North Carolina Department of Environmental Quality
Office: 910 796 7215
Direct: 910 796 7339 ** Plsaso note the change to my direct phone number **
Email: christine.hallca7.ncdenr.gov
Address: 127 Cardinal Drive Ext.
Wilmington, NC 28405
Q E�

Hall, Christine
From: Howerton, Jerry
Sent: Friday, February 5, 2021 12:19 PM
To: Hall, Christine
Cc: Fikinas, Adrienne; Dwayne Parker
Subject: Division of Parks and Recreation Howerton-Signature-Authority2-4-21.pdf
Attachments: Howerton-Signature-Authority2-4-21.pdf
Ms. Hall,
Please see the attached Signature Authority per our discussion.
Please let me know if any additional information will be needed.
Thanks,
Jerry
Jerry Howerton
Chief of Design and Construction
NC Division of Parks and Recreation
1615 Mail Service Center
Raleigh, NC 27699-1615
919-707-9361 Office
919-368-5977 Cell
[e-mail]

c-i F-Ar Sh ••
Division of Parks and Recreation
NC Department of Natural and Cultural Resources
Governor Roy Cooper
February 4, 2021
Ms. Christine Hall, Stormwater Program Supervisor
NC DEQ-Division of Water Resources
Wilmington Regional Office
127 N. Cardinal Drive Ext.
Wilmington, North Carolina 28405-3845
Dear Ms. Hall:
Secretary D. Reid Wilson
This letter is in response to an email and letter dated November 20, 2020, concerning permit
signature authority for the NC Division of Parks and Recreation.
Jerry Howerton, Chief of Design and Development, NC Division of Parks and Recreation has the
delegated authority to sign all permit applicants and other DEQ related documents pertaining to all
related construction projects on behalf of the North Carolina Division of Parks and Recreation.
If you need additional information, please contact me at 919-707-9300.
Sincerely,
6D
Dwa a Pµ atterson D (� - C
yn e � c�1�bla�
cc: Jerry Howerton, Chief of Design and Development, DPR
Brian Strong, Deputy Director of Planning and Natural Resources, DPR
ECEIVE
FEB 0 5 20zi
BY:
Dwayne Patterson, Director
NC G'ivsion of Parks and Recreation NORTH CAROUNA STATE PAR4S
1615 MSC - Raleigh, NC 27699-1615 Na&Ml+ WondWa
919.707.9300 / ncp:!rks.gov

RECEIVED
CLH design, p.a.
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
N: 919.319.6716
www.clhdesignpa.com
Letter of Transmittal
CLH Project Number:
JAN 19 2021
NCDEQ
WILMINGTON RO
CLH
January 15, 2021
To:
Stormwater Program
Company:
NCDEQ Division of Energy, Mineral and Land Resources
Address:
127 Cardinal Drive Extension
City/State/Zip:
Wilmington, NC 28405
Phone:
910-796-7215
Method:
UPS Ground
Subject:
Hammocks Beach State Park Mainland Development - Phase 1
Prints
X
Originals
Specifications
I
Applications
X
Reports
X
Copy of Letter
Submittals
I
Other:
X
Copies
Date
Description
2
01/15/21
Stormwater Management Permit Application Form (Unsigned copies -
Original and copy will be submitted a soon as we receive it from the Owner)
1
01/15/21
Operation & Maintenance Agreement (Unsigned -Original will be submitted
as soon as we receive it from Owner)
1
01/15/21
Supplemental EZ Form
1
01/15/21
Stormwater Management Design Narrative (Includes narrative, maps,
calculations)
1
05/18/20
Geotechnical Engineering Report
2
01/15/21
Plan Set
1
04/21/15
Deed (Property &Adjacent Property)
1
01/15/21
Comment Responses
Additional Remarks:
Please accept the attached documents for review and approval of the Post -Construction Stormwater
Management for the above referenced project. I trust all area satisfactory for your review.
Please call or email Bill Hamilton (bhalmilton(aclhdesignpa.com) or Dani Love a
(ciloveraw1hd6signpa.com) with any questions or if you need additional information. Thanks.
Signed:
Cc: File
CLH design, p.a.

S
lailitiligilliCRP
Doe ID: 012873230003 TVPa.
Recorded: 08/90/2018 at 02:25:38 PM
Revenue Taxe9E2.096iPo0s 1 of 9
Onelow Count.
Rebecca L. Pollard Req. of Deeds
9K4475 Pa575-577
NORTH CAROLINA SPECIAL WARRANTY DEED
The attorney preparing this instrument has made no record search or title examination as to the property
herein described, unless the same is shown by his written and signed Certificate.
Excise Tax: S2,951.00
Parcel Identifier No. 1320-33.4 Verified by County on the _ day of 20_
By: 160131, split frown 032107
Mail/Box to: Pollock & Pollock, Attorneys At Law, P.A., PO Drawer 999, Burgaw, NC 28425
This instrument was prepared by: Pollock & Pollock, Attorneys At Law, P.A.
Brief description for the index:
THIS DEED made this 8th day of June, 2016, by and between
GRANTOR I GRANTEE
The Conservation Fund, State of North Carolina
a Maryland nonproPt corporation clo State Property Office
1321 Mail Service Center
Raleigh, NC 27699-1321
Enter inappropriate block for each party: name, address, and, if appropriate, character of entity, e.g. corporation or partnership.
This property __ is or X is not the primary residence of the Grantor.
The designation Grantor and Grantee as used herein shall include said pa+iies, theirheirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context
WrMESSF.111, thatthe Grantor, for a valuable consideration paid by the Grantee, the receipt ofwhich is hereby acknowledged, has
and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated
in the City of, Swansboro Township, Onslow County, North Carolina and more particularly described as follows:
Being all of Tract B-1, 45.35 acres as shown on a map entitled Composite Plat for: The Conservation Fund (Owner)
Division of Tract B, dated 28 March 2016, recorded 1 April 2016 in Map Book 71, page 98, Cabinet N, of the Onslow,
County Registry.
The property hereinabove described was acquired by Grantor by instrument recorded in Book , page
A map showing the above described property is recorded in Map Book , Page
NC Bar Association Fort No. 6 ® 1977, 2002
Printed by Agreement with the NC Bar Association —1981 - Chicago Title Insurance Company
JAN 19 2u21
BY.
Book: 4475 Page: 575 Page 1 of 3

TO HAVE AND TO HOLD the aforesaid tot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee
in fee simple.
And the Grantor covenants with the Grantee, that Grantor has done nothing to impair such We as Grantor received, and Grantor will
warrant and defend the title against the lawful claims, of all persons claiming by, under or through Grantor, other than the following
exceptions;
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
The Conservation Fund, a Maryland nonprofit corporation _(SEAL)
(Entity N
By:
Title:.7o6rtW V!u ?lr5,Ae f �'GGtA°�+l�l�tS�i (SEAL)
By:
By:
Title: (SEAL)
Title: (SEAL)
fir^ I I►
awe of 1{1 - County of `t
iQQA^ A tCGV Notary Public of the County and State aforesaid, certify that
i ar n 14. personally came before me this day and acknowledged thane
is the&Nw VT of The Conservation Fund, a Maryland nonprofit corporation, and that by authority duly
given and as the act of such entity, She signed the foregoing irosnument in its name on its behalf as its act and
deed. Witness my land and Notarial stamp or seal, this
My Commission Expires: 313.1ac
Notary Public
NC Bar Association Form No. 6 0 1977, 2002
Printed by Agrooment with the NC Bar Association 1981 Chicago Title Insurance Company
Book: 4475 Page: 575 Page 2 of 3

Tax Certification Form
(Check One Box)
✓0 This certifies that there are no delinquent ad valorem taxes, or other
taxes which the Onslow County Tax Collector is charged with
collecting, that are a lien on:
Parcel Identification Number:
160131 S/F 032107
This is not a certification that this Onslow County Parcel
Identification Number matches the deed description.
No certification required, as attorney statement that any delinquent
taxes will be paid from closing proceeds is included on first page of
deed.
Balance due on account. It must be paid to Onslow County- Tax Collector
within 5 days of closing.
dol•M1ny�rl W Ina+r.�ae
Linda Hernandezaa�„�•...�]
OY• ]0160]]O 11II Ot NCP
Tax Collections Staff Signature
6130116
Date
El This parcel may have deferred taxes which become due upon transfer of the
property. Call the Tax Office, Land Records Division at 910-989-2204 for
more information.
234 NW Corridor Blvd • Jacksonville, North Carolina • 28540 • Phone: [phone] • Fax: [phone] -OnslowCountVNC.gov/tax
Book: 4475 Page: 975 Page 3 of 3

CLH design, p.a.
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
P: 919.319.6716
www.clhdesignpa.com
Site Plan Comment Responses
Date: January 15, 2021
To: Ted Triantis
From: Bill Hamilton, PLA — Project Manager
Re: Hammocks Beach State Park — Mainland Development — Phase 1
Dear Ted:
0
CLH
LDESI(Z rN
Below are our responses to the 1st round of review comments received for the above referenced
project.
Comment 1: 75A NCAC 02H.1040(l). The provided applications appear to be copies and not original
signatures. Application forms shall have original signatures. Please provide an application
with original signatures.
Response: Acknowledged. We will mail the original signed application as soon as be receive it from
the owner.
Comment 2: 15A NCAC 02H.1040(l)(d): Section 111. La lists the Signing Official & Title as Jerry Howerton,
Chief of Design and Construction. In the case of a municipal, state, or other public entity,
the signing official must be either a principal executive officer, ranking ofFciat or other duly
authorized employee. Please provide documentation from a principal executive officer,
ranking official, or other duly authorized employee giving Jerry Howerton signing authority,
OR please update the application with someone holding one of these titles/positions.
Response: Acknowledged. We are currently in the process of getting the application signed by an
authorized employee. We will mail the signed application as soon as be receive it from
the owner.
Comment 3. 75A NCAC 02H.1042(2)00 and .1042(g)(d): j
1
a. The application and supplement lists an area of 37,810 sf of off -site Built Upon Area
(BUA). Row 20 of the supplement says the off -site is 'Roadway" BUA. Section IV.10 of
the Basin Information table in the application shows an Off -site Drainage Area as
89,744 sf. Please provide maps showing the location of the total project area (with
77C
CLH design, a
JAN 19 2utn
9 P
1
BY:

Response:
Construction Plan Comments
January 15, 2021
bearings and distances) as well as the where the offsite and onsite drainage areas and
BUA are located.
b. The total property area listed in Section IVA and 7 of the application, 191.03 acres,
appears to relate to the total drainage area. If there are offsite areas located outside
the property area, please exclude those from the property area reported in these
sections of the application.
c. The application lists the Total Property Area as 791.03 acres, however, Row 2 of the
provided supplement shows the Project Area as 9.95 acres. Please ensure the
information is presented consistently.
d. The proposed walking trail appears to leave the property identified in the deed and
continue across other properties. Please explain how this extra property is included in
this project area and how the walking trail impacts the onsite and offsite areas included
in this submittal. If the trail crosses into other property not included in this project area
or owned by the applicant, please include these trails in the project area and show the
easements allowing them the construct these improvements. If the improvements are
located within other permitted project areas, those permits must be modified.
a. The proposed off -site roadway (31,810-sf) is now listed as off -site and has been
removed from "Other' category of the supplement form. The Off -site drainage area
(89,800-sf) is the abandoned NC DOT right-of-way area. Sheet C3A has been added
to show limits of on -site and off -site drainage areas and impervious covers. Sheets
50.1 and 50.2 showing the property bearing and distances.
b. Originally, we were considering the abandoned NC DOT right-of-way tract as part of
our property. We have updated Section IVA & 7 of the application form to exclude
this area.
c. The application has been revised to say 189.37-acres. Row 2 of the supplement form
has been updated to say 176.97-acres like Section IV.7 of the applications form.
d. Both properties are owned by the State of North Carolina and are part of Hammocks
Beach State Park. The proposed walking trail is a simple 10-ft wide soil path and was
not considered in the BUA. We have included the adjacent lot's deed in this submittal.
Comment 4: 75A NCAC 02H. 1003(4),.1019(6)(b) and .1042(2)(g)(iii):
a. Please provide the boundaries of all surface waters, wetlands, protected vegetated
setbacks, and protected riparian buffers on the plans. If surface waters or coastal
wetlands measured landward from the normal high waterline are located within the
CLH design, p.a.

Response:
Construction Plan Comments
January 15, 2021
property area, they must be excluded from the project area and drainage area
presented in Section IV.7 and IV.10 of the application per 15A NCAC 02H.10030)(c).
b. Row 7 of the supplement-EZ cover page indicates that the width of the vegetated
setback is not applicable, however, the site plans show surface waters are located along
the edge of the project. Please update to show the associated setback.
c. The vegetated setbacks are to remain vegetated with grass or other vegetation. Please
demonstrate that the provided campsites are not located within the vegetated setback
or update the narrative to indicate that they will remain vegetated.
a. We have labeled the mean high water line surveyed and added the 50-ft vegetated
setback on our plans. This project will disturb approximately 10-acres of the 189.37-
acre lot. The proposed driveway, bath house, and future campsites are to be built
around an already cleared area where there is an existing deteriorated road and there
use to be camping cabins. For those reasons and cost restrictions, only the portion of
the lot that was going to be disturbed was surveyed. Wetlands are not present in the
surveyed area or in the proximity of the proposed trails. An environmental soil
scientist was present while field staking the trails to avoid any potential wetlands. We
have added the approximate NCDENR wetlands locations and mean high water line
featured on Onslow County's GIS to our plans. All GIS wetlands are outside of our
limits of disturbance. We have labeled all GIS wetlands, mean high water lines, and
setbacks "approx. location — form GIS". Additionally, we have added a note on the
staking plan (sheets C1.1-C1.3) that clearly states "No BUA within the 50' vegetated
setback. Vegetated setbacks are to remain vegetated with grass or other vegetation".
The future phase (campsite & cabin construction) will stay within the surveyed area
and the owner is aware that additional survey and wetland delineations are required
if improvements are proposed outside this set limits. We calculated the approximate
wetland area per GIS (539,255-sf) and rounded it up to nearest thousand (540,000-sf)
and excluded this area from the project area per Section IV.7 & 10.
b. Setback width on row 7 of the supplement form has been updated to 50-ft
c. The location of the future campgrounds is an approximation. At this point in the
project we do not know the exact location of the campgrounds, but we have added a
note in the staking plan (sheets CM — C1.3) specifically saying that "No BUA within
the 50' vegetated setback. Vegetated setbacks are to remain vegetated with grass or
other vegetation" to limit future phases from encroaching in the vegetated setbacks.
Additionally, the limits of disturbance of phase 1 do not encroach into the vegetated
setback.
Comment S. 15A NCAC 02H.1042(3)(b): The Low Density Section of the Supplement is not included in
the application. Please include the Low Density Supplement Section of the Supplement-EZ
form. This form can be found by clicking on the "Load Supplement Forms" within the
CLH design, p.a.

Construction Plan Comments
January 15, 2021
Supplement-EZ Cover Page. Please make sure to use the latest version of the supplement
form, which can be found on the division website.
Response: We have updated the supplement form and included the Low Density Section
Comment 6: 15A NCAC 02H.1042(2)0): Please include a signed copy of the most recent version of the
Operation and Maintenance agreement for low density projects, which can be found on the
division website.
Response: Acknowledged. We have included an unsigned O&M Agreement. We will mail the signed
O&M Agreement as soon as we receive them from the owner.
Comment 7.• 15A NCAC 02H.7042(2)(d): On the USGS map, please identify the project area subject to
the SA-HQW requirements set forth in 15A NCAC 02H.1019 of the rules. One option to
depict the subject project area is to delineate a V2 mile radius from the receiving waters.
Response: We nave delineated the SA-HQW requirements limits in the USGS Quad Map.
Comment 8: 15A NCAC 02H .1042(2)(g)(v): The plans show that a walking trail is proposed. Please
provide additional details on the plans to demonstrate if this feature has been designed per
GS 743-274.7(b2) to be a permeable surface or if it has been considered part of the built -
upon area.
Response: Please refer to sheet C8.1 for the natural surface multi -use path detail. The path will be a
simple earth path. We are not considering it in the BUA since no impervious cover is
proposed.
Comment 9: 15A NCAC 02H.7042(2): Please email the supplement form to the email address provided
below so that it can be preserved electronically per the regulatory requirements.
Response: HCKnowieagea. vve will email the forms as soUII as we have them.
Comment 10: Recommendation: 15A NCAC 02H.7019(6) allows up to 12% for low density projects
discharging to SA waters. Section 1V.10 of the application indicates that this project is
proposing 1.61 % of built -upon area. To assist with future improvements within this project
and reduce the level of effort required for modifying this permit, it is recommended that a
future built -upon area allocation be added to Section IV.10 of the application to maximize
the built -upon area and be included as part of this proposed project.
Response: Acknowledged. Since we do not know the exact area of the wetlands precent in the site,
we have decided to add only 215,450-sf of future impervious to the project. This amount
brings the percent of impervious up to 4.54% and should be more than enough for
foreseeable phases in the park.
CLH design, p.a.

Construction Plan Comments
End of Responses
Thank you for all of your help and please call with any questions.
Sincerely,
For CLH design, p.a.
Bill Hamilton, PLA
Project Manager
January 15, 2021
CLH design, p.a.

Triantafillopoulos, Ted
From: Dani Lovera <[e-mail]>
Sent: Wednesday, January 13, 2021 1:57 PM
To: Triantafillopoulos, Ted
Subject: RE: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -
Phase 1 SW8 200811
CAUTION: ExLernalemail. Do not cNk links or open attachments unWm you verify. Send aA suSpi�ioug email as an attachment to
Report S5am.
i would hope no later than the end of next week.
Thank you!
Dani Lovera
Civil DeE.gner
CLH design, p.a.
Collaborative Landscape Architecture and Civil Engineering
400 Regency Forest Drive, Suite 120
Cary, NC 27518
919.319.6716, ext. 4007
Twitter I Linkedln I Facebook ; Instagram [ dhdesignpa.com
From: Triantafillopoulos, Ted <[e-mail]>
Sent: Wednesday, January 13, 2021 1:32 PM
To: Dani Lovera <[e-mail]>
Subject: RE: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
That would be ok. Do you have a timeline when you may have them?
Ted
From: Dani Lovera[mailto:[e-mail]]
Sent: Wednesday, January 13, 2021 1:15 PM
To: Triantafillopoulos, Ted <ted.triant![e-mail]>
Subject: RE: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
CAUTION: Eittii`nal errauh Do not c1 tk lirks or open attachments unless ycu vary. Send all suspicious email asan attachment to
Report Spare.
Hi Ted,
Hcpe you had a bocd stert to the new year. We are working on the submittal right rcw, and plan on mailing you the
submittal package on Friday.

I have a question regarding the original forms. We're trying to coordinate picking up the originals, but it's a. little
complicated with everyone working remotely. Is it ok if we submit copies on this submittal, and mail the cr iginals as
soon as we have them?
Thank you,
Dani Lovera
Civil Designer
CLH design, p.a.
Collaborative Landscape Architecture and Civil Engineering
400 Regency Forest Drive, Suite 120
Cary, NC 27513
919.319.6716, ext. 4007
Twitter I Unkedln I Facebook I Instagram I clhdesignpat.ccm
From: Triantafillopoulos, Ted <[e-mail]>
Sent: Wednesday, January 13, 2021 12:45 PM
To: Dani Lovera <[e-mail]>
Subject: RE: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
Hi Dani,
Any update on the submittal for the subject project? Just wanted to touch base. Thanks
Ted Triantis
From: Dani Lovera[mailto:[e-mail]]
Sent: Friday, December 11, 2020 7:59 PM
To: Triantafillopoulos, Ted <[e-mail]>
Subject: RE: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
CAUTION: Ext ma! email. Do not cock links or open attachments unless you verify. Send all suspicous email as an attachment to
Repgrt Spam.
Thank you!
Dani Lovera
Civil Designer
Coliaborative Landscape Architecture and Civil Engineering
400 Regency Forest Drive, Suite 120
Cary, NC 27518
919.319.6716, ext. 4007
Twitter I Linkedin I Facebook I Instagrarr I clhdesignpa.com
From: Triantafillopoulos, Ted <[e-mail]>
Sent: Friday, December 11, 2020 5:34 PM

To: Dani Lovera <[e-mail]>
Subject: RE: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
Based on the fact it is a holiday; I think we can allow that. We will be on the lookout for the submittal. Please let me
know if I can help you further. Thanks
Ted Triantis
From: Dani Lovera[mailto:dlovera`mclhdesienpa.com]
Sent: Friday, December 11, 2020 2:33 PM
To: Triantafillopoulos, Ted <[e-mail]>
Subject: RE: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
CAUTION: External email. Qo not dick l nlcs or open attabhments unless you verify. Send ail suspicious e=4 as an attachment to
Aepart Spam.
Hi Ted,
Thanks for the quick responses Would it be possible to extend the extension until the second week of January? We are in
a pinch to get everything together with the holidays and people taking time off. We greatiy appreciate your
understanding.
Thank you,
Dani Lovera
Civil Designer
CLH design, p.a.
Collaborative Landscape Architecture and Civil Engineering
400 Regency Forest Drive, Suite 120
Cary,NC 27518
919.319.6716, ext. 4007
Twitter I Linkedln I Facebook I Instagram i clh:designpa.com
From: Triantafillopoulos, Ted <ted.triantis@ncdenrgov>
Sent: Friday, December 11, 2020 12:20 PM
To: Dani Lovera <[e-mail]>
Subject: RE: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
Dani,
I have spoken with my supervisor. At this particular juncture. I may be best to continue with the Phase-1 and the
project as it is currently submitted. This vjay the permit can get fWshcd up, and when it is issued, the only thing that
would be required for a -nnor modification would be the update in future and BUA ons *.e with the minor charges. This
would just typically require a N'iro3 Modification application v.hich is free, and any updated plans and tables for the BUA
updates, etc.. Feel free to reach out or email me if you have any more question.
That said, we are still hoping to have the initial request for additional information addressed in a timely manner. I have
set cut an extension until the 23r' of t~?is inorth. Tharks
Ted Triantis

From: Dani Lovera [mailto:dlovera clhdesignpa.com-]
Sent: Wednesday, December 9, 2020 4:52 PM
To: Triantafillopoulos, Ted <[e-mail]>
Cc: Steven J. Miller <smiller clhdesignpa.com>; Bill Hamilton <[e-mail]>
Subject: [External] RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
CAUTION: External emag Do not click links or open attachments uniess you verify. Send all suspickas emad as an attachmerit to
Report Spam_
Good Afternoon Ted,
Thanks again for taking the time today to talk to me. As we discussed earlier, Hammocks Beach State Park Mainland
Development -Phase 1 has been momentarily put on hold. Originally we were designing the driveway loop with some
parking areas and a bath house. ^IC State Parks has decided to increase the scope to include the campsites that are
shown as future proposed on our plans. These campsites will be graded out and have gravel pads that will increase the
impervious cover. Additionally, they are looking into ircluding 4 to 6 small camper cabins which will be approximately
230-sf to 250-sf and will require some additional parking.
Would it be possible to extend the review process unti' February/March? We foresee having more direction from RC
State Parks by then and a better grasp of the current design changes needed.
Thank you,
Dani Lovera
Civil Designer
CLH .411.
Collcborative Landscape Architecture and Civil Engineering
400 Regency Fcrest Drive, Suite 120
Cary: NC 27518
919.319.6716, ext. 4007
Twitter I Linkedln I Facebook I Instagrarr. j clhdesi-Vpa.com
From: Triantafillopoulos, Ted <[e-mail]>
Sent: Tuesday, December 8, 2020 2:24 PM
To: Howerton, Jerry <[e-mail]>
Cc: Steven J. Miller <[e-mail]>
Subject: RE: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
Hi All,
I was checking to see if you ever received the request for additional information for the subject ,project? My records
show a response was requested by 12/7/2020. 1 will put out an extension until 12/23 if more time is needed? Please let
me know. Thanks
Ted Triantis
From: Triantafillopoulos, Ted
Sent: Friday, November 20, 2020 8:17 AM

To: Howerton, Jerry <jerry.howerton@n par;s.£�
Cc: [e-mail]
Subject: Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8 200811
All,
Attached is a request for additional information for the subject project. If you have any question let me know. Thanks!
Ted Trian- is
Engineer
Division of Energy, Mineral and Land Resources
North Carolina Department of Environmental Quality
Phone: [phone]
FAX: [phone]
Email: ted.triantis(�D_ncdenr.gov
127 Cardinal Drive Extension
Wilmington, NC 28405
mia1I cOrreSpjn da .tea _tc a!% ,`.' !7 :is .1�'G','n,ss is subject' to the
z
Mina Pub; i^5°i:C�IG�s �.36� ui L)t !e dj/ G@ r'±Si:fJsF<<toit c siec
p'

ROY COOPER.
ML14AEL S. REGAN
5,ecnnw
BRIAN WREN►`
November 20, 2020
it .
NORTH CAROUNA
EmkomeodQuaWy
Via email only: ierry.howertonAncparks rov
Division of Parks and Recreation/Dept. of Natural and Cultural Recourses
Attn: Jerry Howerton- Chief of Design and Construction
1615 MSC
Raleigh, NC 27699
Subject: Request for Additional Information
Stormwater Project No. SW8 200811
Hammocks Beach State Park Mainland Development- Phase 1
Onslow County
Dear Mr. Howerton:
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application for
the subject project on August 24, 2020. A preliminary in-depth review of that information has determined that the
application is not complete and that additional information is needed. To continue the review, please provide the
following additional information in a single, hard copy submittal package:
-� 1. 15A NCAC 02H.1040(1): The provided applications appear to be copies and not original signatures.
Application forms shall have original signatures. Please nrovide an application with original signatures.
v-'2. 15A NCAC 02H.1040(1)(d): Section Ill. La lists the Signing Official & Title as Jerry Howerton, Chief of
Design and Construction. In the case of a municipal, state, or other public entity, the signing official must
be either a principal executive officer, ranking official, or other duly authorized employee. Please provide
documentation from a principal executive officer, ranking official, or other duly authorized employee
giving Jerry Howerton signing authority, OR please update the application with someone holding one of
these titles/positions.
=� 3. 15A NCAC 02H.1042(2)(iv) and .1042(g)(ii):
The application and supplement lists an area of 31,810 sf of off -site Built Upon Area (BUA).
Row 20 of the supplement says the off -site is "Roadway" BUA. Section IV.10 of the Basin
Information table in the application shows an Off -site Drainage Area as 89,744 sf. Please provide
maps showing the location of the total project area (with bearings and distances) as well as the
where the offsite and onsite drainage areas and BUA are located.
The total property area listed in Section IVA and 7 of the application, 191.03 acres, appears to
relate to the total drainage area. If there are offsite areas located outside the property area, please
exclude those from the property area reported in these sections of the application.
---aSc. The application lists the Total Property Area as 191.03 acres, however, Row 2 of the provided
supplement shows the Project Area as 9.95 acres. Please ensure the information is presented
consistently.
-� d. The proposed walking trail appears to leave the property identified in the deed and continue
across other properties. Please explain how this extra property is included in this project area and
how the walking trail impacts the onsite and offsite areas included in this submittal. If the trail
crosses into other property not included in this project area or owned by the applicant, please
include these trails in the project area and show the easements allowing them the construct these
improvements. If the improvements are located within other permitted project areas, those
permits must be modified.
4. 15A NCAC 02H.1003(4), .1019(6)(b) and .1042(2)(g)(iii):
a. Please provide the boundaries of all surface waters, wetlands, protected vegetated setbacks, and
protected riparian buffers on the plans. If surface waters or coastal wetlands measured landward
�� rom the normal high waterline are located within the property area, they must be excluded from
`cam fhe project area and drainage area presented in Section IV.7 and IV.10 of the application per 15A
NCAC 02H.1003(1)(c).
a'4• D. ���'Nan�f�vl�i:cpar�eniofE:rva•cnrneot.alQtta ili+tisi�EaxEnc�y 4titt�-a1�id:aRtlRr>v�rzc!s
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'�
\i

State Stormwater Permit No. SW8 200811
Page 2 of 2
✓b. Row 7 of the supplement-EZ cover page indicates that the width of the vegetated setback is not
applicable, however, the site plans show surface waters are located along the edge of the project.
Please update to show the associated setback.
o�L c. The vegetated setbacks are to remain vegetated with grass or other vegetation. Please demonstrate
that the provided campsites are not located within the vegetated setback or update the narrative to
indicate that they will remain vegetated.
✓5. 15A NCAC 02H.1042(3)(b): The Low Density Section of the Supplement is not included in the
application. Please include the Low Density Supplement Section of the Supplement-EZ form. This form
can be found by clicking on the "Load Supplement Forms" within the Supplement-EZ Cover Page. Please
make sure to use the latest version of the supplement form, which can be found on the division website.
-> 6. 15A NCAC 02H.1042(2)0): Please include a signed copy of the most recent version of the Operation and
Maintenance agreement for low density projects, which can be found on the division website.
i%7. 15A NCAC 02H.1042(2)(d): On the USGS map, please identify the project area subject to the SA-HQW
requirements set forth in 15A NCAC 02H.1019 of the rules. One option to depict the subject project area
is to delineate a'/2 mile radius from the receiving waters.
✓8. 15A NCAC 02H .1042(2)(g)(v): The plans show that a walking trail is proposed. Please provide
additional details on the plans to demonstrate if this feature has been designed per GS 143-214.7(b2) to be
a permeable surface or if it has been considered part of the built -upon area.
9. 15A NCAC 02H.1042(2): Please email the supplement form to the email address provided below so that
it can be preserved electronically per the regulatory requirements.
✓10. Recommendation: 15A NCAC 02H.1019(6) allows up to 12% for low density projects discharging to SA
waters. Section IV.10 of the application indicates that this project is proposing 1.61 % of built -upon area.
To assist with future improvements within this project and reduce the level of effort required for
modifying this permit, it is recommended that a future built -upon area allocation be added to Section
IV.10 of the application to maximize the built -upon area and be included as part of this proposed project.
Please remember to confirm that any revised information is presented consistently throughout the application
documents including calculations, supplements, narrative, and plans. Please also remember to provide two hard
copies of any updated documents per 15A NCAC 02H.1042(2).
All of the requested information listed above should be received in this Office by December 7, 2020, or the
application will be returned as incomplete. If additional time is needed to submit the requested information,
please email your extension request prior to this due date to the email address provided below with a justification
and a date of when the requested information will be submitted, which shall be no later than 15 days past the
original due date. Please note that only two letters requesting additional information is allowed in the State
Stormwater Program for a total of 30 days to submit the requested additional information. If the information is
not satisfactorily provided after either the second request or 30 days, the project will be returned. If the project is
returned and you wish to re -submit later, you will need to resubmit all required items at that time, including the
application fee.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS
143-215.6A.
Please reference the State assigned project number on all correspondence. If you have any questions concerning
this matter, please feel free to call me at [phone] or email me at [e-mail].
Sincerely,
Ted Triantis
Engineer
DES/tjt: \\\Stormwater\Permits & Projects\2020\20081.1 LD\2020 11 addinfo 200811
cc: Steven J. Miller PE; CLH Design, PA; via email: [e-mail]
Wilmington Regional Office Stormwater File

Triantafillopoulos, Ted
From:
Triantafillopoulos, Ted
Sent:
Friday, November 20, 2020 8:17 AM
To:
Howerton, Jerry
Cc:
[e-mail]
Subject:
Request for Additional Hammocks Beach Park Mainland Development -Phase 1 SW8
200811
Attachments:
2020 11 addinfo 200811.pdf
All,
Attached is a request for additional information for the subject project. If you have any question let me know. Thanks!
Ted Triant9s
Engineer
Division of Energy, Mineral and Land Resources
North Carolina Department of Environmental Quality
Phone: [phone]
FAX: [phone]
Email: ted.triantisAmcdenr.gov
127 Cardinal Drive Extension
Wilmington, NC 28405
L; _ale,+v_tto the
=,::i 'na; .3closed to third parfles

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Burd, Tina J
From: Burd, Tina J
Sent: Tuesday, September 1, 2020 8:43 AM
To: Howerton, Jerry, Pate, Neai F, [e-mail]
Subject: SW8 200811 - Hammocks Beach State Park Mainland Development - Phase 1
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources (Stormwater Section) accepted
the Stormwater Permit Application and $505.00 fee for the subject project on August 24, 2020. The project has been
assigned to Ted Triantis and you will be notified if additional information is needed. Please be advised that the
construction of built -upon area may not commence until the Stormwater Permit is issued.
Best Regards,
Tina Burd
Administrative Associate II
Wilmington Regional Office
Division of Environmental Assistance & Customer Service
Phone [phone]
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
. aEE3
t
wwfl o r !spo;weii ;e ro and frurn + c, addiressci ry to

Application Completeness Review Checklist (Non -Transfers) - Short Version
Project Name: V- �l S A, �� � {]EAcTaT� i AEr Iv( J,„) + Z> L�rl _ .1 j yG � pate Delivered to WIRC: �U Z
Project County/Location; C , s-�D�� _ BIMS Received/Accepted Date:
Rule(s): 2017 Coastal 2008 Coastal �.L995 Coastal 3iMS Acknowledged Date'H:
Phase itUniversal E-11988 Coastal
�.
Perinit Action: r 2w
Ma cr i'Aod i Minor Vlod / Renewal
Permit Type: :-iD.��/ LD Overall / HD &LD Combo
General Permit i Offsite / Exempt / Rescission
Development Type: Commercial / Residential/ Ot_h_e_r
Subdivided?: `subdivision ors-12-ngie Lot
Rermittee Type & Documents Needed:
Prooerty Owner(s) Purchaser
Lessee
Viable? Viable'Viable'
171 Deed MPurchaseAgmt
Lease
LNot Subdivided: Deed
Flubdivision:
Common Area peed
Paperwork
New Permit #1:
Existing permit #:
5L,)$ _v0�11
Expriation Date 3:
E:]Offsite to SW8:
F-11_ot is in Master Permit?
FiPE Cert on File
1:3HOA Developer
[:]Viable-? DViable?
Election Minutes
Application
ee P$505 (within Smo) Check#(5): c7
nsupplementZ (I new form or for older forms: 1 originol per 5CM)
❑O&MZ
5oiIs Report (Infil or PP)
Calculations (signed/sealed]
Deed Restrrctions, if subdivided
EOProject Narrative
DUSGS Map (or on file?) Subject to SA?: Y N Subject to ORW?
Plans (2 5ets)
PE Certification
Electronic Copies
Easements, Recorded (2017 Rules)
NOTES:
IEnter BIMS Acknowledged Date on this Sheet
ZFor New Projects -Enter New Permit # on Supplements & Deed Resricrion Temclates.
if kVin 5 months and thew are requesting a rrod, STOP Needs a renewal r-st.
EMAILED ENGINEER DATE -
REVIEWER NAME: Ly
Comments-
r: VQ ReferenceLibra -OPT ecedures\Chechiisrs\Ccmole?eness Revie,,v C=.ec05t 2 ;2G 0131
IDN❑ Fee
Y/N

CLH design, p.a.
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
P: 919.319.6716
www.clhdesignpa.com
Letter of Transmittal
CLH Project Number:
RECEIVED
AUG 2 4 2020
NCDEQ
WILMINGTON RO
August 21, 2020
To:
Stormwater Program
Company:
NCDEQ Division of Energy, Mineral and Land Resources
Address:
127 Cardinal Drive Extension
City/State/Zip:
Wilmington, NC 28405
Phone:
910-796-7215
Method:
UPS Ground
Subject:
Hammocks Beach State Park Mainland Development - Phase 1
Prints
X
Originals
Specifications
Applications
I X
Reports
X
Copy of Letter
Submittals
Other:
X
Copies
Date
Description
2
08/20/20
Stormwater Management Permit Application Form (Original & Copy)
1
08/04/20
Application Fee ($505)
1
07/29/20
Stormwater Management Design Narrative (Includes narrative, maps,
calculations)
2
07/29/20
Plan Set
1
05/18/20
Geotechnical Engineering Report
1
04/21/15
Deed
Additional Remarks:
Please accept the attached documents for review and approval of the Post -Construction Stormwater
Management for the above referenced project. I trust all area satisfactory for your review.
Please call or email Bill Hamilton (bhalmilton(@clhdesignpa.com) with any questions or if you need
additional information. Thanks.
Signed:
Cc: File
CLH design, p.a.

r
13
Geotechnical Exploration Report
Hammocks Beach State Park
Swansboro, North Carolina
S&ME Project No. 1305-19-108
9 E
1lCh"r-
AAUU 2 4 2VO
BY. _ _

May 18, 2020
CLH Design P.A.
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
Attention: Mr. Bill Hamilton, PLA
Reference: Geotechnical Exploration Report
Hammocks Beach State Park
Swansboro, North Carolina
S&ME Project No. 1305-19-108
NC PE Firm License No. F-0176
Dear Mr. Hamilton:
S&ME, Inc. (S&ME) is pleased to submit this geotechnical exploration report for the referenced project site. The
work was completed in general accordance with our proposal number 13-1900378 dated August 22, 2019. This
report describes our understanding of the project, results of field and laboratory testing, and our geotechnical
engineering conclusions and recommendations.
S&ME appreciates the opportunity to provide our services on this project. Please contact us if you have any
questions regarding this report or if we may be of further assistance.
Sincerely,
SWE, Inc.
+,+JOna101",
CAn�.,��
••+�+•+�.�N
Elliot Blonshine
; 5-18-20 '
��'•:N&gIi=y�`"ffJ••�
Kevin Nadeau, P.E.
Geotechnical Group Leader
Nrq Np0 +.
Senior Geotechnical Engineer
f
Senior Reviewed by J. Adam Browning, P.E.
S&ME, Inc. 1 3201 Spring Forest Road I Raleigh, NC 276161 p 919.872.26601 www.smeinc.com

Geotechnical Exploration Report wa'
Hammocks Beach State Park
Swansborc, North Carolina
S&ME Project No. 1305-19-108
Table of Contents
1.0 Project and Site Information...........................................................................................1
2.0 Area Geology.....................................................................................................................1
3.0 Field Exploration...............................................................................................................2
4.0 Laboratory Testing Program...........................................................................................2
5.0 Subsurface Conditions.....................................................................................................3
5.1 Surficial Material............................................................................................................................3
52 Coastal Plain Soils..........................................................................................................................3
5.3 Groundwater...................................................................................................................................4
6.0 Conclusions and Recommendations.............................................................................4
6.1
General.............................................................................................................................................4
6.2
Earthwork .............................................. ....... ...................................................................................
4
6.2.1
General..............................................................................................................................................4
6.2.2
Initial Site Preparation......................................................................................................................4
6.2.3
Excavations.......................................................................................................................................5
6.2.4
Structural Fill...................................................................................................................................5
6.2.5
Subgrade Evaluation and Repair......................................................................................................
6
6.3
Foundation Recommendations.....................................................................................................6
6.4
Floor Slabs.......................................................................................................................................6
6.5
Seismic Site Classification.............................................................................................................7
6.5.1
Liquefaction Triggering....................................................................................................................7
6.5.2
Seismic Site Class..............................................................................................................................8
6.6
Pavements.......................................................................................................................................8
6.6.1
Asphalt Pavement ....................
6.6.2
Concrete Pavements..........................................................................................................................9
7.0 Limitations of Geotechnicau Report............................................................................10
May 18, 2020

Geotechnical Exploration Report 13
Hammocks Beach State Park
Swansborj, North Carolina
S&ME Pro ect No. 1305-19-108 w�
Appendices
Appendix I — Figures
Appendix II — Boring Logs
Appendix III — Laboratory Test Results
May 18, 2020 iii

Geotechnical Exploration Report S
Hammocks Beach State Park
13
Swansboro, North Carolina
S&ME Project No. 1305-19-108
1.0 Project and Site Information
This report is based on the following information:
Emails from Mr. Bill Hamilton with CLH to Mr. Kevin Nadeau in August 2019 and subsequent emails in
March and April 2020.
Emails from Mr. Bill Hamilton with CLH to Mr. Elliot Blonshine on April 28, 2020 with updated Site Grading
Plans (sheets C3.1 through C3.3) prepared by CLH Design dated April 22, 2020 and anticipated structural
and traffic loading information.
We understand plans have been further developed for the Mainland Development Phase 1 at Hammocks Beach
State Park located outside Swansboro, North Carolina. Planned development is to include a new park entry drive
to a camping area that will include a restroom/shower facility. Maximum anticipated structural loading for
columns, walls and slabs are 1 kip, 1.5 kips per linear foot, and 150 pounds per square foot, respectively. Estimated
traffic frequency was based on 35 campsites, with a minimum of 1 vehicle per campsite, including tandem axle
RVs.
Currently the park entrance drive is a dirt roadway approximately 1/2 mile in length. The south end of the access
road and building area are generally cleared with lightly grassed and vegetated areas. The site is bound by
wooded areas and 4-H Club Road and Hammock Beach Road to the northwest and northeast, and by Queen
Creek to the south and west. Based on the grading plan provided, existing ground surface elevations range from
34 feet near Hammocks Beach Road to about 10 feet near the southern end of the project. Proposed grading will
involve nominal cuts and fills on the order of about 1 to 2 feet.
2.0 Area Geology
The site is located within the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is typically
characterized by marine and aeolian sediments that were deposited during periods of fluctuating sea levels and
moving shorelines. Near surface soils often consist of more recent undifferentiated deposits of inter -bedded
sands, silts, and clays. Deeper deposits also consist of sands, silts, or clays but can be defined as formations with
distinguishable characteristics and engineering properties.
The geology of the area of Onslow County near the project site primarily consists of Undifferentiated Surface
Deposits of Quaternary Age and recent alluvial sediments. Typically, the Undifferentiated Deposits consist of silty
clays underlain by silty fine to coarse sands. These deposits are underlain by the Yorktown Formation of the
Middle Tertiary Age. The Yorktown Formation consists of blue -gray fine to coarse sands with silt, clay, and shell
material. The Yorktown Formation was encountered at a depth of 22 feet in the soil test borings.
May 18, 2020

Geotechnical Exploration Report 13
Hammocks Beach State Park
Swansborj, North Carolina
S&ME Project No. 1305-19-108
10 field Exploration
Boring locations were selected and established in the field by S&ME using hand-held GPS equipment and should
be considered approximate. Approximate test boring locations are shown in Figure 1 in the Appendix. Borings
were advanced to depths of approximately 5 to 35 feet below the existing ground surface. Borings were advanced
using hollow -stem auger and mud rotary procedures with a CME-750 drill rig mounted on an all -terrain vehicle.
Within borings P-1 through P-9, soils were sampled continuously to a depth of about 5 feet using a 24-inch long
split -spoon sampler. Within borings B-1 and B-2, samples of subsurface soils were taken at 2.5-foot intervals
above a depth of 10 feet, and at 5-foot intervals below 10 feet using an 18-inch long split -spoon sampler.
Standard penetration testing was performed in conjunction with split -spoon sampling in general accordance with
ASTM D 1586. Two bulk samples of near -surface auger cuttings were obtained from borings P-4 and P-8 from
depths of approximately 0 to 3 feet.
Test Boring Records and a Generalized Subsurface Conditions profile (Figure 2), showing specific subsurface
information from each boring are included in the Appendix. Stratification lines shown on Test Boring Records and
the Subsurface Profiles are intended to represent approximate depths of changes in soil types. Naturally,
transitional changes in soil types are often gradual and cannot be defined at one particular depth. Ground surface
elevations shown on the Test Boring Records and profile were estimated from site grading plans and should be
considered approximate.
�,.0 Laboratory Testing Program
Split -spoon samples were returned to S&ME's laboratory for visual classification in general accordance with the
Unified Soil Classification System (USCS) by a geotechnical professional. Similar soils were grouped into strata on
the logs. The strata contact lines represent approximate boundaries between the soil types; the actual transition
between the soil types in the field may be gradual in both the horizontal and vertical directions. The results of the
classifications are presented on the individual boring logs included in Appendix II.
In addition to visual classification, select split -spoon and bulk samples were submitted for further laboratory
testing including natural moisture content, Atterberg limits, sieve analysis (#200 wash), standard Proctor, and
California Bearing Ratio (CBR) tests. Laboratory testing was performed in general accordance with applicable
ASTM standards. Discussion of test results are included in applicable subsections of this report. Individual
laboratory test sheets are included in the appendix. A Summary of Laboratory Test Data is presented in the table
below. More detailed information can be found on the individual laboratory test records in Appendix III.
May 18, 2020

Geotechnical Exploration Report
Hammocks Beach State Park
Swansboro, North Carolina
S&ME Project No. 1305-19-108
'fable 4-1 — Summary of Laboratory Test Results
=�rr;
percent
Atterberg Limits
Standard
Proctor
Boring
Sample
Natural
Fines
Organic
a
Max.
Depth
Moisture
(silt 1
USCS
Content
Dry CBRI
ID
(ft)
Content
Liquid Plasticity
Moisture
Unit
(` o)
clay)
(%)
Limit Index
Content
(%)
Weight
(pcf)
'Corrected CBR value at 0.1 inches of penetration. CBR specimen was compacted to 98% of its ASTM D698 maximum dry
density, near its optimum moisture content, and soaked for 96 hours.
*Visual Classification
5.0 Subsurface Conditions
5.1 Surficial Material
The site was lightly vegetated and grassed. Surface soils were observed at borings B-1, B-2, P-8 and P-9. Surficial
soils consisted of silty sands (USCS designation SM), and poorly -graded sand (SP) with trace amounts of roots or
vegetative material. Borings performed within the existing dirt road did not encounter organic surface soils or
topsoil.
5.2 Coastal Plain Soils
Coastal Plain soils were encountered in all borings. Coastal Plain soils encountered were generally comprised of
poorly -graded sands, and silty and clayey sands (SP, SP-SM, SM and SC), high plasticity silts (MH), and low to high
plasticity clays (CL and CH). SPT N-values in Coastal Plain soils ranged from weight of hammer (W.O.H.) to 13
blows per foot (bpf) indicating very soft to stiff consistencies for silts/clays and very loose to medium dense
relative densities for sands. The Coastal Plain soils were visually observed to be moist to saturated.
Low consistency near surface soils (N-values ranging from 2 to 8 bpf) were encountered in all borings except for
P-1 within the upper 2 to 10 feet. Multiple split -spoon samples were visually observed to be wet at depths ranging
from 2 to 5.5 feet.
May 18, 2020

Geotechnical Exploration Report
Hammocks Beach State Park ■�
Swansborj, North Carolina
S&ME Pro ect No. 1305-19-108
5.3 Groundwater
Groundwater measurements were attempted in all borings except for B-1 and B-2 at termination of drilling. In
borings P-1 through P-4, groundwater was observed at depths ranging from 3 to 5 feet below ground surface.
Borings P-5 through P-9 were observed to be dry above their cave depths.
Borings B-1 and B-2 were drilled using mud -rotary drilling techniques, which introduced water into the borehole
during drilling. The water levels at B-1 and B-2 were estimated at 5 feet based on visual observation of the split -
spoon samples.
Groundwater elevations can be expected to fluctuate due to seasonal variations in rainfall, evaporation,.and other
factors. Additionally, perched water conditions may exist during the typically wetter winter months above less
permeable fine-grained soils.
6.0 Conclusions and Recommendations
6.1 General
The exploration indicates the site is adaptable for the proposed construction. Borings performed for this
exploration revealed the presence of near -surface, low -consistency soils (N-values of 2 to 8 bpf) across the site.
In -place densification of near -surface soils and undercut/replacement for foundations is recommended.
Groundwater levels recorded in borings ranged from about 3 to 5 feet below the ground surface. These
conditions will make site development difficult, particularly if construction is scheduled to begin during typically
wetter months of the year (November through April). The following presents our geotechnical recommendations
regarding site grading and structural support.
6.2 Earthwork
6.2.1 General
Site grading will be difficult during periods of extended rainfall that generally occur during the winter months.
Near -surface soils are moisture sensitive, and when wet, will tend to rut and pump under rubber -tired traffic and
provide poor subgrade support for structures and pavements. To reduce potential earthwork problems, site
preparation and grading should be scheduled during the typically drier months of May through November, if
possible. If winter grading is attempted, repair of near -surface soils and possible use of select off -site borrow will
be necessary to adequately prepare subgrades for new construction. Heavy rubber -tired construction equipment
should not be allowed to operate on exposed subgrades during wet conditions. Even during drier periods of the
year, we recommend that exposed subgrades be sloped and sealed at the end of each day to promote runoff and
reduce infiltration from rainfall.
6.2.2 Initial Site Preparation
Initial site preparation should include stripping surface vegetation and removing soil with organic contents greater
than 5 percent and any other deleterious materials. Borings performed for this exploration indicated surface soil
May 18, 2020 4

Geotechnical Exploration Report
Hammocks Beach State Park
Swansboro, North Carolina
S&ME Project No. 1305-19-108
=
thicknesses of about 2 inches at borings B-1, B-2, P-8 and P-9; however, these surface soils appeared to contain
less than 5 percent organic matter. We recommend that stripping be performed with light, tracked equipment to
reduce disturbance of near -surface, low -consistency soils.
After stripping, we recommend the existing subgrade surface be densified in place with a heavy vibratory roller
prior to placement of any new fill. The exposed surface should be densified to at least 98 percent of the Standard
Proctor maximum dry density (ASTM D 698) to a depth of at least 8 inches below the surface, in order to
recompact the existing loose, sandy surface. Under favorable moisture conditions and with the proper equipment,
this may be achievable by densifying the soil from the working surface. However, under less favorable conditions,
it may be necessary for the contractor to re -work (or remove, condition, and replace) the material, using
moistening or drying techniques, to achieve the desired level of compaction. The densification of these soils
should be performed under the observation of an S&ME representative.
After surface densification, the exposed subgrade of areas to receive fill and areas near final grades should be
evaluated by an S&ME representative. This evaluation should include proofrolling with a fully -loaded tandem -axle
dump truck or similar rubber -tired construction equipment. Any area that ruts or pumps should be disced,
moisture conditioned to near the soil's optimum moisture content by drying or wetting, and recompacted. If
water is drawn to the surface, the vibrator should be disengaged.
6.2.3 Excrczwtions
Groundwater was encountered at depths of approximately 3 to 5 feet below ground surface at the time of drilling.
Groundwater levels should be expected to fluctuate. Groundwater may be encountered during site work,
particularly within deeper excavations such as utility trenches. The contractor should be prepared to control any
water that collects in excavations and maintain water levels at least 2 feet below exposed subgrade at all times.
The contractor should be responsible for determining water control measures. We recommend consideration be
given to installing proposed ditches in as early as possible to help lower groundwater levels and promote
drainage of near -surface soils.
Excavations should be sloped or shored in accordance with OSHA (29 CFR Part 1926) excavation trench safety
standards. The contractor is usually responsible for site safety. This information is provided only as a service and
under no circumstances should we be assumed responsible for construction site safety.
6.2.4 Stri{ctitral Fill
Structural fill material should be cohesionless, non -plastic sandy soil containing no more than 15 percent fines
(material passing the No. 200 sieve) by weight and having a maximum dry density of at least 100 pounds per
cubic foot (pcf) as determined by a laboratory standard Proctor moisture density relationship test (ASTM D698).
The soil should contain less than 5 percent organics or other deleterious matter and have a maximum particle size
of 3 inches. All fill should be placed in uniform lifts of 10 inches or less (loose measure) and compacted to at least
98 percent of the standard Proctor maximum dry density (ASTM D 698). Based upon our visual -manual soil
classifications and laboratory test results, the majority of near -surface soils on this site appear to be suitable for
re -use as controlled fill.
May 18, 2020

Geotechnical Exploration Report
Hammocks Beach State Park
Swansboro, North Carolina
S&ME Project No. 1305-19-108 r
Fill placement should be observed by a qualified Materials Technician working under the direction of the
Geotechnical Engineer. In addition to this visual evaluation, the Technician should perform a sufficient number of
in -place field density tests to confirm that the required degree of compaction is being attained. At least one
density test per each 5,000 square feet per lift of fill should be performed for large area fills.
6.2.5 Subgrade Evaluation and Repair
The exposed subgrade of both cut and fill areas can deteriorate and lose support when exposed to construction
traffic and adverse weather conditions. Deterioration can occur in the form of rutting, pumping, freezing, or
erosion. We recommend that, during construction, exposed subgrade surfaces be sealed at the end of each day
or when wet weather is forecast. Water should not be allowed to pond in fill or cut areas. Immediately prior to
floor slab construction, exposed subgrade soils should be evaluated by proofrolling to determine their stability.
Soils which rut, pump, or deflect under proofrolling should be repaired prior to ABC stone placement. Repair
measures may include scarifying/drying/recompacting, undercutting, or some combination of these. Actual repair
measures will be influenced by project schedule and weather conditions and can only be determined in the field.
6.3 Foundation Recommendations
Borings B-1 and B-2 performed for the planned shower/bathroom structure indicate the presence of very loose
and soft soils at the anticipated foundation bearing elevation. These soils are not suitable for direct foundation
support. We recommend that existing soils be overexcavated at least three feet below planned foundation
bearing elevation and widened a minimum of 12 inches on all sides. Overexcavated material should be backfilled
with a washed stone (no. 57 or no. 67) wrapped in a woven geotextile (Mirafi HP270 or equivalent). Foundations
should then be formed and poured to their planned dimensions. Repair measures should be observed by a
representative of S&ME. The contractor should be prepared to control any water that collects in excavations and
maintain water levels at least 2 feet below exposed subgrade at all times. This may require the use of temporary
sump pits.
Provided the recommendations above are implemented, building foundations can be supported on shallow
spread footings designed for a net allowable bearing pressure of 1,500 pounds per square foot (psf).
Based on the test borings and our empirical settlement analyses, the total and differential post construction
settlement potentials for the building should be less than 1 inch and 1/2 inch, respectively.
Minimum wall and column footing dimensions of 18 and 24 inches, respectively, should be maintained.
Foundations should be designed to bear at least 18 inches below finished grade for frost protection and
protective embedment.
6.4 Floor Slabs
A modulus of subgrade reaction (k) of 150 psi/in (pci) is recommended for use in reinforcing design of thin, soil -
supported grade slabs. This is estimated using the anticipated subgrade soil type, recommended compaction, and
correlation with 30-inch plate load test values. If large loaded areas are anticipated, we should be provided with
that information to review this recommended value.
May 18, 2020

Geotechnical Exploration Report
Hammocks Beach State Park
Swansboro, North Carolina
S&ME Project No. 1305-19-108
=
We recommend placement of a layer of at least 4 inches of compacted granular materials below the reinforced
slabs. The granular layer may consist of clean sand having a USCS Classification of SP or SW according to ASTM D
2487, with less than 5 percent by weight passing the No.. 200 sieve as measured by ASTM D 1140. Alternatively,
the granular layer may consist of a crushed, well -graded gravel blend such as NCDOT Aggregate Base Course
(ABC), or an open -graded, manufactured, washed gravel such as NCDOT No. 57 or No. 67 stone. If sand or
washed gravel is used as the underslab layer, then the contractor should plan on using a pump truck to place the
floor slab concrete since these materials are cohesionless and are difficult to drive vehicles on. If ABC is used, then
either a pump truck or direct discharge from concrete batch trucks may be appropriate depending upon the
circumstances. If either ABC or sand is used, the underslab layer should be compacted to at least 98 percent of
the modified Proctor maximum dry density (ASTM D 1557), and tested for density by a representative of S&ME.
Have the geotechnical engineer observe a proofroll of all slab subgrades (where accessible) prior to reinforcing
wire, vapor barrier, or concrete placement. Softened soils may need to be undercut or stabilized before slab
construction.
Evaluating the need for and design of a vapor retarder or vapor barrier for moisture control is outside our scope
of services and should be determined by the project architect/structural engineer based on the planned floor
coverings and the corresponding design constraints, as outlined in ACI 302.1 R-04 Guide for Concrete Floor and
Slab Construction. Further, health and environmental considerations with respect to any potentially harmful vapor
transmission are also outside of our scope.
6.5 Seismic Site Classification
The following seismic evaluation was based on boring B-2, which extended to approximately 35 feet below
ground surface, and supplemental data from 35 to 50 feet from a nearby subsurface exploration performed by
S&ME in 2003.
6.5.1 Liquefaction Triggering
We performed a seismic liquefaction triggering evaluation using the methods presented by Youd et. al. (2001) and
Boulanger and Idriss (2014) based on the design earthquake (M=7.3). The design earthquake has a 2 percent
probability of exceedance in a 50-year period. This is equivalent to an earthquake that has the likelihood of
occurring once every 2,475 years.
To help evaluate the consequences of liquefaction, the Liquefaction Potential Index (LPI) was computed. The LPI is
an empirical tool used to evaluate the site liquefaction hazard and the potential for liquefaction -induced
damages. The LPI considers the factor of safety against liquefaction, the depth to the liquefiable soils, and the
thickness of the liquefiable soils to compute an index that ranges from 0 to 100. An LPI of 0 means there is no risk
of liquefaction; an LPI of 100 means the entire profile is expected to liquefy. The level of risk is generally defined
as:
Iwasaki et al. 1982, Toprak & Holzer (2003).
May 18, 2020

Geotechnical Exploration Report 13
Hammocks Beach State Park
Swansborj, North Carolina
S&ME Project No. 1305-19-108
• LPI < 5 - surface manifestation and liquefaction -induced damage not expected.
5 <- LPI <- 15 - moderate liquefaction with some surface manifestation possible.
LPI > 15 - severe liquefaction and foundation damage is likely.
Based on the results of our analyses, we conclude that the site has potential for severe liquefaction for the design
earthquake under the 2018 NCBC. We predict the occurrence of about 8 to 14 inches of free -field liquefaction
induced ground surface settlement. LPI calculated at our test locations is about 40; therefore, liquefaction -
induced damage is expected during the design seismic event. Mitigation techniques for liquefaction potential
include stone columns, compacted aggregate piers, or earthquake drains. If the risk of liquefaction is considered
unacceptable, we recommend providing this geotechnical report to a design -build contractor that is experienced
in liquefaction potential mitigation. The design -building contractor can provide a liquefaction mitigation design to
reduce liquefaction potential beneath the proposed building.
6.5.2 Seismic Site Class
Section 1613.3.2 of the IBC 2015, as referenced by the 2018 North Carolina Building Code, classifies sites with the
potential for liquefaction as Seismic Site Class F. However, the IBC 2015 allows the design spectral response
accelerations for a site to be determined without regard to liquefaction provided buildings have a fundamental
period of less than or equal to 0.5 seconds and the risks of liquefaction are considered in design. The proposed
building should meet these criteria; however, this must be confirmed by the Structural Engineer. Provided the
above criteria are met, design accelerations may be calculated on the basis of a Site Class E assumption.
6.6 Pavements
Traffic usage assumptions were based on 50 to 100 passenger vehicles per day, 5-10 RVs per day (including a
single and tandem axle), three garbage trucks per week, and one fire truck per month. The estimated total traffic
load over the 20-year design life is approximately 15,000 18-kip equivalent single axle loads (ESALs).
6.6.1 Asphalt Pavement
Based on the laboratory testing and our experience, a design CBR value of 10 percent was used for pavement
design. This CBR value is based on the top 12 inches of subgrade soils being uniformly compacted to at least 98%
of the soil's standard Proctor MDD. The table below includes the provided pavement sections for proposed new
pavements:
Table 6-1- Asphalt Pavement Recommendations
Thickness
Material Type (inches)
Asphalt Surface Course (S-9.513) 2 inches
Aggregate Base Course 6 inches
May 18, 2020

Geotechnical Exploration Report
Hammocks Beach State Park
Swansboro, North Carolina
S&ME Project No. 1305-19-108
Materials and construction methods should conform to the 2018 edition of the NCDOT "Standard Specifications
for Roads and Structures." The aggregate base course (ABC) stone should consist of stone meeting the
requirements under Section 520. ABC stone should be compacted to at least 98 percent of the maximum dry
density as determined by the modified Proctor compaction test, AASHTO T-180M as modified by NCDOT. To
confirm that the base course stone has been uniformly compacted, in -place density tests should be performed by
a qualified soils technician and the area should be thoroughly proofrolled under his observation.
Asphaltic concrete should conform to Section 610 in the 2018 edition of the NCDOT "Standard Specifications for
Roads and Structures." Sufficient testing and observation should be performed during pavement construction to
confirm that the required thickness, density, and quality requirements of the specifications are achieved.
Although our analysis was based on traffic loading for a 20-year design life, our experience indicates that
pavement maintenance is necessary due to normal weathering of the asphaltic concrete. Normal weathering (i.e.,
oxidation) causes asphalt to become more brittle resulting in loss of tensional strength. This loss in strength can
cause minor cracking which provides access for water infiltration -into the stone base and subgrade. As the degree
of saturation of the subgrade increases, the strength of the subgrade decreases leading to pavement failure.
Routine maintenance in the form of sealing, patching, and maintaining proper drainage is required to increase
pavement life. It is not uncommon for overlays to be required after 10 to 12 years.
6.6.2 Concrete Pazvements
The concrete pavement design was performed using the same design traffic as the asphalt pavement areas
(15,000 ESALs). The compressive strength of the concrete was assumed to be 4,000 psi. A modulus of subgrade
reaction of 150 pci was used for design assuming 6 inches of compacted ABC stone. We have assumed that load
transfer across contraction (saw) joints will be handled by aggregate interlock. Aggregate base course should
meet the material and compaction requirements stated in the "Flexible (Asphalt) Pavement" section above.
Concrete pavement is recommended for heavily loaded traffic and dumpster pad areas. The table below presents
our recommended concrete pavement section thicknesses.
Table 6-2 — Concrete Pavement Section
Air Entrained Concrete (4000 psi) 5 inches_
Aggregate Base Course (ABC) stone 6 inches
Maximum Joint Spacinq 12 feet in all directions
Saw joints should be cut to a depth of at least 1/4 of the thickness of the concrete pavement to promote shrinkage
cracking along thejoint. The ABC stone should be compacted to at least 98 percent of its modified Proctor
maximum dry density.
May 18, 2020 9

Geotechnical Exploration Report r F7
Hammocks Beach State Park
Swansborj, North Carolina
S&ME Pro ect No. 1305-19-108
7.0 Limitations of Geotechnicall Report
This report has been prepared in accordance with generally accepted geotechnical engineering practice for
specific application to this project. The conclusions and recommendations contained in this report are based upon
applicable standards of our practice in this geographic area at the time this report was prepared. No other
representation or warranty either express or implied, is made.
We relied on project information given to us to develop our conclusions and recommendations. If project
information described in this report is not accurate, or if it changes during project development, we should be
notified of the changes so that we can modify our recommendations based on this additional information if
necessary.
Our conclusions and recommendations are based on data from a field exploration program. Subsurface
conditions can vary widely outside the explored area. Some variations may not become evident until construction.
If conditions are encountered which appear different than those described in our report, we should be notified.
This report should not be construed to represent subsurface conditions for the entire site.
Unless specifically noted otherwise, our field exploration program did not include an assessment of regulatory
compliance, environmental conditions or pollutants. If there is a concern about these items, other studies should
be performed. S&ME can provide a proposal and perform these services if requested.
S&ME should be provided the opportunity to review the final plans and specifications to confirm that our
recommendations are properly interpreted and implemented. The recommendations in this report are contingent
on S&ME's review of final plans and specifications followed by observation and monitoring during construction
activities.
May 18, 2020 10

Appendices

Appendix I - Figures

op, ► 4*—F
LEGEND
Soil Test Borings
WAIF �
J A REA 2
4—.
MIA -A
NOTE:
STAKING PLAN PROVIDED BY
CLH AND DATED JANUARY 9,
2020 WAS MODIFIED BY
sma'am
S&ME. DRAWING IS FOR
GENERAL INFORMATION
ONLY AND SHOULD NOT BE
USED FOR THE
MEASUREMENT OR
V
ESTIMATION OF QUANTITIES
OR DISTANCES.
BORING LOCATION PLAN
SCALE:
NTS
FIGURE NO.
DATE:
HAMMOCKS BEACH STATE PARK
5/18/2020
HAMMOCK BEACH ROAD
PROJECT NUMBER
SWANSBORO, NORTH CAROLINA
1305-19-108

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Appendix II - Boring Logs

SOIL CLASSIFICATION CHART
C R—^l C A= I ICCn TA IAlnlf`ATC l2ni2 1=01 IIJF lWill f`I ARRIFIRATIMR
SYMBOLS
TYPICAL
MAJOR DIVISIONS
DESCRIPTIONS
GRAPH
LETTER
CLEAN
WELL -GRADED GRAVELS, GRAVEL -
GRAVEL
GRAVELS
�:
GW
MIXTURES, LITTLE OR NO
FSAND INES
AND
GRAVELLY
oa Qo
POORLY -GRADED GRAVELS,
SOILS
(LITTLE OR NO FINES)
o DOo
GP
GRAVEL - SAND MIXTURES, LITTLE
Q Q oQ C)
OR NO FINES
COARSE
,
'' �~ k�a
SAND
GRAINED
GRAVELS WITH
✓"'- n
GM
SILTY GRAVELS, GRAVEL - -
SOILS
MORE THAN 50%
FINES
`� `'
SILT MIXTURES
OF COARSE
q^
FRACTION
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
GC
CLAYEY GRAVELS, GRAVEL - SAND -
AMOUNT OF FINES)
CLAY MIXTURES
SAND
CLEAN SANDS
SW
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
MORE THAN 50%
OF MATERIAL IS
AND
POORLY -GRADED SANDS,
LARGER THAN
SANDY
N0.200 SIEVE
SIZE
SOILS
(LITTLE OR NO FINES)
. •'
Sp
GRAVELLY SAND, LITTLE OR NO
FINES
SANDS WITH
SM
SILTY SANDS, SAND - SILT
MORE THAN 50%
FINES
MIXTURES
l
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
(APPRECIABLE
sc
CLAYEY SANDS, SAND - CLAY
AMOUNT OF FINES)
MIXTURES
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS
INORGANIC CLAYS OF LOW TO
FINE
LIQUID LIMIT
AND
CL
MEDIUM PLASTICITY, GRAVELLY
LESS THAN 50
CLAYS, SANDY CLAYS, SILTY
GRAINED
CLAYS
I CLAYS, LEAN CLAYS
SOILS
— — —
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS
MH
DIATOMACEOUS FINE SAND OR
SMALLER THAN
SILTY SOILS
NO.200 SIEVE
CH
INORGANIC CLAYS OF HIGH
SIZE
SILTS
LIQUID LIMIT
AND GREATER THAN 50
PLASTICITY
CLAYS
OH
ORGANIC CLAYS OF MEDIUM TO
I
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG B-1
S&MIE Project No.1305-19-108
DATE DRILLED: 4114120
ELEVATION: 17.0 ft
NOTES: Boring locations and elevations are
approximate.
DRILL RIG: CME 750
BORING DEPTH: 30.0 ft
DRILLER: T. Williams
WATER LEVEL: Estimated at 5 feet
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
.SAMPLING METHOD: Split spoon
DRILLING
METHOD: Mud Rotary
_
_
>
0 a
w
z n-
BLOW COUNT
II CORE DATA
STANDARD PENETRATION TEST DATA
w
..
a.
W
0
o
MATERIAL DESCRIPTION
J
ac
F
¢
W
a W
Z c7 0
�
6 —
lows/ft
@ I
J
Q
o
�
v
�g
/REMARKS
>
Z
W
¢-
10 20 30 6080
Surface Soils (2 inches) - brown silty sand with
r
few scattered roots and vegetative material, moist
3
3
3
S5-1
6
COASTAL PLAIN: SLTY SAND (SM)
loose, brown, fine, moist
5
12.0_2
2
1
2
3
SANDY CLAY (CL)
.f ,+
soft, brown, wet
SAND (SP-SM)
)•' '
SS--3
3
3
2
5
loose, brown, fine, wet, with silt
SANDY CLAY (CL)
10
very soft, brown and gray, wet
SS-4
VVOH
off
:
WOH
0
SAND (SP-SM)
}
loose, gray and brown, fine, wet, with sift
15
}
2.0
SS-5
3
6
1
SAND (SPI
very loose, brown, fine to coarse, wet, trace shell
20
fragments
SS
1
0
3
3
3 0
SANDY CLAY (CL)
soft, blueish gray, wet, trace shell fragments
25
�.0
SS
3
1
2
3
ELASTIC SILT (MH)
firm, gray, wet
30
-13.0
SS-8
3
3
3
6
Boring terminated at 30 ft
NOTES
1. THIS LOG /S ONLYA PORTIOI:' OFA REPORT PREPARED FOR THE NAMED
PRO ACT AND _ UST ONLY9F USED TOGtTHER W17H THAT 4EPCRT.
Z BOR8 r SAMPLINGAND PENETRATION TEST DATA IN GENERAL ACCORDANCE
VWTOf Hord D-1586.
3. STRATIRCATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WATER LEVEL ISATTMrEOFDXPLORATMANDMLVARY.
Page 1 of 1

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG B-2
S&ME Project No.1305-19-108
NOTES: Boring locations and elevations are
DATE DRILLED: 4114120
ELEVATION: 15.0 ft
approximate.
DRILL RIG: CME 750
BORING DEPTH: 35.0 ft
DRILLER: T. Williams
WATER LEVEL: Estimated at 5 feet
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: Mud Rotary
w
BLOW COUNT
U
zO :
Z a
/ CORE DATA
STANDARD PENETRATION TEST DATA
w
w
a o
MATERIAL DESCRIPTION
H CO
I
w r Uj
a
z � o
�
(blows/ft)
>
w>
-j
Uj
!REMARKS
W
y g
E
10 20 30 6080
Z
Surface Soils (2 inches) - brown silly sand with
few scattered roots and vegetative material, moist
1
1
1
SS-1
2
COASTAL PLAIN: SLTY SAND (SM)
very loose, brown, fine, moist
5
10.0
SS-2
0
1
CLAYEY SAND (SC)
very loose, brown, fine, wet
SAND ISP)
SS-3
1
2
2
y
very loose, tan, fine; wet
SS-4
2
0
1
10
5.0
i
- - - Wet, loose, brown and orange at 13.5 feet
SS-5
3
4
2
6
s 15
0.0
i
SAND (SP-SM)
loose, brown, fine, wet, with silt
i'
SS-6
1
2
3
5
20
'
-5.0
FAT CLAY (CH)
very soft, blueish gray, wet, trace shell fragments
- 25
-10.0
SS7
2
1
1
2
n
3
t
9
C
r
- - - Wet, firm, sandy, no shells, at 28.5 feet
SS-8
6
3
4
T
z 30
-15.0
D
J
Z
Y
n
- - - Wet, stiff at 33.5 feet
SS_g
5
4
7
11
ji
35
-20.0
1
n
Boring terminated at 35 ft
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT.
2 M A, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WATER LEVEL IS AT TIME OF EXPLORATION AND W&L VARY.
Page 1 of 1
III

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG P_1
S&ME Project No.1305-19-108
DATE DRILLED: 4114120
ELEVATION: 31.0 ft
NOTES: Boring locations and elevations are
approximate.
DRILL RIG: CME 750
BORING DEPTH: 5.0 ft
DRILLER: T. Williams
WATER LEVEL: X ATD
HAMMER TYPE: Automatic
LOGGED BY: M. He
SAMPLING METHOD: Split spoon
DRILLING
METHOD: 3%" H.S.A.
=
U
j
0
w
Z d
BLOW COUNT
/ CORE DATA
STANDARD PENETRATION TEST DATA
w
w v
a
MATERIAL DESCRIPTION
co
¢
>
w
aCL
z
(blows/ft)
C9
~
J
w v
Q�L
ip toL
/REMARKS
>
10 20 30 6080
COASTAL PLAIN: SILTY SAND (SM)
medium dense, tan and brown, fine, moist
SS-1
3
5
7
12
SAND (SPSM)
}'
loose, tan and brown, fine, moist, with silt
. r.
SS-2
5
5
5
10
.
SAND SP
loose, tan, fine, saturated
SSA
3
5
::A
5
26.0
Boring terminated at 5 ft
BU I CJ:
1. THIS LOG IS ONLYA P�7T10N QFA REPC PREPARED FQR 7F [ NAACm ?age 1 Of 1
FRO.AECT AND MUST ONLY@E USED TOGETHER WITH THAT
S 80RaIG SAMPLINGAND PENETRATION TEST DATA IN GENERAL ACCORDANCE
{M./FiA�TM D-106.
3. STRATIFICATION AND OROUNDWATER DEPTHS ARE NOT E7rACT.
-. WATER LEVEL MAT TWEOFSMEORA7IDNAND*XL VARY

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG P-2
SBME Project No.1305-19408
NOTES: Boring locations and elevations are
DATE DRILLED: 4114120
ELEVATION: 29.0 ft
approximate.
DRILL RIG: CME 750
BORING DEPTH: 6.0 ft
DRILLER: T. Williams
WATER LEVEL: 3.5' ATD
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/4" H.S.A.
�
w BLOW COUNT
U
j
0O
Z
y ICORE DATA
STANDARD PENETRATION TEST DATA
w
0. d
a. °oo
MATERIAL DESCRIPTION
w
w
a
o
°` 9
(blows/ft)
a
IREMARKS
J w
w v
Q
Z co
g E
10 20 30 6080
2
COASTAL PLAIN: SILTY SAND (SM)
very loose, brown, fine, moist, trace to little roots
SS-1 1
1
1
2
SANDY CLAY (CL)
very soft, gray and brown, wet
SS-2 2
1
1
2
Q
HC
CLAYEY SAND (SC)
M24.0
loose, gray, fine, wet
SS-3 3
6
5
Boring terminated at 5 ft
d
1
1
S
0
e
7
3
i
7
e
z
D
z
9
J
L
Y
J
a
L
F
d
a
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORINCa� SAMPLMGAND PENETRATION TESTDATA IN GENERAL ACCORDANCE
WITH A TM D-1S86.
a STRATIRCA7rON AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG P-3
S&ME Project No.1305-18-108
DATE DRILLED: 411420
ELEVATION: 30.0 ft
NOTES: Boring locations and elevations are
approximate.
DRILL RIG: CME 750
BORING DEPTH: 5.0 ft
DRILLER: T. Williams
WATER LEVEL: 4.5' ATD
HAMMER TYPE: Automatic _ LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING
METHOD: 3Y:' H.S.A.
=
c�
w
o
z
w BLOW COUNT
a- liCORE DATA
STANDARD PENETRATION TEST DATA
r
W
a. c7
a o
MATERIAL DESCRIPTION
o
a
w
a
z o
-j� W CF
(blows/ft)
j
a
o
F
w
1REMARK5
i
¢�
vs
10 20 30 6080
COASTAL PLAIN: SLTY SAND (SM)
1 �•)
very loose, brown and gray, fine, wet
: �'
SS-1
3
2
2
4
SAND (SP)
medium dense, tan, fine, wet
SS-2
3
6
7
13
Q
3
2
7
25.0-
Boring terminated at 5 ft
I
myIca;
1. TM LOGIS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED Page i Of 1
PRO.ECT AND MUST ONLY BE USED TOGETHER KIT14 THATREPORT.
2. 90R8A, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
YNI'ri A'TM D-1588.
3. STRATWICA7ION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WA7ER LEVEL N AT ME OP EXPLORATIOUAND IMLL VARY.

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG P-4
SB;ME Project No. 130549-108
NOTES: Boring locations and elevations are
DATE DRILLED: 4114120
ELEVATION: 34.0 ft
approximate.
DRILL RIG: CME 750
BORING DEPTH: 5.0 ft
DRILLER: T. Williams
WATER LEVEL: 3.5' ATD
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Grab Sample, Split spoon
DRILLING METHOD: 3'/4" H.S.A.
w
w BLOW COUNT
v
�
ZO
z cL
/ CORE DATA
STANDARD PENETRATION TEST DATA
w
a
a o
MATERIAL DESCRIPTION
¢
w 0
{blowsm}
w
w
w
a
!REMARKS
>
w
m
N m
10 20 30 6080
COASTAL PLAIN: SILTY SAND (SAID
loose, brown tan, fine, moist
SS-1 2
3
5
s
BULK-1
..I
- -- Saturated, grayish brown at 2 feet
SS-2 3
3
3
6
Q
HC
CLAYEY SAND (SC)
very loose, dark brown, fine, wet
SS-3
2
5
29.0
Boring terminated at 5 ft
J
J
S
]
7
J
C
cC
C
iD
J
i
7
E
r
z
z
z
Y
J
n
11
E
n
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2 BORING. SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH A TM D-1506.
* STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
* WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG P-6
S&ME Project No.1305-19-108
DATE DRILLED: 4114120
ELEVATION: 36.0 ft
NOTES: Boring locations and elevations are
approximate.
DRILL RIG: CME 750
BORING DEPTH: 6.0 ft
DRILLER: T. Williams
WATER LEVEL: Dry
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split soon
DRILLING
METHOD: 3Y." H.S.A.
J
w
W
Z
O
O wa
Z F
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
W
"
o o
MATERIAL DESCRIPTION
W
¢
J J
U v
(blows/ft)
e
F
a�
/REMARKS
>
Z
10 20 30 6080
COASTAL PLAIN: ISM)
very loose, brown, fine, moist
�I.
1
2
2
I :�
5S1
4
- - - Gray at 2 feet
SS-2
2
2
1
3
HC
- - - Brown, loose at 4 feet
SS-3
4
5
5
31.0
Boring terminated at 5 ft
I
I
sw L ca.
'I. NOR
IS OFlLYA PORTION OFA REPORT PREPARED FOR THENAMEe Page 1 of 1
PROJECT AND MUST ONLYBE USED TO_aE7F/ER WITH THAT REoD.4T.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
'rV/!H A�TU D-1586.
3. STRATIRCATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WATER LEVEL IS AT T ENOF EXPLORAT ION AND WILL VARY.

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG P-6
SBME Project No. 130549-108
NOTES: Boring locations and elevations are
DATE DRILLED: 4/74/20
ELEVATION: 211.0 ft
approximate.
DRILL RIG: CME 750
BORING DEPTH: 5.0 ft
DRILLER: T. Williams
WATER LEVEL: Dry
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 3'/4" H.S.A.
w
wa
BLOW COUNT
v
W
z
O
z r
!CORE DATA
STANDARD PENETRATION TEST DATA
w
CL
IL o
MATERIAL DESCRIPTION
w
a
W r
J -1��
Z
U w a
(blom/fl)
a
wo
J
/REMARKS
z
z
W
y
42 N E
10 20 30 6080
COASTAL PLAIN: SAND (SP)
loose, brown, fine, moist
SS-1
2
3
3
6
SILTY SAND (SM)
loose, brown, fine, wet
SS-2
2
2
4
6
1:•
HC
SAND SP
medium dense, brown, fine, wet
SS-3
8
4
5
23.0
J
Boring terminated at 5 ft
f
i
b
L
C
L
0
2
s
C
7
n
i
3
z_
E
Y
z
Z
J
z
J
z
Z
X
D
m
w
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT.
I BORING. SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH A TM D-fW&
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
A WATER LEVEL IS AT TWEOF EXPLORATION AND WILL VARY.
Page 9 of 1
III

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG P_7
SB:ME Project No. 13054 9-108
DATE DRILLED: 4114120
ELEVATION: 21.0 ft
NOTES: Boring locations and elevations are
approximate.
DRILL RIG: CME 750
BORING DEPTH: 5.0 ft
DRILLER: T. Williams
WATER LEVEL: Dry
HAMMER TYPE: Automatic _
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING
METHOD: 3'/4" H.S.A.
=
c>
CL
w
>
C)
w BLOW
z a- I
COUNT
CORE DATA
STANDARD PENETRATION TEST DATA
w
W v
cU
o
MATERIAL DESCRIPTION
2
a
w
a
z c
n�
blows/ft
I I
D
a
o
F
g
/REMARKS
z
w
¢�
v3
10 20 30 6080
COASTAL PLAIN: SAND (SPI
loose, light gray, fine, moist
SS-1
1 3
3
s
- - - Wet, brown, very loose at 2 feet
SS-2
2 1
2
3
HI
L
SAND (SPSM)
}
loose, brown, fine, saturated, with sift
3
.1
3
5
Boring terminated at 5 fl
nor r ca:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED Page 1 Of 1
PROJECT AND MUST ONLYSE USED TOGETHER. WITH THAT REPORT.
Z BORW SAMPLpYGANDPENETRATIONTEST DATA INGENERAL ACCORDANCE
WflriA TMD•15M
3. STM71FICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WATER LEVEL IS AT 7WE OF E)fPLORATHON AND WILL VARY.

PROJECT: Hammocks Beach State Park
Swansboro, NC
BORING LOG P-8
SBME Project No. 1305-19408
NOTES: Boring locations and elevations are
DATE DRILLED: 411M20
ELEVATION: 12.0 ft
approximate.
DRILL RIG: CME 750
BORING DEPTH: 5.0 ft
DRILLER: T. Williams
WATER LEVEL: Dry
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING METHOD: 31/4" H.S.A.
w
BLOW COUNT
U
>
0
°z EL
/ CORE DATA
STANDARD PENETRATION TEST DATA
w
_
a d
2
a o
MATERIAL DESCRIPTION
'L
J
W
~
a
W
Z U ❑
(blows/ft)
w
❑
w
> d
W'
a a—
¢
—
/REMARKS
>
z
Q
?n
Q
y
g
10 2030. 60B0
loll
Surface Soils (2 inches) - tan silty sand with few
scattered roots and vegetative material, moist
SS-1
2
2
3
5
COASTAL PLAIN: SILTY SAND (SND
loose, tan, fine, moist
SANDY CLAY ICL)
soft, brown, wet
SS-2
2
2
1
3
HC
CLAYEY SAND (SC)
very loose, brown, fine, wet
SS-3
1
2
5
7.0
Boring terminated at 5 ft
J
i
b
7
L
L
0
z
8
7
n
2
t
Y
7
z
z
J
Z
Y
9
W
N
NOTES:
1. THIS LOG IS ONLYA POR77ON OFA REPORT PREPARED FOR THENAMED Page 1 of 1
PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT.
2 BORING SAMPLINGANDPENETRATIONTESTDATAINGENERAL ACCORDANCE
WITH AS�TM D-1586.
9. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND 1WLL VARY.

PROJECT: Hammocks Beach State Park
Swainsboro, NC
BORING LOG P-g
SS•.ME Project No. 130549408
DATE DRILLED: 4114120
ELEVATION: 12.0 ft
NOTES: Boring locations and elevations are
approximate.
DRILL RIG: CME 750
BORING DEPTH: 5.0 ft
DRILLER: T. Williams
WATER LEVEL: Dry
HAMMER TYPE: Automatic
LOGGED BY: M. Hartman
SAMPLING METHOD: Split spoon
DRILLING
METHOD: 3Y." H.S.A.
=
c�
w
W
z
O
wn. BLOW
z }
COUNT
SCORE DATA
STANDARD PENETRATION TEST DATA
w
w
J
MATERIAL DESCRIPTION
z¢
a UJ
M�
(d01 I
G
9
LU
IL
s s
/REMARKS
>
z
w
m
?n E
10 20 30 6080
Surface Soils (2 inches) - brown silty sand with
few scattered roots and vegetative material, moist
r .
SS-1
3 3
1
4
COASTAL PLAIN: SLTY SAND ISMI
�I
very loose, brown, fine, moist
1' f;
SAND ISP-SM1
very loose, tan, with silt, fine, moist
1
1
1
SS-2
2
{.
HC
:'•�::.
- - - Wet, loose at 4 feet
SS-3 3
3
5
7.0
Boring terminated at 5 ft
rvVIts:
1. TM LOGES ONLYA PORTION OFA REPQRT RREPARED FOR THE NArdED
PROJECTAND MUST OR'LYEE USED 7yJGETHER YRTIi THAT REPORT.
I BORING SAMPLINGANDPENETRATIONTESTDATAINGENERAL ACCORDANCE
MfNAS�TM D-15K
* STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EDICT.
* WATER LEVEL IS AT 71AW OF EXPLORATION AND WILL VARY.
Page 1 of 9

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL
Revision No. 1
Revision Date: 9/5/17 I
Single sieve set
Project #:
ASTM D6913
S&ME. Inc Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
1305-19-108 Record Date:
4/20/2020
Project Name:
Hammocks Beach State Park
Lab Report #:
1
Client Name:
CLH Design
Date Received:
4/16/2020
Received By:
Lab Sampled by: S&ME
Date Sampled:
4/14/2020
Location:
Site -Borehole Boring #: B-1
Sample #:
SS-5
Log/Sample Id.
154 Type: SS
Elev/Depth (ft):
13.5-15
Sample Description: Gray SAND with Silt
3" 2" 1.5" 1" 3/4" 3/8" 44 #10 #20 4r40 #60 :t10o #140 #200
100%
90%
c
a I 60%
50%
v
40%
30%
20%
10%
0%
10
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.7S mm and >2.00 mm (#10)
Clay
- 0.005 mm
Medium Sand
2.00 mm and > 0.425 mm (#40)
Golk"cls
< 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size
3/8" Coarse Sand
2.8%
Fine Sand 71.5%
Gravel
0.4% Medium Sand
14.2%
Silt & Clay 11.1%
Liquid Limit
ND Plastic Limit
ND
Plastic Index ND
Maximum Dry Density
ND Bulk Gravity (C127)
N/A
% Absorption N/A
Optimum Moisture
ND Natural Moisture
26.0%
Notes/Deviations/References:
ND=Not Determined.
Mal Krajan, ET
d\�
c.' Laboratory Manager
4/25/2020
Technical Responsibility
Signature
Position
Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate
3201 Spring Forest Road
B-I SS-5 (13.5-15ft) Grainsire
Raleigh, NC 27616
Page I of I

t
Form No TR-D6913-GR-01
Revision No. 1
Revision Date: 9/5/17
SIEVE ANALYSIS OF SOIL
Single sieve set
Project #:
ASTM D6913
S&MF, Inc. Raleigh: 3201 SFaosing Forest Road, Raleigh,
1305-19-108
NC 27616
Record Date:
4/20/2020
Project Name:
Hammocks Beach State Park
Lab Report #:
1
Client Name:
CLH Design
Date Received:
4/16/2020
Received By:
Lab Sampled by: S&ME
Date Sampled:
4/14/2020
Location:
Site -Borehole Boring #: P-1
Sample #:
SS-2
Log/Sample Id.
154 Type: SS
Elev/Depth (ft):
2-4
Sample Description: Tan SAND with Silt
3" 2" 1.5" 1" 3!4" 3/8" #4 *10 920 vr40 #60 #100 #140 *200
100%
90%
80%
0
� 70%
C
w 60%
0.,
a ' so%
L
d.
0.' 1 40%
30%
20%
10%
0%
10i
Cobbles
300 mm (12") and > 75 mm (Y)
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and a 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.04 mm and - 0.425 mm (#40)
Colloids
< p•001 mm
metnoo: b Procedure for obtaining Specimen: Moist
Maximum Particle Size
#4 Coarse Sand
0.0%
Fine Sand
89.4%
Gravel
0.0% Medium Sand
0.1%
Silt & Clay
10.5%
Liquid Limit
ND Plastic Limit
ND
Plastic Index
ND
Maximum Dry Density
ND Bulk Gravity (C127)
N/A
% Absorption
N/A
Optimum Moisture
ND Natural Moisture
21.3%
Notes/Deviations/References:
ND=Not Determined.
Mai KL,. ET Laboratory Manager 4/25/2020
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. Corporate 3201 Spring Forest Road P-1 SS-2 (2-4ft) Grainsize
Raleigh, NC 27616 Page I of I

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL
Revision No. 1 _
Revision Date: 9/5/17 i
Single sieve set
Project #:
ASTM D6913
S&ME, Inc. Raleigh 3201 Spring Forest Road, Raleigh, NC 27�16
1305-19-108 Record Date:
4/20/2020
Project Name:
Hammocks Beach State Park
Lab Report #:
1
Client Name:
CLH Design
Date Received:
4/16/2020
Received By:
Lab
Sampled by: S&ME
Date Sampled:
4/14/2020
Location:
Site -Borehole
Boring #: P-3
Sample #:
SS-1
Log/Sample Id.
154
Type: SS
Elev/Depth (ft):
0-2
Cobbles
< 300 mm (12") and > 75 rnm (3-1
'Fine Sand
< 0.425 mm and > 0.075 mm�
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
a Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size
#10 Coarse Sand
0.0%
Fine Sand
72.6%
Gravel
0.0% Medium Sand
0.7%
Silt & Clay
26.7%
Liquid Limit
ND Plastic Limit
ND
Plastic Index
ND
Maximum Dry Density
ND Bulk Gravity (C127)
N/A
% Absorption
N/A
Optimum Moisture
ND Natural Moisture
20.9%
Notes/Deviations/References:
ND=Not Determined.
Mal Krajan, ET Laboratory Manager 4/25/2020
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road P-3 SS-1 (0-2ft) Grainsize
Raleigh, NC. 27616 Page 1 of I

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL
Revision No. 1
Revision Date: 9/5/17 I I
Single sieve set ASTM D6913
S&ME, Inc.. Raleigh, 3201 Spring Fore t Road. Raleigh, NC 2761
Project #:
1305-19-108
Record Date:
4/20/2020
Project Name:
Hammocks Beach State Park
Lab Report #:
1
Client Name:
CLH Design
Date Received:
4/16/2020
Received By:
Lab Sampled by. S&ME
Date Sampled:
4/14/2020
Location:
Site -Borehole Boring #: P-9
Sample #:
SS-2
Log/Sample Id.
154 Type: SS
Elev/Depth (ft):
2-4
Sample Description: Tan SAND with Silt
3" 2" 1.5" 1" 3/4" 3,18" #4 #10 #20 #40 #60 #100 #140 #200
11
Cobbles
< 300 mm (12") and > 75 mm (Y)
Fine Sand
< 0.42S mm and > 0.075 mm
Gravel
< 75 mm and n 4.75 mm (#4)
Silt
< 0.07S and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Mediu '
< 2 00 mm and - 0,425 mm (#40)
i Colloids
i < 0.001 miry
metnoa: 1:5 Procedure for obtaining Specimen: Moist
Maximum Particle Size
#4 Coarse Sand
0.1%
Fine Sand
87.0%
Gravel
0.0% Medium Sand
3.5%
Silt & Clay
9.4%
Liquid Limit
ND Plastic Limit
ND
Plastic Index
ND
Maximum Dry Density
ND Bulk Gravity (C127)
N/A
% Absorption
N/A
Optimum Moisture
ND Natural Moisture
19.3%
Notes/Deviations/References:
ND=Not Determined.
Mai Krajan. ET Laboratory Manager 4/25/2020
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full without the written approval of S&ME, Inc.
S&ME, Inc. Corporate 3201 Spring Forest Road P-9 SS-2 (2-4f1) Grainsize
Raleigh, 1VC. 27616 Page I of I

Form No. TR-D698-2 MOISTURE - DENSITY REPORT .�
Revision No.: 1 _
Revision Date: 07/25/17
Quality Assurance
S&ME, Inc. Raleigh 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project #:
1305-19-108
Report Date:
4/24/2020
Project Name:
Hammocks Beach State Park
Test Date(s):
4/23 - 4/24/20
Client Name:
Client Address:
CLH Design
400 Regency Forest Dr, Suite 120, Cary, NC 27518
Boring #:
P-4 Sample #: Bulk 1
Sample Date:
4/14/2020
Location:
Site Borehole Offset: N/A
Depth (ft):
0-3
Sample Description: Tan Silty SAND
Maximum Dry Density 106.6 PCF. Optimum Moisture Content 14.0%
ASTM D 698 - - Method A
Naaalaaaaalaa_�
MMMMMMMM
a!laaaa��aaaaaaaa!laaa!!a#4
a!laaaaaaa!lasaai�aaalaa!#70
�aaaaalaalaaaaala��aaaaaaa
�!a!!a!!!!a!!aa!!!■■!!!!!a
�aaaaaaaaaaaaaaaaaaaaaaaa
,aa!!laaa!!alaaaa!!!a!a!!a
a!!al�aalaaaaaaa!!laaaa!!
El '
l
!!!!
% Passing
100.0%
ND
#40 ND
., ND
#200 ND
Oversize Fraction
Bulk Gravity
% Oversize
,.
..
Moisture -Density Curve Displayed: Fine Fraction Ux c.orrectea Tor uversize rracuon kH�) i M u'+i 10) u
Sieve Size used to separate the Oversize Fraction: #4 Sieve 0 3/8 inch Sieve ❑ 3/4 inch Sieve ❑
Mechanical Rammer ❑ Manual Rammer 0 Moist Preparation ❑ Dry Preparation IXI
References/Comments/Deviations: ND=Not Determined.
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET Laboratory Manager 4/24/2020
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME,Inc. - Corporate 3201 Spring Forest Road P-4 Bulk I (0-aft) Proctor
Raleigh, NC. 27616 Page I of /

Form No. TR-D698-2 MOISTURE - DENSITY REPORT A=KWT
Revision No.: 1
Revision Date: 07/25/17
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project #
1305-19-108
Report Date:
4/24/2020
Project Name:
Hammocks Beach State Park
Test Date(s):
4/23 - 4/24/20
Client Name:
Client Address:
CLH Design
400 Regency Forest Dr, Suite 120, Cary, NC 27518
Boring #:
P-8 Sample #: Bulk 2
Sample Date:
4/14/2020
Location:
Site Borehole Offset: N/A
Depth (ft):
0-3
Sample Description: Tan Siltv SAND
Maximum Dry Density 105.9 PCF. Optimum Moisture Content 13.3%
120.0
115.0
110.0
U
a
5A 105.0
V
A
Q
il
100.0
95.0
90.0
Moisture -Density Relations of Soil and Soil -Aggregate Mixtures
0.0 5.0 Ann 11C n 20.0 25.0
Moisture Content (%)
Soii Properties
Natural
Moisture
13.8%
Content
Assumed
Specific
2 650
Gravity
Liquid Limit
ND
Plastic Limit
ND
Plastic Index
ND
% Passing
3/4"
100.0%
3/8"
100.0%
#4
100.0%
#10
ND
#40
ND
#60
N D
#200
N D
Oversize Fraction
Bulk Gravity
• Moisture
• Oversize
MDD
Opt: MC
moisture-uensity curve uispiayea: Fine Fraction 0 Corrected for Oversize Fraction (ASTM D 4718) ❑
Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑x 3/8 inch Sieve ❑ 3/4 inch Sieve ❑
Mechanical Rammer ❑ Manual Rammer ® Moist Preparation ❑ Dry Preparation Ell
References/Comments/Deviations: ND=Not Determined.
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Ce�•a,
Mal Krajan. ET - ` ' Laborat.ory a r 4/24/2020
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&M& Inc.
S&ME,Inc. - Corporate 3201 Spring Forest Road P-8 Bulk 2 (0-3f1) Proctor
Raleigh, NC. 27616 Page I of I

Form No. TR-D1 883-Tl 93-3 CBR (CALIFORNIA BEARING RATIO) ffm
�w
Revision No. 2 OF LABORATORY COMPACTED SOIL Lj
Revision Date: 08/11/17 ! r S
�7r
ASTM D 7883
S&ME, Inc. Raleigh: 3201 Spring Forest Roaa, Raleigh, NC 27616
Project #: 1305-19-108 Report Date: 4/29/2020
Project Name: Hammocks Beach State Park Test Date(s) 4/23 - 4/29/20
Client Name: CLH Design
Client Address: 400 Regency Forest Dr, Suite 120, Cary, NC 27518
Boring #: P-8 Sample #: Bulk 2 Sample Date: 4/14/2020
Location: Site Borehole Offset: N/A Depth (ft): 0-3
Sample Description: Tan Silty SAND
AASHTO T99 Method Maximum Dry Density 105 g PCF Optimum Moisture Content 13 3%
Compaction Test performed on grading complying with CBR spec % Retained on the 3/4" sieve 0 0%
Uncorrected CBR Values
Corrected CBR Values
�S
OME
l i rumTff MIMI
..
SoakingBefore
..
..(Blows
-Com
Initial Dry Density (PCF)
..•
CompactedMoisture Content of the
..soaking)
..
••
�•
Soak Time: 96 hrs. Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 101.9
Liquid Limit ND Plastic Index ND
Notes/Deviations/References: ND=Not Determined.
Test specimen compacted to 98% at optimum moisture.
Mal Krajan. ET r Laboratory Manager 4/29/2020
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 320/ Spring Forest Road P-8 Balk 2 (0-aft) CBR
Raleigh, NC. 27616 Page I of I
Is

Page 1 of 4
1 k
Doc ID: 0120aslaO004 Tvpe: CRP
.Recorded: 04/30/2015 at 02:07:29 PM
Fee Mkt: $13,960.00 Pape 1 of 4
Revenue Tax: $13,924.00
Onslow Countv NC
Rebecca L. Pollard Rep. of Deods
eK4294 P(3277-280
NORTH CAROLINA SPECYAL WARRANTY DEED
The attorney preparing this instrument has made no record search or title examination as to the property
herein described, unless the same is shown by his written and signed certificate.
Excise Tax: S13.924.00
Parcel identifier No. Pact of 1320-33 Verified by County on the_ day of , 2D
By: —
Mail/Box to: Pollock & Pollock, Attorneys at Law, P.A., PO Dmwer999, Burgaw, NC 28425
This instrument was prepared by: Pollock & Pollock, Attorneys at Law, P.A.
Brief description for the Index:
THIS DEED made this 211 day of April, 2015, by and between
GRANTOR
Harriett Hurst Turner
and husband,
Jarvis Turner;
and,
John Henry Hurst, Unmarried
State of North Carolina
1321 Mail Service Center
Raleigh, NC 27699-1321
Enter in appropriate block for each party: name, address, and, if appropriate, character of entity, e.g. corporation or partnership.
This property is or _ is not the primary residence of the Grantor.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt ofwhich is hereby acknowledged, has
and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated
in the City of, Swansboro Township, Onslow, County, North Carolina and more particularly described as follows:
First Tract -Parcel No. Part of 1320-33
Being all that Tract "A":199.37 acres, Includes Lease Area as shown on a map entitled Composite Plat for. HarrieftHurst
Turner & John Henry Hurst (owners), dated 27 February 2015, recorded 3 March 2015 in Map Book 69, pages 184 and
184A of the Onslow, County Registry.
Second Tract Parcel No. Part of 1320-33
NC Bar Association Form No. 6 ® 1977, 2002
Printed by Agreement with the NC Bar Association —1991 - Chicago Title insurance Company
AUG 2 4 2020
BY
Book: 4294 Page, 1977-Current: 277 Seq: 1
Book: 4294 Page: 277 Page 1 of 4

Page 2 of 4
Being all that Tract "C":10.00 acres as shown on a map entitled Composite Plat for: Harriett Hurst Turner & John Henry
Hurst (owners), dated 27 February 2015, recorded 3 March 2015 in Map Book 69, pages 184 and 184A of the Onslow
County Registry.
Third Tract -Parcel No. Part of 1320-33
Being all of that Tract 4 as shown on a map entitled -Realignment Map-N.C.S.R.1551, dated 19 November 1994, Revised 27
February 1995, Revised 17 March 1995, recorded 17 March 1995 in Map Book 32, page 44 of the Onslow County Registry.
The property hereinabove described was acquired by Grantor by instrument recorded in Book page
A map showing the above described property is recorded in Map Book , Page .
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee
in fee simple.
And the Grantor covenants with the Grantee, that Grantor has done frothing to impair such title as Grantor received, and Grantor will
warrant and defend the title against the lawful claims of all persons claiming by, under or through Grantor, other than the following
exceptions:
BY:. —
Title:
By: _
Title:
BY —
Title:
IN WITNESS WHEREOF, the Grantor has duly executed the foreg g aq of the34W
andyear t above written.
Ate' (SEAL)
(EntityName) Harriett Hurst Turner
Arvis
41.,t u ` (SEAL)
arn
(SE )
n Henry urst
(SEAL)
SEAL -STAMP State of North Carolina— County of , 0.
that
Notary
lic afthe
and
eaapaes44gpItt Hurst Turner and Jarvis Turner personally appeared before me this day and acknowledged due
�P : ••' Guyon ofyth;�oregoing instrument for the purposes therein expressed. Witness my hand and Notarial stamp
0 T q 9�640(1 day of April, 2015.
= 1e1y Cdiarg ission Expires: U� Y► �1 `� �� F� t )s�cc,a�c
Sat XI-1 Notary Public
gq�T01V CO UNl� `a
NC Bar Association Form No. 6 ® 1977, 2002
Printed by Agreement with the NC Bar Association — 1991 - Chicago Title Insurance Company
Book: 4294 Page, 1977-Current: 277 Seq: 2
Book: 4294 Page: 277 Page 2 of 4

Page 3 of 4
/mate ofNorth Carolina —County of OJ—�
"y% Y v"-' n-.0,13WI the undersigned Notary Public of the County and State aforesaid, certify that
a r' O Tq `� ary Hurst personally appeared before me this day and acknowledged the due execution of_thq�foregoing
_ 9t ',rent far the purposes therein expressed. W itness m hand and Notarial stamp or sea! thisaNY day of
p -0 :Apn2015. n
2� "•. 1 t itfy o is 'ou Expires: �l i � C� `� �h
NotaPy Public
'%��
L�fld ys�
NC Bar Association Form No. 6 0 1977, 2002
Printed by Agreement with the NC Bar Association — 1981 - Chicago Title Insurance Company
Book: 4294 Page, 1977-Current: 277 Seq: 3
Book: 4294 Page: 277 Page 3 of 4

From: 5818
4-27-15, 12:42pm p. 1 of 1
9191091410Z596035
-
go 4 of
Tax Certification Form
(Check One Box)
❑✓ This certifies that there are no delinquent ad valorem taxes, or other
taxes which the Onslow County Tax Collector is charged with
collecting, that are a lien on:
Parcel Identification Number: PART OF 1320-33
This is not a certification that this Onslow County Parcel
Identification Number matches the deed description.
No certification required, as attorney statement that any delinquent
taxes will be paid from closing proceeds is included on first page of
deed.
omnw.tr..mw.ssco,
Valeda B Coxes, 04/27/2015
o.42msa2•:voenm
Tax Collections Staff Signature Date
234 NW Corridor Blvd • Jacksonville, North Carolina • 28540 - Phone: [phone] - Fax [phone].OnslowCountyNC.gov/tax
Book: 4294 Page, 1977-Current: 277 5eq: 4
Book: 4294 Page: 277 Page 4 of 4