20061275 Ver 3_Narrative_20171214

Received
NARRATIVE
NAGS HEAD BEACH RENOURISHMENT
TOWN OF NAGS HEAD, DARE COUNTY, NORTH CAROLINA DMEC
INTRODUCTION
The Town of Nags Head is proposing a beach renourishment project anticipated to commence in the summer of
2018 to restore sand losses that have occurred since the 2011 nourishment project. The proposed 2018 project
calls for a maximum quantity of four (4) million cubic yards (cy) of beach -quality sand to be dredged from offshore
borrow areas and placed along the previously nourished 10 -mile shoreline. The average fill density (volume of
nourishment per linear foot of beach) is 75 cubic yards per linear foot (cy/ft) of shoreline, which is equivalent to an
average beach width increase after natural profile adjustment of -60 ft. Two offshore borrow areas 3A and 4,
located 1.0-2.5 miles offshore of Nags Head within state waters, are proposed to be used in the 2018 project (Fig 1
and Sheets 01-02 of the permit drawings). Borrow areas 3A and 4 encompass -490 acres and contain over 6
million cubic yards of sand if the maximum -allowed excavation depth is 8 ft (plus 1 ft over dredge) below the
existing grade.
The Town of Nags Head also proposes a dune management plan including initial dune construction along south
Nags Head, installation of sand fencing and planting of vegetation along the entire project area following
renourishment, and sand relocation along the areas where sand migrates landward after the proposed project
resulting in encroachment onto existing structures.
PROJECT PLANNING BACKGROUND
The 2011 initial beach nourishment project used offshore borrow areas (Areas 2 and 3 in Fig 1) and placed 4.6
million cubic yards of beach -quality sand along 10 miles of oceanfront. The project was conducted between 24
May and 27 October 2011 without any major environmental incidents. It was the largest locally funded
nourishment project ever accomplished in the United States and was also the first project in the northern Outer
Banks to utilize an offshore borrow area. Following successful completion of the 2011 project, Nags Head
monitored performance and developed strategies for long-term beach maintenance and preservation with the
goal of improving protection to all properties and expanding the recreational beach. The short-term plan is
renourishment as proposed herein, and the long-term ("30 -year") plan would further widen the beach based on
project performance and the goals of the community.
Annual beach condition surveys in June for the first five years after completion of the 2011 project show that the
project area retained -93 percent of the nourishment sand as of June 2016 with only 430,000 cy lost from the
project area (defined as the foredune to -19 ft NAVD) during the first five years. While the project performed
better overall than predicted (USACE 2010, CSE 2012) during the first five years, erosion losses varied significantly
from north to south in the range of (+)2.8 cubic yards per foot per year (cy/ft/yr) to (-)20 cy/ft/yr.
The 2011 project has withstood three major hurricanes (Irene in August 2011, Sandy in October 2012, and
Matthew in October 2016) as well as numerous fall and winter storms. There was negligible damage to oceanfront
properties and town infrastructure during these storms. The latest hurricane, Matthew, impacted the project area
on 8-9 October 2016. This storm produced high water levels, increased wave energy (significant waves >17 ft),
and brought strong winds as it approached to Nags Head. A comprehensive beach condition survey was
conducted after Matthew's passage, and the results show that -1.43 million cubic yards of sand ("30 percent of
the nourishment volume) shifted out of the project area.
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Consistent with the short-term plan and maintenance threshold which calls for renourishment when —50 percent
of the 2011 volume has eroded from the project area, the Town of Nags Head proposes a 4 million cy
renourishment project along the same 10 -mile oceanfront with main purpose and goals as follows:
1) Restore sand losses due to chronic erosion and Hurricane Matthew (2016).
2) Provide higher level of storm protection.
3) Provide wider recreational beach and create habitat for wildlife.
4) Address high erosion rates at the south end of Nags Head.
5) Integrate a dune management plan into the renourishment design.
6) Maintain Nags Head's eligibility for future FEMA community assistance funds.
Benthic Studies for the 2011 Project
As a condition of the CAMA permit (N45-10) for the 2011 project and per the agency -approved monitoring plan,
pre- and post -nourishment macrobenthic surveys of the beach and offshore borrow area including adjacent
control areas were conducted seasonally (spring, summer, fall, and winter). Forty (40) sampling stations were
established: 20 total beach stations (10 of which were controls) and 20 total offshore stations (10 of which were
controls). A total of four (4) pre -nourishment monitoring events and eight (8) post -nourishment monitoring events
(four in Year 1 and four in Year 2) occurred at these 40 designated sampling stations. Pre -nourishment data were
compared to post -Yl and post -Y2 data by season and with all seasons combined by a series of t-tests or One-way
ANOVA tests on taxa richness, abundance, abundance/meter', grain size, and mean differences.
Pearson Product Moment correlations were also performed. The results show that seasonal variations dominated
the dataset among the controls and the impact areas. Of all the combinations tested (n>50, 14 showed a
statistically significant difference, seven of which were favorable for either the offshore borrow area or the
nourished beach. The spring offshore abundance (Xpost minus Xpre) was significantly lower in the borrow area for
both Y1 and Y2; however, when all seasons were combined for this test, there was no significant difference. Beach
taxa richness (Xpost minus Xpre) had no significant differences on either a seasonal basis or when all seasons were
combined.
The results also demonstrate that sediment quality remained relatively constant before and after the project along
the beach and in the borrow areas (CZR 2013). The benthic studies in connection with the 2011 project provide
quantitative measures that indicate biological impacts of the project were neutral. Based on this result and
similarities between the 2011 project and the proposed 2018 project, the applicant requests waiver of additional
biological (benthic) monitoring surveys for the proposed project.
ALTERNATIVES
Received
Two alternatives have been evaluated for the proposed 2018 project:
• Alternative 1— No -Action Alternative. ®� IVI��I/
• Alternative 2 — Nourishment in Summer with Offshore Sand Source.
Additional alternatives were considered during the planning stages of the 2011 project and the proposed 2018
project, but were approved by resource and regulatory agencies to be dismissed from further analysis for
environmental, geological, technical, or economic reasons (cf— USACE 2010).
Alternative 2—Construction During Summer Months is deemed necessary in this setting because of high wave
conditions during the remainder of the year. The northern Outer Banks do not provide safe working conditions for
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offshore dredging during fall and winter. The full scope of work proposed under Alternative 2 would best meet the
goals and objectives of the applicant. Construction impacts and the short-term biological impacts of the 2018
project are expected to be similar to the 2011 project because borrow sources and sediment quality are nearly
identical. Alternative 2 would add a large volume of sand to the beach system and increase the area of sea turtle
and shorebird nesting habitat. It would significantly increase nourishment longevity and reduce the frequency of
future remedial or emergency measures. Therefore, Alternative 2 is the applicant's preferred alternative.
PROPOSED PROJECT DESCRIPTION
The proposed 2018 project is proposed to be conducted by the same means and measures during the same
construction window (ie -summer) as the 2011 project. It will involve excavations of beach -quality sand from
offshore borrow areas 3A and 4 via hydraulic or hopper dredge. Borrow sediment will be pumped to the beach
and spread by land-based equipment (eg - bulldozers) along the beach zone between the toe of dune/mid-dry
sand beach and low watermark. The elevation of the nourishment berm will be set at or below the normal dry
beach level so that it is naturally overtopped by waves during minor storms. Initial dunes are proposed to be
constructed along Reaches 3N, 3S, and 4 where there is lack of a dune or the dune volume is significantly lower
than the average dune volume of the entire project length. The nourishment profile will be designed to adjust
rapidly to changing wave conditions with an expected gradual shift of sand into deeper water as the profile
equilibrates. Backshore areas are expected to be enhanced gradually after construction by natural dune -building
processes and installation of sand fencing and planting of vegetation following project completion.
The proposed project length will be the same 10.0 miles as the 2011 nourishment beginning -1 mile from the
Town's northern limit, near the Bonnett Street public beach access, and extending south to the town line adjacent
to the Cape Hatteras National Seashore as shown in Figure 1. Maximum nourishment volume will be 4 million cy
to account for potential minor revisions to the preliminary design as well as changed conditions prior to
construction. The final scale and scope of the proposed project will depend on funds available. The anticipated
maximum impact area during construction for a 10 -mile -long project is -480 acres. The maximum project is
expected to create -10 acres of new dune habitat and -160 acres of new dry -beach habitat.
Fill densities will vary from 60 cy/ft in Reach 1 to 155 cy/ft in Reaches 3S and 4 (Figure 2 of this Narrative and
Sheets 03-18 of the permit drawings) to best achieve the applicant's purpose and goals of the 2018 project. Figure
2 illustrates the average fill templates relative to the average profiles for each reach based on the June 2016
survey. The elevation of the dry -sand berm is set to be at +6 ft NAVD, and the initial constructed berm width
varies from 90 ft to 310 ft. Final fill templates for each section of the beach will be determined close to the time of
construction (according to standard practice) based on beach conditions. However, the total project volume and
the impact area will not exceed the maximum values proposed herein.
BORROW AREAS AND SEDIMENT QUALITY
The applicant anticipates utilizing two offshore borrow areas, 3A and 4 (Sheets 19-21). Borrow area 3A contains a
portion of borrow areas 2 and 3 which were used in the 2011 project. As shown in Figure 1, borrow area 3A is
located 1.5-2.5 miles offshore of south Nags Head and has a total area of -340 acres. It is delineated within USACE
(2000) borrow area "Sl" based on collection of 17 borings by CSE in July and October 2017. The core density in
barrow area 3A is 1 core per -20 acres. Borrow area 4 is located 1.0-1.5 miles offshore along the northern portion
of Nags Head and encompasses a total area of -150 acres. Within this area, twelve (12) cores were obtained in
July and October 2017, and the core density in borrow area 4 is 1 core per -13 acres. The locations of the cores
that were collected in July and October 2017 are shown on Sheets 19 and 20 of the permit drawings. Received
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Cores were logged and analyzed for grain size, shell content, and mud content using sample splits at distinct
changes in lithology. The results showed that the designated borrow areas meet or exceeded the North Carolina
Coastal Resources Commission (NCCRC) sediment criteria (15A NCAC 07H.0312 -Technical Standards for Beach Fill
Project) (Attachment 1). Sediment samples were collected on the native beach following the NCAC criteria, and
the locations of the samples are shown in Figure 3.
Sediment quality in the proposed borrow areas, based on the cores collected within the proposed borrow areas,
closely matches the existing beach in terms of grain -size distribution and color (Figure 4). Detailed sediment
quality data for the beach and borrow areas are contained in the Geotechnical Data Analysis [Appendix C of the
Environmental Assessment (EA) for the project].
Because the majority of the cores represent the upper 8-9 ft of substrate, the applicant proposes a maximum -
allowed excavation depth of 8 ft below the existing grade, which is the same depth permitted and used in the 2011
project.
CULTURAL RESOURCES STUDY
The coastal waters off the Outer Banks of North Carolina have one of the highest documented concentrations of
shipwrecks in the western Atlantic. Hundreds of vessels have been reported lost off the Outer Banks and
especially off Cape Hatteras. Although the project survey sites lie within the area of highest sensitivity for historic
shipwrecks in North Carolina, no shipwreck remains have been documented on the project beach or in the
proposed offshore borrow areas.
Data generated by a cultural resources survey by Tidewater Atlantic Research (TAR) for the 2011 project identified
two anomaly clusters in Borrow Areas 2 and 3, and a 400 -ft diameter, no -work buffer zone was established around
each anomaly. TAR was retained by the applicant and conducted a similar cultural resources survey in October
2017 in the proposed borrow areas 3A and 4 for the 2018 project. Seven (7) pipeline corridors were also surveyed
by TAR along the 52,800 -ft project area.
Details of the surveys and results are included in EA Appendix F -Cultural Resources Survey. Surveys confirm that there is no
evidence of shell middens, paleochannel confluences, or lagoon complexes considered to be associated with prehistoric
habitation within the proposed barrow areas. Three magnetic anomalies were identified in Borrow Area 3A. One is located in
the middle of Borrow Area 3A, and the other two are located outside of the area within the 200 -ft buffer zone (see Figure 28 on
page 55 of the Cultural Resources Survey report and permit drawing Sheets 02 and 19). All of the anomalies have signatures
similar to those produced by deteriorated pipe, old cable or deteriorated wire, traps, small boat anchors, and other modern
debris. None appear to represent more complex signatures associated with historical vessel remains. No -work buffer zone has
been established around each anomaly as shown on Sheets 02 and 19. Because borrow areas 3A and 4 contain fifty
percent (50%) more sand than the volume needed for the 2018 project, "no -work' buffer zones around possible
anomalies (if any) are not likely to have any impact on construction.
CONSTRUCTION SCHEDULE
The proposed 2018 project will be similar to the 2011 project in scale, scope, and construction methods. The
proposed project will require summer dredging because of safety concerns for crew and equipment, particularly
the lack of a nearby safe harbor for ocean dredges. Construction duration is expected to be a maximum of -4-5
months if work is permitted between 1 May and 30 October. The preferred schedule for start of construction is 1
May 2018.
Received
(, 0
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DUNE MANAGEMENT PLAN
The Town of Nags Head proposes to integrate a dune management plan into the proposed 2018 renourishment
project following recommendations by USACE Regulatory (Wilmington, NC) and NCDEQ—DCM (Morehead City, NC).
The purpose of the plan is to establish uniform standards for the entire project length to enhance dune growth and
to provide guidance for possible sand relocation activities in the event of encroachment to existing structure occur.
The 10 -mile project area gained approximately 1 million cy of sand along the foredune and the back of the beach
following completion of the 2011 nourishment by natural wind -generated sand transport (ie — aeolian transport).
The extra volume and elevation in the dunes has provided a higher level of storm protection, helping Nags Head
avoid any major damage to oceanfront properties during numerous severe storms over the past six years. One
negative aspect of dune buildup has been encroachment of sand into private property where there was no fencing
or vegetation to intercept it. This problem led the Town of Nags Head to apply for an emergency permit
modification in 2014 for a dune maintenance and augmentation program.
The dune management plan proposed as part of the renourishment plan and present permit application is built
upon Town's experience of the past six years in managing the dune system since completion of the 2011
nourishment. It includes the following actions at three major stages:
(1) During Construction — Initial dunes are proposed to be built along all or a portion of Reaches 3N, 3S, and 4
where there is lack of a dune or the dune volume is significantly lower than the average dune volume of
the entire project length (see Sheets 15-17). The typical elevation at the top of the dune will be at +10 ft
NAVD and not to exceed +12 ft NAVD, the typical width of the dune crest will be 20-50 ft, and the
landward and seaward slope will be at the maximum of 1 on 3 (vertical versus horizontal). The protective
dune will tie into the existing profile but in no circumstance encroach on existing vegetation or house
foundations.
(2) Following Construction —Sand fencing will be installed and vegetation will be planted following
renourishment along the entire project area. General instructions are illustrated on Sheets 22 and 23,
and the exact locations of sand fencing and vegetation will be determined based on the condition after
the proposed renourishment.
(3) Post -Project —The Town of Nags Head will evaluate the dune encroachment problematic areas and
determine the level of actions based on resultant impacts to the frontal dune system after removal and
relocation of sand material (Sheet 23). Limited mechanical equipment operations are proposed to be
used to transport and deposit sand seaward of the frontal dune if necessary. All work will be conducted
between November 16 and April 30, Monday through Friday from 8:30 am to 5 pm unless otherwise
authorized by NCDCM.
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SUPPLEMENTARY REPORTS
An Environmental Assessment (EA) and the following appendices are submitted or will be submitted in support of
the permit application:
Appendix A) Littoral Processes Report
Appendix B) Biological Assessment (BA)
Appendix C) Geotechnical Data Report
Appendix D) Essential Fish Habitat Assessment (EFH)
Appendix E) Biological Monitoring for Nags Head 2011 Beach Nourishment Project
Appendix F) Cultural Resources Report
Appendix G) Monitoring and Mitigation Measures
Appendix H) FEMA Authorization Documents
The project team attended two pre -application meetings on 23 March and 8 August 2017 with federal and state
regulatory and resource agencies. Initial guidance regarding preparation of environmental documents required by
state and federal agencies before, during, or after construction was received by the applicant. The Town of Nags
Head also requested Section 7 consultation under the Endangered Species Act at the earliest time, along with
instructions regarding endangered species monitoring requirements during construction, and environmental
sampling, if necessary, before and after construction.
Received
DCM-EC
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NAGS HEAD
CORP. LIMIT
497+007
1010+00
1025+00
Proposed
Borrow Area
(150 ac)
4 g
It �-
S1
LLJ
L Proposed
Borrow Area
(340 ac)
I
0
N
0
OIL
Areas 2 & 3 utilized in
the 2011 nourishment
project with 46 borings
(1 core per -14 acres).
0 8,000
® .-
Scale (Feet)
81 - USACE Designated borrow area
FIGURE 1. Map showing applicant's proposed project area illustrating maximum limits of nourishment
along the oceanfront in Nags Head (NC). From the 2011 project, one proposed sand source would be the
remainder of Borrow Area 3 extending into 2 to make a newly named Borrow Area 3A. This is located
about -1.5-2.5 miles offshore of South Nags Head. The second is new Borrow Area 4located-1.0-1.5
miles off the north central portion of Nags Head beach.
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n
CD
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M
Q.

Reach 1— Between Stations 497+00 and 790+00
2s
2°
Berm Cres[ at f[ NAVD
ss Average Berm Width ft
g fill Slope =l on l7
1° Average Fill Density =60 cy/k
z
5
p MHW +1.18 k NAVD
.� .____________ ____ __________
o MLW -2.05 it NAVD
w -s
ao
-tW o lW 2W 300 JCO SM fi90
Distance t0 2010 Survey +10 ft NAVD Contour (ft)
Reach 3N — Between Stations 920+00 and 975+00
20
ss Berm Crest at+6k NAVD
Average Berm Ill, =227 11
S FIII Slope= l on 17
so
z Average FIII Density =113 cy/k
� s
MHW +1.18 ft NAVD
° MLW -2.05 k NAVD
M s
m
2m o loo xw am aoo soo NO 700 aW
Distance to 2010 Survey +10 ft NAVD Contour (k)
2s
Reach 4—Between Stations 1010+00 and 1025+00
20
1s germ Cresta, +6 ft NAVD
Average Berm Width = 310 k
aso Fill Slope=ton 17
i Average FIII Density=155 cy/k
� s
C MHW .1.18 fl NAVD
_________ _________.
° MNW -2.05 k NAVD
M -s
1°
-IS
.100 ° 100 IW e. 9O] SW 600 MJ acO
Distance to 2010 Survey +10 k NAVD Contour (ft)
Reach 2—Between Stations 790+00 and 920+00
2S
20
Berm Crest at+6 f[ NAVD
1s Average germ Width=130k
o Fill Slope =Ion 17
i 10 Average Fill Density =65 cy/k
C
s
MHW +-- It NAVD
q---------------- ______
° ---- MLW-2.05h NAVD
w 5
10
IS
.ICY n iCa 3V° 3°0 am SCO ma
Distance to 2010 Survey+l0 it NAVD Contour (k)
Reach 3S — Between Stations 975+00 and 1010+00
zs
zo
2s Berm Crest at+ 6R NAVD
Average Berm Width = 280 ft
o FIII Slope=Ion 11
i 2O Average FIII Density=155 cy/ft
r s
--_ MHW +1.18 ft NAVD
°MLW -2.05.. NAVD
u s
ao
as
aao o loo :aa aep aao soo em eco eoo
Distance to 2010 Survey +10 k NAVD Contour (n)
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FIGURE 2. Average fill templates for each reach. Beach
profiles represent the average condition of each reach in
June 2016.
Recil
rr,:.�
D C M-.frate. C

430+00
700.00
450+06
Station 497.00
750+00
Project limit
500+00
800+00
r 550+00
r;.
�
eso.00
#li �
600400
900+00
650+00
950+00
760+00
7000.00
Station 1025+00
Project limit
750+00
050+00
"v{ 0 6.000
Y' ®FFeet
20n Dune
Dune Toe
ton- Berm Crest
Berm MHW
Oft ---.-- --- MTL
MLW Bar -8
-1011 - -12
Trough o—_ -16
-20 n.-._.-.-._.-.-._._.-._._._._._._.__._._.-.-.-.-._.............__._.
-30 it.---.-._._................__.-.-___.-.-.-.__._-._-.-.-.-_.-.
500ft 1Mft 15001[
Sediment Grab Sample Positions
(Typical Beach Profile)
-20
-24
,•_
2000 ft —2500 n
FIGURE 3. [UPPER] Longshore positions of the 14 transects for beach grab samples along Nags Head
between stations 450+00 and 1050+00. [LOWER] Cross -shore positions for beach grab samples along each
transect following North Carolina sediment sampling criteria rules.
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♦, CJ
^s
}W� LQ
6i�t C1
Sediment Grab Sample Positions
(Typical Beach Profile)
-20
-24
,•_
2000 ft —2500 n
FIGURE 3. [UPPER] Longshore positions of the 14 transects for beach grab samples along Nags Head
between stations 450+00 and 1050+00. [LOWER] Cross -shore positions for beach grab samples along each
transect following North Carolina sediment sampling criteria rules.
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Grain Size Distribution
Grain Size (mm)
Grain Size Distribution
Grain Size (mm)
10018 8 4 2 1 0.5 025
—^ Native Sum
90 Borrow Sum
00 — Native%
—_ Borrow %
70
\ 60 -..
rn 50
0
3 40
30
20
10
0
-
Native Sum
2458
90
Borrow Sum
Project 1458
Jul 2017
Native %
Native
Location Nags Head, NC
60
Borrow
-
Date Jul 2017
Sample
_,_Borrow %
Native Mean
70
Native STD
Native Beach
Borrow BA3A
60-
-
Sample ALL
rn 50
Native Mean 0.334 mm
3
Native STD 0.645 mm
40
30
Borrow Mean 0.375 mm
Borrow STD 0.607 mm
20
10
0
0 1 2 3
-4
-3 .2 -1
4
Grain Size
(�)
Grain Size Distribution
Grain Size (mm)
10018 8 4 2 1 0.5 025
—^ Native Sum
90 Borrow Sum
00 — Native%
—_ Borrow %
70
\ 60 -..
rn 50
0
3 40
30
20
10
0
-
Project
2458
Location
Nags Head, NC
Date
Jul 2017
-
Native
Beach
Borrow
BA4
-
Sample
ALL
Native Mean
0.334 mm
Native STD
0.645 mm
-4 -3 -2 -1 0 1 2 3 4
Grain Size (0)
Borrow Mean 0.356 mm
Borrow STD 0.535 mm
FIGURE 4. Sediment grain -size distribution along the proposed project area (composited
beach samples) and sediment quality for the proposed offshore borrow areas showing
similar, mean grain size and sorting (composited from available cores).
Received
GGM-EC
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NARRATIVE — ATTACHMENT 1
15A NCAC 07H .0312 TECHNICAL STANDARDS FOR BEACH FILL PROJECTS
Placement of sediment along the oceanfront shoreline is referred to in this Rule as "beach fill." Sediment
used solely to establish or strengthen dunes or to re-establish state -maintained transportation corridors
across a barrier island breach in a disaster area as declared by the Governor is not considered a beach fill
project under this Rule. Beach fill projects including beach nourishment, dredged material disposal,
habitat restoration, storm protection, and erosion control may be permitted under the following
conditions:
(1) The applicant shall characterize the recipient beach according to the following methodology:
(a) Characterization of the recipient beach is not required for the placement of sediment directly
from and completely confined to a maintained navigation channel or associated sediment
basins within the active nearshore, beach or inlet shoal system;
N/A
(b) Sediment sampling and analysis shall be used to capture the three-dimensional spatial
variability of the sediment characteristics including grain size, sorting and mineralogy within
the natural system;
Sediment samples were collected at fourteen (14) stations along the beach and thirteen (13) cross -
shore locations between the foredune and 20 ft depth contour within the proposed project area.
Samples were also collected at various locations and multiple depths within the proposed borrow
area to capture the three-dimensional spatial variability of the sediment characteristics.
(c) Shore -perpendicular topographic and bathymetric surveying of the recipient beach shall be
conducted to determine the beach profile. Topographic and bathymetric surveying shall
occur along a minimum of five shore -perpendicular transects evenly spaced throughout the
entire project area. Each transect shall extend from the frontal dune crest seaward to a depth
of 20 feet (6.1 meters) or to the shore -perpendicular distance 2,400 feet (732 meters)
seaward of mean low water, whichever is in a more landward position. Transect spacing shall
not exceed 5,000 feet (1,524 meters) in the shore -parallel direction. Elevation data for all
transects shall be referenced to the North American Vertical Datum of 1988 (NAVD 88) and
the North American Datum of 1983 (NAD 83);
Annual shore -perpendicular, topographic and bathymetric surveying of the recipient beach has
been conducted in June since the completion of the 2011 beach nourishment project at Nags Head.
The surveying extends from the foredune seaward to a depth of over 40 feet. One hundred and
twenty-four (124) transects were surveyed along the —10.0 -mile project area and the adjacent
areas, and the spacing between each transect within the project area was 500 ft. The spacing
between each transect outside of the project area varies from 1,000 ft to 2,000 ft. Elevation data
for all transects are referenced to the North American Vertical Datum of 1988 (NAVD 88) and the
North American Datum of 1983 (NAD 83). Details of the survey and its results are described in the
Environmental Assessment (EA) — Appendix A - Littoral Processes.
Received
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DC[A-FC

(d) No fewer than 13 sediment samples shall be taken along each beach profile transect. At least
one sample shall be taken from each of the following morphodynamic zones where present:
frontal dune, frontal dune toe, mid berm, mean high water (MHW), mid tide (MT), mean low
water (MLW), trough, bar crest and at even depth increments from 6 feet (1.8 meters) to 20
feet (6.1 meters) or to a shore -perpendicular distance 2,400 feet (732 meters) seaward of
mean low water, whichever is in a more landward position. The total number of samples
taken landward of MLW shall equal the total number of samples taken seaward of MLW;
Sediment samples were collected along fourteen beach transects in June 2016 (see the
Geotechnical Report). Thirteen (13) samples were taken along each beach transect at the
following cross -shore locations (see Figure 3 in the Narrative or Figure 2.1 in the Geotechnical
Report):
• dune face
• toe of the dune
• berm
• berm crest
• MHW
• MTL
• MLW
• Trough
• inshore bar
• -8 ft NAVD
• -12 ft NAVD
• -16 ft NAVD
• -20 ft NAVD
Received
e�
There are 7 samples taken landward of MLW (including MLW) and 6 samples taken seaward of
MLW.
(e) For the purpose of this Rule, "sediment grain size categories" are defined as "fine" (less than
0.0625 millimeters), "sand" (greater than or equal to 0.0625 millimeters and less than 2
millimeters), "granular" (greater than or equal to 2 millimeters and less than 4.76 millimeters)
and "gravel' (greater than or equal to 4.76 millimeters and less than 76 millimeters). Each
sediment sample shall report percentage by weight of each of these four grain size categories;
Sediment samples were inspected for mud then washed, dried, weighed in splits for analysis of
grain size, gravel, and shell content (see Sections 3 and 4 of the Geotechnical Report). Grain size
distribution of each sample is shown in Attachment 1 of the Geotechnical Report. Descriptive
statistics (mean, standard deviation, skewness, and kurtosis), along with USCS and Wentworth
descriptions, and shell and gravel contents, are compiled in Tables 3.1a and 3.1b. Tables 3.2 and
3.3 contain mean grain sizes, standard deviations, and shell and gravel contents averaged by
station as well as cross shore position. Overall, materials on the native beach and the borrow
areas are both defined as "sand" based on the Rule with fine-grained sediment contents for the
recipient beach are less than 1% and the average granular and gravel content (grain size greater
2of9

than or equal to 2 millimeters) is 0.8% (see Tables 3.3 and Figure 3.1 of the Geotechnical Report).
Detailed results for the proposed borrow areas are in included in Section 4 of the Geotechnical
Report.
(f) A composite of the simple arithmetic mean for each of the four grain size categories defined
in Sub -Item (1)(e) of this Rule shall be calculated for each transect. A grand mean shall be
established for each of the four grain size categories by summing the mean for each transect
and dividing by the total number of transects. The value that characterizes grain size values
for the recipient beach is the grand mean of percentage by weight for each grain size category
defined in Sub -Item (1)(e) of this Rule;
Mean (and a grand mean for composite samples) grain size for individual samples and composite
samples are summarized in Tables 3.1 to 3.3 and plotted in Figures 3.1 to 3.6 of the Geotechnical
Report. The arithmetic mean of the fine-grained sediment content for the recipient beach is less
than 1%, and the arithmetic mean of the granular and gravel contents (grain size greater than or
equal to 2 millimeters) is 0.8% (see Tables 3.1 to 3.3).
(g) Percentage by weight calcium carbonate shall be calculated from a composite of all sediment
samples along each transect defined in Sub -Item (1)(d) of this Rule. The value that
characterizes the carbonate content of the recipient beach is a grand mean calculated by
summing the average percentage by weight calcium carbonate for each transect and dividing
by the total number of transects. For beaches on which fill activities have taken place prior
to the effective date of this Rule, the Division of Coastal Management shall consider visual
estimates of shell content as a proxy for carbonate weight percent;
Calcium carbonate (CaCO3) content (ie — "shell' content) was determined by acid -burning using
dilute hydrochloric acid. Percentage by weight calcium carbonate was calculated for each sample
as well as for a composite of all samples along each transect. The results are listed in Tables 3.1
to 3.3 of the Geotechnical Report, and plotted in Figure 3.3 of the same report. The arithmetic
average shell content for all samples (n=182) was 1.7% in June 2016 (see Table 3.3).
(h) The total number of sediments and shell material greater than or equal to three inches (76
millimeters) in diameter, observable on the surface of the beach between mean low water
(MLW) and the frontal dune toe, shall be calculated for an area of 50,000 square feet (4,645
square meters) within the beach fill project boundaries. This area is considered a
representative sample of the entire project area and referred to as the "background" value;
Some material greater than or equal to three inches (76 millimeters) in diameter was observed
along the beach in June 2016. A large-clast survey was conducted in a —50,000 square feet area
within the Nags Head project area in June 2016. Survey results show that there were four shells
about 3-4 inches in length but none were thicker than one half inch in the survey area. See Section
2.1 of the Geotechnical Report.
(i) Beaches that received sediment prior to the effective date of this Rule shall be characterized
in a way that is consistent with Sub -Items (1)(a) through (1)(h) of this Rule and shall use data
collected from the recipient beach prior to the addition of beach fill. If such data were not
collected or are unavailable, a dataset best reflecting the sediment characteristiPoof the.
eeived
3of9 h

recipient beach prior to beach fill shall be developed in coordination with the Division of
Coastal Management; and
N/A
(j) All data used to characterize the recipient beach shall be provided in digital and hardcopy
format to the Division of Coastal Management upon request.
All data were described, analyzed, compiled, and plotted in Appendix C — Geotechnical Data.
Digital and hardcopy of the report has been submitted to the Division of Coastal Management.
(2) The applicant shall characterize the sediment to be placed on the recipient beach according to the
following methodology:
(a) The characterization of borrow areas including submarine sites, upland sites, and dredged
material disposal areas shall be designed to capture the three-dimensional spatial variability
of the sediment characteristics including grain size, sorting and mineralogy within the natural
system or dredged material disposal area;
A variety of potential borrow areas have been evaluated. Details are described in Section 4 of the
Geotechnical Report.
(b) The characterization of borrow sites shall include sediment characterization data provided by
the Division of Coastal Management where available. These data can be found in individual
project reports and studies, and shall be provided by the Division of Coastal Management
upon request and where available;
The borings obtained by the applicant for the 1011 nourishment project (CSE 2011) were reviewed
by the Division of Coastal Management. No data were available directly from the Division of
Coastal Management.
CSE. 2011. Coastal Engineering & Geotechnical Analyses for Beach Nourishment at Nags Head.
Prepared for Town of Nags Head, Dare County NC.
(c) Seafloor surveys shall measure elevation and capture acoustic imagery of the seafloor.
Measurement of seafloor elevation shall cover 100 percent of each submarine borrow site
and use survey -grade swath sonar (e.g. multibeam or similar technologies) in accordance with
current US Army Corps of Engineers standards for navigation and dredging. Seafloor imaging
without an elevation component (e.g. sidescan sonar or similar technologies) shall also cover
100 percent of each borrow site and be performed in accordance with US Army Corps of
Engineers standards for navigation and dredging. Because shallow submarine areas can
provide technical challenges and physical limitations for acoustic measurements, seafloor
imaging without an elevation component may not be required for water depths less than 10
feet (3 meters). Alternative elevation surveying methods for water depths less than 10 feet
(3 meters) may be evaluated on a case-by-case basis by the Division of Coastal Management.
Elevation data shall be tide- and motion -corrected and referenced to NAVD 88 and NAD 83.
Seafloor imaging data without an elevation component shall be referenced to the NAD 83. All
final seafloor survey data shall conform to standards for accuracy, quality control and quality
assurance as set forth by the US Army Corps of Engineers (USAGE). The currentReumed
4of9
UCIY -EC

standards for navigation and dredging can be obtained from the Wilmington District of the
USACE. For offshore dredged material disposal sites, only one set of imagery without
elevation is required. Sonar imaging of the seafloor without elevation is not required for
borrow sites completely confined to maintained navigation channels, sediment deposition
basins within the active nearshore, beach or inlet shoal system;
A detailed bathymetric survey with 200 ft spacing for track lines of proposed borrow areas was
completed by CSE in June 2016 and October 2017. A submerged cultural resource remote -sensing
survey of the proposed borrow area was conducted in October 2017 by Tidewater Atlantic
Research (TAR) of Washington, North Carolina. Work performed by TAR consists of a background
literature survey, historical research and cartographical investigation, and covered 100 percent of
the proposed borrow areas. The remote -sensing investigation and assessment conducted by TAR
was developed to comply with the criteria of the National Historic Preservation Act of 1966 (Public
Law 89-665), the National Environmental Policy Act of 1969 (Public Law 91-190), Executive Order
11593, the Advisory Council on Historic Preservation Procedures for the protection of historic and
cultural properties (36 CRF Part 800), the updated guidelines described in the Archaeological and
Historic Preservation Act (54 U.S. C. 3000101 et seq.), "Abandoned Shipwreck Law" (North Carolina
General Statute (NCGS] 121, article 3), and the North Carolina Archaeological Resources Act (NCGS
70, article 1). The results of the investigation are designed to comply with North Carolina and
Federal submerged cultural resource legislation and regulations.
The proposed borrow areas are situated 1 to 2 miles off of north and south Nags Head. The depths
of the areas are is from 35 ft to 60 ft with an average of —46 ft below NAVD. A marine cesium
magnetometer and digital sidescan sonar along with other supporting equipment was employed
in October 2017 to collect bathymetric, magnetic and acoustic data. Details of the study is
included in EA Appendix F— Cultural Resources Study.
(d) Geophysical imaging of the seafloor subsurface shall be used to characterize each borrow site
and shall use survey grids with a line spacing not to exceed 1,000 feet (305 meters). Offshore
dredged material disposal sites shall use a survey grid not to exceed 2,000 feet (610 meters)
and only one set of geophysical imaging of the seafloor subsurface is required. Survey grids
shall incorporate at least one tie point per survey line. Because shallow submarine areas can
pose technical challenges and physical limitations forgeophysical techniques, subsurface data
may not be required in water depths less than 10 feet (3 meters), and the Division of Coastal
Management shall evaluate these areas on a case-by-case basis. Subsurface geophysical
imaging shall not be required for borrow sites completely confined to maintained navigation
channels, sediment deposition basins within the active nearshore, beach or inlet shoal
system, or upland sites. All final subsurface geophysical data shall use accurate sediment
velocity models for time -depth conversions and be referenced to NAD 83;
To ensure sufficient data would be available to locate any potentially significant magnetic
anomalies and sonar targets in the proposed borrow area, remotely sensed data were collected in
October 2017 along parallel lanes spaced on 50 foot intervals.
All final subsurface geophysical data used accurate sediment velocity models for time -depth
conversions and be referenced to NAD 83.
Received
5of9
DMA -EC

(e) Sediment sampling of all borrow sites shall use a vertical sampling device no less than 3 inches
(76 millimeters) in diameter. Characterization of each borrow site shall use no fewer than
five evenly spaced cores or one core per 23 acres (grid spacing of 1,000 feet or 305 meters),
whichever is greater. Characterization of borrow sites completely confined to maintained
navigation channels or sediment deposition basins within the active nearshore, beach or inlet
shoal system shall use no fewer than five evenly spaced vertical samples per channel or
sediment basin, or sample spacing of no more than 5,000 linear feet (1,524 meters),
whichever is greater. Two sets of sampling data (with at least one dredging event in between)
from maintained navigation channels or sediment deposition basins within the active
nearshore, beach or inlet shoal system may be used to characterize material for subsequent
nourishment events from those areas if the sampling results are found to be compatible with
Sub -Item (3)(a) of this Rule. In submarine borrow sites other than maintained navigation
channels or associated sediment deposition basins within the active nearshore, beach or inlet
shoal system where water depths are no greater than 10 feet (3 meters), geophysical data of
and below the seafloor are not required, and sediment sample spacing shall be no less than
one core per six acres (grid spacing of 500 feet or 152 meters). Vertical sampling shall
penetrate to a depth equal to or greater than permitted dredge or excavation depth or
expected dredge or excavation depths for pending permit applications. All sediment samples
shall be integrated with geophysical data to constrain the surficial, horizontal and vertical
extent of lithologic units and determine excavation volumes of compatible sediment as
defined in Item (3) of this Rule;
Cores at the proposed offshore borrow areas were obtained using CSE's proprietary system which
creates a partial vacuum that allows penetration of a 3 -inch aluminum core barrel into the
substrate (Section 2.2 of Appendix C— Geotechnical Data). Lengths of all cores within the borrow
areas are from 7.8 ft to 10.0 ft with an average of 8.8 ft in borrow area 3A and from 4.9 ft to 9.6
ft with an average of 7.7 ft in borrow area 4 (see Section 4 and Table 4.1 of the Geotechnical
Report). There are 17 cores in the -340-acre proposal borrow area 3A, yielding a core density of
1 core per —20 acres, and 12 cores in the "'150 -acre proposed borrow area 4, yielding a core density
of 1 core per —13 acres (see Sheets 19 and 20 of Drawings). There area total of 29 borings within
the 490 -acre borrow area (1 per —17 acres). The proposed excavation depth is 8 feet below the
existing grade based on the core lengths. Existing core logs are included in Attachment 2 of the
Geotechnical Report.
( f) For offshore dredged material disposal sites, the grid spacing shall not exceed 2,000 feet (610
meters). Characterization of material deposited at offshore dredged material disposal sites
after the initial characterization are not required if all of the material deposited complies with
Sub -Item (3)(a) of this Rule as demonstrated by at least two sets of sampling data with at least
one dredging event in between;
N/A
(g) Grain size distributions shall be reported for all sub -samples taken within each vertical sample
for each of the four grain size categories defined in Sub -Item (1)(e) of this Rule. Weighted
averages for each core shall be calculated based on the total number of samples and the
Received thickness of each sampled interval. A simple arithmetic mean of the weighted averages for
II�� each grain size category shall be calculated to represent the average grain size values for each
I (ti: 0 5 "'.7
6of9
DCM-EC

borrow site. Vertical samples shall be geo-referenced and digitally imaged using scaled, color -
calibrated photography;
All sediment samples within each vertical sample were inspected for mud then washed, dried,
weighed in splits for analysis of grain size, gravel, and shell content (see the methodology in
Section 2 of the Geotechnical Report). Grain size distribution of each sample is shown in
Attachment 3A of the Geotechnical Report. Descriptive statistics for samples in the borrow areas
(mean, standard deviation, skewness, and kurtosis), along with USCS and Wentworth descriptions,
and shell and gravel contents, are compiled in Tables 4.1a and 4.1b. Tables 4.2, 4.3, and 4.4
contain the some information for individual cores composited to a specified depth (eg 4 ft 6 ft 8
ft). Overall, fine-grained sediment contents for the final proposed borrow area are less than 196,
granular and gravel contents are generally less than 3% with an average of 2.2% and shell content
is generally less than 5% with an overage of 2.7% (see Tables 4.1 and 4.5 of the Geotechnical
Report).
(h) Percentage by weight of calcium carbonate shall be calculated from a composite sample of
each core. A weighted average of calcium carbonate percentage by weight shall be calculated
for each borrow site based on the composite sample thickness of each core. Carbonate
analysis is not required for sediment confined to maintained navigation channels or
associated sediment deposition basins within the active nearshore, beach or inlet shoal
system; and
Calcium carbonate (CoCO,) content (ie — "shell" content) was determined by acid -burning using
dilute hydrochloric acid (see Table 4.1 of the Geotechnical Report). Percentage by weight calcium
carbonate was also calculated for a composite of each core at different thickness intervals. The
results are listed in Tables 4.2, 4.3, 4.4, and 5.1, and are plotted in Figures 4.2 and 4.3 of the
Geotechnical Report. Table 4.5 shows the arithmetic average for all cores composited to 8 ft is
3.2% which is -1% greater than the recipient beach.
(i) All data used to characterize the borrow site shall be provided in digital and hardcopy format
to the Division of Coastal Management upon request.
All data were described, analyzed, compiled, and plotted in the Geotechnical Report. Digital and
hardcopy of the report has been submitted to the Division of Coastal Management.
(3) The Division of Coastal Management shall determine sediment compatibility according to the
following criteria:
(a) Sediment completely confined to the permitted dredge depth of a maintained navigation
channel orassociated sediment deposition basins within the active nearshore, beach or inletshoal
system is considered compatible if the average percentage by weight of fine-grained (less than
0.0625 millimeters) sediment is less than 10 percent;
Materials on the native beach are defined as 'sand" based on the Rule with fine-grained sediment
contents for the recipient beach are less than 1%. See Attachment 1 of grain size distributions of
beach samples in the Geotechnical Data Analyses report.
Received
DE^ 0 h "'.7
7of9
DMEC

(b) The average percentage by weight of fine-grained sediment (less than 0.0625 millimeters) in
each borrow site shall not exceed the average percentage by weight of fine-grained sediment of
the recipient beach characterization plus five percent;
Materials in the borrow areas are defined as "sand" based on the Rule with fine-grained sediment
contents for the borrow areas are less than 1%. See Attachment 3 of grain size distributions of
core samples in the Geotechnical Data Analyses report.
(c) The average percentage by weight of granular sediment (greater than or equal to 2 millimeters
and less than 4.76 millimeters) in a borrow site shall not exceed the average percentage by weight
of coarse -sand sediment of the recipient beach characterization plus 10 percent;
The arithmetic mean of the granular and gravel contents (grain size greater than or equal to 2
millimeters) for the recipient beach is 0.8% (see Tables 3.1 to 3.3), and 2.2% for the borrow areas
(see Table 4.5) in the Geotechnical Data Analyses report.
(d) The average percentage by weight of gravel (greater than or equal to 4.76 millimeters and
less than 76 millimeters) in a borrow site shall not exceed the average percentage by weight of
gravel -sized sediment for the recipient beach characterization plus five percent;
The arithmetic means of the granular and gravel contents (grain size greater than 4.76 millimeters
less than 76 millimeters) for the recipient beach and the borrow areas are both less than 1%.
(e) The average percentage by weight of calcium carbonate in a borrow site shall not exceed the
average percentage by weight of calcium carbonate of the recipient beach characterization plus
15 percent; and
The average percentage by weight of calcium carbonate of the recipient beach is 1.7% (see Table
3.3 of the Geotechnical Report), the average percentage of the borrow areas is 2.7% (see Table
4.5).
(f) Techniques that take incompatible sediment within a borrow site or combination of sites and
make it compatible with that of the recipient beach characterization shall be evaluated on a case-
by-case basis by the Division of Coastal Management.
N/A
(4) Excavation and placement of sediment shall conform to the following criteria:
(a) Sediment excavation depths for all borrow sites shall not exceed the maximum depth of
recovered core at each coring location;
The maximum core depth is 10.0 ft.
(b) In order to protect threatened and endangered species, and to minimize impacts to fish,
shellfish and wildlife resources, no excavation or placement of sediment shall occur within the
project area during times designated by the Division of Coastal Management in consultation with
other State and Federal agencies. The time limitations shall be established during the permitting
Receive docess and shall be made known prior to permit issuance; and
8of9
D C M"E C

Acknowledged.
(c) Sediment and shell material with a diameter greater than or equal to three inches (76
millimeters) is considered incompatible if it has been placed on the beach during the beach fill
project, is observed between MLW and the frontal dune toe, and is in excess of twice the
background value of material of the same size along any 50,000 -square -foot (4,645 square meter)
section of beach.
Acknowledged.
9 of 9
Received
DCM-EC

I Location
Southern Shores oMiles e
Point Harbor
�Kags (Head '�� Kitty Hawk
�$
TCape Lookout fi
jlA'ILej, b
e�
$a9 c
`0
�4
Cape Fear
C,
t
n
a
A t l
CS
��
Cmml Sderxe G Engineering
Received
DE" 0J1".7
DMEC
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
Albemarle Sound
Manns Harbor BYP
J 64
Atlantic Ocean
Kill Devil Hills
esti
lip&
Nags. Head -o
0.
9
1a\ 20
Wanchese
NC S 00,��ti
12
Croatan Sound
Project Location
PROJECT.-
NAGS
ROJECT:NAGS HEAD BEACH
RENOURISHMENT
DRAWING TITLE:
VICINITY MAP
Oregon
Inlet
SCALE:
SHEET#
AS SHOWN
DATE:
15 Sep 2017
DRAWN BY:
T. Hair
101
APPRMDBY: HLK
PROJECT#:
2458

3,000,000 E 2,988,000 E
\ 6
ROANOKE SOUND
POND IS
-- \��- -
R 0 A N 0 K E SOUND
CAPE HA7TERAS - -doub
NA AL SEASHORE
o -
o N O o 00
O O
REACH 4
FILL STA 1010+00 TO 1025+00 IR41 R3S
1,500 LF
TOTAL = UP TO 232,000 CY P
Reach 3 South
FILL STA 975+00 T01010+00
3,500 LF
TOTAL = UP TO 543,000 CY
o
V % / 3A Oi
HAT.., TERAS ONA
MW-----�._�_CAPE
PARK RD.✓,_�.---- 12 a,\
.. - -
Areas
` nt.,MO i.�,e. i, •x!81 _
NN
(See Sheet 19)
1,
Bonnett Street
497+00
12
o�
0
1� N
m
,o+n0
ao pOj I
Co
I
ao Co � u
722+00
\
A T L A N T I C
O C E A N
745+00
Reach 2
E. Hollowell Street
543+00
Reach 1
R3N
FILL STA 790+00 TO 920+00
E. Conch Street
555+00
FILL ST 497+00 TO 790+00
�-
13,000 LF
Small Street
630+00
29,300 LF
920+00
TOTAL = UP TO 845,000 CY
14.
E. Juncos Street
TOT = UP TO 1,758,000 CY
Reach 3 North
29,300
60
-1,500 k
�eG. ,�
FILL STA 920+00 TO 975+00 See Sheets 19-2
For
954+00
790+00
\ 5,500 LF Proposed Borr w Area Details
TOTAL = UP TO 622,000 CY
4
p ; A ,
Proposed Borrow Area
_ _ _ —
Buffered Magnetic Anomolies
6.
O Beach Access 8 Staging
Areas
T
(See Sheet 19)
1,
Bonnett Street
497+00
Construclon
2.
Curlew Street
532+00
E. Forrest Street
722+00
\
9.
E. Grouse Street
745+00
3.
E. Hollowell Street
543+00
Sand Search Area
4.
E. Conch Street
555+00
12.
�-
5
Small Street
630+00
E. James Street
Proposed Borrow Area
�---
P
6.
Enterprise Street
645+00
-'5,600
7.
Epstien Street
690+00
Construclon
(Year 2-6)
\8.
Stations
E. Forrest Street
722+00
\
9.
E. Grouse Street
745+00
10.
E. Gray Eagle Street
770+00
11.
E. Gulfstream Way
783+00
Intial Dune
12.
Isabella Street
875+00
0 4,000 P
13.
E. James Street
920+00
.\
14.
E. Juncos Street
936+00
® �
29,300
60
1,758,000
Scale (Feet)
15.
E. Surfside Drive
954+00
790+00
3,036,000 E
2
NOTES:
DATUM:
HORIZONTAL: SPCS NAD'83 (FEET) NC ZONE 3200
CSE
Coastal 5dence G Engineering
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT.-
NAGS
ROJECT:NAGS HEAD BEACH
RENOURISHMENT
)4,000 E
DRAWING TITLE:
OVERALL PROJECT PLAN
01
Rev 17 Nov 2017
DRAWN 9Y: 10�
T. Hair
APPROVEDBY: HLK
During RenoudshrnentConsiuction
Following
PosWrojed
Construclon
(Year 2-6)
Reach
Stations
Length (9
Average Fit
Sand
Dens
Max Fit
Intial Dune
Fencing/
FencinVegelalon
Sand
(cy�
Vohme(cy)
Construction
Relocation
1
497+00to
29,300
60
1,758,000
No
Yes
As Needed
790+00
2
790+00 to
13,000
65
845,000
No
Yes
As Needed
920+00
3N
920+00 to
5,500
-113
622,000
No
Yes
As Needed
975+00
3S
975+00 to
3,500
^155
543,000
Yes
Yes
As Needed
1010+00
4
1010+001D
1,500
-155
232,000
Yes
Yes
As Needed
1025+00
Tolall
497+00 to
1025+00
52,800
^75
4,000,000
Yes
Yes
As Needed
Average
)4,000 E
DRAWING TITLE:
OVERALL PROJECT PLAN
01
Rev 17 Nov 2017
DRAWN 9Y: 10�
T. Hair
APPROVEDBY: HLK

6 �,. -
14
a I' m + + x,
VIRGINIA DARE TRAIL - -
N
r
d
II Lanward Fill @+6 ft NAV I I I I I D� i � �•
- Berm Limit @ +6 ft
- Fill Toe Elevation
Existing stonnwater outfalls maintained by NCDOT are visible on sheets 03, 04 and 17. The outfall on
sheet 17 near station 1025+00 will be restored and extended a minimum distance as necessary to
maintain functionalityafter the project based on requirements orspecifications provided by NCDOT.
bridging or sand -layer protection will be used during construction to avoid an damage to
Appropriated9 9 Y P n9 Y 9
the structures when heavyequipment has to run over these outfalls. No fill will be laced over the
P
r seaward end of the outlalls so that the ouHalls remain functional during construction.
lj%
r Landward Fill @ +6 ft NAVD-\
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200
MHW=MEAN HIGH WATER
MLW=MEAN LOW WATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2016)
iwj
I'i,l ,
.���ttrr s,:t of .r .J i-•i,�,.y �@ a ►�i. �i�"•1('r. :Icv� .."eY>. '� ,t •- - •�.
The landward fill limit depicted on the drawings is based on the location of the +6 IT NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
17
-f - - -� LEGEND
' - - - - - - MHW (+1.18 FT NA VD)
MLW (-2.05 FT NAVD)
t
C -7BERM FILL - DRY BEACH
FILL SLOPE TO TOE
F wn�
,VIRGINIA DARE TRAIL
- - o
i - � • .i r
, � t
a w ,
a'
Y
iy
,n
I�
- Fill Toe Elevation
ATLANTIC OCEAN
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
ZI1LW /1
PROJECT-'
NAGS HEAD BEACH RENOURISHMENT
s3 ISI Irl --
,� Iz
I . I
It s
Work Around Piers: Pipeline maybe placed under piers. Equipment in ress and
egress is allowed where feasible under piers. Nourishment sand shall be filled
under piers to the extent practicable, without risking damage to the structures.
- Berm Limit @
DRAWING TITLE:
PROJECT PLAN
REACH 01
STA 490+00 TO 552+00
DATE: 15 Sep 2011
DRAWN BY:
T. Nair
O Q
J
APPROVED BY: HD(

o r
'ISM_ I
>Fa'4 g
CROATAN HWY o Y
8
12 S VIRGINIA
l'
DARE TRAIL
T
{
Existing stormwater outfalls maintained by NCDOT are visible on sheets 03, 04 and 17. The outfall on
sheet 17 near station 1025+00 will be restored and extended a minimum distance as necessa to
r I h
I 1
t+` ' s
.�t
maintain functionality after the project based on requirements or
q specifications provided by NCDOT.
�Appropriate bridging or sand -layer protection will be used Burin construction to avoid an damage to
e APP P 9 9 Y P g Y 9
structures
the structures when heavy equipment has to run over these ouflalls. No fill be the
1 • i
- .. '+
it
a "� .� - ;,
1
I 4 �I 1 `'-• r
II
•'1 ; ' '•.t
z
•'
o
will placed over
seaward end of NConstruction.e outfalls so that the outfalls remain functional during Consction.
` +'' '."`' t
�•
`� `-- , _Landward Fill (r�+6 fl NAV�t' ,
Oyu
•�
,i
_
f:,,
I I
4 .. ..
i
- .— _— - +.. 05 •-
„� . .. -_ _ -- - Berm Limit @ +6 it NAV
T A L '. ....: ' . ..,. , ;< ,..::.a .. ... ,::.:
•'
/1�1L
I
3 r
,r , is .:. '
-•Fill Toe Elevation Veda - C.00EAN
i it
_ �
tv I
m
$'
'
'� r4,,:::: N ��nR'wrsn. -. W'. .
,Y�• i`�I ... ~� ...-
i, ... _... - -. _.
,. r.. ...
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i
LLbLNU
-Berm Limit@+6ft NAV
—
- —
MHW(N.18FTNAVD)
MLW (-2.05 FT NAVD)
M4
The landward fill limit depicted on the drawings is based on the location of the+6 ft NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
BERM FILL - DRY BEACH
7
.. ' ,.
' .-r/d&/
-
ATLANTIC OCEAN ti;
/
FILL SLOPE TO TOE
NOTES:^"�
VERTICAL: NAVD'88 (FEET)
PREPARED FOR:
PROJECT.'
DRAWING TITLE:
��o"O
SCALE:
ASSHOW+
SHEET#
HORIZONTAL: SPCS NAD83 (FEET) 200
NC ZONE 3200
MEANHIGH WATER ® �_
®
S C
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD
BEACH RENOURISHMENT
PROJECT PLANAL
REACH 01r.xdrMLW=MEANLOW
14s;
��
, �.,Mli
APPROVED BY:ILK
WATER Scale (Feet)
NAGS HEAD NC 27959
STA 552+00 TO 615+00
/2°� -°
PROJECT P.
Z4se
PHOTO SOURCE: DARE CTY GIS (2016)CoaS0o1Silence`End"g
O

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i
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,— -- -
_ _ — I
LEGEND ;
-- —MHW (11.18 FT NAVD)
-
-- _
-_ -
- Berm Limit @ +6 ft
--' — — — MLW (-2.05 FT NAVD)
M5j
1 The landward fill limit depicted on the drawings is based on the location of the +6 ft NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
BERM FILL -DRY BEACH
%
ATLANTIC OCEAN �/ FILL SLOPE TO TOE '
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0
NC ZONE 3200
200
COS
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
PROJECT.'
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE:
PROJECT PLAN
,P E" 3i
°t�, cAaoelp,
a o R p=.
a =
L
SCALE:
As SHOWN
SHEET#
OG
O
DATE:
15 Sep eon
oRewH eT.
T'H
MHW=MEAN HIGH WATER ®
NAGS HEAD
STA 615+00 TO 667+00
; 3J281 =
4 y0/ 's
��€
J
APPROVED av: Hix
MLW=MEAN LOW WATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2016)
Coosml SderKe GFn9lrteerv1g
NC 27959
9.
'n„ qe "`....
PROJECT# 2458

I
S. CROATAN HWY ` -..
IF- e
AN
� 1 I
.'OL I i
I'ji l" . -A6� s I I*'
L"'
?I The landward fill limit depicted on the drawings is based on the location of the +6 It NAVD contour in July
Il 2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
0
CSE
Co rot Science G Engineering
WNW
i
PIT
5 tY� > ,►'
rill"
lip
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77777777177
�1
Pi
/ !-Berm Limit@+6 fl NAVD-J '"•'.
- Fill Toe Elevabon Vane #' -
LEGEND
- - ... ... MNW (+1.18 FT NAVD)
— MLW (-2.05 FT NAVD)
k . f
OCEAN 1A ` "y BERM FILL - DRY BEACH
FILL SLOPE TO TOE
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT:
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE:
,'Sti., ARo"•,.,
SCALE:
ASSHOWN
SHEET#
PROJECT PLAN
15S.p2017
DRAWN By' T. Hair
STA 667+00TO708+00BTBf
_
Q6
Q S/ZOI I
APIRROVED BY: My

t' -
11'. a 0
IL r
tl'§'npfir,.,'':t d JikaEEk 7u�i°itaa5,�is„ k1i
.�• +
�W
S. CROATAN HWY 158
} •Ya. f
1 III I
J77
• j
-
i� �
'•I
*ANN"
� 1�u- 1.11 kf/ - t • ,,� .?if it 1
yy
L' r i'J { I i ALS
_ S. VIRGINIA DARE TRAIL 12 fes,
( I rF� ,� i .-i �• � .�7'h, -.til
The landward fill limit depicted on the drawings is based on the location of the+6 ft NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200 6.
MHW = MEAN HIGH WATER
MLW=MEAN LOW WATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2016)
� F
o, A
r
•EP A,Y.
Landward Fill@+6ftNAVD--\
1 - Berm Limit @ +6 R
ss�Y'.aiL�
-Fill Toe Elevation
ATLANTIC OCEAN
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT.
NAGS HEAD BEACH RENOURISHMENT
r.�., ,�.. r���01`P 1 • ;4 G' 5 (li At: :'i.�"..f
LEGEND
M -r kecedved MHW(+11.18 FTNAVD)
—MLW (-2.05 FT NAVD)
. � ° �+�� BERM FILL - DRY BEACH
LT FILL SLOPE TO TOE
DRAWING TITLE:
.`iN11CAO °••.,
Ste' ASSBOWN
SHEE p
OP �rE siifa�Z',4
DATE :
PROJECT PLAN
'_
15 Sep 2017
DRAWN 9Y. T. Hair
STA 708+00 TO 740+00
5 1
0 ■
APPROVED Bie HLK
'•ska 811. ,<`•
(,v
PROJEM..
2458

Y TJ
I b �
! ':.., -a4r • I T. errl.� r'- N _ 1 J� •' Jyt T _�. a
x.. � VVY
Willi W
w`
S. VIRGINIA DARE TRAIL 12
�i J yl
l1 111 v
C Q+
The landward fill limit depicted on the drawings is based on the location of the+6 ft NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
nv 1 to:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200
MHW = MEAN HIGH WATER
MLW= MEAN LOWWATER Scale(Feet)
PHOTO SOURCE: DARE CTY GIS (2016)
CSE
Coastal 5dence G Engineering
J
9 I
_—
Landward Fill
gElevation
Berm Limit@+60NAVie
I
� 11 .i,i ..
ATLANTICOCEAN -`
Will
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT.-
NAGS
ROJECT:
NAGS HEAD BEACH RENOURISHMENT
Recelved
DRAWING TITLE:
PROJECT PLAN
STA 740+00 TO 771+00
LEGEND
— — — -- — MHW (+1.18 FT NAVD)
— — —MLW (-2.05 FT NAVD)
BERM FILL - DRY BEACH
7T FILL SLOPE TO TOE
DATE: 15 Sep 7017
DRAWN BY:
T. Hair
^
v
O V
APPROVED BY: RLI(

Y a*, •i,,..\\ �} ate.. �`
r . V A: i e �• p S. CROgT
ya AN
� '. "� a0.. f L '1 { '�. � � t� .•�, -`�-. s� H,168
12
!',- r_1 I �' 7�1 11 31
i
I
l yap I y 1 ` �1 i. F r t� �� rj 'r� �4• MI_
_ I
II
S. OLD OREGON INLET RD ., w .�.� -' . -�-" I t - a`z; Ntx�. ! i��, I .• j
__ --_-_• +! R'a'w: � - - •-_ ._i:- -- .r -r_ �.(:.
{ �, ':s' •111 •M,I r 'I o ' i•. 1r 'yl �It, r� -•� - .i S. VIRGINIA-0ARE TRAIL 12
21
U
31
LIP
ki
.01
I
Landward Fill @ +6 ft NAV ::' " - I I Work Around Piers: Pipeline may be placed under piers. Equipment ingress and
egress is allowed where feasible under piers. Nourishment sand shall be filled
Reach 2 R ach 1 g
= - under piers to the extent practicable, without risking damage to the structures.
i
I
I
+-Berm Limit@+6 fl NAV - I s
M10
_ M9
z /M
- - Fill Toe YElevahon Varies)
•�' - - - - -" _ ;_I'F,�IrGIAY tr..� LEGEND
- - - - - - MHW (+ 1. 18 FT NA VD)
y
— — —MLW (-2.05 FT NAVD)
The landward fill limit depicted on the drawings is based on the location of the +6 ft NAVD contour in July - "" ` `" BERM FILL - DRY BEACH
)CIA -EC
2017. The actual landward fill limit will be determined by the beach condition at the time of construction. _ „ - ;,- ,; . , . .. . - :.- - �TFILL SLOPE TO TOE
NOTES:
VERTICAL: NAVD'88 (FEET) ,1
HORIZONTAL: SPCS NAD'83 (FEET) O 200
NC ZONE 3200 6.
MHW = MEAN HIGH WATER
MLW=MEAN LOW WATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2018)
COS E
ComOal 5dence 6 Engineering
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT..
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE:
PROJECT PLAN
STA 771+00 TO 802+00
DATE: 15 Sep 2017
DRAWN BY: 09
T. xer
APPROVED BY:

VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200);@
MHW = MEAN HIGH WATER ® ?6,
MLW=MEANLOWWATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2016)
CSE
Co ml Sde e G Englneenng
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT:
NAGS HEAD BEACH RENOURISHMENT
,ec(;,�Ev(IC1
UCi0-k "i
DRAWING TITLE.-
PROJECT
ITLE:PROJECT PLAN
REACH 02
STA 802+00 TO 833+00
SCALE:
SHEET#
AS SHOWN
DATE:
15 Sep 2017
DRAWN BY:
T. Hair
O
APPROVED BY: HLK
PROJECT#.
2458

# f I a! ^x.1
c < I W
Ides Of
yam,.,
I andward Fill nn aft H NAVI]—. I
IWA1
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200
MHW =MEANAN
HIGH WATER ® _�
MLW=MEAN LOW WATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2018)
Cos C
CO ml Sde GEnglneering
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT:
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE.,
PROJECT PLAN
REACH 02
STA 833+00 TO 865+00
DATE: 15&p2017
RAM BY:
T. Her
APPROVED BY: HLX

i
.t
S. OLD OREGON INLET RSD -
I, i
J I �
--
c't.` r ,
0
Landward Fill @ +6 K NAVD--,,
ATLANTIC OCEAN
The landward fill limit depicted on the drawings is based on the location of the+6 It NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
hV ICJ:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 )FEET) 0 200
I ZONE 3200 6.
MHW=MEAN HIGH WATER
MLW=MEAN LOW WATER Scale(FeeQ
0161 -
PHOTO SOURCE: DARE CTY GIS (2016)
COS E
Co Sml 5deece L Englneertng
/ - Berm Limit @ +6 it NAVD-J
- FIII Toe Elevation Varie
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD INC 27959
I _
r
I
i�-7�if
-
0
Work Around Piers: Pipeline maybe placed under piers. Equipment ingress and
egress is allowed where feasible under piers. Nourishment sand shall be filled
under piers to the extent practicable, without risking damage to the structures.
-re n — r
PROJECT..
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE:
PROJECT PLAN
REACH 02
STA 865+00 TO 896+00
LEGEND
- - - — MHW (+I.18 FT NAVD)
-- — —MLW (-2.05 FT NAVD)
77-7—
BERM FILL - DRY BEACH
FILL SLOPE TO TOE

4► } %:
w_.
+Vim bill
g i f t tom) o 0 0
i
i
ti
�'_1
-
I
� S
•"i
��1� i
Li ' !..'.R�^-,..�::•-... ...n ,-1-,.�a....,aw '�F'_`'4t., _`!. � • i tip.+. ,.. _,.- L-
»--•—
sm
Mimi
--
1s
IF-
��- �.r �$���� /; ,1 ,t � �'!,' �` I+� I ��• S .I -S�. � �' j y' I. � lr� �_' � ) t �F�.- fT � I� I I � ��p � � � � ♦ {��, ,���
-I' Landward Fill@+6 ft NAV
Rea 3N � eac 2
I I
dye: am ..Yi, ds..dI &JA
The landward NII limit depicted on the drawings is based on the location of the +6 it NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200 6.
MHW = MEAN HIGH WATER
MLW=MEANLOWWATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2016)
0S
Coosml Sdence G Engineering
I 7 r it r
- Berm Limit @ +6 it NA
- fiaGc3,tlC]wL �.V.1.1.1
�^ Fill Toe Elevation Vane
- - - ATLANTIC OCEAN
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT'
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE.,
PROJECT PLAN
REACH 02 & 03
STA 896+00 TO 927+00
LEGEND
- — - -- MHW (°1.18 FT NAVD)
MLW (-2.05 FT NAVD)
BERM FILL - DRY BEACH
FILL SLOPE TO TOE
;ilAip :
11,�AR�,•,..,
p`pP CESS Y��',a
SCALE:
ASSHOWN
SHEET#
DATE: IS Sep 2017
WN BY
T. Hair
°
72p1 -
(,U
13
APPROVED BY: H�
PROJECTC 2458

I
-1
OL,
• low . t��, _ S OLD 0 EGON INLET RD - - -�
FN
t •`TAY a .,�. _ !
r �fY�J
i
II �i I Landward Fill @+6ItNAVD-
The landward fill limit depicted on the drawings is based on the location of the +6 ft NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200
MHW=MEAN HIGH WATER
MLW=MEAN LOW WATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2016)
Cos C
Coastal Science G Fnglrseenng
- Berm Limit @ +6 ft
J.FA
i J �x '
i
Is.{I
/1._<.C.•J.. LEGEND
FlII Toe Elevation Veda ' ._ . - — — — — MHW (+1.18 FT NAVD)
at
_. ., �..._.. — — —MLW(-2.OS FT NAVD)
- [XIOnE-
BERM FILL - DRY BEACH
FILL SLOPE TO TOE
.I.
DRAWING TITLE:
PROJECT PLAN
REACH 03
STA 927+00 TO 958+00

` r -a
S. COLONY DR 11
L 4.1:
l
w I
1, .+
I I _ i • „ p'�i . Agra.' .
rFI.. i � , �_ .. � 1
lip
h(
Dune Crest @ +10
If
y I I
� -
Y t
U N _
NA
_T ,
_ Reach 3S Reach
Work Around Existing Houses: No fill shall be placed directly under existing houses or landward of houses,
and/or over related infrastructure (utilities, septic fields, etc) that is within the fill limits. In the event some
houses do not exist at the time of construction, nourishment sand shall be filled to the designed berm
elevation as depicted on the drawings.
LEGEND
------ MHW(+1.18FTNAVD)LA Veil
— — — MLW (-2.05 FT NAVD)
® DUNE CREST
BERM FILL- DRY BEACH -•. _:., -_
The landward fill limit depicted on the drawings is based on the location of the +6 it NAVD contour in July
FILL SLOPE TO TOE 2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200
MHW=MEANHIGH WATER ® 4,
MLW=MEAN LOW WATER Scale (Feel)
PHOTO SOURCE: DARE CTY GIS (2016)
cas;
ySE
n e¢
-Fill Toe Elevation
S. OLD ORFrnPj avi i -r on __ ­ :,
r -1
Landward Fill @ +6 0 NAVD--
- Berm Limit @ +6 it
WMAWA
A protective dune above the normal fill berm elevation will be constructed along all or a portion of Reaches
3N, 35, and 4 (stations 920+00 to 1025+00). The maximum elevation of the protective dune will be+12 feet
(ft) above NAVD and the average elevation will be+10 ft NAVD. The typical crest width of the protective dune
will be 20-50 ft. The typical slope of the protective dune will be -1 on 5 (vertical versus horizontal), and the
maximum will be -1 on 3. The protective dune will tie into the existing profile but in no circumstance
encroach on existing vegetation or house foundations. The final design of the protective dune will be
determined based on the beach condition at the time of construction.
PROJECT.•
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE:
PROJECT PLAN
REACH 03
STA 958+00 TO 990+00
I/

P
0
o _.< 1 i - 1 - + _ ..
k Work Around Existing Houses: No fill shall be placed directly under existing houses or landward of houses, �� _' ' d"-
J
and/or over related infrastructure (utilities, septic fields, etc) that is within the fill limits. In the event some 4:
houses do not exist at the time of construction, nourishment sand shall be filled to the designed berm
elevation as depicted on the drawings. • '',r ;. -t'
41" Dune Crest@+10RNf
Y Y
- Fill Toe Elevation Vadi
�J�k
S OLD OREGON INLET RD
~"ys � ; \,may) •1 ,� s� o V"'u'""-"-"_twwlo'? �^.••oa,w.... �- .o
p o_.
ATLANTIC OCEAN
� -Berm Limit @+6 h NAV[
I
A protective dune above the normal fill berm elevation will be constructed along all or a portion of Reaches LEGEND
3N, 3S, and 4 (stations 920+00 to 1025+00). The maximum elevation of the protective dune will be +12 feet
(ft) above NAVD and the average elevation will be +10 ft NAVD. The typical crest width of the protective dune - - MHW (+1.18 FT NAVD)
will be 20-50 ft. The typical slope of the protective dune will be -1 on 5 (vertical versus horizontal), and the_MLW (-2.05 FT NAVD)
maximum will be `3 on 3. The protective dune will tie into the existing profile but In no circumstance
encroach on existing vegetation or house foundations. The final design of the protective dune will be ® DUNE CREST
determined based on the beach condition at the time of construction. \
BERM FILL- DRY BEACH
The landward fill limit depicted on the drawings is based on the location of the+6 It NAVD contour in July 1 1 FILL SLOPE TO TOE
2017. The actual landward fill limit will be determined by the beach condition at the time of construction. — —
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 200
NC ZONE 3200 6.
MHW = MEAN HIGH WATER
MLW=MEANLOWWATER Scale(Feet)
PHOTO SOURCE: DARE CTY GIS (2018)
COS E
cooswl Sdenw G Engloeenng
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT.:
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE:
PROJECT PLAN
REACH 03
STA 990+00 TO 1021+00

CAPE HATTERAS NATIONAL PARK RD
t �a
_ CAPE HATTERAS NATIONAL SEASHORE
4
Work Around Existing Houses: No fill shall be placed directly under existing houses or landward of houses,
and/or over related infrastructure (utilities, septic fields, etc) that is within the fill limits. In the event some
houses do not exist at the time of construction, nourishment sand shall be filled to the designed berm
A ♦-4 I
elevation as depicted on the drawings.
The landward fill limit depicted on the drawings is based on the location of the+6 ft NAVD contour in July
2017. The actual landward fill limit will be determined by the beach condition at the time of construction.
A protective dune above the normal fill berm elevation will be constructed along all or a portion of Reaches
3N, 3S, and 4 (stations 920+00 to 1025+00). The maximum elevation of the protective dune will be+12 feet
(ft) above NAVD and the average elevation will be+10 ft NAVD. The typical crest width of the protective dune
will be 20-50 ft. The typical slope of the protective dune will be -1 on 5 (vertical versus horizontal), and the
maximum will be -1 on 3. The protective dune will tie into the existing profile but in no circumstance
encroach on existing vegetation or house foundations. The final design of the protective dune will be
determined based on the beach condition at the time of construction.
NOTES:
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 TOO
-0
MHW = MEAN HIGH WATER 6li!iiiiiiiiiii! 'I.
MLW=MEAN LOW WATER Scale (Feet)
PHOTO SOURCE: DARE CTY GIS (2016)
GSE
Ccrnml 5dence 6 Englne ng
PREPARED FOR.
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
u
IF.
z. +
.....� -fir;` u•
)'. t, I �a'r _i'JELI
% IN
Landward Fill @ +61t NAVD (PROJECT LIMIT)
sA Dune End @ +10 ft NAVD I'M
p:f
CAPE HATTERAS NATIONAL SEASHORE
1 t- INO WORK)
Slormwater Ouffall
Existing stormwater outfalls maintained by NCDOT are visible on sheets 03, 04 and 17. The outfall on
sheet 17 near station 1025+00 will be restored and extended a minimum distance as necessary to`•
maintain functionality after the project based on requirements or specifications provided by NCDOT.
Appropriate bridging or sand -layer protection will be used during construction to avoid any damage to '
the structures when heavy equipment has to run over these ouffalls. No fill will be placed over the
seaward end of the outialls so that the outfalls remain functional during construction. r
.491l ALI
PROJECT.'
NAGS HEAD BEACH RENOURISHMENT
a S. COLtNY OR
r, -IF- T ----
9
--
v'NLET RD
. _`._../-.../ / I
-Berm Limit @ +6 0 NAVD
- Fill Toe Elevation Varies
ReceiReceived LEGEND
ved - — MHW (+1.18 FT NAVD)
MLW(-2.05 FT NAVD)
® DUNE CREST
✓ f -EC BERM FILL - DRY BEACH
}
FILL SLOPE TO TOE
DRAWING TITLE
PROJECT PLAN
REACH O4 -PROJECT END
STA 1021+00 TO 1050+00
DATE Rev 17 Nm 2017
MWN BY:
i
T. Hai
I
APPRDVEDBY: �g

25
20
1s _/
> t0 J
a
z
x s
0
0
W -s
-10
Reach 1 - Between Stations 497+00 and 790+00
Berm Crest at +6 ft NAVD
Average Berm Width = 90 ft
Fill Slope = 1 on 17
Average Fill Density = 60 cy/ft
MHW +1.18ft NAVD
\
----------------------------------------- MLW05 ft NAVD ,
Reach 2 - Between Stations 790+00 and 920+00
2s
20
Berm Crest at +6 ft NAVD
15 Average Berm Width = 130 ft
S Fill Slope = 1 on 17
� 10
z Average Fill Density = 65 cy/ft
x
s
SD' --------------
w
W 5
-10
MHW +1.18 ft NAVD
--------------
-MLW -2.05 -- NAVD
Reach 31M - Between Stations 920+00 and 975+00
25
20
z
SONE. AS SHOWN
SHEET4
DATE:
Js sav z4v
0
WN BY:
_ -
a
_ rn
/s
T. Hair
W
APPROVED BY:
-5
-10
Berm Crest at +6 ft NAVD
Average Berm Width = 227 ft
Fill Slope = 1 on 17
Average Fill Density= 113 cy/ft
MHW +1.18 ft NAVD
-----------'
MLW -2.05 It NAVD
-""'----"'-"""""'
-15 -15 IS
-100 0 IDo 200 300 400 500 60D -100 0 100 200 300 400 Soo 600 -100 0 100 200 300 400 500 600 700 am
Distance to 2010 Survey +10 ft NAVD Contour (ft) Distance to 2010 Survey+10 ft NAVD Contour (ft) Distance to 2010 Survey +30 ft NAVD Contour (ft)
25
20
is
.5
-to
Reach 3S — Between Stations 975+00 and 1010+00
-------
Berm Crest at +6 ft NAVD
Average Berm Width = 280 ft
Fill Slope = 1 on 17
Average Fill Density = 155 cy/ft
MHW +1.18 ft NAVD
MLW .2._0.5_ ft NAVD
is
-100 0 100 200 300 400 Soo 600 700 am
Distance to 2010 Survey +10 ft NAVD Contour (ft)
CSE
CoostOl Sdence 6 Engineering
Reach 4 - Between Stations 1010+00 and 1025+00
25
20
15
a to
z
'K s
0
o
d ------------------------
W
_5
.10
-I5
.100 0
Berm Crest at +6 ft NAVD
Average Berm Width = 310 ft
Fill Slope = 1 on 17
Average Fill Density = 155 cy/ft
MHW +1.18 ft NAVD
---------------
MLW _ OS kNAVD
-----
100 200 300 400 Soo 600 700 800
Distance to 2010 Survey +10 ft NAVD Contour (ft)
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT..
NAGS HEAD BEACH RENOURISHMENT
FILL Design:
(1) Profiles shown on this sheet are the averaged profiles of each reach in June 2016 to
represent the typical beach conditions at the time of preliminary design and permit
application.
(2) Typical berm elevation is designed to be +6 ft NAVD with the possible maximum berm
elevation to be +7 ft NAVD along some sections of north Nags Head where the natural
dry -sand beach elevation is higher than south Nags Head.
(3) Initial protective dunes will be constructed along all or a portion of Reaches 3N, 3S, and 4.
The maximum elevation of the protective dune will be +12 feet (ft) above NAVD and the
average dune elevation will be +10 ft NAVD. The typical crest width of the protective dune
will be 20-50 ft. The typical slope of the protective dune will be -1 on 5 (vertical versus
horizontal), and the maximum slope will be -1 on 3. The final design of the initial dune will
be determined based on the beach condition and oceanfront structure location at the time
of construction.
(4) Fill template at each section of the project area will be adjusted based on the beach
condition and available funds at the time of final design and construction, but the total fill
quantity, of each reach will not exceed the maximum volume listed in the table on Sheet 02.
DRAWING TITLE:
PROPOSED FILL PROFILES
Received
`ZN 111CARp"••,.
SONE. AS SHOWN
SHEET4
DATE:
Js sav z4v
WN BY:
_ -
_ rn
/s
T. Hair
1 V
APPROVED BY:
HLK
PROJECT#.
„�N
2458

(9) NH -240
0 NH•241
Borrow Area 3A Coordinates
Easting
Northing
Point
3,026,712.08
792,204.05
A
3,027,933.66
792,454.57
B
3,028,491.56
790,016.30
C
3,030,148.73
790,395.49
D
3,030,292.73
787,370.81
E
3,028,006.11
786,600.67
F
3,027,608.50
788,338.37
G
3,025,332.35
787,876.35
H
3,025,033.95
789,346.37
1
3,027,273.83
789,801.03
J
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) 0 1,000
NC ZONE 3200 �I
Bathymetry Shown Collected 24 June 2016
and 10 Oct 2017 Scale (Feet)
- J
Cores Obtained
in 2017
CSE
Crawl Science 6 Fnglneenng
Buffered Magnetic Anomalies (3)
A t l a n t i c
Area 2 so
(Dredged in 2011)
Core
Length (ft)
Mean D (mm)
Shell %
Gravel %
NH -217
8
0.433
3.1
2.6
NH -218
8.4
0.385
3.1
1.0
NH -219
8.8
0.409
2.4
1.8
NH -220
9.1
0.355
2.0
0.2
NH -229
9.3
0.390
2.2
1.0
NH -230
9.7
0.370
1.9
1.7
NH -232
&9
0.400
2.8
0.8
NH -242
9
0.343 1
1.2
0.5
NH -244
9.6
0.312
2.5
1.6
NH -245
8.4
0.314
2.2
1.1
NH -307
&2
0.314
3.3
1.0
N H-308
8
0.318
2.1
0.2
NH -309
7.8
0.346
2.3
0.2
NH -310
10
0.325
1.6
0.5
NH -311
8.9
0.354
1.7
0.4
N H-312
9.6
0.341
1.8
0.8
N H-316
8.7
0.446
2.6
4.1
Average
8.8
0.362
2.3
1.2
Received
DCM-E
---------------------
t I
Borrow Area 3A
(1) Borrow Area 3A is located 1.5-2 miles offshore of south Nags Head, and it encompasses a total of -340 acres. if excavation depth is allowed to be 8 ft below
the existing grade, it contains -4.4 million cubic yards (cy) of beach quality sand.
(2) Seventeen (17) cores have been collected within this area in July and October 2017, and the mean grain size in millimeter (mm) of each core is listed on the
drawing. The range of core length is 7.8 ft to 10.0 ft with an average of 8.8 ft. The existing core density is 1 core per 20 acres.
(3) Based on the analysis of the collected cores, sand quality appears to be predominantly medium, clean sand with a mean grain size of 0.362 millimeters (mm).
PREPARED FOR.
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT:
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE.,
PROPOSED BORROW
AREA 3A

Borrow Area 4
(1) Borrow Area 4 is located -1 mile offshore of north Nags Head, and it encompasses a total of -150
acres. If excava0on depth is allowed to be 8 ft below the existing grade, it contains -2 million cubic
yards (cy) of beach quality sand which should be sufficient for Reach 1 if the maximum permitted
volume of 1.758 million cy is awarded at the time of construction.
(2) Twelve (12) cores have been collected within this area in July and October 2017, and the range of core
length is 4.9 ft to 9.6 ft with an average of 7.7 ft. The existing core density is 1 core per 13 acres.
(3) Based on the analysis of the collected cares, sand quality appears to be predominantly medium, clean
sand with a mean grain size of 0.376 millimeters (mm).
+
-63
-62
NH -201 0 0
0
00 00 + o 0
c
, L L I
I -so I .,..
NH -206
p NH•304 sy_ I O NH -303
I Q NH -306
I I O pp NH -315
D
I _ p NH•203
Ii
NH•313 Proposed
Area 4 I , NH -302
a NH -202 (150 acres)
p NH -314
O NH -301
• NH -305
- L
Core
Length(ft)
Mean D(mm)
Shell %
Gravel %
NH -202
6
0.332
2.2
0.9
NH -203
9.1
0.402
3.1
5.3
NH -206
7.8
0.325
4.9
3.5
NH -301
9.6
0.294
3.0
1.6
NH -302
9.4
0.323
3.2
3.1
NH -303
4.9
0.452
2.0
4.3
NH -304
5.7
0.438
1.7
3.9
NH -305
7
0.331
2.8
2.6
NH -306
8.8
0.413
4.6
2.5
NH -313
8.7
0.414
3.4
6.3
NH -314
8.4
0.420
4.9
6.4
NH -315
7
0.365
3.4
4.5
Avera a
1 7.7
0.376
3.3
3.7
Borrow Area 4 Coordinates
Easting
Northing
Point
3,010,828.13
816,183.00
K
3,012,176.47
816,840.26
L
3,012,756.08
812,227.88
M
3,014,104.42
812,885.13
N
NH -205
--- - -- a
' I e
3 �Z
d1 In 2017
Cores Obtain
2
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) O 400 ,
NC ZONE 3200
Bathymetry Shown Collected 24 June 2016 Scale (Feet)
CSE
Coosml Science G Engineering
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT:
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE.-
PROPOSED
ITLE:PROPOSED BORROW
AREA 4
(mean grain size shown)

50.0
-80.0 t
0
-50.0
0
z -60.0
0
-70.0
N
Lu
BORROW AREA 4 SECTION 5+00
Excavation Depth @ 8ft Below Substrate
500 1000 1500
DISTANCE (FEET)
BORROW AREA 4 SECTION 30f00
-80.0
0 500 1000 1500
DISTANCE (FEET)
-50.0
0
m
-70.0
n'
-80.0 -F
0
BORROW AREA 4 SECTION 15+00
Excavation Depth @ 811 Below Substrate
. i
500 1000 1500
DISTANCE (FEET)
(1) The Town of Nags Head proposes to have an excavation depth of 8 feet
below the existing grade with 1 foot overdredge tolerance based on the
coring analysis in the borrow areas. This excavation depth was permitted
and used in the initial 2011 project.
(2)Bathymetric data in Borrow Areas 3A and 4 were collected in June 2016.
(3)Additional bathymetric data will be collected in Borrow Area 3A in
September to October 2017 to provide the full coverage of the area.
VERTICAL: NAVD'88 (FEET)
HORIZONTAL: SPCS NAD'83 (FEET) NC ZONE 3200
Bathymetry Shown Collected 24 June 2016
QS E
Coastal Science G Eng'neerng
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT.
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE:
PROPOSED BORROW
EXCAVATION SECTIONS

Typical Newly Constructed
+10 ft NAVD (Max @ +12 f
Beach
Building
Fencing & Vegetation
Landward Dune crest
Dune Face 11;_1 I Dune Face
The general sand -fencing installation guidance issued by NCDCM is reiterated below.
• The fencing must be no taller than 5 feet and built from evenly spaced thin
wooden vertical slats connected with twisted wire.
. The fencing must be placed as far landward as possible to avoid interference
with sea turtle nesting, public access and use of the beach. It must not be
placed on the wet -sand beach.
• If fencing is to be placed parallel to the shoreline, it must not be located
waterward of the crest of the frontal or primary dune.
• If fencing is to be placed waterward of the crest of the dune, it must be
installed at a 45 -degree or greater angle to the shoreline. Each section of
fence must not be longer than 10 feet, and sections must be spaced at least
7 feet apart.
• Fencing must not extend more than 10 feet beyond either the first line of
stable natural vegetation, the toe of the frontal or primary dune, or the
erosion escarpment of the dune, whichever is closest to the water.
• Sand fencing to be placed along public accesses may be as long as the
access, and may include a 45 -degree funnel on the waterward end. The
funnel may extend up to 10 feet beyond the end of the access.
CSE
Coaswl Science G Engineering
' loft'
(Typical)
40 ft
(Typical)
A t l a n t i c O c e a n
Landward Dune Crest
Typical Newly Constructed Dune @ +10 ft NAVD
(Max @ +12 ft NAVD)
Dune Management Plan -
Sand Fencing And Vegetation On Newly Constructed Dunes
Typical Newly Constructed
Dune @ +10 ft NAVD
-- _ _-- ---._ _ _ _ Dune Toe
-
----------
Beach
'rk American Beachgrass
Sea Oats, Bitter Panicum (North
Pa Variety) or other species.
0 30
Scale (Feet)
Landward Dune Crest
Dune
Vegetation Planted 24' O.C. 20-50' (Typical) Fence Post (Typical)
Sand Fence
k
1200 to,*
Vegetation Planted 24" O.C.
---- 1- ------- ------ ---
Dune Crest Dune Crest
T- 0" Minimum
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
PROJECT:
NAGS HEAD BEACH RENOURISHMENT
DRAWING TITLE.,
PROPOSED
SANDFENCING
PLAN
SCALE:
SHEET#
AS SHOWN
DATE:
15 Sep 2017
n
RAWN BY
T. Hair
2 (�
APPROVED BY: HLK
PROJECT N.
2458

Dune Management Plan - Sand Fencing And Vegetation (General Plan):
Sand fencing will be installed for three categories of properties:
Category 1
eg Station 585+00
25
Existing Beach Profile
> 25 ft------- Future Dune
0 2U
> Fence
ZAll As Necessary
s
x
� 15 0� �
0 3
�I
Lu 10 m l
5
..T..
$'
AS SHOWN
Note Vertical Exaggeration
A I
125
100 75 50 25 0 25 50
Features Not To Scala
<I
25
0
23
APPROVED BY: HLK
125 100 75 50
25 0 25
50 75 100 125
Distance (feel)
Category 3
20
Category 2
eg Station 970+00
2s
0
Existing Beach Profile
eg Station 995+00
Q
-------- Future Dune
j 20
a
-25 ft
Existing Beach Profile
Z
15
Y�-<i•
Fence
o
-_--
Echelons
ij
m 10
W
I
I
Ctj
5
I
I
Landward Fence Limit
Ssg I
—{
Install Vegetation
Dune Management Plan - Sand Relocation Due To Encroachment:
The Town of Nags Head will evaluate encroachment problematic areas and determine the level of action as follows:
Level A -- No resultant dune impacts
It includes minor sand removal and relocation activities performed within the Area of Environmental Concern (AEC) that do
not result in any frontal dune disturbance or require any mechanical equipment operating on the active beach.
Level B -- Minimal resultant frontal dune impacts: <200 square feet (sf) of land area distur}bance, exclusive of existing
improved -upon surfaces, no greater than 8 ft width of material removal, and no vegetation disturbance.
It provides limited mechanical equipment operations to transport and deposit sand seaward of the frontal dune as illustrated in
the figure below. The Town also specified that all work should be conducted between November 16 and April 30, Monday
through Friday from 8:30 am to 5 pm. No "beach pushing" or bulldozing of beach sand is allowed on the public beach. Pre and
post project conditions are to be recorded via photographic documentation.
Level C -- Moderate resultant dune impacts: <1,000 sf of land area disturbance, exclusive of existing improved -upon surfaces,
no greater than 100 cy of material removallreloration, and no or minimal vegetative disturbance (<20 sf).
Work process is similar to Level B with greater volume.
Level D -- Major resultant dune impacts: >1,000 sf of land area disturbance and/or greater than 100 cy of excavation, exclusive
of existing improved -upon surfaces, and/or significant vegetative disturbance (>20sf).
Work process is similar to Levels B and C with greater volume.
0 1
..T..
AS SHOWN
DATE:
125
100 75 50 25 0 25 50
75 100 125
RAWH 9Y:
25
Hak
23
APPROVED BY: HLK
Distance (feet)
2458
Category 3
20
eg Station 995+00
Q
25
Existing Beach Profile
z
-- Future Dune
j 20
I
Ctj
>r
Ssg I
m
j fi
Fence
>
'
c
-;F i�E° - Echelons
10
®-
q
0
W 70
I
I
5
5
I
0
I
0
125
100 75 50 25 0 25 50
75 100 125
125
100
Distance (feet)
CSE
Coastal klence G Eng'neenng
PREPARED FOR:
TOWN OF NAGS HEAD
5401 SOUTH CROATAN HWY
NAGS HEAD NC 27959
75 50
PROJECT:
NAGS HEAD BEACH RENOURISHMENT
Varies
25 0 25
Distance (feet)
Received
®C IVI-E V
Resultant Dune Excavation Area
Excavated Sand Deposit Area
50 75 100 125
DRAWING TITLE:
PROPOSED
SAND EXCAVATION
SCAIE:
SHEET#
AS SHOWN
DATE:
15 Sep 7017
RAWH 9Y:
Hak
23
APPROVED BY: HLK
PROJECT Ik
2458