20120288 Ver 3_Public Notice_20171120

Burdette, Jennifer a
From: Corbett, Cindy M CIV USARMY CESAW (US) <[e-mail]>
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Subject: [External] US Army Corps of Engineers Public Notice
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As you requested, you are hereby notified that Wilmington District, United States Army Corps of Engineers has
issued a Public Notice. The text of this document can be found on the Public Notices portion of the Regulatory
Division Home Page. Each Public Notice is available in ADOBE ACROBAT (.pdf) format for viewing,
printing or download at http://www.saw.usace.army.mil/Missions/Re a latoryPermitPro re a�m.aspx As with all
e-mail attachments, be sure to check for viruses prior to opening the attachment. The current notice involves:
PUBLIC NOTICE
Issue Date: November 20, 2017
Comment Deadline: December 20, 2017
Corps Action ID Number: SAW -2012-00040
On November 19, 2014, the Wilmington District, Corps of Engineers (Corps) issued a
permit to the Village of Bald Head Island for the construction of a terminal groin along
with dredging, groin fillet maintenance and beach nourishment. The Wilmington
District, Corps of Engineers, received a modification request from the Village of Bald
Head Island to dredge Jay Bird Shoals and discharge the dredged material along the
shoreline of Bald Head Island, up -drift of and east of the terminal groin for groin fillet
maintenance and beach nourishment.
Specific plans and location information are described below and shown on the attached
plans. This Public Notice and all attached plans are also available on the Wilmington
District Web Site at:
http://www.saw.usace.army.mil/Missions/RegulatoryPermitProgram. aspx

1 I
US Army Corps PUBLIC NOTICE
Of Engineers
Wilmington District
Issue Date: November 20, 2017
Comment Deadline: December 20, 2017
Corps Action ID Number: SAW -2012-00040
On November 19, 2014, the Wilmington District, Corps of Engineers (Corps) issued a
permit to the Village of Bald Head Island for the construction of a terminal groin along
with dredging, groin fillet maintenance and beach nourishment. The Wilmington
District, Corps of Engineers, received a modification request from the Village of Bald
Head Island to dredge Jay Bird Shoals and discharge the dredged material along the
shoreline of Bald Head Island, up -drift of and east of the terminal groin for groin fillet
maintenance and beach nourishment.
Specific plans and location information are described below and shown on the attached
plans. This Public Notice and all attached plans are also available on the Wilmington
District Web Site at:
http://www.saw.usace. army.mil/Missions/RegulatoEyPermitProgram. aspx
Applicant: Village of Bald Head Island
Mr. Chris McCall, Village Manager
Post Office Box 3009
Bald Head Island, North Carolina 28461-7000
AGENT (if applicable): Christian Prezisosi
Land Management Group, Inc.
3805 Wrightsville Avenue, Suite 15
Wilmington, North Carolina 28403
Authority
The Corps evaluates this application and decides whether to issue, conditionally issue, or
deny the proposed work pursuant to applicable procedures of the following Statutory
Authorities:
® Section 404 of the Clean Water Act (33 U.S.C. 1344)
® Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403)
❑ Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972
(33 U.S.C. 1413)
Version 6.15.2017 Page 1

Location
Location Description: Bald Head Island is located in Brunswick County, North Carolina.
It is roughly 25 miles south of the City of Wilmington and 32 miles east of the South
Carolina state line. It is the southernmost of the coastal barrier islands that form the
Smith Island complex at the mouth of the Cape Fear River.
Nearest Town: Bald Head Island
Nearest Waterway: Atlantic Ocean and Cape Fear River
River Basin: Cape Fear
Latitude and Longitude: 33.85 N, -77.9889W
Background Information
An Environmental Impact Statement was prepared for the completed terminal groin
construction project in accordance with 40 CFR Parts 1500-1508. A Draft EIS was
published in Federal Register on January 10, 2014 and a public hearing was held on
March 4, 2014. A Final EIS was published in the Federal Register on August 1, 2014.
The Record of Decision was signed on November 7, 2014 and the Corps issued the
permit on November 19, 2014.
The permit authorized the construction of a 1,900 linear foot terminal groin concurrent
with, and following a federal beach disposal operation on Bald Head Island. The
structure would be constructed in two phases, in which only the first phase has been
completed. Federal beach disposal activities on South Beach typically proceed from west
to east. Historically, the western most limit of direct federal beach disposal in proximity
to the channel (by design specification) has been approximately South Beach baseline
station 44+00.
As required by current North Carolina General Statute, construction of the terminal groin
required the construction of a beach fillet up -drift and east of the constructed terminal
groin structure. The beach fillet was constructed with material placed from the federal
navigation channel maintenance and beach disposal project. This permit also authorizes
dredging for fillet maintenance and beach nourishment. The permittee has identified the
following sand sources for nourishment and fillet maintenance: (1) Wilmington Harbor
Channel; (2) Jay Bird Shoals; (3) Bald Head Creek Shoal; and (4) Frying Pan Shoals.
Jay Bird Shoals was identified as the applicant's preferred primary sand source for fillet
maintenance and nourishment events and the permit authorized dredging of Jay Bird
Shoals in cases where the applicant could demonstrate that dredging the federal channel
was not practicable.
A copy of the Final EIS can be found at the following link:
http://www.saw.usace.army.mil/Missions/Re ul�atQU-Permit-Program/Major-Projects/
Version 6.15.2017 Page 2

Existing Site Conditions
The island's southern shorelines, "East Beach" and "South Beach", front the Atlantic
shoreline. The west shoreline, or "West Beach," fronts the Cape Fear River. A
depositional spit feature known as the "Point" is near where the terminal groin was
constructed and lies at the juncture of West Beach and South Beach. The north side of
the island is bounded by the Bald Head Creek estuary, Middle Island and Bluff Island.
The Cape Fear River separates Bald Head Island from Oak Island and Caswell Beach.
The project area's discharge site is located along the western side of the southern
shoreline (South Beach) of Bald Head Island. Bald Head Island is a 3 mile long, south -
facing barrier island located immediately eastward of the mouth of the Cape Fear River.
South Beach is composed primarily of sandy wet and dry beach, vegetated dune systems
and un -vegetated subtidal and intertidal marine and estuarine bottoms. Over recent years,
the Village of Bald Head Island has received a permit for dredging in Jay Bird Shoals to
obtain material to nourish and stabilize South Beach. Also, the Wilmington District
Corps of Engineers has placed material along the South Beach shoreline during the Cape
Fear River channel deepening/widening project and channel maintenance projects. The
Village of Bald Head Island was authorized to construct a temporary sand -filled tube
groin field along the westernmost portion of South Beach in March 1996, immediately
following completion of a dredge disposal project constructed by the Wilmington
District. Sixteen sand -filled tube groins were constructed of geotextile material and filled
with sand. These temporary groins were replaced by the applicant in 2005 and in 2009.
The applicant constructed a terminal groin in 2015 and left most of the tube groins in
place under the groin beach fillet.
The proposed dredge site in the project area is located within Jay Bird Shoals. Jay Bird
Shoals is an accretional feature formed by processes of longshore drift and prevailing
wind and wave conditions. Jay Bird Shoals is composed primarily of marine soft bottom
habitat.
Applicant's Stated Purpose
The purpose of project is to address erosion at the western end of South Beach and to
thereby protect public infrastructure, roads, homes, businesses and rental properties, golf
course, beaches, recreational assets, and protective dunes.
Project Description
The applicant proposes to dredge a portion of Jay Bird Shoals to place the dredged
material along the western end of South Beach of Bald Head Island for groin fillet
maintenance and beach nourishment. The disposal area would extend from the terminal
groin to Station 9 134+00, which located about 9,000 feet east of the terminal groin.
The applicant has identified an approximate 226 -acre sand source site for the acquisition
of beach -compatible material suitable for placement along the South Beach shoreline
Version 6.15.2017 Page 3

to address sand losses located in the terminal groin fillet, which is located up -drift of
and east of the terminal groin. The applicant proposes to dredge approximately 1
million cubic yards of material from Jay Bird Shoals to address sediment losses, as well
as ensure improved beach widths along this portion of South Beach. Sediment identified
within the Jay Bird Shoals borrow site will be excavated by cutter suction dredge and
pumped by submerged pipeline, across the federal navigation channel, to the South
Beach shoreline. The applicant proposes to dredge to a depth of -24 feet NGVD.
Within the borrow area there are exclusion zones intended to avoid impacts to historic
properties and a tide gauge. A copy of the Jay Bird Shoals Borrow Site Re-evaluation
report is posted with this public notice at the following link:
http://www.saw.usace. army.mil/Missions/Regulatory-Permit-Program/Public-Notices/
The South Beach construction berm will maintain an approximate average elevation
of +8 ft. NGVD, which is consistent with prior beach disposal berms constructed
by the Wilmington District USACE since 2001. Post -construction beach tilling will
be performed based upon consultation with resource agencies after each future fill
event.
Avoidance and Minimization
The applicant provided the following information in support of efforts to avoid and/or
minimize impacts to the aquatic environment:
• Beach compatible sand would be used in the disposal area to minimize impacts to
the aquatic ecosystem.
A hopper dredge would not be used during dredging operations to minimize
impacts to aquatic life and aquatic ecosystems.
Previously dredged borrow areas are being proposed to be used to minimize
impacts to the aquatic ecosystem.
The location of dredging activities were designed and/or reconfigured to avoid
impacts to cultural resources subject to the Nation Historic Preservation Act
(NHPA).
Compensatory Mitigation
The applicant did not propose a compensatory mitigation plan to offset unavoidable
functional loss to the aquatic environment. The project will have no direct or indirect
effects on wetlands or other special aquatic sites.
Essential Fish Habitat
Essential Fish Habitat consultation has been completed for this project pursuant to the
Magnuson -Stevens Fishery Conservation and Management Act.
The applicant completed an EFH assessment for this project in January 2014. The Corps
determined that the proposed project would adversely affect EFH due largely to the
temporary suspension of sediments in the water column at the excavation and
Version 6.15.2017 Page 4

nourishment site. In a letter dated June 9, 2014, NMFS stated that the expected activity is
expected to adversely impact EFH. NMFS offered an EFH Conservation
Recommendation, which is as follows: The permit authorizing the terminal groin and
beach nourishment shall not include Frying Pan Shoals. Use of Frying Pan Shoals may be
included in the Final EIS provided there is a commitment in the Final EIS to reinitiate
EFH consultation with NMFS should the Village actually pursue mining sand from this
Habitat Area of Particular Concern (HAPC). The EFH Conservation Recommendation
were made a condition of the Corps authorization for this project, and no authorization
for use of Frying Pan Shoals as a borrow site will occur until EFH consultation is
reinitiated.
Cultural Resources
National Historic Preservation Act consultation has been completed for this project
Pursuant to Section 106 of the National Historic Preservation Act of 1966.
The applicant completed a magnetometer and side -scan sonar survey to conduct an
archaeological assessment of the proposed terminal groin construction area in May and
August of 2012. A shipwreck site was found in the project area and the vessel was
determined to be eligible for listing in the National Register of Historic Places (NRNP).
The groin structure was designed to create a 150' construction buffer from the historic
vessel. The proposed groin structure would result in accretion of sediment along the
southwestern shoreline of Bald Head Island and it is likely that the wreck remains would
be covered by several feet of sediment. Burial of the remains would offer protection
from further degradation thereby resulting in a positive impact to the archeological site.
In a letter dated January 17, 2013, the State Historic Preservation Officer (SHPO) stated
that in order to avoid impacts to the historic vessel, the applicant should not work within
the 150' buffer and that all contractors are made aware of the location of the shipwreck
site and all the vessels and equipment engaged in the construction of the groin will not
infringe on the 150' buffer.
The applicant completed an archeological survey of the Jay Bird Shoals borrow area.
Two potential shipwreck sites were found at the Jay Bird Shoals borrow area and a 200'
buffer area would be maintained around the potential sites to avoid impacts. Given the
avoidance measures to be employed, future excavation is not anticipated to result in
direct or indirect impacts to the two anomalies identified. In a letter dated
February 6, 2014, the SHPO had no comment on the proposed project or the DEIS.
In letters dated January 17, 2014 and July 3, 2014, the NC Department of Cultural
Resources stated that additional surveying is not necessary and furthermore, no
archaeological resources either listed or eligible for listing in the NRHP will be affected
by the project.
The permit is conditioned to prohibit work within 150' from the cultural resource near the
terminal groin and to prohibit work within 200' from the potential cultural resources near
the Jay Bird Shoals borrow area. The permit also includes a conditions that requires
Version 6.15.2017 Page S

coordination and consultation with the SHPO if any unknown cultural resources are
impacted by the project.
Endangered Species
Endangered species consultation has been completed for this project pursuant to the
Endangered Species Act of 1973.
The applicant completed a biological assessment dated January 2014 and the Corps
initiated consultation with the United States Fish and Wildlife Service (USFWS) and the
Nation Marine Fisheries Service (NMFS) in 2014.
The USFWS issued a Biological Opinion (BO) in June 2014, which the USFWS stated
that the project may affect, but is not likely to adversely affect the West Indian manatee,
Kemp's Ridley and Hawksbill sea turtles. The BO included terms and conditions to
protect the piping plover, red knot, sea -beach amaranth, loggerhead seat turtle, green sea
turtle and the leatherback sea turtle species that the proposed project may affect and is
likely to adversely affect. All terms and conditions of the BO are incorporated as
conditions of the Corps authorization.
In a letter dated September 11, 2014, the NMFS concurred with the Corps' initial
determination that the project is not likely to adversely affect whales, sturgeons and
marine sea turtles. All conservation measures described in the Biological Assessment
(BA), related to species under the NMFS' purview, were incorporated as special
conditions in the Corps authorization for this project.
Other Required Authorizations
The Corps forwards this notice and all applicable application materials to the appropriate
State agencies for review.
North Carolina Division of Water Resources (NCDWR): The Corps will generally not
make a final permit decision until the NCDWR issues, denies, or waives the state
Certification as required by Section 401 of the Clean Water Act (PL 92-500). The receipt
of the application and this public notice, combined with the appropriate application fee, at
the NCDWR Central Office in Raleigh constitutes initial receipt of an application for a
401 Certification. A waiver will be deemed to occur if the NCDWR fails to act on this
request for certification within sixty days of receipt of a complete application. Additional
information regarding the 401 Certification may be reviewed at the NCDWR Central
Office, 401 and Buffer Permitting Unit, 512 North Salisbury Street, Raleigh, North
Carolina 27604-2260. All persons desiring to make comments regarding the application
for a 401 Certification should do so, in writing, by December 17, 2017 to:
Version 6.15.2017 Page 6

NCDWR Central Office
Attention: Ms. Karen Higgins, 401 and Buffer Permitting Unit
(USPS mailing address): 1617 Mail Service Center, Raleigh, NC 27699-1617
Or,
(Physical address): 512 North Salisbury Street, Raleigh, North Carolina 27604
North Carolina Division of Coastal Management (NCDCM):
® The application did not include a certification that the proposed work complies
with and would be conducted in a manner that is consistent with the approved
North Carolina Coastal Zone Management Program. Pursuant to 33 CFR 325.2
(b)(2) the Corps cannot issue a Department of Army (DA) permit for the
proposed work until the applicant submits such a certification to the Corps and
the NCDCM, and the NCDCM notifies the Corps that it concurs with the
applicant's consistency certification.
❑ Based upon all available information, the Corps determines that this application
for a Department of Army (DA) permit does not involve an activity which would
affect the coastal zone, which is defined by the Coastal Zone Management (CZM)
Act (16 U.S.C. § 1453).
Evaluation
The decision whether to issue a permit will be based on an evaluation of the probable
impacts including cumulative impacts of the proposed activity on the public interest.
That decision will reflect the national concern for both protection and utilization of
important resources. The benefit which reasonably may be expected to accrue from the
proposal must be balanced against its reasonably foreseeable detriments. All factors
which may be relevant to the proposal will be considered including the cumulative effects
thereof, among those are conservation, economics, aesthetics, general environmental
concerns, wetlands, historic properties, fish and wildlife values, flood hazards, flood plain
values (in accordance with Executive Order 11988), land use, navigation, shoreline
erosion and accretion, recreation, water supply and conservation, water quality, energy
needs, safety, food and fiber production, mineral needs, considerations of property
ownership, and, in general, the needs and welfare of the people. For activities involving
the discharge of dredged or fill materials in waters of the United States, the evaluation of
the impact of the activity on the public interest will include application of the
Environmental Protection Agency's 404(b)(1) guidelines.
Commenting Information
The Corps of Engineers is soliciting comments from the public; Federal, State and local
agencies and officials, including any consolidated State Viewpoint or written position of
the Governor; Indian Tribes and other interested parties in order to consider and evaluate
Version 6.15.2017 Page 7

the impacts of this proposed activity. Any comments received will be considered by the
Corps of Engineers to determine whether to issue, modify, condition or deny a permit for
this proposal. To make this decision, comments are used to assess impacts on endangered
species, historic properties, water quality, general environmental effects and the other
public interest factors listed above. Comments are used in the preparation of an
Environmental Assessment (EA) and/or an Environmental Impact Statement (EIS)
pursuant to the National Environmental Policy Act (NEPA). Comments are also used to
determine the need for a public hearing and to determine the overall public interest of the
proposed activity.
Any person may request, in writing, within the comment period specified in this notice,
that a public hearing be held to consider the application. Requests for public hearings
shall state, with particularity, the reasons for holding a public hearing. Requests for a
public hearing will be granted, unless the District Engineer determines that the issues
raised are insubstantial or there is otherwise no valid interest to be served by a hearing.
The Corps of Engineers, Wilmington District will receive written comments pertinent to
the proposed work, as outlined above, until 5pm, December 20, 2017. Comments should
be submitted to Ronnie Smith, Regulatory Division, 69 Darlington Avenue,
Wilmington, North Carolina 28403 , at [phone].
Version 6.15.2017 Page 8

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C-1468
VILLAGE OF BALD HEAD ISLAND
TERMINAL GROIN PROJECT
BORROW SITE TYPICAL SECTION
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2618 Herschel Street
Jacksonville, FL. 32204
[phone]
C-1468
VILLAGE OF BALD HEAD ISLAND
TERMINAL GROIN PROJECT
BORROW SITE TYPICAL SECTION
DATE APPROVED REVISION
10/05/17 EJO A 10/3/2017
10/23/17 EJO B DRAWN BY:
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C-1468
VILLAGE OF BALD HEAD ISLAND
TERMINAL GROIN PROJECT
DREDGE PLAN (2018/19)
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Navigation Channel
Bald Head Shoal
Prepared for:
Village of
Bald Head Island, N.C..
Prepared by:
Olsen Associates, Inc.
2618 Herschel Street
Jacksonville, FL 32204
[phone]
(Fax) 384-7368
olsen-associates.com
C-1468
August 2017
pJay Bird Shoal
1
Middle Ground
�
S
associates, inc.
coastal engineering

Navigation Channel
y.
hit'I'e'l-d Shoal
repared for:
Village of
Bald Head Island, N.C..
Prepared by:
Olsen Associates, Inc.
2618 Herschel Street
Jacksonville, FL 32204
[phone]
(Fax) 384-7368
olsen-associates.com
C-1468
' August 2017
ay Bird Shoal
Middle Ground -`
W, m
oisen
associates, inc.
coastal engineering

JAY BIRD SHOALS
BORROW SITE RE-EVALUATION
Submitted by:
Olsen Associates, Inc.
2618 Herschel Street
Jacksonville, Florida 32204
C-1468
TABLE OF CONTENTS
Page
BACKGROUND....................................................................................................................... 1
LIST OF APPENDICES
APPENDIX A — Geotechnical Vibracore Report Jay Bird Shoals, Bald Head Island
August 2017 i olsen associates, inc.

JAY BIRD SHOALS
BORROW SITE RE-EVALUATION
Report Submitted To:
Village of Bald Head Island, N.C.
Report Submitted By:
Olsen Associates, Inc.
2618 Herschel Street
Jacksonville, FL 32204
August 2017
BACKGROUND
The Village of Bald Head Island Beach Management Plan has been largely predicated
upon beach disposal activities performed in accordance with Wilmington Harbor Sand
Management Plan (WHSMP) implemented by the Wilmington District, (USACOE, 2000). The
latter was required pursuant to permits and agreements associated with the 2001 Wilmington
Harbor Deepening Project. Initially, as part of project construction South Beach received a 1.58
Mcy sand placement along the majority of its oceanfront shoreline. In 2005, a 1.2 M federal
disposal event was constructed along approximately the westernmost half of S. Beach.
Subsequently, in 2007, Bald Head Island received approximately 1 Mcy of channel maintenance
sand again along the westernmost segment of South Beach.
Pursuant to the terms of the WHSMP the next scheduled federal disposal project (in
2009) would be constructed at Oak Island. As a result, it was understood at the time that the
Bald Head Island would not experience beach disposal again until at least 2011 — i.e. some 4 or
more years after the 2007 South Beach disposal operation.
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August 2017 olsen associates, inc.

In order to plan for and address expected sediment deficits and dredging impacts over the
next four (4)+ years, the Village of Bald Head Island had determined the need to implement a
privately funded beach restoration project intended to maintain the integrity of the South Beach
shoreline. A portion of West Beach was to be addressed at the same time on a more limited
basis. The volume of sand to be placed for such a project would be sufficient to both address
expected sediment losses between federal disposal events, as well as ensure an adequate
improved base beach width along the entirety of the South Beach shorefront at all times. The
project volume was expected to be approximately 1.5 to 2 Mcy (as measured in place for
payment). The project would be scheduled for construction in the winter of 2009/2010 — at the
latest. At that time, it was proposed that the borrow source for the Village project would be
located on the southernmost portion of Jay Bird Shoals (See Figure 1). The general borrow site
layout was as defined by Figure 2.
The tentative identification of the Jay Bird Shoals area as a candidate borrow site for
beach fill construction was influenced principally by the following factors:
1. Its physical proximity to South Beach allowing for the use of a cutter suction dredge,
2. The fact that the Jay Bird Shoals formation has been heavily influenced by prior and
ongoing navigation channel construction and maintenance activities,
3. The fact that the seaward portion of Jay Bird Shoals is a relatively modern depositional
feature which has formed over time as a direct result of navigation project construction,
and
4. The propensity for any Jay Bird Shoal excavation area to both physically and biologically
recover. Biological recovery was expected to be rapid and was eventually documented
via monitoring — see LMG (2013). Physical recovery was expected to be much more
gradual — but relatively certain and consistent over time.
The fact is that any future navigation channel deepening, widening or relocation (as
recommended by the Village) was expected to occur within the shoal feature itself (i.e. in a
westerly direction away from Bald Head Island). As a result it was opined that any future
removal of sand from portions of Jay Bird Shoal in the vicinity of Bald Head Island could only
-2-
August 2017 olsen associates, inc.

Figure 1: Location of Jaybird Shoals relative to Bald Head Island.
-3-
August 2017 olsen associates, inc.

Figure 2: Oblique view of Jay Bird Shoals borrow site.
-4-
August 2017 olsen associates, inc.

serve to reduce -- rather than exacerbate -- impacts associated with federal channel dredging
operations in the vicinity of the Point. A discussion of documented navigation project effects to
Bald Head Island is provided in Olsen (2003).
Comprehensive beach monitoring over the past 17 years by the Village of Bald Head
Island has resulted in the conclusion that sand placement alone had not served to successfully
offset navigational channel impacts to the west end of South Beach which have resulted in
chronic rates of erosion and consistent northerly recession and migration of the Point. The net
result of these phenomena had been accelerating erosion and ensuing threat to public
infrastructure, homes, protective dunes and wildlife habitat.
As a result, the Village was ultimately forced to "change the existing dynamic" at the
Point by constructing a single terminal groin designed to complement the placement of beach fill
at a documented South Beach erosional "hot spot". The project was to be performed in two
Phases. Simplistically, the structure was intended to serve as a "template" for fill material placed
eastward thereof on South Beach. The Phase I 1,300 ft. long terminal groin (completed in Nov.
2015), was designed as a "leaky" structure (i.e. semi -permeable) so as to provide for some level
of continuing sand transport to West Beach and portions of the Point (located northward of the
groin stem). It was predicted that the construction of such a structure would potentially have
some level of coincident direct benefit to the abutting navigation channel. Additional post -
construction monitoring data required by Permit was intended to assist in the quantification of
the terminal groin's effects on littoral processes and resultant shoreline configurations — both
updrift and downdrift. Pragmatically, such an evaluation takes a number of years and will
necessitate multiple sand fill applications until some level of dynamic equilibrium of the post -
structure shoreline can be defined.
In early 2017, the Village submitted permits and associated studies and environmental
analyses necessary to develop a borrow site located within Frying Pan Shoals (see Figure 3).
The purpose of such a borrow site was to ensure compliance with Permit Conditions
necessitating the long term maintenance of the updrift fillet associated with the 2015 terminal
groin project. It was predicted that the borrow site would be needed for limited sand placement
-5-
August 2017 olsen associates, inc.

Figure 3: Proposed Frying Pan Shoals borrow site.
-6-
August 2017 olsen associates, inc.
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-6-
August 2017 olsen associates, inc.

along South Beach in 2018/19 between the terminal groin and Sta. 134+00 (9,000 ft to the east).
This conclusion resulted from the scheduled hiatus in the disposal of channel maintenance sand
on Bald Head Island by the Wilmington District, USACOE. Pursuant to the existing tenets of
the Wilmington Harbor Sand Management Plan, all beach quality channel maintenance material
excavated in 2017/2018 will be placed at Oak Island. The next potential federal disposal on Bald
Head Island would therefore be in 2020 or 2021. Hence an interim fill project at S. Beach would
be required. The global estimate for such a project is 1 Mcy of sand (as measured in place).
PRESENT DAY CONDITIONS
Monitoring Report No. 15 (Olsen 2017) documented that between April 2016 and May
2017, South Beach at Bald Head Island lost a total of 619,000 cy (above elevation -16 ft NGVD).
This amount well exceeded average annual losses measured over the last 17 years and was due to
the effects of Hurricanes Hermine and Matthew in 2016. As a result, the Village Council has
authorized the design and permitting of the 1 Mcy interim beach fill discussed above to be
constructed in the winter of 2018-19.
Presently, formal permit applications for the development of a long-term borrow site
within Frying Pan Shoals are being processed. The applications request a major modification of
State Permit No. 91-4 and federal permit SAW -2012-00040 — which were issued for both the
terminal groin constructed in 2015 and subsequent fill activities required to keep the structure
updrift fillet full pursuant to N.C. Statutory requirements.
In June 2017, the National Marine Fisheries Service (NMFS) issued concerns related to
the near term use of the Frying Pan Shoals (FPS) borrow site without first exploring and
exhausting other viable sand -source alternatives. In consideration of the NMFS concerns, the
Village agreed to evaluate options to prioritize the use of the previously authorized borrow site
located on Jay Bird Shoals (JBS) (including both the partially recovered area dredged in 2009
and the remaining undredged portion of the borrow site). Realistically, the only alternate borrow
site available for near term sand placement at Bald Head Island (BHI) is sand remaining in the
developed JBS borrow site. Options other than JBS and FPS are not feasible. For instance, there
is not sufficient sand within the Bald Head Creek borrow area. Moreover, only a very small
-7-
August 2017 olsen associates, inc.

dredge can be utilized at that location. Therefore, the Bald Head Creek site is not suitable for
any large-scale nourishment event. With respect to the Wilmington Harbor Channel as a
potential sand source, all sand excavated by the Corps of Engineers (COE) in 2017/18 as part of
their regularly occurring channel maintenance will be placed on Oak Island pursuant to the
Wilmington Harbor Sand Management Plan (WHSMP). Hence, there will not be sufficient sand
quantities from that source available to the Village in the near future for placement at South
Beach.
Within the originally developed 7BS borrow site, monitoring surveys (Olsen 2017)
document that there is an estimated 900,000 of sand remaining in the undredged portion of the
site — lying outside a Cultural Resource Exclusion area. Additionally, there is almost 1 Mcy of
depositional material available which lies within the area previously excavated in 2009 although
not all of it is accessible by a dredge. The predicted volume required to be placed within a
design template on South Beach in 2018/19 is approximately 1 Mcy. Subsequent to that sand
placement, the Village will be the recipient of the next two (2) federal channel
maintenance/beach disposal projects pursuant to the WHSMP. This would theoretically allow
the use of the FPS borrow area to be deferred nearly 10 years into the future. It does not,
however, obviate the need to complete the permitting of the Frying Pan Shoals borrow site since
it may likely be required as a sand source after a hurricane or severe storm event.
The use of the 7BS site (if viable in terms of both sand quality and quantity) would
address the more immediate nourishment needs for South Beach and the terminal groin fillet. It
should be noted that a long-term borrow site consisting of large volumes of beach -compatible
sand (from a borrow site exhibiting physical conditions conducive for relatively rapid recovery)
will ultimately be needed to offset long-term sand deficits along South Beach and West Beach.
To that end, the Village intends to continue its request for authorization for the future use of the
proposed FPS borrow site. In the interim, use of the 7BS site will likely be able to address the
more immediate nourishment needs while deferring and ultimately reducing physical disturbance
to the FPS site — pursuant to the recommendations of the NMFS.
-8-
August 2017 olsen associates, inc.

PURPOSE
The original 226A JPS borrow area as developed for the locally constructed 2009 beach
fill (Olsen 2007a) was defined by approximately 31 VIBRACORES (see Figure 4). To a
maximum dredge depth of -24 NGVD 29, the site contained approximately 3 Mcy of available
beach quality sand — not including a 12.5 A Exclusion Area associated with potential cultural
resources (TAR 2007). Over the course of the 2009 project, approximately 158 A of seabed
within the permitted borrow site was dredged (see Figure 5) yielding a gross fill volume of about
1.85 Mcy +. As shown in Figure 5, the dredge contractor was strategically limited to working
only within Borrow Site Areas 1 and 2, thereby leaving Area 3 for future use. The residual
volume of available sand within Area 3 after construction exceeded 1 Mcy. The project was
constructed by Norfolk Dredging Company using an Ocean Certified 27" cutter suction dredge.
During the permitting of the JBS borrow area, Olsen Associates, Inc. performed
numerical modeling of a theoretically excavated borrow site for purposes of evaluating any
potential impacts to the shores of Oak Island (Olsen 2007b). In addition, during the permitting
of the 2015 terminal groin project, a separate and distinct borrow site impact analysis was
performed using the more robust DELFT 3D numerical model (Olsen 2013). Both investigations
conservatively assumed the JBS borrow site was excavated in its entirety (including the
exclusion area) — when as described above it was not. Neither numerical modeling exercise
predicted quantifiable impact to Oak Island.
None -the -less, when Permits were issued by State and Federal agencies, a Condition was
added at the request of certain interests on Oak Island that should the permittee receive a future
modification to dredge more than 250,000 cy of material from the JBS borrow site (presumably
from the unexcavated Segment 3 area), the Village would be required to monitor and analyze a
large segment of eastern Oak Island. At the time of permit issuance, severe time constraints
associated with the bid and construction schedule for the terminal groin necessitated that the
Village not seek to negate such a Condition. In order to comply with the recently stated request
of the NMFS, it is the intent of the Village to request a permit modification authorizing the
dredging of approximately 1 Mcy of sand from the JBS site. Assuming satisfactory results of an
updated VIBRACORE sampling of the infill areas of the previously dredge JBS site and the
-9-
August 2017 olsen associates, inc.

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-10-
August 2017 olsen associates, inc.

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-11-
August 2017 olsen associates, inc.

demonstration of adequate volumes of high quality, beach -compatible sand, the Village will seek
to excavate 750,000 cy from dredge Areas 1 and 2 which have infilled via deposition of sand
since the 2009 dredge permit and to obtain the remaining needed volume of 250,000 cy from the
unexcavated Segment 3 portion of the site. It is believed that such a plan should be deemed
favorable at this time based upon the following considerations:
1. It helps to defer the use of the FPS borrow site over the next several years (potentially up
to a decade into the future) pursuant to the recommendations of NMFS.
2. It meets the intent of the terminal groin Permit Condition which limits the volume of
dredging to 250,000 cy in the unexcavated portion of JBS (i.e. Area 3) without triggering
intensive monitoring of the Oak Island shoreline; and
3. It addresses the requirement stipulated by both Permit Condition and State Statute for the
Sponsor of a terminal groin project to keep the updrift fillet of the structure full.
JBS BORROW AREA RE-EVALUATION
The JBS borrow site has been surveyed every 1 to 2 years subsequent to its use in
2009/10. The April 2017 monitoring survey shows areas of gross deposition amounting to
891,000 cy (see Figure 6). It is therefore possible to construct a 1M cy beach fill utilizing
depositional material within borrow site Areas 1 and 2 in combination with 250,000 cy from the
previous unexcavated Area 3.
Having quantified sediment availability, the Village authorized the acquisition of 8
VIBRACORES within the largest candidate depositional area in order to verify sediment quality
or acceptability as beach fill at South Beach. Core locations are as depicted by Figure 7. More
specifically the firm of Athena Technologies, Inc. (Athena) was contracted to collect 8
VIBRACORES using the research vessel Artemis. Subsequently, all cores were logged,
photographed and composite sediment samples removed and sent to the soils laboratory
TERRACON in Jacksonville, Florida. Each composite sample extended over the apparent
absolute depth of visible, desirable material in each core which generally extends to -24 ft
NGVD29, mol. The latter horizon of beach quality sediment was identified in the 2007 Sand
Search performed for JBS (Olsen, 2007a). In addition to well defined grain size distribution
-12-
August 2017 olsen associates, inc.

Deposition
Post- to 86 Months Post -Dredge
March 2010 to May 2017
Area 3
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Figure 6: Jay Bird Shoals area of deposition since project completion (March 2010 to May 2017).
-13-
August 2017 olsen associates, inc.

1 1 1 1 1 1 1
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Beach Renourishment
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Figure 7: Additional vibracores acquired in July 2017.
-14-
August 2017 Olsen associates, inc.

analyses, the percentage carbonate material as well as fines were computed for each composite.
A brief Report of Findings as well as all data, photographs of cores, core logs, GSD curves, etc.
are included as Appendix A to this report.
Simplistically, all JBS depositional material considered for placement on South Beach
(above elevation -24 ft NGVD29) is fine sand classified as being predominately SP. For the
eight (8) cores acquired, the average mean grain size is .21 mm. Carbonate percentages from the
composite samples ranged from 4.1% to 8.2% with an average of 5.8%. In general, the fine
grained content (based upon a no. 230 sieve was less than 2.9% in each of the composite samples
from site wide curves. A summary of size and content characteristics for the eight cores is
included as Table 1.
Table 1. Jay Bird Shoals - 2017 Vibracore Sediment Characterization
Size Classification M by Wt.)
Core No.
Gravel
Granular
Sand
Fines
CaCO3%
BHI - 2017-01
0
.1
97.0
2.9
4.4
BHI - 2017-02
0
.2
97.8
2.0
4.7
BHI - 2017-03
.4
1.5
97.0
1.1
7.2
BHI - 2017-04
1.5
1.5
94.1
2.9
6.2
BHI - 2017-05
1.3
1.4
96.1
1.2
8.2
BHI - 2017-06
.3
.5
97.7
1.5
4.1
BHI - 2017-07
.1
1.0
96.8
1.2
5.5
BHI - 2017-08
.5
1.0
97.2
1.3
6.4
AVERAGE VALUE
.5
.9
96.7
1.8
5.8
Definition:
Gravel
Granular
Sand
Fines
4.76mm - 76mm
2mm - less than 4.76mm
.0625mm - less than 2 mm
Less than .0625mm
-15-
August 2017 olsen associates, inc.

It is important to note that there are no relevant "native beach" characteristics for South
Beach since it has been the recipient of the placement of over 8 Mcy of sediment (most from the
W.H. Navigation Project channel) since 2000. In reality, the only undisturbed native beach
existing on Bald Head is East Beach which faces Onslow Bay. This was recognized by the State
in 2007 when the Jay Bird Shoals borrow site was developed. Accordingly, the Village was
directed to compare the borrow site characteristics to those of a limited number of composite
cross -share sediment samples for South Beach and East Beach. The latter exercise was basically
for "science" — since East Beach is not a proposed fill area.
Standards for the determination of compatibility of borrow site material, as compared to
the recipient (i.e. native) beach, are specifically defined by the State of N.C. The latter address
the four (4) size classifications as well as percentage composition of calcium carbonate.
Accordingly, Table 2. describes the sediment composition averages and grand means for both
the recipient beach (measured 3 ways), as well as the eight cores representing depositional
material. From these statistics, compatibility of the sediments to be borrowed can be determined.
Table 2. Sediment Characterization for Compatibility Analysis
Size Classification
(% by Wt.)
Composite Sample
Gravel
Granular
Sand
Fines
Carbonate
JBS — 8 Cores
.05
.9
96.7
1.8
5.8
East Beach Composite
.37
1.37
97.75
.42
9.67%
South Beach Composite
.07
1.08
98.10
.75
7.57%
EB & SB Mean
.22
1.23
97.93
.59
8.41%
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August 2017 olsen associates, inc.

For the currently analyzed 7BS depositional area being proposed for re -excavation, the
following criteria are established by the State of N.C. for purposes of determining
"compatibility" of the borrow sediments relative to those of the recipient beach:
a) The average percentage (by weight) of fine grained sediment (less than 0.0625mm) shall
not exceed the average percentage (by weight) of fine grained sediment of the recipient
beach characterization by five (5%) percent.
■ Determination
. Borrow Site Av 1.80%
• Recipient Beach
• SB Mean .75%
• EB Mean .42%
• Grand Mean for all transects .59%
• Result — Borrow site material complies with standard.
b) The average percentage (by weight) of granular sediment (greater than 2mm and less
than 4.76mm) in the borrow site shall not exceed the average percentage (by weight) of
coarse -sand sediment of the recipient beach characterization plus five (5%) percent.
■ Determination
. Borrow Site Av .9%
• Recipient Beach
• SB Mean 1.08%
• EB Mean
1.37%
• Grand Mean for all transects 1.23%
• Result — Borrow site material complies with standard.
c) The average percentage (by weight) of gravel (greater than or equal to 4.76mm) in the
borrow site shall not exceed the average percentage (by weight) of gravel -sized sediment
of the recipient beach characterization plus five (5%) percent.
■ Determination
. Borrow Site Av .5%
. Recipient Beach
-17-
August 2017 olsen associates, inc.

• SB Mean .07%
• EB Mean .37%
• Grand Mean for all transects .22%
. Result — Borrow site material complies with standard
d) The average percentage (by weight) of calcium carbonate in the borrow site shall not
exceed the average percentage (by weight) of calcium carbonate sediment of the
recipient beach characterization plus fifteen (15%) percent.
■ Determination
. Borrow Site Av 5.8%
• Recipient Beach
• SB Mean 7.57%
• EB Mean
9.67%
• Grand Mean for all transects 8.41%
• Result — Borrow site material complies with standard.
CONCLUSIONS/RECOMMENDATIONS
It is recommended that the Village of Bald Head Island seek a modification of CAMA
91-4 and USACE No. SAW -2012-00040 sufficient to dredge portions of a previously developed
borrow site located at Jay Bird Shoals. More specifically, a contract should be formulated
whereby 250,000 cy would be dredged from Area 3 of the site which was not designated for
excavation in 2009. An additional volume amounting to 750,000 cy, mol. would be excavated
from material deposited within Areas 1 and 2 of the JBS borrow site which were dredged in
2009. It should be noted that not all depositional material in Areas 1 and 2 is physically
accessible by a large dredge. All sand would be placed on S. Beach eastward of the terminal
groin constructed in 2015. The proposed timing of the work would be between 1 November
2018 and 1 April 2019. Work would be performed by a cutter suction dredge with direct deposit
on S. Beach by pipeline. Where the submerged pipeline crosses the federal navigation project, it
would need to be placed below the authorized channel depth of -44ft. MLW. Any such material
-18-
August 2017 olsen associates, inc.

excavated to trench the pipeline below the channel would be placed on S. Beach — as was done
for the 2009 project.
The sediments within the original Jay Bird Shoal borrow site limits (Areas 1, 2 and 3)
were determined to be beach compatible by way of a comprehensive Sand Search (Olsen, 2007)
performed prior to the 2009 project. A Cultural Resource Exclusion Zone totaling 12.5 A was
required. It is recommended that the Village seek a re-evaluation of the limits of that zone — due
to changed seabed conditions — using the professional services of Tidewater Atlantic Research,
Inc. (TAR.). The goal would be to reduce the limits of the buffer through additional field
investigation performed by Dr. Gordon Watts — if determined to be warranted.
Depositional sediments which are being proposed for re -excavation during a beach fill
project in the winter of 2018-2019 were evaluated through the acquisition of eight (8) additional
VIBRACORES in July of 2017 by the firm of Athena Technologies, Inc. Subsequent laboratory
analyses of composite samples over the assumed depth of excavation — i.e. from the existing
seabed to -24 ft NGVD29 — were performed and reported (Appendix A). All composite sample
sediments over depth meet State Standards for placement as beach fill on South Beach at Bald
Head Island. The proposed limit of fill would extend from the terminal groin to baseline Sta.
134+00 located approximately 9,000 ft. eastward thereof — as addressed by existing permits.
-19-
August 2017 olsen associates, inc.

REFERENCES
Land Management Group, Inc. (2013). "Fourth Annual Biological Monitoring Report",
Report prepared for Village of Bald Head Island. Land Management Group, Inc., 3805
Wrightsville Avenue, Suite 15, Wilmington, NC 28403 Wilmington, N.C. 11 pp plus tables,
figures and app. (June 2013).
Olsen Associates, Inc., 2003. "Bald Head Island, N.C. Beach Monitoring Program
Report No. I (November 1999 May 2003)", report prepared for Village of Bald Head Island.
Olsen Associates, Inc., 4438 Herschel Street, Jacksonville, FL 32210.
Olsen Associates, Inc. (2007a). "Bald Head Island, N.C. Beach Restoration Project
Sand Search Investigation". Olsen Associates, Inc., 2618 Herschel Street, Jacksonville, FL
32204. 40 pp plus app. (June 2007).
Olsen Associates, Inc. (2007b). "Bald Head Island, N.C. Beach Restoration Project
Analysis of Potential Impacts of Borrow Site to the Local Wave Climate". Olsen Associates, Inc.
2618 Herschel Street, Jacksonville, FL 32204. 34 pp plus app. (December 2007).
Olsen Associates, Inc. (2013). "Shoreline Stabilization Analysis", Report prepared for
Village of Bald Head Island. Olsen Associates, Inc., 2618 Herschel Street, Jacksonville, FL
32204. 338 pp. (July 2013).
Olsen Associates, Inc. (2016). "Frying Pan Shoals, Sand Search Investigation", Report
prepared for Village of Bald Head Island. Olsen Associates, Inc., 2618 Herschel Street,
Jacksonville, FL 32204. 38 pp plus app. (April 2016).
Olsen Associates, Inc. (2017). "Bald Head Island, N.C. Beach Monitoring Program
Report No. 15 (April 2016 May 2017)", Report prepared for Village of Bald Head Island.
Olsen Associates, Inc. 2618 Herschel Street, Jacksonville, FL 32204. 87 pp plus app. (July
2017).
Tidewater Atlantic Research, Inc. (2007). "An Archaeological Remote Sensing Survey
and Target Assessment on Jay Bird Shoal off Smith Island Channel, Cape Fear River, Brunswick
-20-
August 2017 olsen associates, inc.

County, North Carolina." Tidewater Atlantic Research, Inc., P.O. Box 2494, Washington, NC
27889. 27 pp plus app (29 July 2007).
USACOE (2000). "Environmental Assessment Wilmington Harbor, N. C.", U. S. Army
Corps of Engineers, Wilmington District. (February 2000).
-21-
August 2017 olsen associates, inc.

APPENDIX A
Geotechnical Vibracore Report
Jay Bird Shoals, Bald Head Island
IC
Athena Technologies, Inc.
July, 2017

4*100,
,joWHENA
TECHNOLOGIES, INC.
Geotechnical Vibracore Report
Jay Bird Shoals, Bald Head Island,
North Carolina
July 2017
Prepared for:
Olsen Associates, Inc.
2618 Herschel Street
Jacksonville, Florida 32204
Prepared by:
Athena Technologies, Inc.
1293 Graham Farm Road, PO Box 68
McClellanville, South Carolina 29458
1293 Graham Farm Road, PO Box 68
McClellanville, South Carolina 29458
,o&X"EH14 [phone]
TECHNOLOGIES, INC. www.athenatechnologies.com

Page Ii
TABLE OF CONTENTS
Section 1: Methodology
Section 2: Discussion
Section 3: References
TABLES
Table 1: Vibracore Summary
Table 2: Grain Size Data Summary
APPENDICES
Appendix A: Core Photographs, Logs, Sieve Analysis Curves, and Grain Size
Data
Appendix B: Terracon Carbonate Content Summary
Appendix C: Grain Size Data Summary Graphs
1293 Graham Farm Road, PO Box 68
McClellanville, South Carolina 29458
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Page 11
Section 1: Methodology
Athena Technologies, Inc. (Athena) was contracted by Olsen Associates, Inc.
(OAI) of Jacksonville, Florida to collect geotechnical vibracore samples in the vicinity
of Jay Bird Shoals, which is located west of Bald Head Island, North Carolina (Figure
1). A total of 8 vibracores of varying lengths were collected on 26 July 2017, in
accordance with the following methodology.
Figure 1: Vibracore Study Area, Jay Bird Shoals, Bald Head Island, North Carolina.
(Image Source: Google Earth)
Athena utilized the 35 -foot research vessel, Artemis (Figure 2), to act as the
sampling platform for this project. Artemis was equipped with all required US Coast
Guard (USCG) safety gear and was operated by a USCG -certified, 100 Ton Master
Captain. A Trimble Differential Global Positioning System (sub -meter accuracy)
interfaced with HYPACK was utilized for primary navigation. Horizontal coordinates
were recorded in North American Datum of 1983 State Plane Coordinate System,
North Carolina (Zone 3200), U.S. Survey Feet. Real-time tide elevation data was
obtained using a Champion TKO Global Navigation Satellite System receiver
interfaced with the North Carolina Continuously Operating Reference Station Network,
which served as the base station.
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Page 12
Figure 2: Research Vessel Artemis offshore of Mobile Bay, Alabama.
During field operations, Artemis was immobilized over the desired sample sites
(provided by OAI) using a triple -point anchor system. Once on station, the coordinates
at the vessel location were compared with the coordinates for the desired sample
location to ensure accurate vessel positioning. Upon satisfactory positioning, a water
depth was collected via lead line or fathometer. Tide elevation data was recorded in
relation to North American Vertical Datum of 1988, and subsequently converted to
values referenced to National Geodetic Vertical Datum of 1929 (NGVD 29) via the
National Oceanic and Atmospheric Administration's VDatum (Version 3.6.1)
conversion program. The tide elevation data was utilized to determine the sediment
surface elevation at each sample location.
A custom-designed and fabricated vibracore system was utilized to collect the
geotechnical cores. The system consists of a generator with a mechanical vibrator
attached via cable. The vibrator is attached directly to a 3 -inch diameter, galvanized
sample barrel. The sample barrel was lowered until the bottom of the barrel was
directly above the sediment surface. The vibracore machine was turned on and the
sample barrel was allowed to penetrate to a depth of 20 feet below sediment surface,
or to refusal. Vibracore penetration was recorded from the deck using marked drill
stems. Once the sample barrel reached the desired depth, the machine was turned
off and the sample barrel was retrieved using an electric winch. The recovered core
length was measured following core retrieval, and percent recovery was verified. The
cores were then capped, labeled, and cut into 5 -foot sections. A vibracore summary
table containing final location coordinates, elevation data, and penetration and
recovery lengths has been included as Table 1. Sample locations are depicted on
Figure 3.
1293 Graham Farm Road, PO Box 68
4410. McClellanville, South Carolina 29458
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N
W E
i
S
BH12017-03
~ BH12017-07
BH12017-02 ■■ BH12017-08
■■ ■
BH12017-06 ■
BH12017-01 ■■
BH12017-05
S
BHI2017-04
T
Bird
als
Cape Fear
River
•
• r, ►
t1 � f

14
Table 1
Vibracore Summary
Bottom of
Tide
Top of Core
Collection
East
North
Water Depth
Boring
Penetration
Recovery
Boring ID
Time
Elevation
Elevation
Notes
Date
(X)
(y)
( ft)
Elevation
(ft)
�
(ft)
(ft NGVD 29)
(ft NGVD 29)
(ft NGVD 29)
BH12017-01
7/26/2017
8:29
2293127
41872
15.4
2.1
-13.3
-31.3
18.0
15.6
Made 2 attempts, refusal encountered at
BH12017-02
7/26/2017
9:05
2293512
42296
15.1
3.2
-11.9
-24.9
13.0
11.3
13 O' below sediment surface. second core
retained
Made 3 attempts, refusal encountered at
BH12017-03
7/26/2017
10:05
2293771
42688
14.3
3.8
-10.4
-22.9
12.5
10.2
12 5' below sediment surface, third core
retained
BH12017-04
7/26/2017
8:00
2293117
41400
15.4
1.9
-13.5
-34.5
21.0
20.1
BH12017-05
7/26/2017
7:05
2293676
41730
15.3
0.5
-14.9
-34.9
20.0
17.1
BH12017-06
7/26/2017
7:31
2293879
42117
15.2
1.1
-14.1
-32.1
18.0
15.9
BH12017-07
7/26/2017
9:35
2294099
42388
16.3
4.0
-12.3
-29.0
16.7
14.4
Made 2 attempts, refusal encountered at
BH12017-08
7/26/2017
6:31
2294521
42096
14.9
0.3
14.6
-27.1
12.5
11.0
12 5below sediment surface. second core
retained
ft = feet
Notes
NGVD 29 = National Geodetic Vertical Datum of 1929
Coordinates were recorded in North American Datum of 1983, State Plane Coordinate System, North Carolina (Zone 3200), US Survey Feet.
Elevation data collected using a Champion TKO GNSS receiver interfaced with the North Carolina Continuously Operating Reference Station Network.
1293 Graham Farm Road, PO Box 68
McClellanville, South Carolina 29458
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Page 15
The completed cores were opened longitudinally at Athena's core processing
facility in McClellanville, South Carolina. The cores were logged in accordance with
ASTM D 2487 (the Unified Soil Classification System) and were photographed after
opening. Draft logs and photo -mosaic images of each core were provided to OAI for
selection of sub -sample intervals for laboratory analysis. Once sample selections were
received from OAI, Athena extracted and shipped the sub -samples to Terracon
Consultants, Inc. (Terracon) in Jacksonville, Florida. Terracon is a USACE-certified
geotechnical laboratory. One composite sample was collected from each core. The
composite samples were analyzed in accordance with ASTM D 422 to determine grain
size and soil classification, using the following sieve sizes: 3/4 in., 5/8 in., No. 3.5, No.
4, No. 5, No. 7, No. 10, No. 14, No. 18, No. 25, No. 35, No. 45, No. 60, No. 80, No.
120, No. 170, No. 200, and No. 230. The composite samples were also analyzed in
accordance with the Twenhofel and Tyler (1941) acid digestion method to determine
carbonate content percentages for each core.
Vibracore logs were developed using gINT (Version 8.2), and laboratory
analytical data were incorporated into the gINT project file for statistical evaluation. A
tabular summary of grain size data is presented in Table 2. Core logs, photographs,
sieve analysis curves, and grain size distribution data are included in Appendix A.
Carbonate content data, as reported by Terracon, are included in Appendix B. Graphs
depicting percent accessory components (i.e., carbonate, gravel, silt, etc.) and grain
size distribution parameters (e.g., mean grain size, percent passing the No. 200 sieve,
etc.) have been included as Appendix C.
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16
Table 2
Grain Size Data Summary
Q
a
w
,O
N
N
N
C
N
N
i
i
0
)
N -
C
a
aNyBoring
_
N
ID
E
N
f $
C5
m m
m
"
°C
o
r
R�
2E
r
�$
ocn_
Zn
a �
�
N
N
�N
�0
NC
YNN
YO
N
0
t7
xt
xt
U
N
V
BH12017-01
COMP
0.0
10.7
SP
0.00
3.08
2.90
4.4
2.54
0.17
2.67
0.14
0.61
-1.75
8.33
BH12017-02
COMP
0.0
11.3
SP
0.00
2.12
1.96
4.7
2.37
0.19
2.56
0.16
0.72
-1.72
7.12
BH12017-03
COMP
0.0
10.2
SP
0.38
1.16
1.14
7.2
1.77
0.29
2.00
0.27
0.98
-1.45
6.07
BH12017-04
COMP
0.0
10.5
SP
1.35
3.08
2.87
6.2
2.41
0.19
2.65
0.14
1.02
-3.35
16.36
BH12017-05
COMP
0.0
9.1
SP
1.11
1.32
1.20
8.2
2.27
0.21
2.58
0.16
1.04
-2.75
12.55
BH12017-06
COMP
0.0
9.9
SP
0.29
1.52
1.45
4.1
2.30
0.20
2.53
0.16
0.79
-2.40
12.41
BH12017-07
COMP
0.0
11.7
SP
0.10
1.31
1.23
5.5
2.33
0.20
2.57
0.15
0.83
-2.10
8.56
BH12017-08
COMP
0.0
9.4
SP
0.34
1.44
1.34
6.4
2.16
0.22
2.49
0.17
0.97
-1.95
7.70
= Defined as the sample fraction which is retained on the Number 4 sieve (i.e., greater than 4.75 millimeters).
f23 = Percent carbonate determined using the Twenhofel and Tyler (1941) acid digestion method.
Notes
ft bss = feet below sediment surface
USCS = Unified Soil Classification System
mm = millimeters
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Page 17
Section 2: Discussion
The vibracore study area (depicted on Figure 1) was located approximately 1.5
miles to the west southwest of Bald Head Island, near the entrance to the Cape Fear
River. More specifically, the vibracores were positioned to the southwest of Jay Bird
Shoals, which is an intertidal to subaqueous linear sand ridge located northwest of the
Cape Fear River main channel. The mean tidal range at the study area is
approximately 4.5 feet, and tidal current velocities in the channel adjacent to the study
area range from 0.5 to greater than 1.5 knots during peak tidal exchange periods
(National Oceanic and Atmospheric Administration).
Water depths at the sample locations within the study area ranged from 14.3 to
16.3 feet and sediment surface elevations ranged from -10.4 to -14.9 feet NGVD 29.
In general, the maximum penetration depth achieved while vibracoring decreased with
increasing sediment surface elevation. The increase in density at the shallower sample
locations is likely caused by a greater exposure to higher energy wave action at those
locations. As a result, vibracore penetration depths ranged from 12.5 feet to 21 feet
below sediment surface in the study area; core termination depths ranged from -22.9
to -34.9 feet NGVD 29. It should be noted that the relatively shallow nature of the study
area, in conjunction with the study area's exposure to open ocean processes (e.g.,
wave refraction), resulted in amplified wave heights and variable wave directions at the
sample locations. The wave action within the study area caused the vessel to pitch
and surge in a non-uniform manner, which made safety an overriding concern during
vibracore operations. All reasonable efforts were made to collect vibracores from the
desired locations while minimizing risk to crew and equipment.
The composite sediment samples were collected to a depth of -24 feet NGVD
29 for each of the cores.' Laboratory analytical data indicates that the clastic (i.e.,
non -shell) fraction in each core was predominantly fine to medium -grained, poorly
graded quartz sand. The average mean grain size for all composite samples was 0.21
millimeters (mm). Carbonate percentages from all composite samples ranged from
4.1 percent to 8.2 percent, with an average of 5.8 percent. In general, the fine-grained
content (i.e., silt and clay -sized sediment) was less than 3.1 percent in each of the
composite samples collected from site wide cores.
1 The composite samples for BH12017-02 and BH12017-03 were collected to the bottom of each core, which
correlated to depths of -23.2 feet and -20.6 feet NGVD 29, respectively.
1293 Graham Farm Road, PO Box 68
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Page 18
Tidal bedding and silt -lined burrows were commonly observed in the surficial
sand layer for each core. A majority of the bioclastic material in the cores was
comprised of fragmented marine bivalve shells, and the percentage of bioclastic
material generally increased with depth in the surficial sand layer. Cores BH12017-01,
-02, B-04, and -08 terminated in a sediment interval with an increased percentage of
fine-grained material (i.e., greater than 5 percent but less than 15 percent). The
elevation of the finer -grained interval in the abovementioned cores ranged from -22.5
feet to -24.9 feet NGVD 29. In general, the grain size distribution curves for each of
the sediment samples correlate well, which indicates relatively uniform sediment
characteristics (to a depth of -24' NGVD 29) at the eight sample locations.
1293 Graham Farm Road, PO Box 68
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Page 19
Section 3: References
ASTM D422-63. Standard Test Method for Particle -Size Analysis of Soils, ASTM
International, West Conshohocken, PA. 2007.
ASTM D2487-06. Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System), ASTM International, West
Conshohocken, PA. 2008.
National Oceanic and Atmospheric Administration. Tide Predictions for Station ID:
8658901 (Bald Head Island, Cape Fear River, NC). Obtained from:
https:Htidesandcurrents.noaa.gov/noaatidepredictions.htm I?id=8658901.
Accessed on 10 August 2017.
National Oceanic and Atmospheric Administration. Current Predictions for Station ID:
CFR1626 (Bald Head Shoal). Obtained from:
https:Htidesandcurrents.noaa.gov/noaacurrents/Predictions?id=CFR1626.
Accessed on 10 August 2017.
Twenhofel, W.H. and Tyler S.A. (1941). Methods of Study of Sediments, McGraw-Hill,
New York, p. 183
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Appendix A:
Core Photographs, Logs, Sieve Analysis
Curves, and Grain Size Data
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1
2
,k]
e
5
E:3
5 w'-' 1 O w
n
11
=
16
12
-
17
Olsen
Associates, Inc.
Jay Bird Shoals,
Bald Head Island,
North Carolina
13
18 July 2017
BH12017-01
Notes:
Scale in Feet
14
Photo Mosaic Image
19
ASH E "Alk
TECHNOLOGIES, INC.
Athena Technologies, Inc.
1293 Graham Farm Road
McClellanville, SC 29458
15
www.athenatechnologies.com
20 [phone]
Page A-1

Boring Designation BH12017-01
DRILLING LOG
CLIENT
PROJECT OWNER
SHEET 1
Olsen Associates, Inc.
of 1 SHEETS
1. PROJECT
9. SIZE AND TYPE OF BIT 3.0 In.
Jay Bird Shoals Geotechnical Evaluation
10. COORDINATE SYSTEM/DATUM HORIZONTAL VERTICAL
Bald Head Island, North Carolina
NC State Plane NAD 1983 NGVD 29
2. BORING DESIGNATION' LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL Q AUTO HAMMER
BH12017-01 i X = 2,293,127 Y = 41,872
Q MANUAL HAMMER
3. DRILLING AGENCY CONTRACTOR FILE NO.
DISTURBED UNDISTURBED (UD)
Athena Technologies, Inc.
12. TOTAL SAMPLES
1 1
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES
P. McClellan
14. WATER DEPTH 15.4 Ft.
5. DIRECTION OF BORING i DEG. FROM i BEARING
'STARTED 'COMPLETED
® VERTICAL 'VERTICAL '
Q INCLINED i i
15. DATE BORING
� 07-26-17 08:29 07-26-17
6. THICKNESS OF OVERBURDEN 0.0 Ft.
16. ELEVATION TOP OF BORING -13.3 Ft.
7. DEPTH DRILLED INTO ROCK 0.0 Ft.
17. TOTAL RECOVERY FOR BORING 15.6 Ft.
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 18.0 Ft.
A. Freeze
G
QW
Od
ELEV.
(ft)
SCALE
(ft)
w
W
CLASSIFICATION OF MATERIALS
Depths and elevations based on measured values
%
REC.
CQ
REMARKS
-13.3
0.0
ma
Fine to medium quartz SAND, few fine to
-14.2
0.9
medium sand -size shell, poorly graded, loose,
subangular to subrounded, light olive gray
(5Y-6/2), SP .
Fine quartz SAND, trace silt in laminations,
rip -up clasts, and (laser beds, trace fine to
medium sand -size shell, poorly graded, loose,
subangular, color grades to gray (5Y 5/1) from,
olive gray (5Y-5/2), (SP).
Sample #COMP 1, Depth = 10.7'
Mean (mm): 0. 17, Phi Sorting: 0.61
Carbonate: 4.4%, Fines (#200) - 3.08 (SP)
-19.0
5.7
O
v
Sandy SILT, little fine quartz SAND in
laminations and burrows, trace finesand-size
shell, soft, dark gray(5Y-4/1), ML .
Fine quartz SAND, trace silt in laminations,
rip -up clasts, and (laser beds, trace fine to
-21.4
8.1
medium sand -size shell, poorly graded, loose,
subangular, gray (5Y-5/1),(SP).
22.0
8.7
Sandy SILT, little fine quartz SAND in
laminations and burrows, trace fine sand -size
shell, soft, dark gray(5Y-4/1), ML .
Fine quartz SAND, trace silt in burrows and
rip -up clasts, trace fine to medium sand -size
shell, poorly graded, loose, subangular, olive
-24.5
11.2
gray (5Y-5/2), (SP).
-24.9
11.6
Fine to medium quartz SAND, little fine to
coarse sand -size shell, poorly graded, loose,
subangular to subrounded, gray (5Y-5/1),(SP).
Fine to medium quartz SAND, few silt in
burrows and laminations, trace fine to coarse
sand -size shell, poorly graded, loose,
subrounded, very dark gray (5Y-3/1), (SP -SM).
-28.9
15.6
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-2
at
-5
ME
-15
-20

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230 Hydrometer
100
Coarse
Fine
Coarse
Medium
Fine
0
90
10
80
20
70
30
v
m
rn
.�
m 60
40
T
m
T
7
N
50
50 N
�
rn
o
U
40
60
o
a�
U)
a
° 30
70
w
0
J
LL
a 20
80
c�
> 10
J
90
Z
0
100
0
Q 100
5 10 5 1 5 0.1 5 0.01 5 0.001
U)
Millimeters
0
a
LU
x
0
m
U)
J
o Sample
Symbol
Elev. (ft)
USCS
% Fines
% Organics
% Carbonates
Median
Mean
Skew
Kurt
Sort
Sample Information
o BH12017-01 #COMP 1
24.0
SP
#z°o - 2.90
4.40
2.67
2.54
-1.75
8.33
0.61
Protect Name:
Jay Bird Shoals Geotechnical Evaluation
} Comments: Sample Interval = 0 - 10.7'
Analysis Date:
08-03-17
a Depths and elevations based on measured values
Analyzed By:
CM
0
Fasting (X, ft):
2,293,127
Athena Technologies, Inc.
Q
1293 Graham Farm Road
Northing (Y, ft):
41,872
Q /ILsw"E�y�
McClellanville, SC 29458
Horizontal System:
NAD 1983
LU TEC HN i , IN .
Office: 843-887-3800
Vertical System:
NGVD 29
LU
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Page A-3

rracon
Consulting Engineers & Scientists
9455 Florida Mining Blvd. West, Ste. 509
Jacksonville, Florida 32257
[phone] (Tel) • [phone] (Fax)
GRAIN SIZE
Project: Jay Bird Shoals Depth: 0-10.7
Project No.: EQ175068 Date: 8/3/2017
Boring No.: BH12017-01
Sample No.: Comp 1
Description: Sand, poorly graded, mostly medium to fine quartz, few carbonate, trace
silt SP 5Y 6/3
Tare Weight, (g): 49.52
Dry Wt. Before Washing (g): 160.35 (with tare)
Dry Weight After Washing (g): (with tare)
Sieve Size
(Name)
Sieve Size
(mm)
Weight
Retained (g)
% Passing
3/4"
19.000
0.00
100.00
5/8"
16.000
0.00
100.00
#3.5
5.600
0.00
100.00
#4
4.750
0.00
100.00
#5
4.000
0.00
100.00
#7
2.800
0.02
99.98
#10
2.000
0.11
99.90
#14
1.400
0.36
99.68
#18
1.000
0.61
99.45
#25
0.710
1.45
98.69
#35
0.500
3.10
97.20
#45
0.355
6.34
94.28
#60
0.250
14.99
86.47
#80
0.180
37.23
66.41
#120
0.125
90.30
18.52
#170
0.090
106.39
4.01
#200
0.075
107.42
3.08
#230
0.063
107.62
2.90
Page A-4

a.i
ANI
I
AMI
WWI
low
11n
12
13
14
15
Page A-5
Olsen
Associates, Inc.
Jay Bird Shoals,
Bald Head Island,
North Carolina
July 2017
BH12017-02
Notes:
Scale in Feet
Photo Mosaic Image
<a>
AWH p- "Alk
TECHNOLOGIES, INC,
Athena Technologies, Inc.
1293 Graham Farm Road
McClellanville, SC 29458
www.athenatechnologies.com
[phone]

DUI Illy LJe511y.1lduUll DrIILU I /-UL
DRILLING LOG CLIENT PROJECT OWNER SHEET 1
Olsen Associates, Inc. of 1 SHEETS
1. PROJECT 9. SIZE AND TYPE OF BIT 3.0 In.
Jay Bird Shoals Geotechnical Evaluation 10. COORDINATE SYSTEM/DATUM HORIZONTAL VERTICAL
Bald Head Island, North Carolina NC State Plane NAD 1983 NGVD 29
2. BORING DESIGNATION : LOCATION COORDINATES 11. MANUFACTURER'S DESIGNATION OF DRILL Q AUTO HAMMER
BH12017-02 i X = 2,293,512 Y = 42,296 Q MANUAL HAMMER
3. DRILLING AGENCY CONTRACTOR FILE NO. DISTURBED UNDISTURBED (UD)
12. TOTAL SAMPLES
Athena Technologies, Inc. 1 1
4. NAME OF DRILLER 13. TOTAL NUMBER CORE BOXES
P. McClellan
laminations, poorly graded, loose, subangular,
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-6
Sample #COMP 1, Depth = 11.3'
Mean (mm): 0. 19, Phi Sorting: 0.72
Carbonate: 4.7%, Fines (#200) - 2.12 (SP)
O
U
IN
15
14. WATER DEPTH 15.1 Ft.
5. DIRECTION OF BORING
i DEG. FROM i BEARING
medium sand -size shell, poorly graded, loose,
:STARTED :COMPLETED
® VERTICAL :VERTICAL :
Q INCLINED
� �
DATE BORING 15.
: 07-26-17 09:05 07-26-17
6. THICKNESS OF OVERBURDEN
0.0 Ft.
16. ELEVATION TOP OF BORING -11.9 Ft.
7. DEPTH DRILLED INTO ROCK
0.0 Ft.
17. TOTAL RECOVERY FOR BORING 11.3 Ft.
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING
13.0 Ft.
A. Freeze
fine to medium sand -size shell, poorly graded,
loose, subangular, 2.5 - 3.1' = silt -lined
LU
ELEV.
SCALE
w
CLASSIFICATION OF MATERIALS
%
Os
REMARKS
(ft)
(ft)
W
Depths
and elevations based on measured values
REC.
CQ
-11.9
0.0
to light olive gray (5Y 6/2) from, gray (5Y-5/1),
(SP).
ma
8.8
laminations, poorly graded, loose, subangular,
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-6
Sample #COMP 1, Depth = 11.3'
Mean (mm): 0. 19, Phi Sorting: 0.72
Carbonate: 4.7%, Fines (#200) - 2.12 (SP)
O
U
IN
15
Fine to medium quartz SAND, few fine to
medium sand -size shell, poorly graded, loose,
subangular to subrounded, olive gray (5Y-5/2),
(SP).
-14.0
2.1
Fine quartz SAND, trace silt in burrows, trace
fine to medium sand -size shell, poorly graded,
loose, subangular, 2.5 - 3.1' = silt -lined
Callianassa major burrow, gray (5Y-5/1), (SP).
-17.9
6.0
Fine to medium quartz SAND, few fine to
coarse sand -size shell, trace silt, poorly graded,
loose, subangular to subrounded, color grades
•
to light olive gray (5Y 6/2) from, gray (5Y-5/1),
(SP).
-20.7
8.8
Fine quartz SAND, trace silt in burrows and
laminations, trace fine sand -size shell, poorly
graded, loose, subangular to subrounded, gray
(5Y-5/1), (SP).
laminations, poorly graded, loose, subangular,
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-6
Sample #COMP 1, Depth = 11.3'
Mean (mm): 0. 19, Phi Sorting: 0.72
Carbonate: 4.7%, Fines (#200) - 2.12 (SP)
O
U
IN
15

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230 Hydrometer
100
Coarse
Fine
Coarse
Medium
Fine
0
90
10
80
20
70
30
v
m
0
.�
m 60
40
T
m
T
7
N
50
50 2
W
�
0
o
U
40
60
o
U)
L
a
° 30
70
w
0
J
LL
a 20
80
c�
> 10
J
90
Z
0
100
o
a 100
5 10 5 1 5 0.1 5 0.01 5 0.001
U)
Millimeters
0
a
LU
Gravel
Sand
x
0
m
U)
J
o Sample
Symbol
Elev. (ft)
USCS
% Fines
% Organics
% Carbonates
Median
Mean
Skew
Kurt
Sort
Sample Information
o BH12017-02 #COMP 1
-23.2
SP
#2g0 :t96
4.70
2.56
2.37
-1.72
7.12
0.72
Project Name:
Jay Bird Shoals Geotechnical Evaluation
of
} Comments: Sample Interval = 0 -11.3'
Analysis Date:
08-03-17
a Depths and elevations based on measured values
Analyzed By:
CM
0
Fasting (X, ft):
2,293,512
Athena Technologies, Inc.
Q
1293 Graham Farm Road
Northing (Y, ft):
42,296
/ILs
Q w"E�y�
McClellanville, SC 29458
Horizontal System:
NAD 1983
LU TEC HN i , IN .
Office: 843-887-3800
Vertical System:
NGVD 29
LU
Page A-7
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Page A-7

rracon
Consulting Engineers & Scientists
9455 Florida Mining Blvd. West, Ste. 509
Jacksonville, Florida 32257
[phone] (Tel) • [phone] (Fax)
GRAIN SIZE
Project: Jay Bird Shoals Depth: 0-11.3
Project No.: EQ175068 Date: 8/3/2017
Boring No.: BH12017-02
Sample No.: Comp 1
Description: ISand, poorly graded, mostly medium to fine quartz, few carbonate, trace
Tare Weight, (g): 46.08
Dry Wt. Before Washing (g): 152.82 (with tare)
Dry Weight After Washing (g): (with tare)
Sieve Size
(Name)
Sieve Size
(mm)
Weight
Retained (g)
% Passing
3/4"
19.000
0.00
100.00
5/8"
16.000
0.00
100.00
#3.5
5.600
0.00
100.00
#4
4.750
0.00
100.00
#5
4.000
0.00
100.00
#7
2.800
0.04
99.96
#10
2.000
0.19
99.82
#14
1.400
0.66
99.38
#18
1.000
1.56
98.54
#25
0.710
3.53
96.69
#35
0.500
6.14
94.25
#45
0.355
9.74
90.88
#60
0.250
20.84
80.48
#80
0.180
48.36
54.69
#120
0.125
93.45
12.45
#170
0.090
103.92
2.64
#200
0.075
104.48
2.12
#230
0.063
104.65
1.96
Page A-8

On
a.i
ANI
I
AMI
11
7 12
8 13
AMI
501 low
14
15
Page A-9
Olsen
Associates, Inc.
Jay Bird Shoals,
Bald Head Island,
North Carolina
July 2017
BH12017-03
Notes:
Scale in Feet
Photo Mosaic Image
<a>
A� H E IyA
TECHNOLOGIES, INC,
Athena Technologies, Inc.
1293 Graham Farm Road
McClellanville, SC 29458
www.athenatechnologies.com
[phone]

Boring Designation BH12017-03
DRILLING LOG
CLIENT
PROJECT OWNER
SHEET 1
Olsen Associates, Inc.
of 1 SHEETS
1. PROJECT
9. SIZE AND TYPE OF BIT 3.0 In.
Jay Bird Shoals Geotechnical Evaluation
10. COORDINATE SYSTEM/DATUM HORIZONTAL VERTICAL
Bald Head Island, North Carolina
NC State Plane NAD 1983 NGVD 29
2. BORING DESIGNATION' LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL Q AUTO HAMMER
BH12017-03 i X = 2,293,771 Y = 42,688
Q MANUAL HAMMER
3. DRILLING AGENCY CONTRACTOR FILE NO.
DISTURBED UNDISTURBED (UD)
Athena Technologies, Inc.
12. TOTAL SAMPLES
1 1
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES
P. McClellan
14. WATER DEPTH 14.3 Ft.
5. DIRECTION OF BORING i DEG. FROM i BEARING
'STARTED 'COMPLETED
® VERTICAL 'VERTICAL '
Q INCLINED � �
DATE BORING 15.
� 07-26-17 10:05 07-26-17
6. THICKNESS OF OVERBURDEN 0.0 Ft.
16. ELEVATION TOP OF BORING -10.4 Ft.
7. DEPTH DRILLED INTO ROCK 0.0 Ft.
17. TOTAL RECOVERY FOR BORING 10.2 Ft.
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 12.5 Ft.
A. Freeze
G
QW
ELEV.
SCALE
w
CLASSIFICATION OF MATERIALS
%
Od
REMARKS
(ft)
(ft)
W
Depths and elevations based on measured values
REC.
CQ
-10.4
0.0
ma
Medium quartz SAND, few fine to coarse
sand -size shell, trace silt in burrows, poorly
graded, loose, subrounded, color grades to olive
gray (5Y 5/2) from, olive gray (5Y-4/2), (SP).
Sample #COMP 1, Depth = 10.2'
Mean (mm): 0.29, Phi Sorting: 0.98
Carbonate: 7.2%, Fines (#200) - 1.16 (SP)
O
U
17.5
7.1
Fine to medium quartz SAND, trace silt in
burrows (primarily between 7.4 - 7.6), trace fine
to medium sand -size shell, poorly graded, loose,
subangular to subrounded, gray (5Y-5/1), (SP).
-20.6
10.2
. '
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-10
at
-5
ME
-15

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230 Hydrometer
100
0
90
10
80
20
70
30
(D
a
0
60
(D
40
D
50
50 2
0
(*D 40
60
o
2
U)
U)
EL
0
170
of 30
0-
H
LL
n 20
80
0
10
90
oH
—
.....
....
100
100
5 10 5 1 5 0.1 5 0.01 5 0.001
U)
Millimeters
LU
Gravel
Sand
a:
Silt and Clay
Coarse
--
F Fine
—
CoarseT
Medium
Fine
<
U)
0 Sample
Symbol
Elev. (ft)
USCS �
% Fines
% Organics
% Carbonates
Median
Mean
Kurt
1:
Sort
Sample Information
a:
u)
BH12017-03 #COMP 1
-20.6
Sp �100-11.116�
#230 - 4
7.20
2
1.77
-1.45
6.07
0.98
Project Name:
Jay Bird Shoals Geotechnical Evaluation
Comments: Sample Interval= 0-10.2'
Analysis Date:
08-03-17
Depths and elevations based on measured values
Analyzed By:
CM
0
U)
Fasting (X, ft):
2,293,771
U)
Athena Technologies, Inc.
4*
1293 Graham Farm Road
Northing (Y, ft):
42,688
<
< 'Aw"IEM1111k
McClellanville, SC 29458
Horizontal System:
NAD 1983
LU TEC HN O LOGIES, IN Ci
Office: 843-887-3800
Vertical System:
NGVD29
LU
U) I
Page A-11

rracon
Consulting Engineers & Scientists
9455 Florida Mining Blvd. West, Ste. 509
Jacksonville, Florida 32257
[phone] (Tel) • [phone] (Fax)
GRAIN SIZE
Project: Jay Bird Shoals Depth: 0-10.2
Project No.: EQ175068 Date: 8/3/2017
Boring No.: BH12017-03
Sample No.: Comp 1
Description: ISand, poorly graded, mostly medium to fine quartz, few carbonate, trace
Tare Weight, (g): 49.41
Dry Wt. Before Washing (g): 164.28 (with tare)
Dry Weight After Washing (g): (with tare)
Sieve Size
(Name)
Sieve Size
(mm)
Weight
Retained (g)
% Passing
3/4"
19.000
0.00
100.00
5/8"
16.000
0.00
100.00
#3.5
5.600
0.40
99.65
#4
4.750
0.44
99.62
#5
4.000
0.51
99.56
#7
2.800
1.03
99.10
#10
2.000
1.85
98.39
#14
1.400
3.54
96.92
#18
1.000
6.68
94.18
#25
0.710
12.93
88.74
#35
0.500
20.41
82.23
#45
0.355
31.26
72.79
#60
0.250
57.68
49.79
#80
0.180
89.36
22.21
#120
0.125
111.17
3.22
#170
0.090
113.41
1.27
#200
0.075
113.54
1.16
#230
0.063
113.56
1.14
Page A-12

1
2
,k]
e
5
E:3
5 w'-' 10
10
11
12
15
16
17
Olsen
Associates, Inc.
Jay Bird Shoals,
Bald Head Island,
North Carolina
134
18
Jul 207
y
BH12017-04
Notes:
Scale in Feet
14
19
Photo Mosaic Image
ASH E "Alk
TECHNOLOGIES, INC,
Athena Technologies, Inc.
1293 Graham Farm Road
McClellanville, SC 29458
15
20
www.athenatechnologies.com
[phone]
Page
A-13

Boring Designation BH12017-04
DRILLING LOG
CLIENT
PROJECT OWNER
SHEET 1
Olsen Associates, Inc.
of 1 SHEETS
1. PROJECT
9. SIZE AND TYPE OF BIT 3.0 In.
Jay Bird Shoals Geotechnical Evaluation
10. COORDINATE SYSTEM/DATUM HORIZONTAL VERTICAL
Bald Head Island, North Carolina
NC State Plane NAD 1983 NGVD 29
2. BORING DESIGNATION' LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL Q AUTO HAMMER
BH12017-04 X = 2,293,117 Y = 41,400
Q MANUAL HAMMER
3. DRILLING AGENCY CONTRACTOR FILE NO.
DISTURBED UNDISTURBED (UD)
Athena Technologies, Inc.
12. TOTAL SAMPLES
1 1
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES
P. McClellan
14. WATER DEPTH 15.4 Ft.
5. DIRECTION OF BORING i DEG. FROM i BEARING
'STARTED 'COMPLETED
® VERTICAL 'VERTICAL '
Q INCLINED i i
15. DATE BORING
� 07-26-17 08:00 07-26-17
6. THICKNESS OF OVERBURDEN 0.0 Ft.
16. ELEVATION TOP OF BORING -13.5 Ft.
7. DEPTH DRILLED INTO ROCK 0.0 Ft.
17. TOTAL RECOVERY FOR BORING 20.1 Ft.
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 21.0 Ft.
A. Freeze
G
QW
Od
ELEV.
SCALE
w
CLASSIFICATION OF MATERIALS
%
REMARKS
(ft)
(ft)
W
Depths and elevations based on measured values
REC.
CQ
-13.5
0.0
ma
Fine to medium quartz SAND, trace silt in
burrows and laminations (primarily at 3.8'),
trace fine sand -size shell, poorly graded, loose,
subangular to subrounded, 2.4 - 3.4' = silt -lined
Callianassa major burrows, color grades to gray
(5Y 5/1) from, olive gray (5Y-5/2), (SP).
Sample #COMP 1, Depth = 10.5'
-18.3
4.8
2
Mean (mm): 0. 19, Phi Sorting: 1.02
Carbonate: 6.2°k, Fines (#200) - 3.08 (SP)
Fine quartz SAND, trace silt in burrows and
laminations, trace fine sand -size shell, poorly
O
-20.1
6.6
'.' '
graded, loose, subangular, gray (5Y-5/1), (SP).
v
Sandy SILT, some fine quartz sand in
-21.0
7.5
laminations and layers, trace organic silt, soft,
low plasticity,dark olive gray (5Y-3/2 ML.
Fine quartz SAND, trace fine to medium
sand -size shell, trace silt, poorly graded, loose,
22.9
9.4
subangular, gray (5Y-5/1),(SP).
-23.4
9.9
Fine quartz SAND, few silt in burrows, trace
fine to coarse sand -size shell, poorly graded,
loose subangular, dark gray (5Y-4/1),(SP-SM).
Medium quartz SAND, little fine sand to fine
gravel -size shell, few silt in burrows, poorly
graded, loose, subrounded, color grades to gray
(5Y 5/1) from, very dark gray (5Y-3/1),
(SP -SM).
-29.0
15.5
Fine to medium quartz SAND, few silt in
burrows, laminations and layers, trace fine to
medium sand -size shell, poorly graded, loose,
subangular to subrounded, 18.6' = wood
fragment, gray (5Y-5/1), (SP -SM).
-33.6
20.1
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-14
at
-5
ME
-15
24111
-25

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230 Hydrometer
100
Coarse
Fine
Coarse
Medium
Fine
0
90
10
80
20
70
30
v
m
rn
m 60
40
T
m
T
7
N
50
50 N
W
�
0
o
U
40
60
o
2
3
U
a
° 30
70
w
0
J
LL
a 20
80
c�
> 10
90
z
:.;
100
0
Q 100
5 10 5 1 5 0.1 5 0.01 5 0.001
U)
Millimeters
0
a
LU
Gravel
Sand
x
0
m
U)
J
o Sample
Symbol
Elev. (ft)
USCS
% Fines
% Organics
% Carbonates
Median
Mean
Skew
Kurt
Sort
Sample Information
o BH12017-04 #COMP 1
-24.0
SP
#zso - 2. 8$
6.20
2.65
2.41
-3.35
16.36
1.02
Project Name:
Jay Bird Shoals Geotechnical Evaluation
of
} Comments: Sample Interval= 0-10.5'
Analysis Date:
08-03-17
a Depths and elevations based on measured values
Analyzed By:
CM
0
Fasting (X, ft):
2,293,117
Athena Technologies, Inc.
Q
1293 Graham Farm Road
Northing (Y, ft):
41,400
/ILs
Q w"E�y�
McClellanville, SC 29458
Horizontal System:
NAD 1983
LU TEC HN i , IN .
Office: 843-887-3800
Vertical System:
NGVD 29
LU
Page A-15
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Page A-15

rracon
Consulting Engineers & Scientists
9455 Florida Mining Blvd. West, Ste. 509
Jacksonville, Florida 32257
[phone] (Tel) • [phone] (Fax)
GRAIN SIZE
Project: Jay Bird Shoals Depth: 0- 10.5'
Project No.: EQ175068 Date: 8/3/2017
Boring No.: BH12017-04
Sample No.: Comp 1
Description: ISand, poorly graded, mostly medium to fine quartz, few carbonate, trace
Tare Weight, (g): 49.91
Dry Wt. Before Washing (g): 163.99 (with tare)
Dry Weight After Washing (g): (with tare)
Sieve Size
(Name)
Sieve Size
(mm)
Weight
Retained (g)
% Passing
3/4"
19.000
0.00
100.00
5/8"
16.000
0.00
100.00
#3.5
5.600
1.12
99.02
#4
4.750
1.54
98.65
#5
4.000
2.04
98.21
#7
2.800
2.52
97.79
#10
2.000
3.00
97.37
#14
1.400
3.62
96.83
#18
1.000
4.29
96.24
#25
0.710
5.35
95.31
#35
0.500
6.56
94.25
#45
0.355
8.44
92.60
#60
0.250
15.47
86.44
#80
0.180
40.25
64.72
#120
0.125
94.55
17.12
#170
0.090
109.54
3.98
#200
0.075
110.57
3.08
#230
0.063
110.81
2.87
Page A-16

1
2
,k]
e
5
OR
10
11
15
16
17
if"]
19
10nJ 15v 20
Page A-17
1-1
Olsen
Associates, Inc.
Jay Bird Shoals,
Bald Head Island,
North Carolina
July 2017
BH12017-05
Notes:
Scale in Feet
Photo Mosaic Image
<a>
AWH p- "Alk
TECHNOLOGIES, INC,
Athena Technologies, Inc.
1293 Graham Farm Road
McClellanville, SC 29458
www.athenatechnologies.com
[phone]

Boring Designation BH12017-05
DRILLING LOG
CLIENT
PROJECT OWNER
SHEET 1
Olsen Associates, Inc.
of 1 SHEETS
1. PROJECT
9. SIZE AND TYPE OF BIT 3.0 In.
Jay Bird Shoals Geotechnical Evaluation
10. COORDINATE SYSTEM/DATUM HORIZONTAL VERTICAL
Bald Head Island, North Carolina
NC State Plane NAD 1983 NGVD 29
2. BORING DESIGNATION' LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL Q AUTO HAMMER
BH12017-05 X = 2,293,676 Y = 41,730
Q MANUAL HAMMER
3. DRILLING AGENCY CONTRACTOR FILE NO.
DISTURBED UNDISTURBED (UD)
Athena Technologies, Inc.
12. TOTAL SAMPLES
1 1
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES
P. McClellan
14. WATER DEPTH 15.3 Ft.
5. DIRECTION OF BORING i DEG. FROM i BEARING
'STARTED 'COMPLETED
® VERTICAL 'VERTICAL '
Q INCLINED i i
15. DATE BORING
� 07-26-17 07:05 07-26-17
6. THICKNESS OF OVERBURDEN 0.0 Ft.
16. ELEVATION TOP OF BORING -14.9 Ft.
7. DEPTH DRILLED INTO ROCK 0.0 Ft.
17. TOTAL RECOVERY FOR BORING 17.1 Ft.
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 20.0 Ft.
A. Freeze
G
QW
Od
ELEV.
SCALE
w
CLASSIFICATION OF MATERIALS
%
REMARKS
(ft)
(ft)
W
Depths and elevations based on measured values
REC.
CQ
-14.9
0.0
ma
Fine to medium quartz SAND, few fine to
medium sand -size shell, poorly graded, loose,
subangular to subrounded, olive gray (5Y-5/2),
-16.7
1.8
(SP).
Fine quartz SAND, trace silt in burrows,
laminations, and (laser beds, trace fine
sand -size shell, poorly graded, subangular, gray
Sample #COMP 1, Depth = 9.1'
(5Y-5/1), (SP).
Mean (mm): 0.21, Phi Sorting: 1.04
Carbonate: 8.2%, Fines (#200) - 1.32 (SP)
-19.8
4.9
O
v
Fine to medium quartz SAND, trace fine to
medium sand -size shell, trace silt in burrows,
poorly graded, loose, subangular to subrounded,
-21.4
6.5
olive gray (5Y-5/2), (SP).
Fine to medium quartz SAND, few medium
sand to fine gravel -size shell, trace silt in
burrows, poorly graded, subrounded, 8.1' _
coarse gravel -size clam shell, olive gray
-23.5
8.6
(5Y-4/2), (SP).
Fine quartz SAND, trace silt in burrows, trace
fine to coarse sand -size shell, poorly graded,
-24.8
9.9
..
loose, subangular, gray (5Y-6/1), (SP).
Fine to medium, grading to medium, quartz
SAND, little medium sand to fine gravel -size
shell, trace silt in burrows and laminations
(primarily between 12.4 - 13.0'), poorly graded,
loose, subrounded, 12.5' = coarse gravel -size
clam shell, olive gray (5Y-4/2), (SP).
-29.5
14.6
-29.9
15.0
Interbedded SILT (ML), silty SAND (SM), and
fine quartz SAND (SP), trace fine to medium
sand -size shell, loose/soft, very dark gray
5Y-3/1 (SM).
Fine quartz SAND, trace silt in burrows, trace
fine sand -size shell, poorly graded, loose,
-32.0
17.1
suban ular, gray (5Y-5/1 (SP).
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-18
at
-5
ME
-15
-20

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230 Hydrometer
100
Coarse
Fine
Coarse
Medium
Fine
0
90
k,10
80
20
70
30
v
m
rn
.�
m 60
40
T
m
T
7N
50
50 2
W
�
m
o
U
40
60
o
2
U 3
U
a
° 30
70
w
0
J
LL
a 20
80
c�
> 10
90
U
Z 0
_
_
-T—P..:::::::.::::::::.::::::.
100
o
Q 100
5 10 5 1 5 0.1 5 0.01 5 0.001
U)
Millimeters
0
a
LU
Gravel
Sand
x
0
m
U)
J
o Sample
Symbol
Elev. (ft)
USCS
% Fines
% Organics
% Carbonates
Median
Mean
Skew
Kurt
Sort
Sample Information
o BH12017-05 #COMP 1
-24.0
SP
#zso :20
8.20
2.58
2.27
-2.75
12.55
1.04
Project Name:
Jay Bird Shoals Geotechnical Evaluation
of
} Comments: Sample Interval = 0-9.1'
Analysis Date:
08-03-17
a Depths and elevations based on measured values
Analyzed By:
CM
0
Fasting (X, ft):
2,293,676
Athena Technologies, Inc.
Q
1293 Graham Farm Road
Northing (Y, ft):
41,730
/ILs
Q w"E�y�
McClellanville, SC 29458
Horizontal System:
NAD 1983
LU TEC HN i , IN .
Office: 843-887-3800
Vertical System:
NGVD 29
LU
Page A-19
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Page A-19

rracon
Consulting Engineers & Scientists
9455 Florida Mining Blvd. West, Ste. 509
Jacksonville, Florida 32257
[phone] (Tel) • [phone] (Fax)
GRAIN SIZE
Project: Jay Bird Shoals Depth: 0-9.1
Project No.: EQ175068 Date: 8/3/2017
Boring No.: BH12017-05
Sample No.: Comp 1
Description: ISand, poorly graded, mostly medium to fine quartz, few carbonate, trace
Tare Weight, (g): 49.62
Dry Wt. Before Washing (g): 167.58 (with tare)
Dry Weight After Washing (g): (with tare)
Sieve Size
(Name)
Sieve Size
(mm)
Weight
Retained (g)
% Passing
3/4"
19.000
0.00
100.00
5/8"
16.000
0.00
100.00
#3.5
5.600
1.16
99.02
#4
4.750
1.31
98.89
#5
4.000
1.78
98.49
#7
2.800
2.09
98.23
#10
2.000
2.72
97.69
#14
1.400
3.63
96.92
#18
1.000
4.84
95.90
#25
0.710
6.92
94.13
#35
0.500
10.12
91.42
#45
0.355
15.31
87.02
#60
0.250
24.75
79.02
#80
0.180
50.37
57.30
#120
0.125
103.79
12.01
#170
0.090
115.65
1.96
#200
0.075
116.40
1.32
#230
0.063
116.54
1.20
Page A-20

a.i
ANI
3'I
�Ml
WWI
v -i
5 M'-' 1 O w
u
10
15
11
16
12
17
13 18
14 19
15.Q 20
Page A-21
Olsen
Associates, Inc.
Jay Bird Shoals,
Bald Head Island,
North Carolina
July 2017
BH12017-06
Notes:
Scale in Feet
Photo Mosaic Image
<a>
A� H E IyA
TECHNOLOGIES, INC,
Athena Technologies, Inc.
1293 Graham Farm Road
McClellanville, SC 29458
www.athenatechnologies.com
[phone]

Boring Designation BH12017-06
DRILLING LOG
CLIENT
PROJECT OWNER
SHEET 1
Olsen Associates, Inc.
of 1 SHEETS
1. PROJECT
9. SIZE AND TYPE OF BIT 3.0 In.
Jay Bird Shoals Geotechnical Evaluation
10. COORDINATE SYSTEM/DATUM HORIZONTAL VERTICAL
Bald Head Island, North Carolina
NC State Plane NAD 1983 NGVD 29
2. BORING DESIGNATION' LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL Q AUTO HAMMER
BH12017-06 i X = 2,293,879 Y = 42,117
Q MANUAL HAMMER
3. DRILLING AGENCY CONTRACTOR FILE NO.
DISTURBED UNDISTURBED (UD)
Athena Technologies, Inc.
12. TOTAL SAMPLES
1 1
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES
P. McClellan
14. WATER DEPTH 15.2 Ft.
5. DIRECTION OF BORING i DEG. FROM i BEARING
'STARTED 'COMPLETED
® VERTICAL 'VERTICAL '
Q INCLINED i i
15. DATE BORING
� 07-26-17 07:31 07-26-17
6. THICKNESS OF OVERBURDEN 0.0 Ft.
16. ELEVATION TOP OF BORING -14.1 Ft.
7. DEPTH DRILLED INTO ROCK 0.0 Ft.
17. TOTAL RECOVERY FOR BORING 15.9 Ft.
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 18.0 Ft.
A. Freeze
G
QW
Od
ELEV.
(ft)
SCALE
(ft)
w
W
CLASSIFICATION OF MATERIALS
Depths and elevations based on measured values
%
REC.
CQ
REMARKS
-14.1
0.0
ma
Fine quartz SAND, few fine to medium
sand -size shell, poorly graded, loose,
-15.6
1.5
subangular, olive gray (5Y-5/2), (SP).
Fine quartz SAND, trace silt in burrows,
laminations, and rip -up clasts, trace fine to
Sample #COMP 1, Depth = 9.9'
medium sand -size shell, poorly graded, loose,
Mean (mm): 0.20, Phi Sorting: 0.79
subangular, 2.0 - 2.3' = silt -lined Callianassa
a
Carbonate: 4.1 %, Fines (#200) - 1.52 (SP)
major burrow, color grades to gray (5Y 5/1)
from, olive gray (5Y-5/2), (SP).
U
-21.4
7.3
'
Fine to medium quartz SAND, few fine to
medium sand -size shell, poorly graded, loose,
subrounded, olive gray (5Y-5/2), (SP).
23.4
9.3
Fine quartz SAND, trace silt in burrows, trace
fine to medium sand -size shell, poorly graded,
-24.9
10.8
loose, subangular, gray (5Y-5/1), (SP).
Fine to medium quartz SAND, few fine to
coarse sand -size shell, trace silt, poorly graded,
-26.2
12.1
loose, subrounded, gray (5Y-5/1), (SP).
Fine quartz SAND, few silt in burrows and
laminations, poorly graded, loose, subangular,
dark gray (5Y-4/1), (SP -SM).
-27.811
13 7
Fine to medium quartz SAND, few fine to
coarse sand -size shell, trace silt in burrows,
laminations, and rip -up clasts, poorly graded,
loose, subrounded, color grades to very dark
-30.0
15.9
'.'
gray (5Y 3/1) from, gray (5Y-5/1), (SP).
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-22
at
-5
ME
-15
-20

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230 Hydrometer
100
Coarse
Fine
Coarse
Medium
Fine
MTT
0
90
10
80
20
70
30
v
m
. rn
m 60
40
T
m
T
7
N
50
50 2
�
o
U
40
60
o
2
3
U
a
° 30
a
70
w
0
LL
a 20
80
c�
10-T
90
z
H
H
0
100
o
a 100
5 10 5 1 5 0.1 5 0.01 5 0.001
U)
Millimeters
0
a
LU
x
0
m
U)
J
o Sample
Symbol
Elev. (ft)
USCS
% Fines
% Organics
% Carbonates
Median
Mean
Skew
Kurt
Sort
Sample Information
o BH12017-06 #COMP 1
24.0
SP
#zso -1.45
4.10
2.53
2.3
-2.4
12.41
0.79
Protect Name:
Jay Bird Shoals Geotechnical Evaluation
} Comments: Sample Interval = 0-9.9'
Analysis Date:
08-03-17
a Depths and elevations based on measured values
Analyzed By:
CM
0
Fasting (X, ft):
2,293,879
Athena Technologies, Inc.
Q
1293 Graham Farm Road
Northing (Y, ft):
42,117
Q /ILs r"E�y�
McClellanville, SC 29458
Horizontal System:
NAD 1983
LU TEC HN i , IN .
Office: 843-887-3800
Vertical System:
NGVD 29
LU
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Page A-23

rracon
Consulting Engineers & Scientists
9455 Florida Mining Blvd. West, Ste. 509
Jacksonville, Florida 32257
[phone] (Tel) • [phone] (Fax)
GRAIN SIZE
Project: Jay Bird Shoals Depth: 0-9.9
Project No.: EQ175068 Date: 8/3/2017
Boring No.: BH12017-06
Sample No.: Comp 1
Description: ISand, poorly graded, mostly medium to fine quartz, few carbonate, trace
Tare Weight, (g): 50.28
Dry Wt. Before Washing (g): 163.99 (with tare)
Dry Weight After Washing (g): (with tare)
Sieve Size
(Name)
Sieve Size
(mm)
Weight
Retained (g)
% Passing
3/4"
19.000
0.00
100.00
5/8"
16.000
0.00
100.00
#3.5
5.600
0.28
99.75
#4
4.750
0.33
99.71
#5
4.000
0.38
99.67
#7
2.800
0.52
99.54
#10
2.000
0.83
99.27
#14
1.400
1.38
98.79
#18
1.000
2.22
98.05
#25
0.710
4.05
96.44
#35
0.500
7.22
93.65
#45
0.355
12.60
88.92
#60
0.250
24.85
78.15
#80
0.180
53.82
52.67
#120
0.125
103.81
8.71
#170
0.090
111.56
1.89
#200
0.075
111.98
1.52
#230
0.063
112.06
1.45
Page A-24

a.i
ANI
I
AMI
E:l■1
low
11n
12V
ME1
m -i
15
Page A-25
Olsen
Associates, Inc.
Jay Bird Shoals,
Bald Head Island,
North Carolina
July 2017
BH12017-07
Notes:
Scale in Feet
Photo Mosaic Image
<a>
AWH p- "Alk
TECHNOLOGIES, INC.
Athena Technologies, Inc.
1293 Graham Farm Road
McClellanville, SC 29458
www.athenatechnologies.com
[phone]

DUI Illy LJe511y.1lduUll DrIILU I 1-U/
DRILLING LOG CLIENT PROJECT OWNER SHEET 1
Olsen Associates, Inc. of 1 SHEETS
1. PROJECT 9. SIZE AND TYPE OF BIT 3.0 In.
Jay Bird Shoals Geotechnical Evaluation 10. COORDINATE SYSTEM/DATUM HORIZONTAL VERTICAL
Bald Head Island, North Carolina NC State Plane NAD 1983 NGVD 29
2. BORING DESIGNATION : LOCATION COORDINATES 11. MANUFACTURER'S DESIGNATION OF DRILL Q AUTO HAMMER
BH12017-07 i X = 2,294,099 Y = 42,388 Q MANUAL HAMMER
3. DRILLING AGENCY CONTRACTOR FILE NO. DISTURBED UNDISTURBED (UD)
12. TOTAL SAMPLES
Athena Technologies, Inc. 1 1
4. NAME OF DRILLER 13. TOTAL NUMBER CORE BOXES
P. McClellan
-13.7
F 1.4
14. WATER DEPTH 16.3 Ft.
5.
DIRECTION OF BORING
i DEG. FROM i BEARING
-21.6
9.3
:STARTED :COMPLETED
® VERTICAL :VERTICAL :
i
,
-23.8
Q INCLINED
� �
DATE BORING 15.
: 07-26-17 09:35 07-26-17
6.
THICKNESS OF OVERBURDEN
0.0 Ft.
16. ELEVATION TOP OF BORING -12.3 Ft.
7.
DEPTH DRILLED INTO ROCK
0.0 Ft.
17. TOTAL RECOVERY FOR BORING 14.4 Ft.
18. SIGNATURE AND TITLE OF INSPECTOR
8.
TOTAL DEPTH OF BORING
16.7 Ft.
A. Freeze
ELEV.
SCALE
w
CLASSIFICATION OF MATERIALS
Cd
XOQ
REMARKS
(ft)
(ft)W
Depths
and elevations based on measured values
REC.
123
00
ma
-13.7
F 1.4
i
,
-20.7
8.4
'
-21.6
9.3
i
,
-23.8
11.5
i
37
1d14
. . .
Fine to medium quartz SAND, few fine to
coarse sand -size shell, poorly graded, loose,
subrounded, olive gray (5Y-5/2), (SP).
Fine quartz SAND, trace silt in burrows and
(laser beds, trace fine to medium sand -size
shell, poorly graded, loose, subangular, 1.7' _
silt -lined Callianassa major burrow, gray
(5Y-5/1), (SP).
rine to mealUm quartz SANU, teW tine to
medium sand -size shell, trace silt in burrows,
poorly graded, loose, subrounded, olive gray
ne quartz SANU, trace Slit in 0urrows, trai
fine sand -size shell, poorly graded, loose,
subangular, gray (5Y-5/1), (SP).
Fine to medium quartz SAND, few fine to
coarse sand -size shell, trace silt in burrows,
poorly graded, loose, subrounded, gray
(5Y-5/1), (SP).
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-26
Sample #COMP 1, Depth = 11.7'
Mean (mm): 0.20, Phi Sorting: 0.83
Carbonate: 5.5%, Fines (#200) - 1.31 (SP)
O
U
An
-11
M
15
N

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230 Hydrometer
100
Coarse
Fine
Coarse
Medium
Fine
0
90
10
80
20
70
30
v
m
rn
.�
m 60
40
T
m
T
7N
50
50 2
�
o
U
40
60
o
U)
L
a
° 30
a
70
w
0
J
LL
n 20
1
1
1
1
1
180
c�
10
IH
90
U
Z 01
100
0
a 100
5 10 5 1 5 0.1 5 0.01 5 0.001
U)
Millimeters
0
a
LU
Gravel
Sand
x
0
m
U)
J
o Sample
Symbol
Elev. (ft)
USCS
% Fines
% Organics
% Carbonates
Median
Mean
Skew
Kurt
Sort
Sample Information
o BH12017-07 #COMP 1
-24.0
SP
#2g0 - 1. 23
5.50
2.57
2.33
-2.1
8.56
0.83
Project Name:
Jay Bird Shoals Geotechnical Evaluation
of
} Comments: Sample Interval = 0-11.7'
Analysis Date:
08-03-17
a Depths and elevations based on measured values
Analyzed By:
CM
0
Fasting (X, ft):
2,294,099
Athena Technologies, Inc.
Q
1293 Graham Farm Road
Northing (Y, ft):
42,388
/ILs
Q w"E�y�
McClellanville, SC 29458
Horizontal System:
NAD 1983
LU TEC HN i , IN .
Office: 843-887-3800
Vertical System:
NGVD 29
LU
Page A-27
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Page A-27

rracon
Consulting Engineers & Scientists
9455 Florida Mining Blvd. West, Ste. 509
Jacksonville, Florida 32257
[phone] (Tel) • [phone] (Fax)
GRAIN SIZE
Project: Jay Bird Shoals Depth: 0-11.7
Project No.: EQ175068 Date: 8/3/2017
Boring No.: BH12017-07
Sample No.: Comp 1
Description: ISand, poorly graded, mostly medium to fine quartz, few carbonate, trace
Tare Weight, (g): 48.99
Dry Wt. Before Washing (g): 172.29 (with tare)
Dry Weight After Washing (g): (with tare)
Sieve Size
(Name)
Sieve Size
(mm)
Weight
Retained (g)
% Passing
3/4"
19.000
0.00
100.00
5/8"
16.000
0.00
100.00
#3.5
5.600
0.00
100.00
#4
4.750
0.12
99.90
#5
4.000
0.16
99.87
#7
2.800
0.53
99.57
#10
2.000
0.96
99.22
#14
1.400
1.79
98.55
#18
1.000
3.44
97.21
#25
0.710
6.32
94.87
#35
0.500
9.43
92.35
#45
0.355
13.45
89.09
#60
0.250
24.81
79.88
#80
0.180
54.07
56.15
#120
0.125
110.37
10.49
#170
0.090
121.13
1.76
#200
0.075
121.68
1.31
#230
0.063
121.78
1.23
Page A-28

1
2
3
e
5
7
E:1
10
10
11
12
13
14
15
Page A-29
Olsen
Associates, Inc.
Jay Bird Shoals,
Bald Head Island,
North Carolina
July 2017
BH12017-08
Notes:
Scale in Feet
Photo Mosaic Image
<a>
AWH p- "Alk
TECHNOLOGIES, INC,
Athena Technologies, Inc.
1293 Graham Farm Road
McClellanville, SC 29458
www.athenatechnologies.com
[phone]

DUI Illy LJe511y.1lduUll DrIILU I 1-UO
DRILLING LOG CLIENT PROJECT OWNER SHEET 1
Olsen Associates, Inc. of 1 SHEETS
1. PROJECT 9. SIZE AND TYPE OF BIT 3.0 In.
Jay Bird Shoals Geotechnical Evaluation 10. COORDINATE SYSTEM/DATUM HORIZONTAL VERTICAL
Bald Head Island, North Carolina NC State Plane NAD 1983 NGVD 29
2. BORING DESIGNATION : LOCATION COORDINATES 11. MANUFACTURER'S DESIGNATION OF DRILL Q AUTO HAMMER
BH12017-08 X = 2,294,521 Y = 42,096 Q MANUAL HAMMER
3. DRILLING AGENCY CONTRACTOR FILE NO. DISTURBED UNDISTURBED (UD)
12. TOTAL SAMPLES
Athena Technologies, Inc. 1 1
4. NAME OF DRILLER 13. TOTAL NUMBER CORE BOXES
P. McClellan
-15.1
M
z-24.1
F'
0.5
14. WATER DEPTH 14.9 Ft.
5.
DIRECTION OF BORING
i DEG. FROM i BEARING
:STARTED :COMPLETED
® VERTICAL :VERTICAL :
n
Q INCLINED
� �
DATE BORING 15.
: 07-26-17 06:31 07-26-17
6.
THICKNESS OF OVERBURDEN
0.0 Ft.
16. ELEVATION TOP OF BORING -14.6 Ft.
7.
DEPTH DRILLED INTO ROCK
0.0 Ft.
17. TOTAL RECOVERY FOR BORING 11 Ft.
L
•
18. SIGNATURE AND TITLE OF INSPECTOR
8.
TOTAL DEPTH OF BORING
12.5 Ft.
A. Freeze
J
-23.1
8.5
5
ELEV.
i
J
SCALE
w
CLASSIFICATION OF MATERIALS
9.5
Cd
XOQ
REMARKS
(ft)
(ft)W
Depths
and elevations based on measured values
REC.
146
00
ma
-15.1
M
z-24.1
F'
0.5
b
'
n
Y
L
LI
J
L
'
L
•
-22.1
7.5
'
J
J
-23.1
8.5
5
i
J
9.5
ylxy
-ine to medium quartz SANU, tew medium t(
coarse sand -size shell, poorly graded, loose,
subrounded. aravish brown (2.5Y-5/2). (SP)
Fine quartz SAND, trace silt in burrows,
laminations, and flaser beds, trace fine to
medium sand -size shell, poorly graded, loose,
subangular, gray (5Y-5/1), (SP).
edium quartz SANU, tew medium sand to tine
gravel -size shell, trace silt in burrows, poorly
graded, loose, subrounded, grayish brown
(2.5Y-5/2), (SP).
Fine to medium quartz SAND, few medium
sand to fine gravel -size shell, trace silt in
burrows, trace coarse quartz sand, poorly
graded, loose, subangular to subrounded, gray
(5Y-5/1), (SP).
Medium quartz SAND, few silt, trace medium to
coarse sand -size shell, poorly graded, loose,
11.0 subrounded, dark olive gray (5Y-3/2), (SP -SM).
End of Boring
SAJ FORM 1836 MODIFIED FOR THE FLORIDA DEP
JUN 02 JUN 04
Page A-30
Sample #COMP 1, Depth = 9.4'
Mean (mm): 0.22, Phi Sorting: 0.97
Carbonate: 6.4%, Fines (#200) - 1.44 (SP)
O
U
J
IN
15

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230 Hydrometer
100
Coarse
Fine
Coarse
Medium
Fine
0
90
10
80
20
70
30
v
60
0
40
m
T
m
T
7
N
50
50 N
W
rn
o
0
U
40
60
o
U)
a
L
° 30
a
70
w
0
J
LL
a 20
80
c�
0
J 10
90
Z
Z
0
100
0
Q 100
5 10 5 1 5 0.1 5 0.01 5 0.001
U)
Millimeters
0
a
LU
Gravel
Sand
x
0
m
U)
J
o Sample
Symbol
Elev. (ft)
USCS
% Fines
% Organics
% Carbonates
Median
Mean
Skew
Kurt
Sort
Sample Information
o BH12017-08 #COMP 1
-24.0
SP
#2g0 - 1.34
6.40
2.49
2.16
-1.95
7.7
0.97
Project Name:
Jay Bird Shoals Geotechnical Evaluation
of
} Comments: Sample Interval = 0-9.4'
Analysis Date:
08-03-17
a Depths and elevations based on measured values
Analyzed By:
CM
0
Fasting (X, ft):
2,294,521
Athena Technologies, Inc.
Q
1293 Graham Farm Road
Northing (Y, ft):
42,096
/ILs
Q w"E�y�
McClellanville, SC 29458
Horizontal System:
NAD 1983
LU TEC HN i , IN .
Office: 843-887-3800
Vertical System:
NGVD 29
LU
Page A-31
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Page A-31

rracon
Consulting Engineers & Scientists
9455 Florida Mining Blvd. West, Ste. 509
Jacksonville, Florida 32257
[phone] (Tel) • [phone] (Fax)
GRAIN SIZE
Project: Jay Bird Shoals Depth: 0-9.4
Project No.: EQ175068 Date: 8/3/2017
Boring No.: BH12017-08
Sample No.: Comp 1
Description: ISand, poorly graded, mostly medium to fine quartz, few carbonate, trace
Tare Weight, (g): 50.38
Dry Wt. Before Washing (g): 181.35 (with tare)
Dry Weight After Washing (g): (with tare)
Sieve Size
(Name)
Sieve Size
(mm)
Weight
Retained (g)
% Passing
3/4"
19.000
0.00
100.00
5/8"
16.000
0.00
100.00
#3.5
5.600
0.32
99.76
#4
4.750
0.45
99.66
#5
4.000
0.59
99.55
#7
2.800
1.19
99.09
#10
2.000
1.51
98.85
#14
1.400
3.01
97.70
#18
1.000
5.86
95.53
#25
0.710
10.40
92.06
#35
0.500
15.63
88.07
#45
0.355
21.68
83.45
#60
0.250
34.73
73.48
#80
0.180
66.09
49.54
#120
0.125
120.99
7.62
#170
0.090
128.76
1.69
#200
0.075
129.08
1.44
#230
0.063
129.21
1.34
Page A-32

Appendix B:
Terracon Carbonate Content Summary
1293 Graham Farm Road, PO Box 68
McClellanville, South Carolina 29458
AX"F:H14 [phone]
TECHNOLOGIES, INC- www.athenatechnologies.com

Irerracon
Consulting Engineers &c Scientists
Project Name:
Project Number:
Date:
Carbonate Content Data
Jay Bird Shoals
EQ175068
8/4/2017
Station No.
Sample No.
Depth Range,
Feet
Tare No.
Beaker No.
Dry Sample Wt.
Before After
Percent
Carbonate
BH12017-01
Comp 1
0/10.7
1
10
157.17
150.23
4.4
BH12017-02
Comp 1
0/11.3
163
16
150.74
143.63
4.7
BH12017-03
Comp 1
0/10.2
145
11
162.99
151.30
7.2
BH12017-04
Comp 1
0/10.5
301
5
160.69
150.65
6.2
BH12017-05
Comp 1
0/9.1
299
12
166.18
152.60
8.2
BH12017-06
Comp 1
0/9.9
177
19
162.30
155.62
4.1
BH12017-07
Comp 1
0/11.7
79
2
170.82
161.35
5.5
BH12017-08
Comp 1
0/9.4
293
14
179.63
168.08
6.4
Tested By: CRM Sr.
Reviewed By: TES
Page B-1

Appendix C:
Grain Size Data Summary Graphs
1293 Graham Farm Road, PO Box 68
McClellanville, South Carolina 29458
AX"F:H14 [phone]
TECHNOLOGIES, INC- www.athenatechnologies.com

Appendix C
Grain Size Data Summary Graphs
Olsen Associates, Inc.
Jay Bird Shoals, Bald Head Island, North Carolina
July 2017
100
Percent Accessory Constituents
1.0
0.8
0.6
0.4
0.29
0.17
0.19
0.19 0.21 0.20
0.20
0.22
E
0.2
`-'
N
++
v 10
0.0
N
�
a
L
6.2
-0.2
8.2
N
4.7
7.2 1.35
6.4
-0.4
0.00
4.1
5.5
-0.6
0.00
3.08
3.08 1.11 0.29
0.34
-0.8
2.12
0.38
0.10
1.32 1.52
1.31
1.44
1
1.16
-1.0
BH12017-01
BH12017-02
BH12017-03 BH12017-04 BH12017-05 BH12017-06
BH12017-07
BH12017-08
% Silt % Gravel % Carbonate Mean Grain Size (mm)
1293 Graham Farm Road, PO Box 68
4^01 Page C-1 McClellanville, South Carolina 29458
low" E HJR [phone]
T EC H N O LOG I E5. INC. www.athenatechnologies.com

Appendix C
Grain Size Data Summary Graphs
Olsen Associates, Inc.
Jay Bird Shoals, Bald Head Island, North Carolina
July 2017
Combined Grain Size Distribution Curves
100
80
t
M
60
L
LL
40
N
v
L
a
20
0
19.00 16.00 5.60 4.75 4.00 2.80 2.00 1.40 1.00 0.71 0.50 0.36 0.25 0.18 0.13 0.09 0.08 0.06
Grain Size (millimeters)
B H12017-01 B H12017-02 B H12017-03 B H12017-04 B H12017-05 B H12017-06 —BH12017-07 —BH12017-08
1293 Graham Farm Road, PO Box 68
4^01 Page C-2 McClellanville, South Carolina 29458
low" E HJR [phone]
T EC H N O LOG I E5. INC. www.athenatechnologies.com

Appendix C
Grain Size Data Summary Graphs
Olsen Associates, Inc.
Jay Bird Shoals, Bald Head Island, North Carolina
July 2017
Grain Size Distribution Statistics
1.2 20
15
1.0
—
S
10
t
O
fA 0.8
to
N
O
5
N
N_
CO 0.6
0
�
•L
rn
N
C7
i
-5 3:
y 0.4
Y
CO
-10
0.2
-15
0.0
L
-20
B H12017-01 B H12017-02 B H12017-03 B H12017-04 B H12017-05 B H12017-06 B H12017-07 B H12017-08
Mean Grain Size (mm) _ Sorting (phi) Skewness Kurtosis
1293 Graham Farm Road, PO Box 68
4^01 Page C-3 McClellanville, South Carolina 29458
low" E HJR [phone]
T EC H N O LOG I E5. INC. www.athenatechnologies.com