20200888 Ver 1_CAMA Application_20200706

0
July 6,2020
MEMORANDUM:
FROM: Gregg Bodnar, Assistant Major Permits Coordinator
NCDEQ - Division of Coastal Management
400 Commerce Ave., Morehead City, NC 28557
Fax: [phone] (Courier 04-16-33)
arego.bodnarCWncdenr.00v
SUBJECT: CAMA Major Permit Application Review
ROY COOPER
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MICHAEL S. REGAN
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BRAXTON DAVIS
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Applicant: Burton Farm Development, Arlington Place
Project Location: On Nauss River off NC Highway 306 Arlington Place Subdivision at 0 Burton
Farm Rd. in Minnesott Beach in Pamlico County
Proposed Project: To construct an upland basin with two access channels, two rip rap groins,
multi slip pier, dry stack facility, boat ramp bridge, clubhouse and rip rap
shoreline stabilization
Please indicate below your agency's position or viewpoint on the proposed project and
return this form to Greaa Bodnar at the address above by July 27, 2020. If you have any questions
regarding the proposed project, contact Kelly Spivey [phone] when appropriate, in-depth comments
with supporting data is requested.
REPLY: This agency has no objection to the project as proposed.
"Additional comments may be attached"
This agency has no comment on the proposed project.
PRINT
AGENCY
SIGNATURE
DATE
This agency approves of the project only if the recommended changes
are incorporated. See attached.
This agency objects to the project for reasons described in the attached comments.
State of No,tharoma Environmental Qoality I Coastal Management
400 Commerce Ave. Morehead City, NC 28557 [phone]

DIVISION OF COASTAL MANAGEMENT
FIELD INVESTIGATION REPORT
1. APPLICANT'S NAME: Burton Farm Development, Arlington Place
2. LOCATION OF PROJECT SITE: on Neuse River off NC Highway 306 in the Arlington Place
Subdivision at 0 Burton Farm Rd. in Minnesott Beach, in Pamlico County, North Carolina
Location - 34' 59' 18" N 760 50' 35" W
3. INVESTIGATION TYPE: CAMA & State Dredge and Fill
4. INVESTIGATIVE PROCEDURE: Dates of Site Visit — 12 June 2020
Was Applicant Present — Yes, Agent
PROCESSING PROCEDURE: Application Received —19 June 2020
Office — Washington
SITE DESCRIPTION:
(A) Local Land Use Plan — Pamlico County
Land Classification from Pamlico County LUP — land (farm or open land), water (estuarine waters)
(B) AEC(s) Involved: EW, PTA, ES, PTS
(C) Water Dependent: YES
(D) Intended Use: Private
(E) Wastewater Treatment: Existing - N/A
Planned — On -site treatment system
(F) Type of Structures: Existing ditch, drain tiles
Planned — upland basin, 2 access channels, bulkhead, rip rap, groins,
marina pier, dry stack, clubhouse, boat ramp, parking areas
(G) Estimated Annual Rate of Erosion: 2.0'-3.0', after Hurricane Dorian
Source - applicant
7. HABITAT DESCRIPTION: [AREA]
DREDGED FILLED OTHFR
(A) Vegetated Wetlands
(B) Neuse River bottom
t45,189 ft2
t2,258 ft2 filled
t3,000 ft2 shaded
excavated
(groins)
(pier)
channels
(C) Other
±72,625 ft2
Highground
excavated(basin)
±174,240 ft2
(spoil disposal)
±55,000 ft2
(impervious/built
upon)
t11,970 ft2
(rip rap revetment)
±332,679 ft2
(parking and other
disturbed areas)

(D) Total Area Disturbed: t16 acres (t696,960 sq. ft.)
(E) Primary Nursery Area: No
(F) Water Classification: SB;Sw,NSW Open: no
8. PROJECT SUMMARY: The applicant proposes to construct an upland basin with two access channels,
two rip rap groins, multi -slip pier, dry stack facility, boat ramp, bridge, clubhouse and rip rap shoreline
stabilization.

Burton Farm Development
Arlington Place
0 Burton Farm Rd., Minnesott Beach
Pamlico County
Project setting
Quible & Associates, P.C. on behalf of Burton Farm Development has submitted the attached
CAMA Major Permit application for construction of an upland basin with two access channels, two
rip rap groins, multi -slip pier, dry stack facility, boat ramp, clubhouse and rip rap shoreline
stabilization. The project site is located of NC Highway 306 in the Arlington Place subdivision at 0
Burton Farm Rd., in Minnesott Beach on the Neuse River in Pamlico County, North Carolina.
The Arlington Place site is approximately 437 acres in size and is part of the larger Burton
Farm Development which has been subdivided into three phases: Mill Creek (Phases I and II) and
Arlington Place, which is phase III. This permit application specifically deals with Arlington Place.
The existing site consist of fallow agriculture land and approximately 143 acres of Section 404
wooded wetlands. The only man-made features on this property is a network of ditches and drainage
tiles that were installed when the land was in agricultural production. This project has been the
subject of multiple Agency scoping meetings.
The shoreline is f2,784 linear feet in length. This shoreline is characterized by a 10'-20'
eroding high bluff. There is an area of beach between the base of the high bluff and Normal Water
Level (NWL) which varies is width from 10' to 20'. This beach area has sporatic stands of spartina
patens throughout. The beach ranges from NWL to approximately 4.0' in elevation at the base of the
bluff. The bluff is vegetated with pines, various hardwoods and scrub shrub growth.
The property is bordered on the upstream (north) by Mill Creek subdivision and downstream
(south) side by single-family residential lots.
The Neuse River in this area is classified SB;Sw,NS W by the Environmental Management
Commission. This section of the River is designated as coastal waters, and is in the Neuse River
basin and is not open to shell fishing. The project site is not located within a Primary Nursery Area.
A SAV survey conducted in May of 2018 by Quible and Associates did not indicate the presence of
SAV. The results of a flushing model for the proposed basin have been provided in the CAMA
Major Permit application.
Project description
The applicant proposes to excavate a 1.66 acre (t875 ft. long x t 83 ft. wide x -6.0 ft..deep)
upland basin that will have one 693 ft. long x 60 ft. wide main access channel on the south
(downstream) and another 90 ft. long x 40 ft. wide flushing channel to the north (upstream). The
access channel will be excavated to a depth of -6.0 ft. below NWL while the flushing channel will be
excavated to a depth of -4.0 ft. below NWL. The upland basin shoreline will be stabilized with 1,074
linear feet of bulkhead. The 665 linear feet of high bluff shoreline between the two channels will be
stabilized with a rip rap revetment measuring 18 ft. in base width. A 95 ft. long groin with a base
width of 10' is proposed on the south side of the flushing channel. The navigation channel will be
stabilized on the north side with a 109 ft. long groin with a base width of 12 feet. A 80 ft. long x 12
ft. wide bridge with a clearance of 7.5' is proposed over the north end of the upland basin which will
lead to a 1,890ft2

Burton Farm Development
Arlington Place
0 Burton Farm Rd., Minnesott Beach
Pamlico County
Page 2
pavilion located between the upland basin and the Neuse River. The upland basin will have 20 wet
slips adjacent to a 335 ft. long x 10 ft. wide boardwalk/dock immediately adjacent to the basin slips.
A 144 slip, 36,000 ft', dry stack facility with a 750 ft' marina office is proposed landward of the wet
slips and boardwalk. A 20 ft. wide by 55 ft. long boat ramp with 4' wide launch piers on both sides
located in the upland basin is proposed immediately North of the dry stack building. Parking areas
will be located to the north and east of the proposed dry stack facility.
Immediately south of the basin and dry stack facility a 16,284 ft' clubhouse is proposed
approximately 160 feet landward of NWL. This clubhouse will tie in to a 300 ft. long x 6 ft. wide
pier with a 30 ft. x 20 ft. T-Head platform on the terminal end. Along both sides of this proposed pier
a total of 20 — 3 ft. wide x 20 ft. long finger piers are proposed to create 20 wet slips. Two 30 ft. long
vertical groins are proposed south of the navigation channel and two vertical groins are proposed
north of the flushing channel.
Anticipated impacts
The applicant proposes to excavate approximately 45,180 ft' of River bottom to create the
two channels. Approximately 72,625 ft' of uplands will be excavated to create the upland basin. A
4.0 acre spoil disposal area is located on the same tract of land as the proposed development.
Approximately 2,258 ft' of River bottom will be filled for the installation of the two rip rap groins.
The rip rap revetment located between the channels will cover 11,970 ft' of shoreline beach, and
disjointed stands of spartina patens, in the area between the high bluff and NWL. Approximately
3,000 ft'of River bottom will be shaded as a result of the pier, platform and finger pier construction.
Approximately 55,000 ft' (1.3 acres) of uplands will be disturbed for the construction of the
dry stack, clubhouse, marina office and parking area. Approximately 23% of the property will be
covered by impervious and/or built -upon areas. The total land disturbance for these proposed
development activities is 16.84 acres. The applicant proposes to pump sewage to a permitted
treatment facility on -site.
Kelly Spivey — 29 June 2020

May 13, 2020
Mr. Warren D. Eadus, P.G.
Quible & Associates, P.C.
PO Drawer 870
Kitty Hawk, NC 27949
Re: Burton Farm Development Company, LLC
Minnesott Beach, Pamlico Beach
Deed Book/Page 454/918 PCA 145-3
Arlington Place CAMA Permitting
Mr. Eadus
As authorized agent for Burton Farms Development Company, LLC, rightful owners of
the above referenced parcels, Quible & Associates, P.C. is hereby authorized to act as
agent for purposes of environmental permitting (CAMA, DWR, USACE, DEMLR etc.).
Sincerely,
Burton Farm Development Company, LLC
Doug nderson, President
BNE Land & Development Division
Boddie -Noel) Enterprises, Inc.

Arlington Place CAMA Major Permit Application June 16, 2020
Burton Farm Development Company, LLC
ARLINGTON PLACE MARINA PROJECT NARRATIVE
Site Location
The site is an approximately 437-acre parcel located along the Neuse River accessed via
Burton Farm Road (NCSR 1120) and roughly centered around latitude 34.99322720 N and
longitude 76.84045380 W (Figure 1- relevant portion of USGS Quadrangle Cherry Point with
project area highlighted). Arlington Place is part of the larger Burton Farm Development, LLC
property which has been subdivided into three phases: Mill Creek (Phases I and 11) and
Arlington Place (Phase III). This request deals specifically with a proposed marina development
within Arlington Place (Phase III). The attached USGS Quadrangle -Cherry Point (with the
marina development area highlighted in blue) shows the location of the project area.
A deed and survey of Arlington Place (including Mill Creek Phases I and II) is provided as
Attachment A.
Existing Development and Site Conditions
Existing development on site consists of fallow agricultural land and approximately 143 acres of
Section 404 wetlands primarily situated around several blue line streams draining the interior of
the property. Existing man-made drainage "improvements" consist of a network of tiles and
ditches that drain the former agricultural land into the adjacent wetland systems. Several
unimproved dirt roads traverse the property.
The shoreline along the Neuse is best characterized as a high bluff with cliffs of nearly 20 feet
near the southeast corner of the property and gradually tapering to 10 feet as you move to the
northwest corner of the property. The bluff reflects the general trend of the topography along
the Neuse. Interior elevations average 20 feet above Mean Sea Level (MSL). The development
concept for Arlington Place is subject to Master Plan approval (zoned R-MU). A draft plan
showing the planned development for all of Arlington Place including the reduced upland marina
basin as shown on the attached CAMA Site Plans has been presented to the Town of Minnesott
Beach. The latest development concept envisions a much less dense upland development
along with a reduced marina concept that still provides safe harbor for vessels. A draft copy of
a Master Plan Amendment is included as Attachment B.
Issued Permits and Permittinq History
1. A North Carolina State Environmental Protection Act (SEPA) Document was prepared
for this project and a Finding of No Significant Impact (FONSI) Letter was issued on
November 3, 2008 related to a proposed upland marina basin and accompanying
residential subdivision.
2. A Soil Erosion and Sedimentation Control Permit (Pamli-2010-006) was issued on
November 23, 2009 for a "Marina Test Hole". A Soil Erosion and Sedimentation Control
Permit (Pamli-2011-008) that included upland and marina development was issued on
December 16, 2010.
3. A low -density Stormwater Permit (SW7100308) was issued on August 10, 2010 for the
low -density section of the proposed subdivision. A High -Density Stormwater Permit
(SW7100205) was issued on June 14, 2011 for high density portions of the
development.
4. A 401 Water Quality Certification was issued (DWQ #11-0008) on April 20, 2011.
5. CAMA Major Permit #85-11 was issued on July 14, 2011 for a ten -acre upland basin
with connection to the Neuse River. The CAMA Permit included the marina, dry stack
storage, clubhouse and all associated infrastructure and support. CAMA Mae rt�VED
#85-11 was renewed through 2017 at which time DCM would no longer rene L
JUN 19 2020

Arlington Place CAMA Major Permit Application
Burton Farm Development Company, LLC
June 16, 2020
issued permit.
A High Rate Infiltration System (HRIS) Permit (No. WQ0035232) was renewed on May
5, 2017 (valid through April 30, 2022) for the construction and operation of an onsite
wastewater treatment facility capable of treating and disposing of up to 200,000 gallons
per day. The HRIS Permit relies on the previously approved USACE Wetlands Plat
(signed by USACE on October 7, 2009) and has been kept active by the applicants
since issuance on September 8, 2011.
As a courtesy, digital copies of each of these permits can be found at: https:Hbit.ly/AP Permits
Avoidance and Minimization
The attached plans and application reflect many years of changes to the property development
concept. These changes are primarily a reflection of housing market demands and trends.
Burton Farm Development Company, LLC was permitted to construct a 10-acre upland marina
basin (excavated to -8.0') with 200 dry stack storage slips and 99 wet slips sized for large
sailboats and cruisers. The size of the marina basin has been reduced to 1.66 acres and two
channels are proposed to promote flushing. The proposed development will not impact any
Section 404 Wetlands and stormwater runoff will be captured and treated using a series of dry
infiltration basins and other approved stormwater control measures (SCMs).
In addition to a reduction in the overall marina size and intensity, the surrounding future
development will be less dense than the previously approved development. Please note, the
changes to the surrounding development involve seeking approvals from the Town of Minnesott
Beach through a Master Plan Amendment (Attachment B). Upland development associated
with the marina has been moved back from the shoreline to the maximum extend practicable so
that DWR Buffer Impacts are limited to crossings necessary for access to the slips, boat ramp
(including small area for turn around) and the dry stack boat drop.
Stormwater
All stormwater runoff generated by proposed impervious surfaces will be captured and
conveyed to a series of onsite Stormwater Control Measures (SCMs). A state stormwater
permit will be sought for the proposed development. In addition, the development will require a
NCG19000 (applicable to marinas). Please note, all boat rinsing/washdown will occur inside the
proposed dry stack storage building and this effluent will be treated to a residential standard
prior to being pumped to the permitted wastewater treatment facility.
All buffers will be vegetated (to provide diffuse flow) and stormwater runoff from impervious
surfaces will be directed away from surface waters to approved SCMs.
401 Water Quality Riparian Buffers—Neuse River Basin
The proposed project occurs within the Neuse River Basin (SB-NSW) and as proposed the
upland basin and development will impact Zone I and Zone II Buffers as indicated on the
attached CAMA Major Site Plans and Buffer Zone Authorization Plan (Attachment C).
Structures and uses that are not allowed in Zone 1 and Zone II Buffers have been situated
outside of the buffers and as shown on the attached plans.
Wastewater
All wastewater generated from the proposed project will be pumped to a permitted and yet to be
built wastewater treatment plant with an associated high rate infiltration pond. The wastewawr
permit allows for a series of treatment systems and ponds that collectively arERS"W
JUN 19 2020
DCM-WARD

Arlington Place CAMA Major Permit Application
Burton Farm Development Company, LLC
June 16, 2020
handling up to 200,000 gallons per day of residential wastewater. At this time there are only
plans to build one treatment facility and disposal pond that can treat up to 50,000 gallons per
day.
The design flow for the proposed layout (22,050 gpd at total build out) is as follows:
1. Marina (240 Total Slips at build out @ 10 gallons/day)
2,400 gpd
2. Public Restroom Facility, 6 full bathrooms (toilet, lavatory,
showers) 250 gpd/fixture
4,500 gpd
3. Dry Stack/Marina Offices (6 employees @25 gpd)
150 gpd
4. Clubhouse (100 gallons/ day per member @ 150 members)
15,000 gpd
Boat washdown will be limited to areas inside of the dry stack storage building. A series of
drains will convey boat washdown water to pre-treatment (settling tanks, oil and grit separators
etc.) tanks that will then pump wastewater effluent to the permitted wastewater treatment plant.
The boat washdown water will be required to be treated to residential standards before disposal
into the wastewater treatment facility.
SAV Survev
A Submerged Aquatic Vegetation survey (SAV) was conducted in May of 2018. SAV was not
present within the project area during the 2018 survey. SAV was also not observed within the
project boundaries at any time during the summer of 2019 flushing model data collection. A
lack of SAV on the Neuse shoreline within this specific project area is well documented.
Basin Flushinq Model
A flushing model has been performed for the selected basin geometry as shown the attached
Figures 1-2-CAMA Major Site Plan. The flushing model was discussed with NCDEQ DWR
prior to data collection during the summer of 2019. A Basin Flushing Model -Data Collection Plan
was submitted on May 14, 2019 and onsite weather, water level and velocity data were
collected through September 2019 for use in the hydrodynamic model. A copy of the Arlington
Place Marina Hydrodynamic and Water Quality Report prepared by AECOM is attached as
Attachment D.
The original basin geometry was changed from a segmented basin with one central channel to a
basin with a main navigation channel and flow through (flushing) channel. This two -channel
design is required to reduce projected long flushing times which would result in predicted low
dissolved oxygen values. Based on the modeling results of this two -channel design, the
proposed marina configuration flushes in approximately three days and the average dissolved
oxygen concentrations are always above 5.0 mg/L.
Proposed Work
The developer proposes to construct: an approximately 1.66 acre upland basin with 20
permanent wet slips, wooden boardwalk with pedestrian access, boat ramp, dry stack storage
building (144 slips) and 750 square feet marina office. The dry stack will be capable of housing
up to 144 boats with a concrete boat drop and all associated infrastructure to include: fuel
tanks, water, sewer, stormwater, electric, parking etc. The developers also propose to construct
a clubhouse and all associated infrastructure to include: water, sewer, stormwater, electric,
parking and etc. This proposal also includes a 300 linear feet pier into the Neuse River with 20
seasonal or "fair weather" slips.
The upland basin will be lined with vinyl and wood bulkheads (1,704 LF) as requ�gl�j'vE®
JUN 19 2020
DCM.VVAR®

Arlington Place CAMA Major Permit Application
Burton Farm Development Company, LLC
June 16, 2020
flushing model to encourage flow. Two channels are proposed, one navigation channel
measuring 693 linear feet by 60 feet wide (dredged to -6.0' at NWL) and one flushing channel
measuring 90 linear feet by 40 feet wide (dredged to -4.0' at NWL). All proposed dredging and
excavation will be done mechanically. The Neuse shoreline is proposed to be stabilize by
placing a 665 feet long riprap revetment along with two rip rap jetties (107 linear feet along the
navigation channel and 97 feet along the flushing channel) to protect the marina entrance and
flushing channel. The applicants also propose to construct a 1,890 sf open air pavillion and 80
feet by 12 feet wooden bridge with gravel tire track access road to the bridge to access the
island created by the excavation of the channels. Four 30 feet long groins constructed of wood
and vinyl are proposed as shown on the attached plans. All proposed work is shown on the
attached Figures 1-3.
RECEIVED
JUN 19 2020
DCM-WARO

DCM MP-1
APPLICATION for
Major Development Permit
(last revised 12/27/06)
North Carolina DIVISION OF COASTAL MANAGEMENT
1. Primary Applicant(Landowner Information
Business Name
Burton Farm Development Company, Llc
Project Name (if applicable)
Arlington Place Marina
Applicant 1: First Name
Doug
MI
Last Name
Anderson
Applicant 2: First Name
MI
Last Name
If additional applicants, please attach an additional page(s) with names listed.
Mailing Address
PO Box
1908
City
Rocky Mount
State
NC
ZIP
27802
Country
USA
Phone No.
252 - 937 - 2800 ext.
FAX No.
252 - 937 - 6009
Street Address (if different from above)
Ciry
State
ZIP
Email
[e-mail]
2. Agent/Contractor Information
Business Name
Quible & Associates P.0
Agent/ Contractor 1: First Name
MI
Last Name
Warren
D
Eadus
Agent/ Contractor 2: First Name
MI
Last Name
Mailing Address
PO Box
City
State
870
Kitty Hawk
NC
ZIP
Phone No. 1
Phone No. 2
27949
252-491-8147
ext
ext.
FAX No.
Contractor N
Street Address (if different from above)
City
State
ZIP
8466 Caratoke Hwy Building 400
Powells Point
NC
27966 -
Email
[e-mail]
<Form continues on back>
RECEIVED
JUN 19 2020
252-808-2808 :: 1.888-4P,COAST :: www.nccoastalmanageDOWWAR0

Form DCM MP-1 (Page 2 of 5)
APPLICATION for
Major Development Permit
3. Project Location
County (can be multiple)
Street Address
State Rd. If
Pamlico
0 Burton Farm Road
1120
Subdivision Name
City
State
Zip
Arlington Place
Minnesott
NC
Phone No.
Lot No.(s) (if many, attach additional page with list)
ext.
See attached, I I ,
a. In which NC river basin is the project located?
b. Name of body of water nearest to proposed project
Neuse
Neuse River
c. Is the water body identified in (b) above, natural or manmade?
d. Name the closest major water body to the proposed project site.
®Natural ❑Manmade ❑Unknown
Nauss River
e. Is proposed work within city limits or planning jurisdiction?
f. If applicable, list the planning jurisdiction or city limit the proposed
®Yes ❑No
work falls within.
Minnesott Beach
4. Site Description
a.
Total length of shoreline on the tract (ft.)
b. Size of entire tract (sq.ft.)
2,784 (Commercial Marina Lot 1,397 If)
19,027,671 (Proposed Marina Lot 1,084,637)
c.
Size of individual lot(s)
d. Approximate elevation of tract above NHW (normal high water) or
See Attached Exhibit B Master Plan Amendment ,
NWL (normal water level)
Proposed commercial marina lot +/- 24.9 acres,
20ft ❑NHW or ®NWL
(If many lot sizes, please attach additional page with a list)
e.
Vegetation on tract
Shoreline along Neuse River is dominated by shrub and herbaceous species including B. halimifolia and S. nigra with some
areas of sparse spartina, juncus and similar emergent species occurring near shore. The shoreline is a high bluff with pine,
willow and shrubs established in loose eroded soils. The majority of the Site is a former agricultural field that is mostly
maintained (bush hogged annually) with some areas of open field succession and volunteering pine species.
f.
Man-made features and uses now on tract
Arlington Place is a multi -phase subdivision. This request deals with the undeveloped lands that comprise Phase III.
Phases I and II are referred to as Mill Creek Phase I and Phase If. Man made features on Phase III are limited to a
permitted community pier and boat dock, bulkhead and pre-existing dirt road (Burton Farm Rd. SR 1120).
g.
Identify and describe the existing land uses adiacent to the proposed project site.
Adjacent land uses include single family residences, a youth camp with marina, and undeveloped lands.
h.
How does local government zone the tract?
i. Is the proposed project consistent with the applicable zoning?
Residential Mixed Use (R-MU)
(Attach zoning compliance certificate, if applicable)
®Yes ❑No ❑NA
j.
Is the proposed activity part of an urban waterfront redevelopment proposal? ❑Yes ®No
k.
Has a professional archaeological assessment been done for the tract? If yes, attach a copy. Was ❑No ❑NA
If yes, by whom? Environmental Services, Inc.
I.
Is the proposed project located in a National Registered Historic District or does it involve a ❑Yes ®No ❑NA
National Register listed or eligible property?
JUN 19 2020
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Form DCM MP-1 (Page 3 of 5)
APPLICATION for
Major Development Permit
<Form continues on next page>
m. (1) Are there wetlands on the site? ®Yes ❑No
(ii) Are there coastal wetlands on the site? ®Yes ❑No
(iii) If yes to either (i) or (ii) above, has a delineation been conducted? ®Yes [:]No
(Attach documentation, if available)
n. Describe existing wastewater treatment facilities.
Burton Farm Development Company has permission to construct a central wastewater treatment system and High Rate
Infiltraiton System (W00035232) for operation of a 200,000 gallon per day wastewater treatment facility. Boat wash down
water will be pre-treated (to residential strength) prior to being pumped to the WWTP.
o. Describe existing drinking water supply source.
Water is available from the Pamlico County Public Water System.
p. Describe existing storm water management or treatment systems.
A North Carolina Department of Energy Mineral and Land Resources Stormwater Permit will be required for the proposed
marina development. The attached CAMA plans show the general locations of all SCMs that will be designed and permitted.
All stormwater will be managed onsite with no direct discharge.
5. Activities and Impacts
a.
Will the project be for commercial, public, or private use? ®Commercial ❑Public/Government
®Private/Community
b.
Give a brief description of purpose, use, and daily operations of the project when complete.
The proposed marina is intended to serve the Arlington Place community and public with a safe harbor and full service
marina, drystack storage, clubhouse and restaurant. Daily operations will include launching boats, fuel service, docking, and
other recreational activities. Boats will be rinsed inside of the proposed dry stack storage facility. There will not be any
engine or maintenance service at this facility.
c.
Describe the proposed construction methodology, types of construction equipment to be used during construction, the number of each type
of equipment and where it is to be stored.
The basin and channels will be dredged using mechanical methods (excavators and barges). All in water marine
construction and placement of rip rap will be performed by barge. All docks, piers and bulkheads will be constructed using
standard marine contracting methods. The basin will be excvated leaving land plugs in place until the basin is shaped. All
equipment will be stored in uplands and barges for in water work will be secured by traditional methods.
d.
List all development activities you propose.
Construct an approx. 1.66 acre upland basin with 20 permanent wet slips, piers, boardwalk, and boat ramp. Construct a dry
slack storage building and 750 sf marina office. The dry stack will be capable of housing up to 144 boats with a concrete
boat drop and all associated infrastructure to include: marina office building, fuel tanks, water, sewer, stormwater, electric,
parking and etc. Construct a clubhouse, 20 seasonal or "fair weather" slips and all associated infrastructure to include:
water, sewer, stormwater, electric, parking and etc. The basin will be lined with vinyl and wood bulkheads (1,704 If). Two
channels are proposed, one navigation channel measuring 693 linear feet by 60 feet wide (dredged to -6.0' at NWL) and one
flushing channel measuring 95 linear feet by 40 feet wide (dredged to -4.0' at NWL). Construct a 665 feet long riprap
revetment along the Neuse River with two rip rap jetties (107linear feet along the navigation channel and 97 feet along the
flushing channel). Construct a 1,890 sf pavillion and 80 feet by 12 feet wooden bridge.
e.
Are the proposed activities maintenance of an existing project, new work, or both? New
f.
What is the approximate total disturbed land area resulting from the proposed project? 16.84 ❑Sq.Ft or ®Acres
g.
Will the proposed project encroach on any public easement, public accessway or other area ❑Yes ®No ❑NA
that the public has established use of?
h.
Describe location and type of existing and proposed discharges to waters of the state.
There are no exisitng discharges to waters of the State. The proposed development will direct stormwater runoff to permitted
SCMs and will not directly disharge runoff to waters of the state.
RECEIVED
JUN 19 2020
252-808-2808 .. 1.888-41RCOAST .. www.nccoastalmanage"011CIryteWAR0

Form DCM MP-1 (Page 4 of 5) APPLICATION for
Major Development Permit
I. Will wastewater or stormwater be discharged into a wetland? ❑Yes ®No ❑NA
If yes, will this discharged water be of the same salinity as the receiving water? []Yes []No ®NA
j. Is there any mitigation proposed? []Yes ®No ❑NA
If yes, attach a mitigation proposal.
<Form continues on back>
6. Additional Information
In addition to this completed application form, (MP-1) the following items below, if applicable, must be submitted in order for the application
package to be complete. Items (a) — (f) are always applicable to any major development application. Please consult the application
Instruction booklet on how to properly prepare the required items below.
a. A project narrative.
b. An accurate, dated work plat (including plan view and cross -sectional drawings) drawn to scale. Please give the present status of the
proposed project. Is any portion already complete? If previously authorized work, clearly indicate on maps, plats, drawings to distinguish
between work completed and proposed.
c. A site or location map that is sufficiently detailed to guide agency personnel unfamiliar with the area to the site.
d. A copy of the deed (with state application only) or other instrument under which the applicant claims title to the affected properties.
e. The appropriate application fee. Check or money order made payable to DENR.
I. A list of the names and complete addresses of the adjacent waterfront (riparian) landowners and signed return receipts as proof that such
owners have received a copy of the application and plats by certified mail. Such landowners must be advised that they have 30 days in
which to submit comments on the proposed project to the Division of Coastal Management.
Name Christopher Bahret ET UX Phone No.
Address 2410 Londonderry Rd. Alexandria, VA 22308
Name Camp Seafarer Phone No.
Address 1601 Hillsborough Street, Raleigh, NC 27605
Name Phone No.
Address
g. A list of previous state or federal permits issued for work on the project tract. Include permit numbers, permittee, and issuing dates.
See attached Exhibit B-List of Permits
h. Signed consultant or agent authorization form, if applicable.
i. Wetland delineation, if necessary.
j. A signed AEC hazard notice for projects in oceanfront and inlet areas. (Must be signed by property owner)
k. A statement of compliance with the N.C. Environmental Policy Act (N.C.G.S. 113A 1-10), if necessary. If the project involves expenditure
of public funds or use of public lands, attach a statement documenting compliance with the North Carolina Environmental Policy Act.
7. Certification and Permission to Enter on Land
I understand that any permit issued in response to this application will allow only the development described in the application.
The project will be subject to the conditions and restrictions contained in the permit.
I certify that I am authorized to grant, and do in fact grant permission to representatives of state and federal review agencies to
enter on the aforementioned lands in connection with evaluating information related to this permit application and follow-up
monitoring of the project.
I further ce ify th t the information provided in this application is truthful to the best of my knowledge.
Date Print Name11 �iTLj�t) DECEIVED
141
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Form DCM MP-1 (Page 5 of 5)
APPLICATION for
Major Development Permit
Please indicate application attachments pertaining to your proposed project.
®DCM MP-2 Excavation and Fill Information ®DCM MP-5 Bridges and Culverts
®DCM MP-3 Upland Development
®DCM MP-4 Structures Information
RECEIVED
JUN 19 2020
6A4aM-WAR0
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Form DCM MP-2
EXCAVATION and FILL
(Except for bridges and culverts)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
Describe below the purpose of proposed excavation and/or fill activities. All values should be given in feet.
Access
Other
Channel
Canal
Boat Basin
Boat Ramp
Rock Groin
Rock
(excluding
(NLW or
Breakwater
shoreline
NWL)
stabilization
Nay. 693
Length
875
55
96 & 109
Flush 90
Nay. 60
Width
Avg. 83
20
10 to 12
Flush 40
Avg. Existing
3 NWL
N/A
Installed in
NA
NA
Depth
upland basin
Final Project
Nev. -6 NWL
Depth
Flush 4 NWL
-6 NWL
-5
NA
NA
1. EXCAVATION
a. Amount of material to be excavated from below NHW or NWL in
cubic yards.
9,774
c. (1) Does the area to be excavated Include coastal wetlands/marsh
(CW), submerged aquatic vegetation (SAV), shell bottom (SB),
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
ECW 1000 ❑SAV ❑SB
OWL ❑None
(ii) Describe the purpose of the excavation in these areas:
S. patens fringe impacted (+/- 1,000 sf) for creation of navigation
and flushing channels.
❑This section not applicable
b. Type of material to be excavatf
Sandy clay to clayey sands
d. High -ground excavation in cubic yards.
65,542
2. DISPOSAL OF EXCAVATED MATERIAL ❑This section not applicable
a. Location of disposal area.
Onsite in location shown on Sheet 1 of 3 Arlington Place
Overall Plans dated 05/12/20
c. (i) Do you claim title to disposal area?
EYes ❑No ❑NA
(it) If no, attach a letter granting permission from the owner
e. (i) Does the disposal area include any coastal wetlands/marsh
(CW), submerged aquatic vegetation (SAV), shell bottom (SB),
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
❑WL ENone
(ii) Describe the purpose of disposal in these areas:
N/A
disposal area.
+/-four acres
d. (i) Will a disposal area be available for future maintenance?
EYes ❑No ❑NA
(ii) If yes, where?
In open area of project as shown on attached plans.
I. (i) Does the disposal include any area in the water?
❑Yes ENo ❑NA
(ii) If yes, how much water area is affected?
N/A
RECEIVED
JUN 19 2020
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12126/06

Form DCM MP-2 (Excavation and Fill, Page 2 of 3)
®Bulkhead ®Riprap ❑Breakwater/Sill []Other:
Width: rl�p revetment 18 ft. 1-2 ft bulhead
c. Average distance waterward of NHW or NWL: 0. Riprap
d. Maximum distance waterward of NHW or NWL: Revetment
revetment alingment will be staked prior to construction and
placed landward of NWL.
approved by DCM in order to minimize impacts to opportunistic
coastal wetlands fringe.
I. (i) Has there been shoreline erosion during preceding 12
e. Type of stabilization material:
Granite Riprap, timber and vinyl
months?
®Yes ❑No ❑NA
(ii) If yes, state amount of erosion and source of erosion amount
information.
2-3 feet after Hurricane Dorian --anecdotal.
g. Number of square feet of fill to be placed below water level.
h. Type of fill material.
Bulkhead backfill _ Riprap
Granite Riprap
Breakwater/Sill Other _
I. Source of fill material.
Granite quarry.
4. OTHER FILL ACTIVITIES ®This section not applicable
(Excluding Shoreline Stabilization)
a. (i) Will fill material be brought to the site? ❑Yes []NO []NA b. (i) Will fill material be placed in coastal wetlands/marsh (CW),
If yes,
(ii) Amount of material to be placed in the water
(III) Dimensions of fill area
(iv) Purpose of fill
5. GENERAL
a. How will excavated or fill material be kept on site and erosion
controlled?
FIII material will be contained by silt fencing, sediment ponds and
other best management practices as required. A SESC Plan
will be sought in conjunction with this CAMA Permit request for
all land disturbance activities.
c. (1) Will navigational aids be required as a result of the project?
®Yes ❑No ❑NA
(ii) If yes, explain what type and how they will be implemented.
Channel markers will be installed according to requirements set
forth by the US Coast Guard. Proposed navigational aid
locations are shown on the attached site plans.
submerged aquatic vegetation (SAV), shell bottom (SB), or
other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
OWL ❑None
(ii) Describe the purpose of the fill in these areas:
b. What type of construction equipment will be used (e.g., dragline,
backhoe, or hydraulic dredge)?
Excavators, barges, dumptrucks, front end loaders, conventional
consruction equipment etc. All equipment will be stored on site
in areas of uplands.
d. (i) Will wetlands be crossed in transporting equipment to project
site? []Yes ®No ❑NA
(ii) If yes, explain steps that will be taken to avoid or minimize
environmental impacts.
All work will occur outside of Section 404 Wetlands and no
wetlands will be crossed or impact�r�yri�p tpggtruchpy
252.808.2808::1-688-4RCOAST:: www.nccoastal ma nageme tit. net ®y M 2I26I06

& b �
Date —t
iU 4 vi J, !i "i
Project Name
-W W4& 44vu M)
Applll,abnt N
Appl t Si n lure
RECEIVE®
JUN 19 2020
®CM -WARD
252-808-2808 :: 1-888-4RCOAST :: www.nccoastainianagenient.net r, 12 'u iti:,

Form DCM MP-3
UPLAND DEVELOPMENT
(Construction and/or land disturbing activities)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
GENERAL UPLAND DEVELOPMENT
a. Type and number of buildings, facilities, units or structures b. Number of lots or parcels.
proposed. 1
One dry stack storage facility with a total footprint of 36,000
sf; 750 sf marina office; 16,284 sf clubhouse and all
associated parking and infrastructure as required. 1,890 sf
pavilion.
c. Density (give the number of residential units and the units per
acre).
N/A All devleopment on this lot is commercial to serve the
adjacent development. Adjacent development density
subject to Town of Minnesott Beach Master Plan.
e. If the proposed project will disturb more than one acre of land, the
Division of Land Resources must receive an erosion and
sedimentation control plan at least 30 days before land -disturbing
activity begins.
(i) If applicable, has a sedimentation and erosion control plan been
submitted to the Division of Land Resources?
❑Yes ®No ❑NA
(it) If yes, list the date submitted: A permit will be sought and
obtained well in advance of any land distrurbance.
g. Give the percentage of the tract within the coastal shoreline AEC to
be covered by impervious and/or built -upon surfaces, such as
pavement, building, rooftops, or to be used for vehicular driveways
or parking.
9.9%
i. Give the percentage of the entire tract to be covered by impervious
and/or built -upon surfaces, such as pavement, building, rooftops,
or to be used for vehicular driveways or parking.
23.3% (Assumes subdivied commerical marina lot)
j. Describe proposed method of sewage disposal.
Sewage will be pumped to permitted treatment facility and
disposed of in permitted onsite HRIS ponds.
I. Describe location and type of proposed discharges to waters of the
state (e.g., surface runoff, sanitary wastewater, industrial/
commercial effluent, "wash down" and residential discharges).
No discharges to waters of the state are proposed. Boat
d. Size of area to be graded, filled, or disturbed including roads,
ditches, etc.
16.84 Acres
I. List the materials (such as marl, paver stone, asphalt, or concrete)
to be used for impervious surfaces.
Impervious surfaces will be asphalt, paver stone, concrete,
gravel, and other traditional materials.
h. Projects that require a CAMA Major Development Permit may also
require a Stormwater Certification.
(i) Has a site development plan been submitted to the Division of
Water Quality for review?
[]Yes ®No ❑NA
(ii) If yes, list the date submitted: A NC DEMLR Stormwater
Permit will be sought and obtained well in advance of any
land distrubance.
k. Have the facilities described in Item (i) received state or local
approval?
®Yes []No ❑NA
If yes, attach appropriate documentation.
RECEIVED
m. Does the proposed project include an innovativSWm�vater�OZo
design? 9
❑Yes ®No ❑NA
Ifyes, attach appropriate documentation. DCM-WARD
252-808-28082 :: 1-888-4RCOAST :: www.nccoastatmanagement.net revised: 12/26/06

Form DCM MP-3 (Upland Development, Page 2 of 2)
washdown will be performed indoors and pre-treated to
residential effluent standards before being pumped to a
permitted WWTP and HRIS pond.
m. Describe proposed drinking water supply source (e.g.. well,
community, public system, etc.)
Pamlico County Water
o. When was the lot(s) platted and recorded?
2005
�ir/e! yU
Date
n. (i) Will water be impounded? ❑Yes ❑No ®NA
(ii) If yes, how many acres?
p. If proposed development is a subdivision, will additional utilities be
installed for this upland development?
®Yes ❑No ❑NA
RECEIVED
JUN 19 2020
DCM-WARD
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Form DCM MP-4
STRUCTURES
(Construction within Public Trust Areas)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
1. DOCKING FACILITY/MARINA CHARACTERISTICS ❑This section not applicable
a. (i) Is the docking facility/marina: b. (!)Will the facility be open to the general public?
®Commercial ®Public/Government ®Private/Community ®Yes ❑No
c. (1) Dock(s) and/or pier(s) d. (i) Are Finger Piers included? ®Yes ❑No
(ii) Number 6 total If yes:
(III) Length . (t) 300' main open water seasonal pier (1) 25' (H) Number 39
fuel dock (2) 50' ramp tie off (2) 30' boat drop (iii) Length (19) 20' (20) 10'
(iv) Width (2) 6' (2) 4' (2) 3' (iv) Width 3
(v) Floating ❑Yes ®No (v) Floating []Yes 2:DNo
e. (1) Are Platforms included? ®Yes ❑No f. (1) Are Boatlifts included? ❑Yes ENo
If yes: If yes:
(ii) Number 1 (ii) Number
(III) Length 20 (iii) Length
(iv) Width 30 (iv) Width
(v) Floating []Yes ®No
Note: Roofed areas are calculated from dripline dimensions.
g. (i) Number of slips proposed h. Check all the types of services to be provided.
40 wet slips: 144 dry stack storage slips ® Full service, including travel lift and/or rail, repair or
(it) Number of slips existing maintenance service
None in Phase III --a Permitted day dock is located on the ® Dockage, fuel, and marine supplies
property "up" the shorline from the Proposed L9 Dockage ("wet slips") only, number of slips: 40
commerical marina (identified on the attached plans). ® Dry storage; number of boats: 200
® Boat ramp(s); number of boat ramps: 1
❑ Other, please describe:
i. Check the proposed type of siting:
® Land cut and access channel
Eopen water; dredging for basin and/or channel
[]Open water; no dredging required
❑Other; please describe:
k. Typical boat length: 26 ft.
m. (1) Will the facility have tie pilings?
®Yes []No
(ii) If yes number of tie pilings?
20
j. Describe the typical boats to be served (e.g., open runabout,
charter boats, sail boats, mixed types).
Mixed types
I. (1) Will the facility be open to the general public?
OYes ❑No
252.808.2808 :: 1.888.4RCOAST :: www.nccoastalmanagement.net revised: 12/27/06

Form DCM MP-4
STRUCTURES
(Construction within Public Trust Areas)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
1. DOCKING FACILITY/MARINA CHARACTERISTICS
a. (1) Is the docking facility/marina:
®Commercial ®Public/Government ®Private/Community
❑This section not applicable
b. (i) Will the facility be open to the general public?
®Yes ❑No
c. (i) Dock(s) and/or pier(s)
d. (i) Are Finger Piers included? ®Yes ❑No
(ii) Number 6 total
If yes:
(iii) Length (1) 300' main open water seasonal pier 1 25'
(ii) Number 39
fuel dock (2) 50' ramp tie off (2) 30' boat drop
(iii) Length (19) 20' 20 10'
(iv) Width (2) 6' (2) 4' (2) 3'
(iv) Width 3
(v) Floating ❑Yes ®No
(v) Floating ❑Yes ®No
e. (1) Are Platforms included? ®Yes ❑No
I. (i) Are Boatlifts included? ❑Yes ®No
If yes:
If yes:
(ill Number 1
(ii) Number
(iii) Length 20
(iii) Length
(iv) Width 30
(iv) Width
(v) Floating ❑Yes ®No
Note: Roofed areas are calculated from dripline dimensions.
g. (1) Number of slips proposed In. Check all the types of services to be provided.
40 wet slips: 144 dry stack storage slips ® Full service, including travel lift and/or rail, repair or
(ii) Number of slips existing maintenance service
None in Phase III --a permitted day dock is located on the ® Dockage, fuel, and marine supplies
Property "up" the shorline from the proposed ® Dockage ("wet slips") only, number of slips: 40
commerical marina (identified on the attached plans). ® Dry storage; number of boats: 200
® Boat ramp(s); number of boat ramps: 1
❑ Other, please describe:
i. Check the proposed type of siting:
® Land cut and access channel
®Open water; dredging for basin and/or channel
❑Open water; no dredging required
[]Other; please describe:
k. Typical boat length: 26 ft.
m. (i) Will the facility have tie pilings?
®Yes ❑No
(ii) If yes number of tie pilings?
20
j. Describe the typical boats to be served (e.g., open runabout,
charter boats, sail boats, mixed types).
Mixed types
I. (1) Will the facility be open to the general public?
®Yes []No
252-808.2808 :: 1.888.4RCDAST :: www.nccoastaimanagement.net revised: 12/27/06

Form DCM MP-4 (Structures, Page 2 of 4)
2. DOCKING FACILITY/MARINA OPERATIONS ❑This section not applicable
a. Check each of the following sanitary facilities that will be included in the proposed project.
® Office Toilets
® Toilets for patrons; Number: 8; Location: Marina office will have two toilets for patrons. Clubhouse will have additional restroom
facilities (6 or more) as requried by NC Building Code.
® Showers
® Boatholding tank pumpouk Give type and location: Mobile pumpout will be used.
b. Describe treatment type and disposal location for all sanitary wastewater.
A 200,000 gallon centralized sewer system and high rate infiltration ponds are permitted and will be constructed to serve the
marina and clubhouse.
c. Describe the disposal of solid waste, fish offal and trash.
Solid waste will be handled using approved dumpsters (locations shown on attached plans). Fish offal will be handled following
best management practices as outlined in the NC Clean Marina Handbook. A dedicated fish cleaning area will be constructed
and marina staff will dispose of fish waste daily.
d. How will overboard discharge of sewage from boats be controlled?
No overboard discharge will be allowed --signs will be posted at the boat ramp and boat docks as shown on the attached site
plans.
e. (i) Give the location and number of "No Sewage Discharge" signs proposed.
Three signs will be posted as shown on the attached site plans.
(ii) Give the location and number of "Pumpout Available" signs proposed.
Three signs will be posted as shown on the attached site plans.
f. Describe the special design, if applicable, for containing industrial type pollutants, such as paint, sandblasting waste and petroleum products.
Underground fuel tanks with appropriate secondary containment will be installed in the location as shown on the attached site
plans. All pumps lines and equipment will be new construction with secondary containment and all required safety features.
g. Where will residue from vessel maintenance be disposed of?
No vessel maintenance will be allowed in the marina. The dry stack storage buidling will have boat washdown inside the
structure and all wastewater will flow via floor drain to a pre-treatment system (tankage and oil/grit separator) capable of
treating effluent to residential standards for pumping to the permitted central wastewater system.
h. Give the number of channel markers and "No Wake" signs proposed. Four as shown on attached site plans and in consultation with
the USCG.
i. Give the location of fuel -handling facilities, and describe the safety measures planned to protect area water quality.
Location of fuel dock, tanks and dispenser are shown on the attached site plan. The marina will be staffed and fuel
dispensation will be monitored and performed by trained marina staff. A Spill Prevention Control and Countermeasures Plan
will be developed for the marina. All equipment will be desinged and constructed with secondary containment, shut off valves
etc.
j. What will be the marina policy on overnight and live -aboard dockage?
No live-abord dockage will be allowed.
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Form DCM MP-4 (Structures, Page 3 of 4)
k. Describe design measures that promote boat basin flushing?
The basin was modeled using EFDC software and the moedling resulted in the channel and basin morphology shown on the
attached site plans. Hydrodynamic modeling for this location predicts the need for a second flushing channel to promote flow
through as shown on the attached plans. Rock groins are located at the channel entrances along with solid vinyl breakwater
walls along the sides of the basin to further promote flushing.
I. If this project Is an expansion of an existing marina, what types of services are currently provided?
NA
m. Is the marinaldocking facility proposed within a primary or secondary nursery area?
❑Yes ®No
n. Is the marina/docking facility proposed within or adjacent to any shellfish harvesting area?
❑Yes ®No
o. Is the marina/docking facility proposed within or adjacent to coastal wetlands/marsh (CW), submerged aquatic vegetation (SAV), shell bottom
(SIB), or other wetlands (WL)? If any boxes are checked, provide the number of square feet affected.
❑CW ❑SAV ❑SB
❑WL ®None
p. Is the proposed marinaldocking facility located within or within close proximity to any shellfish leases? ❑Yes ®No
If yes, give the name and address of the leaseholder(s), and give the proximity to the lease.
NA
3. BOATHOUSE (including covered lifts) ®This section not applicable
a. (i) Is the boathouse structure(s):
❑Commercial ❑Public/Government ❑Private/Community
(ii) Number
(II) Length
(iv) Width
Note: Roofed areas are calculated from dripline dimensions.
4. GROIN (e.g., wood, sheetpile, etc. It a rock groin, use MP-2, Excavation and Fill.) ❑This section not applicable
a. (i) Number 4
(if) Length 30'
(Ili) Width 1_5'
5. BREAKWATER (e.g., wood, sheetpile, etc.) ®This section not applicable
a. Length b. Average distance from NHW, NWL, or wetlands
c. Maximum distance beyond NHW, NWL or wetlands
6. MOORING PILINGS and BUOYS ®This section not applicable
a. Is the structure(s): b. Number _
❑Commercial ❑Public/Government ❑Private/Community
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Form DCM MP-4 (Structures, Page 4 of 4)
C. Distance to be placed beyond shoreline
Note: This should be measured from marsh edge, if present.
e. Arc of the swing
7. GENERAL
a. Proximity of structure(s) to adjacent riparian property lines
1,475 linear feet
Note: For buoy or mooring piling, use arc of swing including length
of vessel.
c. Width of water body
+/- 3.1 miles at narrowest point
e. (I) Will navigational aids be required as a result of the project?
®Yes ❑No ❑NA
(ii) If yes, explain what type and how they will be implemented.
Green square (36" max with 12" military font lettering and
48" red equilateral triangle with 12 " miltary font letter will be
installed as shown on the attached plans. The signs will be
affixed to wood pilings (typ.).
d. Description of buoy (color, inscription, size, anchor, etc.)
b. Proximity of structures) to adjacent docking facilities.
350 If to dock on property owned by applicant. Nearest
docking facility not owned by property owner is
approximatley 2,500.
d. Water depth at waterward end of structure at NLW or NWL
-4.5 ft NWL for fixed pier. Basin will be constructed to -6.0'
below NWL.
B. OTHER ❑This section not applicable
a. Give complete description:
335 ft. by 10 ft. wooden boardwalk (situated over land) and pedestrian access stairs for patrons of the wet slips to access the
marina as shown on the attached plans.
s 1r3�zv
Date
t4ijV&-rooi PI. Cd {mil{�d
Project Name
RU%Dp nD Mkt
App'can Na e
Applicant Stnature
252-608.2808 :: 1.888-4RCOAST :: w mccoastalmanagement.net revised: 12/27/06

Form DCM MP-5
BRIDGES and CULVERTS
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
1. BRIDGES ❑This section not applicable
a. Is the proposed bridge:
❑Commercial ❑Public/Government ®Private/Community
c. Type of bridge (construction material)
Wood
e. (i) Will proposed bridge replace an existing bridge? ❑Yes ®No
If yes,
(ii) Length of existing bridge:
(III) Width of existing bridge:
(iv) Navigation clearance underneath existing bridge:
(v) Will all, or a part of, the existing bridge be removed?
(Explain)
g. Length of proposed bridge: 80 feet
I. Will the proposed bridge affect existing water flow? []Yes ®No
If yes, explain:
k. Navigation clearance underneath proposed bridge: Approx 7.5'
at NWL
b. Water body to be crossed by bridge:
Man made basin/channel
d. Water depth at the proposed crossing at NLW or NWL:
Approx. -5.0' (NWL)
f. (i) Will proposed bridge replace an existing culvert? []Yes ®No
If yes,
(ii) Length of existing culvert:
(iii) Width of existing culvert:
(iv) Height of the top of the existing culvert above the NHW or
NWL: _
(v) Will all, or a part of, the existing culvert be removed?
(Explain)
h. Width of proposed bridge: 12 feet
j. Will the proposed bridge affect navigation by reducing or
increasing the existing navigable opening? ®Yes ❑No
If yes, explain: This bridge is proposed primarily to provide
access to maintain island created from channel and basin
dredge. The bridge will also restrict boat traffic in and out
of what is a flushing channel not intended for motor boat
traffic.
I. Have you contacted the U.S. Coast Guard concerning their
approval? ❑Yes ®No
If yes, explain:
m. Will the proposed bridge cross wetlands containing no navigable n. Height of proposed bridge above wetlands: NA
waters? []Yes ®No
If yes, explain:
2. CULVERTS 0 This section not applicable
a. Number of culverts proposed:
b. Water body in which the culvert Is to be placed:
252-808-2808 :: 1-888-4RCOAST :: www.necoastaimanagement.net revised: 10/26106

Form DCM MP-5 (Bridges and Culverts, Page 2 of 4)
< Form continues on back>
c. Type of culvert (construction material):
d. (i) Will proposed culvert replace an existing bridge?
❑Yes ❑No
If yes,
(it) Length of existing bridge:
(III) Width of existing bridge:
(iv) Navigation clearance underneath existing bridge:
(v) Will all, or a part of, the existing bridge be removed?
(Explain)
I. Length of proposed culvert:
h. Height of the top of the proposed culvert above the NHW or NWL.
j. Will the proposed culvert affect navigation by reducing or
Increasing the existing navigable opening? []Yes ❑No
If yes, explain:
e. (i) Will proposed culvert replace an existing culvert?
❑Yes ❑No
If yes,
(ii) Length of existing culvert(s):
(III) Width of existing culvert(s):
(iv) Height of the top of the existing culvert above the NHW or
NWL: _
(v) Will all, or a part of, the existing culvert be removed?
(Explain)
g. Width of proposed culvert:
i. Depth of culvert to be buried below existing bottom contour.
k. Will the proposed culvert affect existing water flow?
❑Yes ❑No
If yes, explain:
3. EXCAVATION and FILL This section not applicable
a.
(1) Will the placement of the proposed bridge or culvert require any
excavation below the NHW or NWL? ❑Yes ❑No
If yes,
(ii) Avg. length of area to be excavated:
(iii) Avg. width of area to be excavated:
(iv) Avg. depth of area to be excavated:
(v) Amount of material to be excavated in cubic yards:
b. (i) Will the placement of the proposed bridge or culvert require any
excavation within coastal wetlands/marsh (CW), submerged
aquatic vegetation (SAV), shell bottom (SB), or other wetlands
(WL)? If any boxes are checked, provide the number of square
feet affected.
❑CW ❑SAV ❑SB
❑WL []None
(ii) Describe the purpose of the excavation in these areas:
252-808.2808 :: 1-868-4RCOAST :: www.nccoastatnranagernent.net revised: 10126106

Form ®CM MP-5 (Bridges and Culverts, Page 3 of 4)
c. (i) Will the placement of the proposed bridge or culvert require any
high -ground excavation? [--]Yes ®No
If yes,
(ii) Avg. length of area to be excavated: NA
(III) Avg. width of area to be excavated: NA
(iv) Avg. depth of area to be excavated: NA
(v) Amount of material to be excavated in cubic yards: NA
d. If the placement of the bridge or culvert involves any excavation, please complete the following:
(i) Location of the spoil disposal area: NA
(if) Dimensions of the spoil disposal area: NA
(III) Do you claim title to the disposal area? []Yes ❑No (If no, attach a letter granting permission from the owner.)
(iv) Will the disposal area be available for future maintenance? ❑Yes ❑No
(v) Does the disposal area include any coastal wetlands/marsh (CW), submerged aquatic vegetation (SAVs), other wetlands (WL), or shell
bottom (SB)?
❑CW ❑SAV ❑WL ❑SB ®None
If any boxes are checked, give dimensions if different from (if) above. NA
(vi) Does the disposal area include any area below the NHW or NWL? ? ❑Yes ®No
If yes, give dimensions if different from (ii) above. NA
e. (i) Will the placement of the proposed bridge or culvert result in any I.
fill (other than excavated material described in Item d above) to
be placed below NHW or NWL? []Yes ®No
If yes,
(if) Avg. length of area to be filled:
(!if) Avg. width of area to be filled:
(iv) Purpose of fill:
(I) Will the placement of the proposed bridge or culvert result in any
fill (other than excavated material described in Item d above) to
be placed within coastal wetlands/marsh (CW), submerged
aquatic vegetation (SAV), shell bottom (SB), or other wetlands
(WL)? If any boxes are checked, provide the number of square
feet affected.
❑CW ❑SAV ❑SB
OWL ®None
(it) Describe the purpose of the excavation in these areas:
g. (i) Will the placement of the proposed bridge or culvert result in any
fill (other than excavated material described in Item d above) to
be placed on high -ground? ❑Yes ®No
If yes,
(it) Avg, length of area to be filled: NA
(!it) Avg, width of area to be filled: NA
(iv) Purpose of fill: NA
a. Will the proposed project require the relocation of any existing b. Will the proposed project require the construction of any temporary
utility lines? ❑Yes ®No detour structures? ❑Yes ®No
If yes, explain: NA If yes, explain: NA
252-806-2808 :: 1-888.4RCOAST :: www.necoast_almanageme.nt.net revised: 10126/06

Form DCM MP-5 (Bridges and Culverts, Page 4 of 4)
If this portion of the proposed project has already received
approval from local authorities, please attach a copy of the
approval or certification.
< Form continues on back>
c. Will the proposed project require any work channels? d. How will excavated or fill material be kept on site and erosion
❑Yes ®No controlled?
If yes, complete Form DCM-MP-2.
e. What type of construction equipment will be used (for example,
dragline, backhoe, or hydraulic dredge)?
Pile drivers and typical construction and carpentry
equipment.
Will the placement of the proposed bridge or culvert require any
shoreline stabilization? ❑Yes ®No
If yes, complete form MP-2, Section 3 for Shoreline
Stabilization only.
S ((3 f 7.0
Date
Project Name
ppl ant
Ap A unban
nature
The bridge will be placed across a channel/basin dredged
as part of an upland marina. All information related to
excavation disposal can be found on DCM-MP-2
f. Will wetlands be crossed in transporting equipment to project site?
❑Yes ®No
If yes, explain steps that will be taken to avoid or minimize
environmental impacts.
NA
252-808-2808 :: 1-888-4RCOAST .: www.nceoastalrnanagement.net revised: 10126/06

1. OWNER/APPLICANT: BURTON FARM DEVELOPMENT GROUP
PO BOX 1908
ROCKY MOUNT, NC 27802
2. AGENT: QUIBLE h ASSOCIATES, PC
PO DRAWER 870
KITTY HAWK, NC 27949
3. THIS IS NOT A BOUNDARY SURVEY. BOUNDARY SURVEY DATA PROVIDED BY HERBERT
J. NOBLES, JR. — SURVEYOR. PLAT ENTITLED "SURVEY FOR BURTON FARM
DEVELOPMENT COMPANY LLC DATED 09/12/05.
.4. WATER DEPTHS WERE FIELD SURVEYED ON MAY 24, 2018 BY QUIBLE & ASSOCIATES,
P.C., USING GPS, RTK NETWORK AND SEAFLOOR SYSTEMS ECHOSOUNDER. ALL WATER
DEPTHS ARE RELATIVE TO NWL (0.8 FT NAVD88). THIS INFORMATION SHALL NOT BE
CONSIDERED A CERTIFIED SURVEY. THIS SHALL BE CONSIDERED PRELIMINARY AND FOR
CAMA PERMITTING ONLY.
LEGEND
ZONE 1 BUFFER IMPACTS (17,122 SF) Y a
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NOTE: THIS DOCUMENT IS PRELIMINARY —_NOT FOR CONSTRUCTION,
RECORDATION, SALES OR CONVEYANCES THIS DOCUMENT IS'FDR 1
DISCUSSION PURPOSES ONLYI EXISTING INFORMATION SHOWN ON THIS ' \
DOCUMENT IS BASED ON BEST AVAILABLE DATA AND IS NOT A CERTIFIED S$URVEY.
ALL INFORMATION SHOWN ON THIS DOCUMENT IS SUBJECT TO ANY REQUIREMENTS -
BY ANY REGULATORY AGENCY, ENTITY OR AUTHORITY. I - I , e
QUIBLE & ASSOCIATES, P.C. DOES NOT GUARANTEE THE ACCURACY OR THE
COMPLETENESS OF ANY INFORMATION IN THIS DOCUMENT AND IS NOT RESPONSIBLE "J
FOR ANY ERROR OR OMISSION OR ANY LOSSES OR DAMAGES RESULTING rhQw, THE
USE OF THIS INFORMATION. I
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Name: CHERRY POINT
Date: 05/05/20
Location: 0340 59' 22.2431" N, 0760 50' 36.9484" W
ARLINGTON PLACE MARINA
Scale: 1 inch = 2,000 ft.
(MARINA DEVELOPMENT SHOWN IN BLUE)
c co r nl 1.1E Hanel. N. Wio. L-ned
DaNm: NAD27

A —CO" Imagine it.
� 'r1 Delivered.
Arlington Place Marina
Hydrodynamic and Water
Quality Report
Quible & Associates, P.C.
Project number: 60617258
February 12, 2020

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
Prepared for:
Quible &Associates, P.C.
8466 Caratoke Hwy, Bldg. 400
Powells Point, INC 27966
Prepared by:
Chris Reed, Ph.D.
Senior Hydrologist
T: [phone]
E: [e-mail]
AECOM
1625 Summit Lake Drive
Tallahassee, FL 32317
aecom.com
Prepared for: Quible & Associates, P.C. AECOM

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
Table of Contents
1. Introduction.................................................................................................. 1
2. Summary of Data Sources.......................................................................... 4
3. Data Analysis: Regional and Site Hydrodynamic Conditions ..................... 7
4. Regional Model Configuration and Applications ........................................ 15
5. Local Model Configuration and Implementation ........................................ 19
6. Revised Channel Configuration................................................................. 25
7. Conclusions...............................................................................................28
Figures
Figure1
Proposed Marina Layout............................................................................................................2
Figure 2
Proposed Marina Location along the Neuse River....................................................................3
Figure3
Station Location Map.................................................................................................................5
Figure 4
Bathymetric Data Available From NOAA...................................................................................7
Figure 5
Local Survey Data and Marina Footprint...................................................................................8
Figure 6
Flow Distribution in the Neuse River..........................................................................................
8
Figure 7
Seasonal Flows in the Nauss River (based on Fort Barnwell Data 2000-2019)......................9
Figure 8
Examples of Prevailing Wind Patterns in Coastal North Carolina...........................................10
Figure 9
Sensor Data and Tide Data from USCG Station 02091814....................................................
11
Figure 10
Semi -Diurnal Tide Range Over a Spring Neap Cycle.............................................................12
Figure 11
Data Collected Adjacent to the Proposed Marina Site . ...........................................................
13
Figure 12
River Discharge and Wind Data During the Data Collection Period........................................14
Figure13
Model Grid and Bathymetry .....................................................................................................15
Figure 14
Velocity Magnitude Near the Proposed Marina Due to River Discharges...............................16
Figure 15
elocity Magnitude Near the Proposed Marina Due to Normal Tides.......................................17
Figure 16
Velocity Magnitude Near the Proposed Marina Due to Winds................................................17
Figure 17
Simulated Temperature and Dissolved Oxygen Compared to measured data at the Station 1
Location...................................................................................................................................18
Figure 18
Local Model Grid, Bathymetry and Boundary Conditions........................................................19
Figure 19
Initial and Final Dye Concentration after 7-day Tide Simulation (Local Model Scenario 1)....20
Figure 20
Time Series of Spatially Averaged Dye Concentration in the Marina . .....................................
20
Figure 21
Initial and Final Dye Concentration after 7-day Wind Simulation (Local Model Scenario 2)...21
Figure 22
Time Series of Spatially Averaged Dye Concentration in the Marina . .....................................
21
Figure 23
Velocity Patterns in the Basin During Wind Forcing................................................................22
Figure 24
Time Series of Simulated D.O. in the Proposed Marina.... ......................................................
22
Figure 25
Distribution of Simulated D.O. in the Proposed Marina for the Tide and Baseflow only
Scenario...................................................................................................................................
23
Figure 26
Distribution of Simulated D.O. in the Proposed Marina for the'With Wind' Scenario.............23
Figure 27
Revised Marina Channel Configuration...................................................................................25
Figure 28
Simulated Dye Concentration in the Revised Marina Configuration for Tide and Baseflow
OnlyScenario..........................................................................................................................26
Figure 29
Simulated Dye Concentration in the Revised Marina Configuration Including Wind Impacts. 26
Figure 30
Distribution of Simulated D.O. in the Proposed Marina for the Tide and Baseflow only
Scenario...................................................................................................................................
27
Figure 31
Distribution of Simulated D.O. in the Proposed Marina for the 'With Wind' Scenario.............27
Prepared for: Quible 8 Associates, P.C. AECOM

Arlington Place Marina Hydrodynamic and
Water Quality Report
Tables
Table 1. Data Sources ............................................
Table 2. Data Collected by Quible & Associates....
Prepared for. Quible & Associates, P.C. AECOM

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
1. Introduction
Development of a proposed Marina is being considered along the northern shoreline of the Neuse River
approximately two miles northwest of Minnesott Beach. The Marina basin encompasses about 1.8 acres
(- 7,300 m2), with a bottom elevation of -6 feet referenced to NWL and will be connected to the Neuse
River via a channel approximately 60 feet wide and extends 650-feet long in the river to the -6 feet (NWL)
riverbed elevation. The channel is protected with a 100-foot-long jetty on the north side and a 200-foot-
long jetty on the south side.
A schematic of the proposed Marina is shown in Figure 1 and its location along the Neuse River
shoreline is shown in Figure 2. A hydrodynamic and transport model was developed and implemented to
establish the flushing characteristics of the proposed Marina. The model was developed using the
Environmental Fluid Dynamics Code (EFDC) as provided in Dynamic Solution Inc.'s EFDC Explorer 10.0
modeling system.
Hydrodynamic and water quality data were collected during the period between June through September
of 2019 in the vicinity of the proposed site. The data were used to establish ambient conditions and
provide guidance for specifying model parameters. Two models were then developed; a regional model
and a local model. The regional model included an approximately 24-mile stretch of the Neuse River
centered on the site and was used to evaluate the ambient hydrodynamic and water quality conditions in
the area. A smaller local model was then developed to determine the flushing characteristics of the
proposed Marina and channel.
This report is organized into the following sections:
Section 2: Summary of Data Sources
Section 3: Data Analysis: Regional and Site Hydrodynamic Conditions
Section 4: Regional Model Configuration and Applications
Section 5: Local Model Configuration and Implementation
Section 6: Revised Channel Configuration
Section 7: Summary and Results
The modeling analysis inherently used the metric system for analysis, and much of the data is provided in
the English system. The data is typically discussed and displayed with metric units, but some exceptions
exist within the report.
The projection used throughout the analysis is the North Carolina State Plane system in meters and the
vertical datum is Mean Tide Level. Neither of these choices is critical to the flushing analysis, as the
results of interest are primarily the residence time and estimated minimum dissolved oxygen levels in the
Marina.
Prepared for: Quible & Associates, P.C. AECOM

2
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Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
2. Summary of Data Sources
The development of a hydrodynamic and water quality model requires numerous data to support the
implementation. These include bathymetry for configurating the model, flow and water elevations for both
specifying boundary conditions, and calibration and wind data. The data used in this analysis are
summarized in Table 1.
Table 1. Data Sources.
Station
Owner
Station ID
Station Description
p
Type of Data /
period of Data
Units
USGS
02091814
Neuse River Near Fort Barnwell,
Discharge (cfs)
Oct. 2000 — Nov. 2019
NC
USGS
0209205053
Swift Creek @ HWY 43 Near
Discharge (cfs)
July 1996 —June 2008
Streets Ferry, NC
USCG
8654467
USCG Station, Hatteras, NC
Tide (ft)
July 2019 —Nov. 2019
NOAA
Numerous
Nauss River
Bathymetric (ft)
1920 - 1935
Sources
Duke
Beaufort
Winds
Speed (knots);
2009 - 2019
Marine
Dir (deg ,from)
Lab
The station locations for the data sources summarized in Table 1 are shown in Figure 3. In addition to
the agency data, Quible & Associates conducted a data collection survey during the period of June
through September 2019 at two stations in the Neuse River adjacent to the site. These stations are also
shown in Figure 3.
Prepared for: Quible & Associates, P.C. AECOM

LL
U
a

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
The data collected by Quible & Associates is summarized in Table 2.
Table 2. Data Collected by Quible & Associates.
Data /Units
Frequency
Period of Data
nches)
Breakpoint (recorded when not zero at 5-
6/11/19-10/1/19
minute intervals)
epth Data (ft)
R;W
Thirty -minute intervals
6/11/19-10/1/19
ality Data [pH, Conductivity (mS/cm),
Weekly or similar time intervals, multiple
6/11/19 — 9/30/19
NTU), Dissolved Oxygen (mg/L),
depths
perature (deg. C), and Salinity (%)]
(mph)
10 minutes
6/25/19 — 7/23/19
Air Temperature (deg F)
5 minutes
9/11/19-7/23/19
Prepared for: Quible & Associates, P.C.
AECOM

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
3. Data Analysis: Regional and Site
Hydrodynamic Conditions
The regional bathymetry data available from NOAA is shown in Figure 4. The Neuse River is
approximately 4.5 km wide in the vicinity of the site and a large portion of the river is on the order of 4
meters (-13 feet) deep. A cross section of the bathymetry data in the vicinity of the proposed Marina site
is shown in the insert. The cross -sectional area is on the order of 17,000 m2 (182,000 ft2).
f .,
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-3.0 !!:
4.0
-5.0
-6.0
7.0
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Figure 4. Bathymetric Data Available From NOAA.
Data from the local survey (Quible & Associates, 2019) is shown in Figure 5 with 'artificial' survey points
added at -1.82 meters (-6 feet) to represent the footprint of the proposed Marina.
The Neuse River flow data collected at the Fort Barnwell and Hwy 43 USGS station represents drainage
areas of approximately 10,000 km2 and 700 km2. A plot of the flow distribution for both stations is shown
in Figure 6 and the seasonal variation in average flows for the Fort Barnwell station is shown in Figure 7.
The maximum flow over the 20-year period (2000-2019) is just under 1,500 m3/s, and the median flow is
approximately 4.8 m3/s. The flows from Swift Creek (Hwy 23 gage) are significantly less. The highest
discharge of 1,500 m3/s equates to an average velocity magnitude of 8.8 cm/s for the area adjacent to the
site (1,500/17,000) and the average velocity magnitude associated with the median discharge of 4.8 m3/s
is insignificant (0.02 cm/s). Thus, the river discharges do not generate high flow speeds in the lower
Neuse River and near the proposed Marina site. The seasonal flow distribution indicates higher flows
during the late winter and early spring, and lower flows on the average during the summer.
Prepared for: Quible & Associates, P.C. AECOM

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
Figure 5. Local Survey Data and Marina Footprint.
Flow Distribution
1500
m 1000
E
500
0
0
0 20 40 60 80 100 120
Percetage
—Fort Barnwell - ----Hwy 23
Figure 6. Flow Distribution in the Neuse River.
Prepared for: Quible & Associates, P.C.
AECOM
8

Arington Place Manna Hydrodynamic and
Water Quality Report
Project number: 60617258
Seasonal Flow
200
150
100
LL 50
0
1 2 3 4 5 6 7 8 9 10 11 12
Month
Figure 7. Seasonal Flows in the Neuse River
(based on Fort Barnwell Data 2000-2019).
The prevailing winds are generally from the southwest for 10 months of the year, and from the northeast
during September and October. The average wind speed is about eight to 10 mph (NOAA NCDC Climate
Summary). An example of the wind speed and direction pattern for the southwesterly winds are shown in
Figure 8 for the first two weeks in July 2012 and two weeks in October 2012. The southwest and
northeast trends are evident in the plots, but the winds do vary in speed and direction in both periods.
Tide data adjacent to the site was collected from 6/10/2019 through 10/30/2019. The depth data (i.e.,
'sensor' data) collected by Quible & Associates is plotted in Figure 9 with verified data from the USCG
Cape Hatteras station for comparison. The discharge as measured at the USGS Fort Barnwell Station is
also shown for reference. The USCG station is inside the barrier island and therefore, the amplitude is
attenuated relative to the offshore tide amplitude. The NOAA data for this site indicates a semi -diurnal
tide, with a mean tide range of 13 cm.
The vertical datum of the sensor data is not known, so it was translated vertically to roughly align with the
NOAA tide data at Cape Hatteras. It is apparent that the typical tide range at the site (i.e., sensor data) is
similar to that of the tide range at the USGS Station at Cape Hatteras. The impact of Hurricane Dorian,
which passed offshore of North Carolina in early September 2019 is evident in the data. The lower panel
in Figure 9 is an expanded view of the signals for a two -week period to better show the daily tide ranges.
There are variations in the lower frequency signal, which are likely due to the different responses to
coastal surges, which are likely to impact the USGC station and discharge events that are more likely to
impact the site. A one -month time series plot of the predicted tide from the NOAA tide predictions at the
Cape Hatteras Station is shown in Figure 10. The signal shows that the two daily tides are modulated by
a spring -neap cycle. When the two daily tides are similar in range, they are on the order of the 8 to 10 cm
range, and when they differ the most, they are on the order of 7 to 15 cm range.
Prepared for: Quible & Associates, P.C. AECOM

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a

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
USGS Station 02091814
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Figure 10. Semi -Diurnal Tide Range Over a Spring Neap Cycle.
The water temperature, salinity and dissolved oxygen data collected by Quible & Associates during the
summer and fall of 2019 is plotted in Figure 11. The station locations are shown in Figure 1. Station 1 is
in about 3 feet (0.9 m) of water with data measured at the surface and at 1 and 2 feet below the surface.
Station 2 is farther offshore, in about 6 feet (1.8 m) of water with measurements taken at the surface and
at 1, 2, 3, and 4 feet below the surface. The temperature data show typical summer and fall water
temperatures between 28 and 31 degrees Celsius, with little or no stratification. The largest surface to
bottom difference is about 2 degrees Celsius. The salinity values are very low, with a maximum value just
below 1.5 ppt, indicating very little saltwater intrusion into the area. The vertical stratification is also very
small, with the maximum surface to bottom difference less than 1 ppt. These data indicate that the
stratification due to temperature or salinity are not significant in this area.
The dissolved oxygen at both stations exhibits a large variation, and a high degree of stratification. The
minimum and maximum values range from 2 to almost 13 mg/L. The largest surface to bottom variation
(i.e., stratification) is on the order of 6 mg/L. The stratification appears to be larger at Station 2 and is
likely related to the greater water depth. The stratification is likely due to low ambient velocities, with the
gradient induced by wind induced reaeration and sediment oxygen demand. Nutrient and biological
oxygen demand data are not available but may also contribute to the wide range of measured values. It
is noted that there were 139 dissolved oxygen measurements made over the data collection period, and
21 of them, or about 15%, were below 5.0 mg/L.
There are two periods in which the dissolved oxygen levels are both relatively high and stratified. A plot
of the measured dissolved oxygen and associated river discharge and wind speed during the period are
provided in Figure 12. The second event clearly is related to the passing of Hurricane Dorian offshore of
North Carolina. It is likely the high winds increased the surface dissolved oxygen and rainfall and the
associated river discharge provided cooler surface temperatures that increased the dissolved oxygen
saturation levels. The measured temperature at the time of those measurements did not indicate a
significant temperature drop, but the measurements were taken after the peak of the storm and the
dissolved oxygen levels may be a remnant of the initial cooler discharge. There is little explanation for the
first high dissolved oxygen levels (occurring on August 13, 2019) reflecting the difficulty in simulating
dissolved oxygen in general, and points to the need for extensive data collection to provide adequate
basis for interpretation.
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12

Arlington Place Marina Hydrodynamic and
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Project number: 60617258
32
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Figure 11. Data Collected Adjacent to the Proposed Marina Site.
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13

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
♦ Station 1 O Station 2 --Discharge
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Figure 12. River Discharge and Wind Data During the Data Collection Period.
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14

Arlington Place Marina Hydrodynamic and
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Project number: 60617258
4. Regional Model Configuration and
Applications
A regional model of the Neuse River was developed extending approximately 10 km downstream and 24
km upstream of the site. The regional model was used to evaluate the role of river flow, tides and wind -
driven circulation on the flows in the vicinity of the proposed Marina. The regional model was also used to
simulate dissolved oxygen levels and compared with the measured data for evaluation. The model
parameters developed for the comparison were then used in a local model that was developed to
estimate the flushing characteristics and dissolved oxygen levels in the proposed Marina. Finally, the
results of the regional model were also used to define the boundary conditions for the local model.
A curvilinear grid was developed for the extent of the regional model using grid cells approximately 200 by
600 meters. The curvilinear grid is shown in Figure 13. The bottom panel shows the bathymetry data, as
mapped onto the grid and the applied boundary locations.
Figure 13. Model Grid and Bathymetry.
Four equally spaced sigma grid layers were applied in the regional model.
Three scenarios were used to evaluate the role of discharge, tides, and wind on the ambient conditions
adjacent to the proposed site. Each scenario simulates the time period 6/10/2019 through 10/3012019.
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15

Arlington Place Marina Hydrodynamic and
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Project number: 60617258
Regional Model Scenario 1: Flow discharge at the north boundary and zero water elevation at
the south boundary. No wind. Simulates the time period 6/10/2019 through 10/30/2019.
Regional Model Scenario 2: Zero discharge at the north boundary and measured water
elevations at the south boundary. No wind. Simulated a 30-day period using predicted tides from
the Cape Hatteras Station.
Regional Model Scenario 3: Zero discharge at the north boundary and zero water elevation at
the south boundary. Wind forcing based on Duke Marine Lab, Beaufort Station wind records
during the simulation period.
In all simulations, the Smagorinsky algorithm was used for lateral mixing with a dispersion ratio of 1.0.
The k-epsilon model used for vertical was missing. The bottom friction was represented using a
Manning's n value of 0.015.
The velocity magnitudes during each simulation are shown in Figure 14 through Figure 16 for each
scenario. The plots show the surface layer (layer 4, green), bottom layer (layer 1, blue) and depth
averaged (red) velocity magnitude.
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Figure 14. Velocity Magnitude Near the Proposed Marina Due to River Discharges
The river discharges yield very low magnitudes in the vicinity of the site. The river is over 4.5 km wide
and 4 meters deep over most of the river width, and the large cross -sectional area yields low speeds. As
expected, the surface layer speeds are higher than the depth averaged speeds, which are higher than the
lower layer. These results are indicative of the shear layer that develops through the water column.
As shown in Figure 15, the tide induced flows yield much higher speeds, with peak surface layer speeds
on the order of 14 cm/s. The bottom layer speeds are significantly lower; on the order of 3 cm/s. The
wind induced speeds cover a wide range, with peak speeds on the order of 14 cm/s, exclusive of the
response to winds during Hurricane Dorian, where the flow speeds exceeded 30 cm/s. (The plot was
clipped at 20 cm/s to better show the calmer conditions).
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16

Arlington Place Marina Hydrodynamic and
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Project number: 60617258
0.160
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Figure 15. Velocity Magnitude Near the Proposed Marina Due to Normal Tides.
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Figure 16. Velocity Magnitude Near the Proposed Marina Due to Winds.
A fourth regional model scenario was developed to simulate water quality. This scenario invoked the
EFDC basic water quality model and the results compared to the measured data for evaluation. The
simulation period was the same as the measurement period, 6/10/2019 through 10130/2019. The
measured water temperature was applied at both upstream and downstream boundaries and an initial
condition of 27.5 degrees Celsius was used. The initial dissolved oxygen was set to 7.0 mg/L and applied
as a constant value at both boundaries. The sediment oxygen demand was set to a constant of 2.0
g/m2/day, and wind induced reaeration was activated using parameter values consistent with slow moving
streams and water bodies. Solar radiation, relative humidity and air temperature data from the Duke
Marine Lab were applied.
The simulated temperature and dissolved oxygen levels at the approximate location of the measured data
is shown in Figure 17. The calibration to the temperature data is good, in that the low frequency trends
are well represented. Measured daily fluctuations for temperature are not available and therefore can't be
evaluated. The simulated results indicate they are on the order of 1-degree C. The calibration was
obtained using the C-QUAL-2E thermal algorithm with a light extinction coefficient of 0.75 m-1.
The dissolved oxygen calibration was obtained using the O'Conner-Dobbins (1958) reaeration algorithm
and a Sediment Oxygen Demand (SOD) of 1.0 g/m2/day. The O'Conner-Dobbins (1958) reaeration
algorithm accounts for both flow speed and wind impacts on reaeration rates. The comparison of the
simulated and measured dissolved oxygen shows a good representation of the lower dissolved oxygen
levels, but the simulated results fail to reach the higher levels in the measured data. The simulated level
of vertical stratification in the measured data is well represented, with the larger range on the order of
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17

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
3 mg/L. However, the simulated results to not reproduce the high dissolved oxygen levels nor the larger
stratification associated with those levels. The source of the high dissolved oxygen level is not well
understood, and the mechanisms yielding these values may be due to processes not included in the
model. However, without additional chemical and biological water quality data it is not possible to discern
these processes. None -the -less, for the purpose of comparing 'with' and 'without project' conditions, the
simulations sufficiently represent key processes, especially those yielding the lower dissolved oxygen
values. The parameter values adopted for this simulation are subsequently used with the local model
(discussed in the next section) to compare the impacts of the project on the dissolved oxygen levels.
♦ Station 1 —Simulated (Depth Average)
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Figure 17. Simulated Temperature and Dissolved Oxygen Compared to measured data at
the Station 1 Location.
Prepared for: Quible 8 Associates, P.C. AECOM
18

Arington Place Marina Hydrodynamic and
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Project number: 60617258
5. Local Model Configuration and
Implementation
A local scale model was developed to simulate conditions within the Marina project. The model grid and
bathymetry were mapped onto the grid and the location of the boundary conditions is shown in Figure 18.
The grid cells in the Marina are on the order of 3 by 3 meters, and in the channel are 3 by 6 meters. On
the outer edges the grid cells increase to approximately 20 by 40 meters. As with the regional model, four
equal vertical sigma layers were used. The jetties were included by using the cell blocking feature in
EFDC. The location of the jetties is shown in the Figure 18 insert as black lines along the entrance
channel.
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Figure 18. Local Model Grid, Bathymetry and Boundary Conditions.
Prior to implementing the model for evaluation of the flushing characteristics, a classic tidal prism analysis
was completed to provide a screening level estimate of the flushing rate. The Marina basin volume is
approximately 13,286 m3. The tidal range is on the order of 8 cm twice per day, or 13 and 7 m per day.
These equate to a total tidal prism of 1,168 m3 and 1,460 m3 each day. A classic'rule of thumb' is that
about 10% of the tidal prism is exchanged with the basin water, which is due to most of the ebb tide
discharge staying close to the entrance each cycle. Thus, each day approximately 117 to 146 m3 of basin
water is replaced with ambient water from the Neuse River. The time scale to replace the entire basin
volume is then on the order of three months. This is usually a conservative estimate but does reveal the
low flushing rate due to the small tidal range in the vicinity of the proposed site.
Two local model scenarios were developed to provide a more quantitative investigation of the flushing
characteristics of the proposed Marina. The first is to examine the tide -only flushing and the second was
developed to investigate the role of wind forcing on the flushing. The simulations consisted of a 4-week
period consistent with the first four weeks of the regional model simulations. Boundary conditions for the
local model were developed using a 4th regional model scenario. The regional model simulations
consisted of a 1,700 cfs base flow and the same tide conditions used in Scenario 2.
Local Model Scenario 1: Tides and base flow forcing, with an initial dye concentration of 100
mg/L in the basin and zero level in the river. For this scenario, the flow boundaries from the
Regional Model Scenario 4 were applied at the north boundary and the water surface elevation
conditions were extracted from the Regional Model Scenario 2 and applied at the south boundary.
Local Model Scenario 2: Wind, tide and base flow forcing, with an initial dye concentration of 100
mg/L in the basin and zero level in the river. For this scenario, the flow boundaries from the
Regional Model Scenario 4 were applied at the north boundary and the water surface elevation
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19

Arlington Place Marina Hydrodynamic and
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Project number: 60617258
conditions were extracted from the Regional Model Scenario 3 and applied at the south boundary.
The period examined correlates to a time when the winds are from the southwest (7/3/2019
through 7/10/2019) with peak afternoon speeds on the order of 13 knots (6.7 m/s).
The results for the tide -only flushing are shown in Figure 19. The plot shows the initial dye concentration
and the final concentrations after 7 days of tide flushing. A time series of the spatially averaged dye
concentration in the Marina was exported and analyzed to estimate the flushing time. The time series is
shown in Figure 20.
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Figure 19. Initial and Final Dye Concentration after 7-day Tide Simulation (Local Model
Scenario 1).
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0 1 2 3 4 5 6 7
Time (days)
Figure 20 Time Series of Spatially Averaged Dye Concentration in the Marina.
An exponential curve was fit using the Microsoft Excel Trendline function to estimate the dye half-life and
flushing time. The curve fit yields a half-life of 21.6 days. Using 4 half-life turnovers (to get to 6%
average dye in the Marina) as an estimate of the flushing time, the flushing time is estimated to be 86.6
days.
The results of the wind forcing simulation are shown in Figure 21. The plot shows the initial dye
concentration and the final concentrations after 7 days of tide flushing. The spatially averaged dye
concentration is shown in Figure. 22, The half-life is estimated to be 8.5 days, and the flushing time to
be 35 days. This is a vast improvement over the tide -only flushing results and is primarily due to the
combination of wind direction and the proposed Marina approach. The surface and bottom velocities in
the proposed Marina and entrance channel are shown in Figure 23. The prevailing winds from the
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20

Arlington Place Marina Hydrodynamic and
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Project number: 60617258
southwest push surface water towards the proposed Marina, which creates a downwelling at the
northeastern wall of the Marina, creating a return flow along the bottom. This flow pattern encompasses
the proposed Marina flushing.
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Figure 21. Initial and Final Dye Concentration after 7-day Wind Simulation (Local Model
Scenario 2).
100 `
90
80
E 70
e 60
0
50
40
v
� 30
20
10
0
0
y = 91.344e o.wo.
1 2 3 4 5 6
7
Time (days(
Figure. 22 Time Series of Spatially Averaged Dye Concentration in the Marina.
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AECOM
21

Arlington Place Marina Hydrodynamic and
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Project number: 60617258
Figure 23. Velocity Patterns in the Basin During Wind Forcing.
Asimulation of dissolved oxygen concentrations in the proposed Marina was also completed with the
local model. A four -week period was simulated using the same hydrodynamic and wind forcing as used
for the dye simulations, except that they were extended for a 4-week period. The same re -aeration
algorithm and SOD coefficients used in the calibration of the regional model (O'Conner-Dobbins (1958)
and 1.0 g/m2/d). The tidal and flow dissolved oxygen boundary values for D.O. were set to 6.0mg/L.
Temperature boundary values were set to 28.7 °C. The initial conditions for D.O. are 6.0 mg/L and 28.7
eC throughout the model domain.
A time series of the depth -averaged dissolved oxygen at a location in the Neuse River approximately 250
m offshore of the Marina, and for a point in the proposed Marina are shown in Figure 24. In the river, the
D.O. levels are generally above 5.0, but drop below that near the end of the simulation, which
corresponds to neap tide conditions. The simulated D.O. values in the Marina are below 5.0 for
approximately 90% of the time for the more extreme scenario with tide and baseflow-only forcing. This is
primarily due to the poor mixing and re -aeration associated with the tide -only forcing of flow into and out
of the Marina. The average value over the simulation period is 4.9 mg/L in the river and 1.8 mg/L in the
Marina.
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> 2
0 1
N
O n
10 15 20 25 30
Simulation Days
—Nueces River —Marina
Figure 24. Time Series of Simulated D.O. in the Proposed Marina.
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Arlington Place Marina Hydrodynamic and
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Project number: 60617258
The distribution of depth averaged D.O. within the marina over the 28-day period is shown in Figure 25.
The distribution was formed by averaging the values over all cells within the Marina footprint. The
average value in the Marina over the simulation period is 1.3 mg/L
6
on
E5
20 40 G0 80 100
Frequency
Figure 25. Distribution of Simulated D.O. in the Proposed Marina for the Tide and
Baseflow, only Scenario.
A second water quality simulation for D.O., including the impacts of winds, was also completed. The
distribution of depth -averaged D.O.in the Marina for this simulation is shown in Figure 26. The D.O. is
above 5.0 for most of the time, and the average value is 6.0 mg/L. This is due both to the enhanced
mixing provided by the wind driven circulation and increased re -aeration due to the wind speed.
20 40 60 80 100
Frequency
Figure 26. Distribution of Simulated D.O. in the Proposed Marina for the 'With Wind'
Scenario.
The results of the modeling analysis of the proposed Marina are varied. The dye simulation results
indicate relatively poor flushing, on the order of 87 days for calm periods and on the order of 35 days
when the prevailing winds are included. It is noted that it is unlikely that there would be an 87-day period
without significant wind impacts, thus a 35-to-45 day Flushing time is more characteristic. The D.O.
simulations are even more varied. For the more extreme situation with only tide and baseflow forcing, the
D.O. is estimated to be under 5.0 mg/L throughout most of the Marina for a majority of the time. If the
wind is included, then the results indicate much higher D.O. levels, above 5.0 mg/L most of the time. This
seems to indicate that the D.O. may fall well below 5.0 mg/L during less frequent quiescent periods of a
few days, but otherwise will be above 5.0 mg/L under more normal conditions. However, the simulated
dye flushing indicates relatively poor flushing for both the tide and baseflow-only scenario and when
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Arlington Place Marina Hydrodynamic and
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Project number: 60617258
winds are included. Since the D.O. simulation does not include the potential for algae growth and related
D.O. consumption in the poorly flushed waters, there may be a potential for lower D.O. values, even
under prevailing wind conditions.
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24

Arington Place Marina Hydrodynamic and
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Project number: 60617258
6. Revised Channel Configuration
In order to improve the flushing characteristics of the Marina, a revised entrance channel configuration
has been developed and tested using the same modeling analysis as for the original proposed Marina.
The revised design includes two channels; a main channel for navigation into and out of the Marina, and
a second shallower channel intended to enhance flushing. The proposed layout is shown in Figure 27.
Enhanced
Flushing
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etties
t
Entrance
Channel
Figure 27. Revised Marina Channel Configuration.
The main channel (to the southeast) is the same width (50 feet) as the original channel and at elevation -
6 feet, extending to the -6 foot contour in the Neuse River. The channel to the northwest is —30 feet wide
and elevation -4 feet, extending to the -4 foot contour. Both channels have a solid core breakwater that
helps 'funnel'water into and through the Marina.
The general principle in this design is to use advection, rather than diffusion, to provide sufficient flushing
of the Marina. For instance, a 6 cm/s peak tidal velocity will yield an excursion length of approximately
800 meters. Since the Marina is on the order of 200 meters long, the entire Marina can be expected to be
flushed during a single tidal cycle.
The same two dye and D.O. simulations applied to the original proposed Marina configuration were
applied for this revised configuration to evaluate the flushing characteristics. The results of the two dye
simulations, for tide and baseflow only and including wind impacts are shown in Figure 28 and Figure
29.
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Arlington Place Marina Hydrodynamic and
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Project number: 60617258
100
90
80
E 70
c 60
0
m s0
40
30
u 20
0 1 2 3 4 5 6
Time (clays)
7
Figure 28. Simulated Dye Concentration in the Revised Marina Configuration for Tide
and Baseflow Only Scenario.
100
90
80
E 70
60
0
50
40
30
v 20
10
0
0 1 2 3 4 s 6
Time (days)
5
7
Figure 29. Simulated Dye Concentration in the Revised Marina Configuration Including
Wind Impacts.
For the first scenario, the half-life is 0.76 days, equating to an approximate flushing time of 3 days. When
the wind impacts are included, the half-life is 0.64 days, equating to a flushing time of 2.5 days. The
flushing time derived from the dye simulations are slightly longer than those inferred from the tidal
excursion considerations and is due to a portion of the initial dye remaining in the vicinity of the channels
and being transported back into the Marina by the next cycle. None -the -less, these flushing times
represent a significant improvement over the results for the original Marina configuration.
The two D.O. simulations used for the original Marina Configuration were also completed for the revised
configuration. The same calibrated model parameters and initial and boundary conditions were applied.
The distribution of the spatially averaged D.O. during the 28-day simulation are shown in Figure 30 for
the tide and baseflow only scenario, and in Figure 31 for the case including wind impacts. The average
D.O. levels are 5.3 and 6.5 mg/L. For the no tide and baseflow only scenario, 78% of the values are
above 5.0 mglL. For the with wind impact scenario, the D.O. values in the Marina are all above 5.0 mg/L.
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26

Arlington Place Marina Hydrodynamic and
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Project number: 60617258
Fic
8
J 7
m 6
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5
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20 40 60 80 100
Frequency
of Simulated D.O. in the Proposed Marina for the Tide
Baseflow only Scenario.
0 20 40 60
Frequency
-----Marina
............
80 100
id
Figure 31. Distribution of Simulated D.O. in the Proposed Marina for the `With Wind'
Scenario.
The modeling analysis of the revised Marina configuration indicate excellent flushing characteristics, with
flushing times on the order of 3 days for extremely calm conditions (i.e., no winds) and 2.5 days when
prevailing southwesterly winds are present. The D.O. simulations using the calibrated model parameters
also indicate good conditions in the Marina for both calm (i.e., no wind) and prevailing wind conditions.
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Arlington Place Marina Hydrodynamic and
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7. Conclusions
A hydrodynamic and water quality model using EFDC+ was developed, calibrated, and implemented to
estimate the flushing time and expected dissolved oxygen levels in the proposed Marina. Hydrodynamic
and water quality data were collected for a period from 6/11/2019 through 10/1/2019, excluding a brief
period in which the monitoring equipment was removed during the passage of Hurricane Dorian. A
regional model was configured for existing conditions and calibrated to the monitoring data. The regional
model was then used to investigate the impacts of tides, winds, and river flow on the flow speeds and
circulation in the area adjacent of the proposed Marina.
Two design scenarios were developed, one representing extremely low energy conditions and one
including prevailing winds. The low energy conditions consisted of tidal forcing with a low baseflow in the
river. The wind impacts included the typical southwesterly winds. A local model was developed, which
includes the Marina and adjacent area of the Neuse River. Boundary conditions were extracted from the
regional model. The two scenarios were executed for dye transport in the Marina. The results indicated
very low flushing capacity, on the order 87 days for the low energy scenarios and 35 days when the wind
impacts are included. It is noted that the 87-day time period is improbable, in that it is highly unlikely that
the low energy (tide + baseflow, only) conditions would occur continuously for 87 days. None -the -less, the
flushing characteristics are relatively poor for both scenarios. The simulation of dissolved oxygen
indicated very low levels during the low energy conditions, with an average value of 1.3 mg/L. However,
the wind impacts on D.O. are significant, and increase the average D.O. in the Marina to 6.0 mg/L.
Due to the poor flushing characteristics of the proposed Marina configuration, a revised configuration that
consists of two channels, one for navigation into and out of the Marina, and one to allow for'flow through'
the Marina was developed. The local model was reconfigured to represent the revised Marina channel
configuration and then used to evaluate the flushing and D.O. levels of the Marina. The same two
scenarios were used for the same time periods. The simulated flushing times were vastly improved and
are on the order of 3 days for the low energy scenario and 2.5 days when wind impacts are included.
Likewise, the D.O. levels in the Marina were also improved. For the low energy scenario, the average
D.O. was 5.3 mg/L and when wind impacts are included, the average value is 6.5 mg/L. Thus, the
revised configuration does not rely on winds to maintain sufficient D.O. levels in the Marina and can
sustain levels above 5.0 mg/L for a majority of low energy (or calm wind) periods.
Prepared for: Quible & Associates, P.C. AECOM
28

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258
Prepared for: Quible & Associates. P.C. AECOM
29

Arlington Place Marina Hydrodynamic and
Water Quality Report
Project number: 60617258

ATTACHMENT E

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