SW7070911_HISTORICAL FILE_20210331

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW ljI& 1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATEDo�Z
YYYYMMDD

w x�p
ROY COOPER
Governor
DIONNE DELLI-GATTI
Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
March 31, 2021
River Dunes Investment Property, LLC
Attention: Mr. Ed Mitchell, Manager
P.O. Box 1505
New Bern, NC 28563
` Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7070911
River Dunes Marina & Residential Development
Harbor Village III
Dear Mr. Mitchell: Pamlico County
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7070911 for a stormwater treatment system consisting of two
infiltration basins serving Harbor Village III located in the River Dunes Marina &
Residential Development in Pamlico County expires on October 29, 2021. This is a
reminder that permit renewal applications are due 180 days prior to expiration. We do
not have a record of receiving a renewal application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal within 30 days. Permit application forms for renewal can be found on our
website at: https://deq.nc.gov/abouUdivisions/energy-mineral-and-land-
resources/stormwater/stormwater-prog ram/post-construction-2.
North Carolina General Statutes and the Coastal Stormwater rules require that this
property be covered under a stormwater permit. Failure to maintain a permit subjects
the owner to assessment of civil penalties.
If you have questions, please feel free to contact me at [phone]. 1 will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application form. You can request a copy by e-mailing me at roger.thorpeoncdenr qov.
Sincerely,
arm g-A 1��—
4 r' Roger K. Thorpe
Environmental Engineer
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
wwM..�m r.
Washington Regional Office 1 943 Washington Square Mall I Washington. North Carolina 27889
Mm
252,946.6481

STORMWATER MANAGEMENT PERMIT APPLICATION FOR (SWU-101
VER 3.99)
PART Ill. PROJECT INFORMATION
ITEM 1 DETAIL NARRATIVE — Addendum 1
RIVER DUNES MARINA AND RESIDENTIAL DEVELOPMENT � ���
for . RECE
RIVER DUNES CORPORATION .
OCT 1 7 2007
HIGH DENSITY STORMWATER MANAGEMENT PLAN D Q-W/RO
HARBOR VILLAGE III I1f V
The project site is located in Pamlico County at the confluence of Broad Creek and the
Neuse River. The 1327-acre tract, owned by River Dunes Corporation, consists
predominantly of loblolly pine stands characteristic of timber production use. Common
soil units of upland areas include Wahee fine sandy loam, Argent loam, Yonges loamy
fine sand, Fork loamy fine sand, and Altavista loamy fine sand.
The existing drainage patterns at the site form seven drainage areas which discharge to
the Tar, Broad, Paris, Mill, Cedar and Gum Thickets Creeks and the Neuse River. A
conservation easement has been placed on the area of the Gum Thicket Creek watershed.
The proposed subdivision is designed to preserve these seven existing drainage patterns
within the project area.
The River Dunes Marina and Residential Development has been planned as an overall
low -density development in compliance with the coastal stormwater regulations. The
low density stormwater management permit SW7060204 has been approved by
NCDENR. There are several parcels, collectively described as the Harbor Village
Residential Areas, the Harbor Village Center and Riverside Village (see Sheet M-1),
which fall under the overall low -density provisions with respect to gross acreage but will
be developed at higher net densities than the remainder of the property. The developer
will employ a best management practice approach to these parcels to insure that water
quality objectives are met for the entire property. A series of shallow grassed infiltration
and bioretention basins will be employed at scattered strategic locations as needed to
capture and infiltrate stormwater runoff from roadways and home sites. The use of
stormwater culverts will be limited. Home sites and roadways will be setback from
wooded wetlands where feasible to allow for a riparian buffer to dissipate sheet runoff.
Other collected stormwater runoff will be directed to adjacent upland wooded areas and
discharged into these areas through level spreader type devices in order to further assure
maintenance of water quality. The eleven areas included in this approach will be the
Harbor Villages I to V1, Riverside Village, Section 4A, the Village Center and Marina
Service Area, the RV & Boat Storage Area and the Future Commercial along Orchard
Creek Rd. (see Sheet M-1).

The high density pocket of development covered in this permit application includes
Harbor Village 111, containing approximately 134,350 square feet, or 3.1 acres. Harbor
Village III consists of two drainage areas which discharge to the Neuse River. Two
infiltration basins are proposed for stormwater management purposes (see Sheet M-1 for
master plan of development). Built upon area for this site includes roadways, off-street
parking, sidewalks, driveways, and the homes. Maximum built upon areas per lot on
shown on Exhibit A.
The following comments address stormwater solutions for this specific area of the River
Dunes development plan:
Two infiltration basins (1-1 and I-2) will be constructed to control stormwater runoff and
discharge it to the Neuse River via wetlands fingers to the east and west of the site area (see
Sheet C4). Level spreader overflow devices (LS-I and LS-2) located on the berms
surrounding the basins and grassed filter strips will be utilized to minimize impact to
adjacent wetlands and ensure state water quality standards. Stormwater runoff from
Drainage Areas No. 1 and No. 2 will be collected in the roadways and lot -line grassed
swales and enter the basins through concrete flumes and culverts. The swales, flumes and
rip -rap energy dissipaters will all act as pretreatment for the infiltration basins.
The low density stormwater permit includes the common areas and roadways. Therefore,
this runoff only needs to be treated for water quality utilizing grassed swales and a level
spreader before discharging to the wetlands. This approach is employed for Drainage
Area No. 1 (se Sheet C4). However, for Drainage Area No. 2, it was not feasible from a
design standpoint to divert this runoff to the wetlands on the east side of the site. As a
result, this stormwater enters basin 1-2 through a culvert under the alley running across
the site.
The BMP areas will have their soils re-evaluated prior to construction. A silty clay layer
from one to six feet in thickness exists at both basin locations (see geotechnical report
and borings). This clay layer will be removed and replaced with suitable sandy fill per
NCDENR Stormwater BMP Manual standards (see Exhibits B and Q. Suitable fill will
be placed in areas immediately around the two infiltration basins, especially in the area
between the basin and the wetlands. The extent of the fill placement will be governed by
the location of the roads and adjacent lots. The placement of the suitable fill will help the
stormwater to flow vertically and horizontally and prevent the formation of a clay barrier
wall around the basins.
The River Dunes property will be developed in a way that should meet the Neuse River
Basinwide goal of protecting waters while accommodating economic growth.
Additional BMPs will be employed to minimize impact to sensitive groundwater
recharge areas. Measures may include conveying stormwater from roof -tops and
walkways into dry gravel wells, applying gravel under decks to stabilize non -vegetated
surfaces, locating sheds and garage structures upland from the shoreline, and surfacing

parking pads with turf block or Geo mat. Grading will direct runoff toward woody
wetlands for additional filtration prior to groundwater recharge.
The marina Basin excavation will provide in excess of 500,000 cubic yards of material
for use on site as fill for road construction throughout the project and for site
development of the marina service areas (i.e. clubhouses, post office, retail, fitness and
spa, chapel, swimming pools, and village center). This fill will also be utilized to prepare
sites for developer construction clustered residential units. The excavated material
consists of sand, sandy clay and sandy loam that is generally considered suitable for both
compacted engineered fill for roadways, parking area and building pads and for un-
compacted fill for landscape and infiltration areas. The infiltration areas proposed will be
constructed on the fill area in order to obtain sufficient separation from groundwater as
well as providing head to the discharge from the basins to drive the water into the
existing vegetated riparian buffer areas without concentrating the flow.
The design of infiltration basins will be in general accordance with NCDENR guidelines
and will include suitable volume to contain runoff from a three (3) inch storm. An
overflow "spillway" will be installed to allow excess water to be quickly removed from
the infiltration basins during periods of rainfall in excess of the design storm. Vegetation
within the infiltration basins will be as recommended by the NCSU Extension Service.
Again, it is the intent of River Dunes Corporation to develop River Dunes in a way that
should meet the Neuse River Basin wide goal of protecting waters while accommodating
economic growth. For further information on the overall stonnwater management plan
for the development, please refer to permit SW7060204 and associated application.

vWcIQM&CREED
October 16, 2007
Mr. Scott Vinson
Environmental Engineer II
NCDENR
Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
ENGINEERS
SURVEYORS
PLANNERS
M&C 04135-0001(40)
OCT 1 7 2007
MOM
RE: Stormwater Review SW7070911
River Dunes Marina and Residential Development, Pamlico County,
North Carolina
Harbor Village III
Dear Scott:
In response to your email request for additional information dated October 5,
2007:
1. A site visit was conducted on October 4, 2007 to verify soil and
water table conditions. Borings were conducted at each of the two
stormwater treatment systems. It is noted on the plans that the
basins will be checked for suitable fill material, but because of
the extensive amount of unsuitable fill found in the site
investigations, and that they varied from the submitted nearby
borings, it will be necessary to place additional suitable fill
not only in the basins but in areas immediately around the basins.
Additional soil borings need to be completed at the time of the
replacement to help determine how much area around the basins may
200 MacKenan Coen need to be replaced with more suitable or sandy fill material.
Both a soil scientist and the consulting engineer should be
Gary. NC 27511 present at that time to determine how much fill replacement should
be done in order to make sure the infiltration basin functions
properly for the life of the project. There is the potential that
919. 233. 8091 areas immediately around the two basins may have pockets of clayey
fill and could act as a barrier wall, thereby not allowing the
Fax 919,233,8031
w w w.mckinncreed.com
S:\4135\0002\40'111111l\NCDENRDWQSIormwaler\High Uerv.➢y Permit-1 larbor Village l 11\Add1nl<,- M`,Q-In1607,doe

Mr. Scott Vinson
October 12, 2007
Page 2
infiltration or exfiltration of stormwater out the basin bottom &
sidewalls.
We have provided seven additional soil borings for each of the infiltration basins.
We will replace the clay layer in areas immediately the basins with suitable fill
material. See the revised narrative for further explanation.
2. Please provide cross sectional details of the two or more sized streets
shown on the plans.
We have shown on sheet D4 the cross sectional details for the three alleys,
Boathouse Road, and Back Cove in Harbor Village III.
3. Please clearly show on the plans by use of additional proposed contours,
spot elevations, flow arrows, etc. how all the runoff from the proposed
two drainage areas will drain into the proposed infiltration basins. It
appears that some lot runoff has existing grades to allow runoff to drain
away from the basins and it is hard to determine what the proposed
grades will be that will direct runoff into the basins. See lots 32, 33, 1-3, 41
& 42.
Also, please add the street profiles in order to help view the high & low
points to better determine flow. Could additional road runoff from the
drive, boarding the marina, drain down the two streets on either side of
the "Common Area"?
We have added additional flow arrows and spot grades to Sheet C4 to show how
all the stormwater water runoff will flow to the basins. We have added a site
plan sheet C1 to show the overall site layout of Harbor Village III, so that we
could increase the scale on Sheet C4 to make the grading and flow arrows more
readable. We have provided high and low points as well as flow arrows in the
road in lieu of roadway profiles. We have revised the grades on Boathouse Road
on either side of the common area to divert the stormwater runoff north to East
Harborside Road. See the revised narrative for further explanation.
4. Please dimension the two infiltration basins on detail sheet D5 to
help the contractors size it appropriately.
We have dimensioned the two infiltration basins on detail sheet D5.
5.\4135\00NW-Verm It\ NC DENK DWQ Stormwater\ I I igh Dewily Permit-1 larbor Vi Iage I I I\Add lnlo_DWQ-101i 7.doc
v �MCMM&CREED

Mr. Scott Vinson
October 12, 2007
Page 3
5. The calculations for both basins do not show how the provided Y+
volume was determined. Please provide complete calculations.
See the revised calculation sheets for the infiltration basins. We calculated the
provided basin volume based on incremental surface areas and volumes and side
slopes of 3:1.
6. It is unclear on what size rain event the level spreader calculations are
based on. Please refer to the Level Spreader BMP chapter for reference.
Please also provide a signed operation & maintenance agreement for the
two level spreaders.
See the revised level spreader calculation sheets. Although these overflow devices
are called "level spreaders", they function more like weirs and will provide
diffuse flow to the grassed filter strip.. We have provided a signed O&M
agreement for the two level spreader devices.
We trust this additional information will be sufficient for you to complete your
stormwater review and approval process. If you have any questions or request
additional information, please let me know.
Sincerely,
McKIM & CREED, P.A.
Curt Blazier, EI
Civil Designer
Enclosures
cc: Ed Mitchell, President, River Dunes Corporation
Grant Livengood, PE, Project Manager
5.\A135\0002H0-11,,mil\NC DEN N DWQ5lmmaelcr\High D,n,ily Village 111\ Add lnfo_DWQ_101607&o
v �MCICM&CREED

October 5, 2007
Mr. Ed Mitchell, President
River Dunes Corporation
416-A Pollock Street
New Bern, NC 28560
Subj=:
Dear Mr. Mitchell:
"dud F. Easlry, Gos or
William G. Ross Jr., $cacay
Nonh Carolina Depvtmem of Emironmcm and Nmunl Resources
.Nan W. Klima P.E. Ducaor
Division of wa Qualav
Stormwater Review S W7070911
River Dunes Marina & Residential Development
Harbor Village III
Pamlico County
This office received a Coastal Stormwater Derntit application and plans for -h! abiecs project
September IS, 2007. A prcliminan- review of the project indicates that before a State Sto-mv:ate: _nzrm : car. be
issued the foliowina additional information is necdec
1. A site visit was conducted on October 4, 2007 to verify soil and water table conditions. Borings were
conducted at each of the two storm«ater treatment systems. It is noted on the plans that the basins will be
checked for suitable fill material, but because of the extensive amount of unsuitable fill found in the site
investigations. and that they varied from the submitted nearby borings, it will be ncccscan to place
additional suitable fill not only in the basins but in areas immediately around the basins. Additional soil
borings need to be completed at the time of the replacement to help determine how much area around the.
basins may need to be replaced with more suitable or sandy fill material. Both a soil scientist and the
consulting engineer should be present at that time to determine how much fill replacement should be done
in order to make sure the infiltration basin functions properly for the life of the project. There is the
potential that areas immediately around the two basins may have pockets of ciayey fill and could act as a
barrier wall. thereby not allowing the infiltration or extiltration of stormwater out the basin bottom
sidewalls.
. Please provide z cross sectional dc,: is of the two or more sized streets shown on the clans
3. Please clearly show on the plans by use of additional proposed contours. spot elevations- fiow arr
ows. c.c.
how all the runoff from the proposed two drainage areas will drain into the proposed innhraion basins. It
appears that some lot runoff has existing grades to allow runoff to drain away from the basins and it is hard
to determine what the proposed grades will be that will direct runoff into the basins. See lots 32, 33. 1-3.
41 & 42. Also, please add the street profiles in order to help view the high &- low points to better determine
flow. Could additional road runoff from the drive, boarding the marina, drain down the , ,;o streets on
either side of the -Common Area"'
4. Please dimension the two infiltration basins on detail sheet D5 to help the contractors size it appropriatell .
The calculations for both basins do not show how the provide_ 3"= volume was deter -mined. Please
provide complete calculations.
It is unclear on what size rain event the level spreader calculations are based on, Please refer to the Level
Spreader BMP chanter f: r - creme. Please alsn - ,: ; snore' L'
Fe3.i:',rF'tl:(,'mr i7rn°..::::.
ur :: ..a-a:nc u:v: rs:_c c; r-a::.-:mu::' \`:.•_.icnc:na P.: glen::. i:`ue: ^nonr .___ - -. .__ m-.^: :'

The above requested information must be received in this office prior to October 12. 2007 or your
application will be returned as incomplete. The return of this project will necessitate resubmittzl of all required
items including the application fee. If you need additional time to submit the required information, please mail
or fax your request for time extension to this office at the Letterhead address.
You should also he aware that the Stormwater Rules require that the permit be issued prior to anN
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North Carolina
General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Storm -water Project Number above on all correspondence. If you have questions; please
feel free to contact me at [phone].
Sincwrel} ,
Scot Vinson
Em-ironmental En_eineer
Washington ReLional Office _
n � l IK tom.
cc: Curtis Blazier, PE McKim $ Creed (email) 'yti�' IdrX�l I v/rf W 2{Z
Washington Regional Office
n —14
UT
'rit
sw7060-70'y D.
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Ij'i'F%

Re: Extension request for SW7070911
Subject: Re: Extension request for SW7070911
From: Scott Vinson <Scott. Vinson@ncmail. net>
Date: Thu, 1 I Oct 2007 14:07:20 -0400
To: Curtis M Blazier <[e-mail]>
Curtis,
next Tuesday is fine for the submittal. Thanks for writing,
Scott
Curtis M Blazier wrote:
Scott,
We need additional time to submit the required information and would like to
request an extension for the submittal of SW7070911 stormwater permit for Harbor
Village III. We could submit it on Tuesday of next week If it has to be pushed
back to later in the week because of NCDENR schedule, please just let me know.
Thanks.
I have faxed this request to you, as well.
**Curtis M. Blazier**
**Civil Designer***
*
M*^C *KIM/&/CREED
ENGINEERS SURVEYORS PLANNERS
200 MacKenan Court
Cary, NC 27511
919.233.8091
919.233.8031 fax
http://www.mckimcreed.com <http://www.mcl:imcreed.com/>
This e-mail and any files transmitted with it are confidential
and intended solely for the use of the individual or entity to
whom they are addressed. If you have received this e-mail in
error please notify the system manager. Please note that any
views or opinions presented in this e-mail are solely those of
the author and do not necessarily represent those of the
company. Finally, the recipient should check this e-mail and
any attachments for the presence of viruses. The company
accepts no liability for any damage caused by any virus
transmitted by this e-mail.
I of I to/11/2007 2:07 PM

1.0/11.;2007 THU 13:04 FAX
10001; D01.
v MCK M&CR]EED
v
200 MacKenan Court, Suite 200
Cary, NC 27511
Tel: [phone]
Fax: [phone]
FACSIMILE TRANSMITTAL
DESIGNATED RECIPIENT: Scott Vinson
FAX NO: 252-946-9215
COMPANY: NCDENR Division of Water Quality DATE: 10/11/07
SENDER: Curt Blazier, EI TIME: 12:50 PM
NUMBER OF TRANSMISSION PAGES
PROJECT NUMBER 04135-0001
this page): 10,
PROJECT NAME River Dimes
® THIS IS YOUR ORIGINAL
❑ HARD COPY TO FOLLOW
COMMENTS: * * IF NOT CORRECTLY RECEIVED OR PAGES FAULTY, PLEASE CALL SENDER AT 919/233-8091 **
REMARKS:
Scott,
We need additional time to submit the required information and would like to request an extension for
the submittal of SW7070911 stormwater permit for Harbor Village III. We could submit it on Tuesday
of next week. Please just let me know. Thanks.
ATTENTION
THE INFORMATION CONTAINED IN rflS FACSIMU: MIESSAGE IS PRIVILEGED AND CONFIDENTIAL INFORMATION MEIN= ONLY MR IFE USE OF THE INDIVIDUAL OR ENTITY NAMED
ABOVE. IF 711E READER OF TH6 MLSAGE IS NOT THE INTENDED RECIPIEW. OR THE EMPLOYEE OF/OR AGENT RESPONSIBLE TO DEulek IT TO THE INTERDEC RECNENT, YOU ARE F.ERBY
NOTIFED TEAT ANY D:SSEMINAIIOV, DIST3iBUTION CR COPYING OF THIS CO.V.MUNICATION G STR:C. LY TROT II SITED. IF YOU HAVE.RECoVEL THIS COMMU NICAIICN IN LRROR, PLEASE
NOTIFY US BY TELEPI TO." E AND RETURN THE ORIGINAL MESSAGE TO US A II HE ABOVE A DDRESS VIA I HE U.S. POSTALSERVICE. WE MLLREIMBURSE YOU FOR ANY COSTS INCURRED.
5A4135\0002\4G-Permit\NC DENR DWO Sterinwater\High Density Permit -Harbor Village III\Extension Request Faxdoc Rev.-D:n=s

CAROLINA
ENGINEERS.'PA
CAROLINA ENGINEERS, PA
Geotechnical • Construction Materials • Forensic • Site Development • Surveying
August 30, 2007
McKim & Creed, P.A.
200 Mackenan Court
Cary, NC 27511
Attention: Mr. Curtis Blazier
PROJ #
SEP 1 g 2007
owe
Subject: Additional Subsurface Soil Profiles for
Harbor Village III, River Dunes Development
Panilico County, NC
Dear Mr. Blazer,
In accordance with your request, Carolina Engineers, P. A. has completed additional
subsurface soil profiles for the Stormwater Best Management Practices (BMP) locations
at Harbor Village II I in the River Dunes Development located in Pamlico County, North
Carolina. We excavated two locations, B13 and B14, to a depth of 14 feet to better
define the clay strata and classify the soils at depths below the clay strata. Attached you
will find a location map depicting boring locations B-13 and B-14 where the test pits
were excavated and the Excavated Pit Soil Profile Data logs. The Soil Profile Data
sheets show visual soil classifications and water table depths to an excavated depth of 14
feet.
We appreciate the opportunity of assisting you on this project. If we can answer any
questions or should you need additional assistance, please do not hesitate to contact us.
Sincerely,
CAROL A ENGINEER .
L C. HUDDLE, P.E.
Project Engineer
North Carolina Registration No. 20670
Enclosures: Excavated Pit Soil Profile Data (2)
Soil Boring Location Plan (1)
PO Box 1595, New Bern, NC 28563, Tele: [phone], Fax: [phone], www.carolinaengineers.com

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592 sq.fN
?8 acres
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es
sq. +
acres
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1 ;
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0.15 acres
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10.6 39ac es 7,748 sq.
a2,9 \ \ ) 0. t8 acres
5 B /
17,348 sq. ft. 9,800 sq. t`
\ ' 16 a40 acres 0.22 acre
\ 18, 782 sq. ft. / I
0.43 acres / 6 70 1
\
�26a / / ✓ 19,400 sq.ft. 11922 sq. ft.� f . 25
0.45 acres b.27 acres
8,182 sq. -
0. l9 acre 107,552 sq. . 40 acrest
/ 7 - i8a
B- 21,522 sqA 'fi 317 sq. /L
B 24 C \ a#9 ar"s 6.40 acres
0.18 agrest �1aq ft
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26,917 s4ff. 31,1
24a / \ \ a62 acre - \ a7
B. ft. -- 23 - \
0.19 a 19.9f7 soft \
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/ 3a ii22
!7 sq: ft.
.24 acres 22319 s4R.
Q51 aws - / \ 1s\ \
8,813
1�719 sq. R - 20 on \ +
6.29 acres Harbor
illage III\
asi \ +aka oPe, \ 3aam
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B-1520
-
/- 0.53 orxs � 3 sq.lf.
SCALE: 1" = 100'
0 50 100 200 400
UiTlTA .f&CRL'QD Harbor Village III - Soil Boring Location Plan
River Dunes Corporation B-5
Car North Carolina

Excavated Pit Soil Profile Data
Client:
River Dunes Corp.
Date:
August 30,2007
Project
Harbor Village III, River Dunes Development, Pamlico County, NC
Project No.:
ce.191-07
Technicians:
John Switzer
Boring No.:
B-13 A
Auger Location:
B-13, Northeast section of Harbor Village III
Boring Method:
Excavator
Depth
Lab Data
Sol Description and ernarks
USCS Symbols
Water
(a)
NM (%)
200(%)
LL (%)
PI (%)
I
Table (it)
-
-
-
-
tan to gray slightly silty poorly graded sand (rill)
... I."...SP-SM —...
2 feet
.:.............[::..::I:::::::::.
3u7ixc
L i'Yta�tp�'
322
52
46
24
Stiff gray fine silly to sandy clay
NM", cL UrA
GS`.0
✓�j(1N
6 feet""
.
w
g"'
y{t &t
V
son gray fine silty to smrd cloy With traces 01 organics
3 M
5 m
e feet
Tan poorly graded sand
._..,..,.,,SP :: ..�
11 feet
Gray slightly silty poorly graded sand
SP-SM
14 feet
Pvrn,df. t.innim al 141ret
Ground water encountered
at 71re[
CaroMa Engineers, PA - P.O. Bax 1595 - Now Bern, NC 28563 - Phone [phone] - Fax (252)L33-1370

Excavated Pit Soil Profile Data
Client:
River Dunes Corp.
Date:
August 30, 2007
Project:
Harbor Village III, River Dunes Development Pamliw County, NC
Project No.:
ce.191-07
Technicians:
John Switzer
Boring No.:
R-14 A
Auger Location:
B-14, Northeast section of Harbor Vllage III
Boring Method:
Excavator
14 feet
- 117.6 1 NP I NP I tan to gray slightly silty poorly graded sand (fill)
Gray fine silty to sandy clay
Tan poorly graded sand
Gray slightly silty poorly graded sand
CarolinaEngineers, PA - P.O. Box 1595 - New Bern, NC 28563 - Prone (252)E33-2424 - Fax (252)b33-1370

CAROLINA'
ENGINEERS. -PA
August 10, 2007
CAROLINA ENGINEERS, PA
Geotechnical • Materials Testing • Forensic • Site Development • Surveying
McKim & Creed, P.A.
200 Mackenan Court
Cary, NC 27511
Attention: Mr. Curtis Blazier
Subject: Subsurface Soil Investigation for Proposed Stormwater BMP Locations
Harbor Village III, River Dunes Development, Pamlico County, NC
Dear Mr. Blazier,
In accordance with your request, Carolina Engineers, P.A. has completed a subsurface
soil investigation and performed a geotechnical evaluation for the proposed Stormwater
Best Management Practices (BMP) locations at Harbor Village III, River Dunes
Development located in Pamlico County, North Carolina. The objective of our
investigation was to evaluate the in -situ soil conditions for preliminary selection of BMPs
to be used in retention and treatment of stormwater runoff from the proposed Harbor
Village III site. This report contains visual soil classifications, water table depths and
approximate infiltration rates for in -situ soils at selected locations.
We appreciate the opportunity of assisting you on this project. If we can answer any
questions or you need additional assistance, please do not hesitate to contact us.
Sincerely,
CAROLINA ENGINEERS, P.A.
CARL C. HUDDLE, P.E.
Project Engineer
North Carolina Registration No. 20670
Enclosures: Narrative (1)
Hand Auger Boring Data (3)
Mckim and Creed Soil Boring Location Plan (1)
PO Box 1595, New Bern, NC 28563, Tele: [phone], Fax: [phone], www.carolinaengineers.com

River Dunes, Harbor Village III
August 10, 2007
Page 2 of 3
1. INTRODUCTION
Carolina Engineers, P.A. was retained by McKim & Creed, P.A. to provide a
subsurface soil investigation and provide geotechnical services for site selection
and preliminary design of the BMP locations for the proposed Harbor Village III
site located in the River Dunes Development in Pamlico County, North Carolina.
The proposed Harbor Village III site is located southwest of the newly excavated
marina and is comprised of approximately 12 acres. The site is currently cleared
and grubbed of vegetation and root mat and has been filled to depths of 1 to 3 feet
with excavated soils from the marina excavation. Three BMP locations (labeled
B-13, B-14, and B-15) were chosen by McKim & Creed and are depicted on the
attached sketch.
2. FIELD EXPLORATION AND SUBSURFACE CONDITIONS
Field Exploration
The field exploration consisted of performing three hand augured borings to
depths of 6 feet and classifying the encountered soils in accordance with ASTM
D-2488. The results of the borings are provided as hand auger boring data logs
describing subsurface soils at each boring site including soil classifications,
stratification lines and water table depths. The water table depths are the average
daily readings taken from piezometers during the week ending August 18, 2007.
Subsurface Conditions
Hand auger borings performed at locations 13=13 and 13-14 encountered
approximately 2 feet of tan to gray slightly silty poorly graded sand (till material).
Below the sandy fill material, a stiff gray sandy to silty clay was found to the
auger termination depth of 6 feet. Peizometer readings indicated the water table
to be at 3 feet below existing surface elevations at each location.
Hand auger boring performed at location 13-15 encountered approximately 3 feet
of tan to gray slightly silty poorly graded sand (fill material) underlain with a stiff
gray sandy to silty clay. The gray sandy to silty clay was found to the auger
termination depth of 6 feet. Peizometer readings at location 13-15 indicated the
water table to be at 4.5 feet below existing surface elevations.
Visual soil classifications in accordance with the Unified Soil Classification
System (USCS) determined subsurface soils at all boring locations to be slightly
silty poorly graded sands (SP-SM) and silty to sandy clays (CL).
Infiltration Rates

River Dunes, Harbor Village III
August 10, 2007
Page 3 of 3
The following infiltration rates are from published typical permeability values for
each soil type:
USCS Soil Tyne Infiltration Rate
SP-SM 0.14 inches/hour
CL 5.9x10-7 inchesihour
Summary
Based on the low Infiltration rates and classifications of in -situ soils, the
construction of BMPs at the proposed locations can only be performed with
modifications to the sites. These modifications will include but are not limited to
the following:
Raise the drainage areas to allow positive drainage into the BMP locations
without lowering the proposed BMP elevations.
Removal of the silty sandy clayey soils (type CL) found below the fill
material to the lower silty sand strata and back fill with a clean permeable
sand.
Prior to final design and construction of the proposed stormwater BMPs, a test
location should be constructed and on -site infiltration tests performed to verify
infiltration rates. The test location can be one of the proposed BMP locations.
The construction should consist of over excavation to a depth of approximately 8
feet and back filling with a clean sand with a fines content of no more than 10%.
Excavation of the marina encountered a permeable strata of silty sand at
approximately 6 feet below existing surface elevations and with the current fill
depths of 2 to 3 feet the 8 foot excavation should suffice. A geotechnical
engineer or representative should witness the over excavation and test the back
fill for compliance.
This narrative represents our opinion based on the limited augured borings and
testing performed. Assumption has been made that the limited exploratory
borings are representative of conditions at each site. If during construction
phases, conditions are encountered which differ significantly from those reported,
we should be notified so our analyses and recommendations can be reviewed
and/or revised as necessary.

II
CARC)LINA
CNGINCrRS. IN
HAND AUGER BORING DATA
Client:
River Dunes Corp.
Date:
August 9, 2007
Project:
Harbor Village III, River Dunes Development, Pamlico County, NC
Project No.:
ce.191-07
Technicians:
John Switzer t'"
Boring No.:
B-13
Auger Location:
B-13, Northeast section of Harbor Village III
Boring Method:
Hand Auger
Depth
Lab Data
Soil Description and Remarks
USCS Symbols
Water
fl
Table ft
NIA %
-200 %
LL °/a
PI %
-
-
-
-
tan to gray slightly silty poorly graded sand (fill)
SP-ISM'
2 feet
32.2
52
46
24
Stiff gray fine silty to sandy clay
_ - CL':-c -
T
6 feet
boring terminated at 5 teet
Water table recorded at 3 feet
Carolina Engineers, PA - P.O. Box 1595 - New Bern, NC 28563 - Phone [phone] - Fax [phone]
115

HAND AUGER BORING DATA
Client:
River Dunes Corp.
Date:
August 9, 2007
Project:
Harbor Village III, River Dunes Development, Pamlico County, NC
Project No.:
ce.191-07
Technicians:
John Switzer
Boring No.:
B-14
Auger Location:
B-14, Northwest section of Harbor Village III
Boring Method:
Hand Auger
Depth
Lab Data
Soil Description and Remarks
USCS Symbols
Water
ft
NM %
200 %
LL %
PI %
Table ft
-
17.6
NP
NP
tan to gray slightly silty poorly graded sand (fill)
SP-SM'
2.5 feet
-
SEC
-
-
-
-
Still gray fine silty to sandy clay
CL .
6 feet
'
boning terminated at 6 feet
Water table recorded at 3 feet
Carolina Engineers, PA - P.O. Box 1595 - New Bern, NC 28563 - Phone [phone] - Fax [phone]
2.Z5

HAND AUGER BORING DATA
Client:
River Dunes Corp.
Date:
August 9, 2007
Project:
Harbor Village III, River Dunes Development, Pamlico County, NC
Project No.:
ce.191-07
Technicians:
John Switzer
Boring No.:
B-15
Auger Location:
B-15, South center section of Harbor Village III
Boring Method:
Hand Auger
Depth
Lab Data
Soil Description and Remarks
USCS Symbols
- Water
NM %
-200 %
LL %
PI %
fi
Table fi
-
-
-
-
tan to gray slightly silty poorly graded sand (fill)
SPSM
3 feet
-'
-
-
-
-
Stiff gray fine silty to sandy clay
CLk'._,
6 feet
boning terminated at 6 feet
Water table recorded at 4.5 feet
Carolina Engineers, PA - P.O. Box 1595 - New Bern, NC 28563 - Phone [phone] - Fax [phone]
Z;50

' 2 V -
J92 sq. fN
?6 acres
ss
1
w r0 \
11` �tCs6av\\. oc est0 f04 sq.
ul - 41
pot TM t5.23 acre
\ \ ! 2a Ma
Com man \ !',�,d� 40 9 sere
6,446 sq. /1.
9 \ 0.15 acres
27 \ 4
17,046 sq.f So
28 \ 0.J9 acres 76748 s .
t
004e60
ac `042s26 0.22Dire\yy}
18, 782 sq. ft. / ,
0.4J acres / 6
26a / 19,400 sq.It. 1 sq. It.
0.45 acres
182 sq. t . 25 0.27 acres ,
19 acre 17,552 crest. !
0.40 acres / ! �'
So B / / \ /21.522 safe.
'r7,317 sq. ft.
24 \ a49 acres ! 0.40 acres
70 18 oc acres �70.41 sq lt. \ \ / ! !
/ 8
26,917 sq. ft. 31,1
/ 84 240' ft. !' 23 `\\ 0.62 acres! \ \ a7
0.19 acr 19,917 sq. ft.
/ 2Ja
J17 sq. ft.
0.24 acres! 22,J19 sq ft.
! i ! 0.51 ocres ! \ \ \
15 \ \
i 1'�, 719 sq. ft. Harbor 0.29 acres ! ! ! \
Village III
76
' 22,J78 'sq.ft \\ \ \�81 acres\ 31250 sq.ft. \ 14 \q\
a51 apes ! ! \ \ �\ Q81 Dare: 1TO oce3 \
! i ! 23.76sasq.It. . 17
0.55 ones , \� \81(lu sq It\
SCALE: 1" = 100'
0 50 100 20o 400

River Dunes
Boring and Piezometer Data
Harbor Village III
Water
Water
Water
Water
Elevation
Elevation
Elevation
Elevation
Measured in
Measured in
Measured in
Measured in
Average Water
Piezometer
Ground
Piezometer
Piezometer
Piezometer
Piezometer
Elevation
Number
Elevation
8/9/2007
8/30/2007
9/7/2007
9/10/2007
0.40
P-13
5.28
2.28
-1.72
0.28
0.78
P-14
1 4.14
1 1.14
1 -3.36
-0.86
1 -0.86
1 -1.00
Location
Ground Elev.
Piezo. No.
W.T. Elev.
Boring No.
W.T. Elev.
Design
W.T. Elev.
Infiltration Basin 1-1
4.14
P-14
-1.00
B-14
-3.36
1.15
Infiltration Basin 1-2
5.28
P-13
0.40
B-13
-1.72
1.10
Determination of Seasonal Iligh Water Table Values
For the Harbor Village ❑I area for this high density stormwater permit, the contractor
performed soil borings and installed piezometers at a couple locations inside the
boundaries of the proposed infiltration basins (see bulletin drawing 13-5). The results are
listed in the table above. The hand auger method was used for the initial soil borings,
while subsequent borings were performed by excavated test pits. The water table level
indicated by each boring indicates the existing groundwater table at that point in time that
the boring was conducted. Depending on weather conditions and rainfall amounts, this
water table level may not be indicative of true groundwater table. The piezonmeter logs
show a somewhat erratic water table level as a result of readings taken over the course of
a month. Ideally, piezometer readings would be conducted over a period of several
months.
"rhe piezometers recorded water levels at approximately -1.0 finsl and 0.40 fmsl.
Piezometers installed for previous infiltration and bioretention basins on site recorded
water levels in the range of 0.5 to 1.5 fmsl. As a result, we decided to disregard the
negative readings in the calculations of our average water table elevation, considering
them anomalies.

INFILTRATION BASIN DESIGN
River Dunes Harbor Village III
Infiltration Basin 1-1
Project:
04135-0001
Prepared by:
CMB
Date:
8/19/2007
Drainage area:
56,380 sf
Volume to Catch The First 3.0 Inches of Runoff: (no bypass provided)
Runoff : Rv = 0.05 + 0.009 • I Simple Method, Schueler
Rv = 0.482
Volume: V = P' Rv' A
V = 6,794 cf
Surface Area: SA = Volume / Depth
Depth = 24 in
SA = 3,397 sf
Select Fill Soil:
Soil
Conductivity (k)
(in / hr)
Sand
6
Loamy Sand
2
Sandy Loam
0.5 - 1
Clay Soils: Use Sandy Loam or Loamy Sand
Fill Soil = Loamy Sand
k = 1.3
Notes:
I = Impervious Percent =
Rv = Runoff Coefficient
V = Required Storage Volume
P = Design Rainfall =
A = Drainage Area
Page 1 of 2
48
3 inch
Cover
SF
Acres
Sidewalks
922
0.02
Streets
8,077
0.19
Buildings (1)
17,800
0.41
Parking
552
0.01
Landscape
29,029
0.67
Totals
(1) Impervoius cover area for buildings includes drivewaysandis a maximum amount.
56,380 1.29
A
9 028419 ;a
'92j,F;;GINEEP� ��
•-•.M• LIV�c�r''

River Dunes Harbor Village III
Infiltration Basin 1-1
Find Time Drawdown of Water Through Soil Laver:
A. Rate of Drawdown: Qd = (2.3e-5) ' k ' SA " H / L
Qd= 0.1016 cf
Page 2 of 2
H / L Approximately = 1
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA' Depth
Vi-s = 6,794
Time to Remove Volume of Water at Flowrate Qd:
Ti-s = Vi-s / Qd = 66,890 sec.
19 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
Porosity (n) = 0.38
Volume to Drawdown: Vi-s = 2 feet " SA' n
Vs-2 = 2,582
Time to Remove Volume of Water at Flowrate Qd:
Ts-2 = Vs-2 / Qd = 25,418 sec.
= 7 hrs
D. Total Time to Draw Water Through Soil:
T= 26 hrs
Assume: G = 2.70
e = (2.70`62.4/103.7) -1
= 0.625
n = 0.625/(1+0.625)
= 0.38
NC
c> 08419
--7
9�Lj F:VG.NF.. .
,,,M. LIVE.,.,

INFILTRATION BASIN DESIGN
River Dunes Harbor Village III
Infiltration Basin 1-2
Project:
04135-0001
Prepared by:
CMB
Date:
8/19/2007
Drainage area:
80,100 sf
Volume to Catch The First 3.0 Inches of Runoff: (no bypass provided)
Runoff :
Rv— 0.05 + 0.009 ` I
Simple Method, Schueler
Rv =
0.473
1 = Impervious Percent =
Rv = Runoff Coefficient
Volume:
V = P . Rv " A
V =
9,472 cf
V = Required Storage Volume
P = Design Rainfall =
Surface Area:
SA = Volume / Depth
A = Drainage Area
Depth =
24 in
SA =
4,736 sf
Select Fill Soil:
Soil
Conductivity (k)
(in / hr)
Sand
6
Loamy Sand
2
Sandy Loam
0.5 - 1
Clay Soils: Use Sandy Loam or Loamy Sand
Fill Soil = Loamy Sand
k = 1.3
Page 1 of 2
47
3 inch
Cover
SF
Acres
Sidewalks
783
0.02
Streets
9,615
0.22
Buildings (1)
26,800
0.62
Parking
368
0.01
Landscape
42,534
0.98
Totals
Notes:
(1) Impervoius cover area for buildings includes driveways and is a maximum amount.
80,100 1.84
,�N_CAR
vLHL '
I 028419 ;o
1-OF --7
..;�? LIVE•••`

River Dunes Harbor Village III Page 2 of 2
Infiltration Basin 1-2
Find Time Drawdown of Water Through Soil Laver:
A. Rate of Drawdown: Qd = (2.3e-5) * k * SA * H / L H / L Approximatley = 1
Qd= 0.1416 cf
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA *Depth
Vi-s = 9,472
Time to Remove Volume of Water at Flowrate Qd:
Ti-s = Vi-s / Qd = 66,890 sec.
19 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
Porosity (n) = 0.38 Assume: G = 2.70
Volume to Drawdown: Vi-s = 2 feet * SA * n e = (2.70*62.4/103.7) -1
= 0.625
Vs-2 = 3,599 n = 0.625/(1+0.625)
= 0.38
Time to Remove Volume of Water at Flowrate Qd:
Ts-2 = Vs-2 / Qd = 25,418 sec.
7 hrs
D. Total Time to Draw Water Through Soil:
T= 26 hrs
SAIL
0�8419
iL F r4 07 '�
'Gj•'•:vGINEEQ:� �0�

�NtCKIM&CREED
CALCULATIONS
Project: River Dunes Marina and Residential Development — Harbor Village III
Project No: 04135-0001
Date: September 7, 2007
Author: CMB
Subject: Level Spreader LS-1
Calculate flow going over weir
Q = Cw*L*H� 5
Use Cw = 3.0 for free overfall
Assume L = 20.0 It for weir length
Assume H = 3 in. = 0.25 11
Q = 3.0 * 20.0 * (0.25)� 5 = 7.50 cfs
Q Overflow = 7.50 cfs
c�; 028419 ro

vMgK M&CREED
CALCULATIONS
Project: River Dunes Marina and Residential Development — Harbor Village III
Project No: 04135-0001
Date: September 7, 2007
Author: CMB
Subject:. Level Spreader LS-2
Calculate flow going over weir
Q = Cw*L*HE'S
Use Cw = 3.0 for free overfall
Assume L = 20.0 ft for weir length
Assume H = 3 in. = 0.25 ft
Q = 3.0 * 20.0 * (0.25)� S = 7.50 cfs
Q Overflow = 7.50 cfs
CAq
JtAl-
9 028419 fo
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CALCULATION
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Worksheet for Concrete Flume into 1-1 - Harbor Village III
Fro­ject�'Djscr',ption,
Flow Element:
Rectangular Channel
Friction Method:
Manning Formula
Solve For:
Normal Depth
11p
- � , n, —,- i" - "1 4
Roughness Coefficient:
0.013
Channel Slope:
0.33000
ft/ft
Bottom Width:
2.00
It
Discharge: 0")
4.36
ftl/s
'ResultsJLL0.14
Normal Depth:
It
Flow Area:
0.27
ft'
Wetted Perimeter:
2.27
It
Top Width:
2.00
It
Critical Depth:
0.53
It
Critical Slope:
0,00536
ft/ft
Velocity:
15.98
ft/s
Velocity Head:
3.97
ft
Specific Energy:
4.11
ft
Froude Number:
7.63
Flow Type:
Supercritical
:dVF Input Data
,
, , I - ". 1,
Downstream Depth:
0.00
ft
Length:
0.00
ft
Number Of Steps:
0
�0
Upstream Depth:
0.00
It
Profile Description:
Profile Headloss:
0.00
It
Downstream Velocity:
Infinity
ft/s
Upstream Velocity:
Infinity
ft/s
Normal Depth:
0.14
It
Critical Depth:
0.53
It
Channel Slope:
0.33000
ft/ft
Critical Slope:
0.00536
ft/ft

Worksheet for Concrete Flume into 1-2 - Harbor Village III (west side)
� Project Description ,77,
�L-.-L
Flow Element:
Rectangular Channel
Friction Method:
Manning Formula
Solve For
Normal Depth
[input Data
Roughness Coefficient:
0.013
Channel Slope:
0.33000 ft/ft
Bottom Width:
2.00 It
Discharge: (40)
1.65 1131s
Results. , , , , ,
, , 1, +, I , , . jj� 1�1�i ,- 1
111 ''1 1. , L
Normal Depth:
0.07
ft
Flow Area:
0.15
Wetted Perimeter:
2.15
ft
Top Width:
2.00
ft
Critical Depth:
0.28
ft
Critical Slope:
0.00523
ft/ft
Velocity:
11.07
ft/s
Velocity Head:
1.90
It
Specific Energy:
1.98
It
Froude Number:
7.15
Flow Type:
Supercritical
,GVF In
Downstream Depth: 0.00 ft
Length 0.00 ft
Number Of Steps: 0
,GYF Output Data
Upstream Depth:
0.00
It
Profile Description:
Profile Headloss*
0.00
ft
Downstream Velocity:
Infinity
ft/s
Upstream Velocity:
Infinity
ft/s
Normal Depth:
0.07
fit
Critical Depth:
0.28
It
Channel Slope:
0.33000
ft/ft
Critical Slope:
0.00523
ft/ft

Worksheet for Concrete Flume into 1-2 - Harbor Village III (north side)
P To ct Description,
I Crlp!1,
0 0
Flow Element:
Rectangular Channel
Friction Method:
Manning Formula
Solve For
Normal Depth
Roughness Coefficient: 0.013
Channel Slope: 0.33000 ft/ft
Bottom Width 2.00 It
Discharae://). )1 4.03 WIS
�Results jo
Normal Depth:
0.13
ft
Flow Area:
0.26
ft'
Wetted Perimeter:
2.26
It
Top Width:
2.00
ft
Critical Depth:
0.50
ft
Critical Slope:
0.00533
ft/ft
Velocity:
15.53
ft/s
Velocity Head:
3.75
ft
Specific Energy:
3.88
ft
Froude Number:
7.60
Flow Type:
Supercritical
,GVFInpu1; Data,j
Downstream Depth: 0.00 ft
Length 0.00 It
Number Of Steps: 0
,GVF Output Data
Upstream Depth:
0.00
It
Profile Description:
Profile Headloss:
0.00
It
Downstream Velocity:
Infinity
ft/s
Upstream Velocity:
Infinity
ft/s
Normal Depth:
0.13
ft
Critical Depth:
0.50
ft
Channel Slope:
0.33000
ft/ft
Critical Slope:
0.00533
ft/ft

Worksheet for Concrete Flume into 1-1 - Harbor Village III
Project Description 1,
Flow Element: Rectangular Channel
Friction Method: Manning Formula
Solve For: Normal Depth
Input Data
Roughness Coefficient:
0.013
Channel Slope:
0.33000 ft/ft
Bottom Width:
2.00 ft
Discharge: C
5.20 ft3/s
Normal Depth:
0.15
ft
Flow Area:
0.30
ft'
Wetted Perimeter:
2.30
ft
Top Width:
2.00
ft
Critical Depth:
0.59
ft
Critical Slope:
0.00546
ft/ft
Velocity:
17.07
ft/s
Velocity Head:
4.53
ft
Specific Energy:
4.68
ft
Froude Number:
7.71
Flow Type:
Supercritical
:GVF Input Data
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
Upstream Depth:
0.00
ft
Profile Description:
Profile Headloss:
0.00
ft
Downstream Velocity:
Infinity
ft/s
Upstream Velocity:
Infinity
ft/s
Normal Depth:
0.15
ft
Critical Depth:
0.59
ft
Channel Slope:
0.33000
ft/ft
Critical Slope:
0.00546
ft/ft

Worksheet for Concrete Flume into 1-2 - Harbor Village III (west side)
Tr�oj�7ct—D Description,
Element: Rectangular Channel
Friction Method: Manning Formula
Solve For: Normal Depth
Input Data
Roughness Coefficient:
0.013
Channel Slope:
0.33000
ft/ft
Bottom Width:
2.00
ft
Discharge: oze')
1.96
ftl/s
Results' "" —7-77
Normal Depth:
0.08
fit
Flow Area:
0.17
ft.
Wetted Perimeter:
2.17
ft
Top Width:
2.00
ft
Critical Depth:
0.31
ft
Critical Slope:
0.00522
ft/ft
Velocity:
11.85
ft/s
Velocity Head:
2.18
ft
Specific Energy:
2.26
ft
Froude Number:
7.26
Flow Type:
Supercritical
:GVF-lnput Data
Downstream Depth: 0.00 ft
Length* 0.00 ft
Number Of Steps: 0
,GVF Outp it Data
Upstream Depth:
0.00
ft
Profile Description:
Profile Headless:
0.00
ft
Downstream Velocity:
Infinity
flits
Upstream Velocity:
Infinity
ft/s
Normal Depth:
0.08
ft
Critical Depth:
0.31
ft
Channel Slope:
0.33000
Wit
Critical Slope:
0.00522
ft/ft

Worksheet for Concrete Flume into 1.2 - Harbor Village III (north side)
Flow Element:
Rectangular Channel
Friction Method:
Manning Formula
Solve For:
Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope: 0.33000 ffift
Bottom Width: 2.00 ft
Discharge: 4.80 W/s
:Results,,,
A
Normal Depth:
0.14
ft
Flow Area:
0.29
ft'
Wetted Perimeter:
2.29
ft
Top Width:
2.00
ft
Critical Depth:
0.56
ft
Critical Slope:
0.00541
ft/ft
Velocity:
16.55
ft/s
Velocity Head:
4.26
ft
Specific Energy:
4.40
It
Froude Number:
7.66
Flow Type:
Supercritical
Downstream Depth: 0.00 ft
Length* 0.00 ft
Number Of Steps: 0
rGVFOutput Data"
Upstream Depth:
0.00
ft
Profile Description:
Profile Headloss:
0.00
ft
Downstream Velocity:
Infinity
ft/s
Upstream Velocity:
Infinity
ft/s
Normal Depth:
0.14
ft
Critical Depth:
0.56
ft
Channel Slope:
0.33000
ft/ft
Critical Slope:
0.00541
ft/ft

Worksheet for Concrete Flume into 1-2 - Harbor Village III (north side)
'P.roject Descrippoht
Flow Element: Rectangular Channel
Friction Method: Manning Formula
Solve For: Normal Depth
Input Dat� � �''�
Roughness Coefficient:
0.013
Channel Slope:
0.33000
ft/ft
Bottom Width:
2.00
ft
Discharge: �(���
4.80
ft3/s
'Results
Normal Depth:
0.14
It
Flow Area:
0.29
ft'
Wetted Perimeter:
2.29
ft
Top Width:
2.00
ft
Critical Depth:
0.56
ft
Critical Slope:
0.00541
ft/ft
Velocity:
16.55
ft/s
Velocity Head:
4.26
ft
Specific Energy:
4.40
ft
Froude Number:
7.66
Flow Type:
Supercritical
GVF Input'Data -
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
GVF Output Data.. •
Upstream Depth:
0.00
ft
Profile Description:
Profile Headless:
0.00
ft
Downstream Velocity:
Infinity
ft/s
Upstream Velocity:
Infinity
ft/s
Normal Depth:
0.14
ft
Critical Depth:
0.56
ft
Channel Slope:
0.33000
ft/ft
Critical Slope:
0,00541
ft/ft

Appendices
NEW YORK DOT DLSSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1)
Q full capacity
(2)
QIo
(3)
V full
(4)
VIo
where Q = discharge in cfs and V = Velocity in FPS
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute now velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A: cross -sectional area of Dow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
20 —
5-
mom
ram®®
rams
',�mmuwmmoml.mmommm®
otmOum�mm�r.o
'um®
I�m�®
immmromvmmm.ummm•mmuo
�®tmum\mmmmuo�®
�uo-mommuouumov®aa�omoo
mnoaouu�mrrmuommr,®r.��muo
•mm_v�>.mmmou
���a/r.��mommu®ram®mtmm
mmm>.ur�ootrvrrrurr®mmmm
mmv®ma�muo
m
®ammmsmm®
�mmmt
�nmuoumoumumOQ�m\®m�um
ml�uov�mama�o�mu
�uu®comma
mmmmm
imm®turn
vuvummmm®uuuou
uon�mruunommmoo
rmmmomumu.�m�u�m®���n
nmmm��-\m®o�vummnm�mmm
■ma�moo
svr.mmrr►v��mn�mmmm
�ma\ur.�m�mmauorurum�ummrvu
�®mom®�
��mnoumturao
amromma®s��mmw-uumruvurou
ummy�mmmmd�o®®v®®
oouavo®mo�mWm��®mu
mmraua�m�m-ram.
�rrn�msm��mmR�rr�u�m�unmr.mtu�rro
©o
.®�ruou►m
ii
mOmr..mrAram�m�rm�
m'\�.\YYYROmlm�mlal��\YtIm�Y���
QOOAO<A�R\YAmtmA��V
mOtI�OA
V
W <t�
oY
o .memo®vouorrrvum�mm���morr�
muR\vramommammms�mr.00mo�
m��Y►tnpmtlRV
m�lpt♦t♦t♦®��m�m•p��
mmmvmmrr._
�muo�nmm®vum�uo®ram.-mrruo
mrouprrmmacurnuoo
mmuuamrmpa�rrmuu®mtrrs�oru
m�Ytm6Am�lOm\V
p��pYpO��mm��0
0 CKYY it
01 5'
Figure 8.06.b.1
I I I I
10, 15 20' 25'
DIAMETER (Ft.)
a='. tags 8.06.5

El
W
Z
(N]
APRON MAIERUIL
PROTECT=VEM
L7
TO PREVENTSCOUR
HOLE USE U ALWAYS
L2
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 x Do
6 xDo
3
STONE FILLING (MEDIUM) CL. 1
4 x Do
8 x Do
4
STONE FILLING (HEAVY) CL. 1
4 x Do
8 x Do
5
STONE FILLING (HEAVY) CL 2
5 x Do
10 x Do
6
STONE FILLING (HEAVY) CL 2
6 x Do
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's
Min.
thickness
(inches) "n.,
of fining
(inches)
Fine 3 0.031
9
12
Light 6 0.035
12
18
Medium 13 0.040
18
24
Heavy 23 .0.044
30
36
(Channels)
(Dissapaton)
8.06.6 R". IZ93

Exhibit 1
Depth -duration -frequency data for selected cities
(Tabulated values are precipitation depth [in])
Location
Return
5 min
10
15
30
1 hr
2 hr
3 hr
6 hr
12 hr
24 hr
Period r
min
min
min
Asheville;NC
2
0.46
0.73
0.91
1.35
1.80
2.02
2.24
2.80
3.30
3.80
5
0.53
0.87
1.10
1.66
2.26
2.55
2.84
3.59
4.26
4.92
10
0.59
0.97
1.23
1.89
2.58
2.92
3.26
4.14
4.92
5.70
25
0.67
1.12
1.43
2.22
3.04
3.45
3.86
4.92
5.86
6.80
50
0.74
1.24
1.59
2.47
3.39
3.86
4.33
5.52
6.59
7.65
100
0.80 1
1.35
1.74
2.72
3.75
4.27
4.80
6.13
7.31
8.50
Charlotte, NC
2
0.46
0.76
0.96
1.31
1.67
1.87
2.07 .
2.59
3.04
3.50
5
0.54
0.89
1.13
1.61
2.10
2.35
2.59
3.20
3.75
4.31
10
0.59
0.98
1.26
1.82
2.41
2.68
2.95
3.64
4.26
4.88
25
0.68
1.13
1.45
2.13
2.84
3.16
3.47
4.28
4.99
5.71
50
0.74
1.24
1.59
2.37
3.18
3.53
3.88
4.77
5.56
6.36
100
0.81
1.36
1.74 1
2.61
3.52
3.90
4.29
5.26
6.13
7.00
Greensboro/
2
0.48
0.74
0.92
1.25
1.60
1.81
2.02
2.55
3.03
3.50
Winston-Salem, NC
5
0.55
0.87
1.09
1.55
2.02
2.28
2.54
3.19
3.78
4.36
10
0.60
0.97
1.22
1.76
2.32
2.61
2.90
3.64
4.31
4.97
25
0.68
1.11
1:41
2.06
2.74
3.08
3.43
4.29
5.07
5.84
50
0.75
1.22
1.55
2.30
3.07
3.45
3.83
4.80
5.66
6.52
100
0.81
1.34
1.70
2.53
3.40
3.82
4.24
5.30
6.25
7.20
Fayetteville, NC
2
0.49
0.82
1.05
1.47
1.90
2.11
2.32
2.85
3.33
3.80
5
0.56
0.94
1.21
1.79
2.39
2.67
2.95
3.66
4.29
4.92
10
0.61
1.04
1.34
2.02
2.74
3.06
3.39
4.22
4.96
5.70
25
0.69
1.18
1.53
2.36
3.23
3.63
4.02
5.02
5.91
6.80
50
0.75
1.29
1.67
2.63
3.62
4.06
4.51
5.63
6.64
7.65
100
0.81
1.41
1.82
2.89
4.00
1 4.50
4.99
6.25
7.38
8.50
Raleigh/Durham, NC
2
0.48
0.79
1.01
1.35
1.70
1.91
2.12
2.65
3.13
3.60
5
0.55
0.92
1.18
1.64
2.12
2.40
2.68
3.38
4.02
4.65
10'
0.60
1.02
1.31
2.41
2.74
3.07
3.90
4.64
5.38
25
0.68
1.17
1.51
2.161.85
2.84
3.23
3.62
4.62
5.52
6.41
50
0.75
1.28
1.66
2.40
3.17
3.61
4.06
5.19
6.20
7.21
100
0.81
1.40
1.81
2.64
3.50
4.00
4.49
5.75
6.88
8.00
Wilmington, NC
2
0.49
0.84
1.09
1.58
2.10
2.36,
2.63
3.30
3.90
4.50
5
10
0.55
0.60
0.96
1.05
1.24
1.36
1.90
2.12
2.58
2.92
2.93
3.34
3.29
3.76
4.20
4.82
5.00
5.77
5.81
6.72
25 .
0.68
1.19
1.54
2.46
3.41
3.92
4.42
5.71
6.86
8.01
50
0.74
1.30
1.69
2.72
3.80
4.37
4.94
6.40
7.70
9.01
100
0.80
1.41
1.83
2,98
4.18
4,82
5.46
7.09
8.55
10.00
Elizabeth City, NC
2
0.48
0.80
1.02
1.40
1.80
2.04
2.28
2.90
3.45
4.00
5
0.55
0.93
1.19
1.71
2.24
2.57
2.89
3.72
4.46
5.20
10
0.60
1.02
1.32
1.92
2.55
2.94
3.32
4.29
5.16
6.03
25
0.66
1.17
1.51
2.24
3.00
3.46
3.92
5.10
6.15
7.19
50
0.75
1.29
1.66
2.49
3.35
3.87
4.40
5.73
6.91
8.10
100
1 0.81
1 1.40
1 1.81
2.74
3.70.,
4.28
4.87
6.35
1 7.68
9.00
pyright H.R Malcom, 2003 [5-2] Exhibits

Rational Runoff Coefficient Values
Description of Area Runoff Coeffic
Woodlands .2 - .025
Parks, Cemeteries 0.25
0.35
y soil, flat, 2%
0.10
y soil, average, 2 - 7%
0.15
y soil, steep, > 7%
0.20
soil, flat, 2%
0.17
soil, average, 2 - 7%
0.22
soil, steep, > 7%
0.35
Sandy soil, flat, 0 - 5%
0.30
Sandy soil, flat, 5 - 10%
0.40
Gayey soil, flat, 0 - 5%
0.50
Clayey soil, average, 5 - 10%
0.60
:sideritial:
->mgle Family (R-4)
0.50
Single Family (R-6)
0.55
Multi -family (R-10)
0.60
Multi -family (R-20)
0.70
Multi -family (R-30)
0.75
Commercial:
O and I (I,II,III) 0.85
I1 and I2 .85 - .95
Shopping Centers .85 - .96
Streets:
Gravel Areas 0.50
Drives, walks, and roofs 0.95
Asphalt and Concrete .95 - 1.00
C
(Sources: NC Erosion/Sediment Control Planning and Design Manual,
and the City of Raleigh 's Storm Drainage Design Manual, 1989)

1�1
0
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STORMWATER MANAGEMENT PERMIT
RIVER DUNES MARINA AND RESIDENTIAL DEVELOPMENT
for
RIVER DUNES CORPORATION
HARBOR VILLAGE III
TABLE OF CONTENTS
I. PERMIT APPLICATION
REcE D
11.
SUPPLEMENTS
SEF 18 2007
III.
CALCULATIONS
®WQ-W"
IV.
V.
GEOTECIINICAL DATA
PLANS
`R®
�f76
1
v

I

Soil Map -Pamlico County North Carolina
(River Dunes pev_ a=op ate
aumv 35M �saoo as.aoo asemo
C \
i-�Ilk ` , u�� � \�✓ �, � `I ' Ali..
1 s^ s� : >{
l'
kl ` P
`
Yv
E
' 1f�j, J' l7A,sr'n Vtickr'E
Gum�dcetGrc,. ���rs./YcAJr,,J.,
A o ,,.00
sao Tao ece .
0 ,,500 3.000 FB°�
&0W 9,W0
C0A Natural Resources Web Soil Survey 2.0
Conservation Service National Cooperative Soil Survey
9/17/2007
Page 1 of 3

AM
NCDENR
North Carolina Department of Environment and Natural Resources
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(s). Fax or email this completed form along with a narrative
and vicinity map of the project location to the appropriate One -Stop Coordinator:
• Winston Salem Region -Sonja Basinger 336-771-4633 or Sonia.basinger(a),ncmail.net
• Mooresville & Asheville Region -Patrick Grogan 704-663.3772 or Patrick. grogan(amcmail.net RiE'Q um;
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(a)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(a,ncmaiLnet SEP
• Wilmington Region -Cameron Weaver 910-350-2004 or cameron.weaver(alncmail.net 13 2007
APPLICANT Name Mr. Ed Mitchell
Company River Dunes Corporation QWQ-WARO
Address 416-A Pollock Street City/State New Bern, INC Zip 28560
Phone [phone] Fax [phone] Email ed.mitchell(�dverdunes.com
PROJECT SYSTEM(S) TRIBUTARY TO NEUSE RIVER SURFACE WATER CLASSIFICATION NEUSE RIVER
PROJECT Name River Dunes Marina and Residential Development - Harbor Village III County Pamlico
PROJECT LOCATION (ADDRESS) SR 1317 (Orchard Creek Road) Oriental NC 28571
ENGINEER/CONSULTANT
Company McKim & Creed, P.A.
Address 200 MacKenan Court City/State Cary, NC Zip 27511
Phone [phone] Fax [phone] Email cblazier(mckimcreed.com
State or National Environmental Policy Act (SEPA, NEPA) - EA or EIS Required []Yes ❑ No
❑ STREAM ORIGIN Determination: of Stream calls; Stream Name
® STORMWATER ❑Low Density ❑ High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ® High Density -Infiltration ❑ Off Site
WETLANDS MUST BE ADDRESSED BELOW
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with _acres to be disturbed.(CK # (for DENR use))
❑ WETLANDS (401): Check all that apply
Wetlands on Site ❑ Yes ❑ No I Isolated wetland on Property ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No / Buffer Impacts: ❑ No ❑ YES: acre(s)
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process wl US ACOE: ❑ Yes ❑ No I Permit Received from US ACOE ❑ Yes ❑ No
401 Application required: [-]Yes ❑ No If YES, ❑ Regular ❑ Express
Perennial, Blue line stream, etc on site ❑ yes ❑ No
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application fee, to be
charged for subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
Fee Split for multiple permits: (Check # 2Z-3 5(. ) Total Fee Amount $ 144)06—
SUBMITTAL
DATES
Fee
SUBMITTAL
DATES
Fee
CAMA
I
i LQS
SW HD; 0 LID)
- 18- 01
000
401:

�McIQM&CREED
September 17, 2007
E � I � I— t ,1 N$�'
StN 1 ,3 2UU7
DWQ-WAR®
ENGINEERS
SURVEYORS
PLANNERS
04135-0001 (40)
Mr. Scott Vinson
Division of Water Quality
North Carolina Department of Environmental and Natural Resources
943 Washington Square Mall
Washington, NC 27889
RE: River Dunes Marina and Residential Development, Pamlico County,
North Carolina
High Density Stormwater Permit
Dear Mr. Vinson:
On behalf of River Dunes Corporation and Ed Mitchell, please find enclosed for
your review the high density stormwater permit for the River Dunes Marina and
Residential Development located in Pamlico County, North Carolina. This
permit specifically covers Harbor Village III.
If you have any questions or request additional information, please let me know.
Sincerely,
Curt Blazier, El
McKIM & CREED, P.A.
200 Mac Kenan Court
/CMB
Cary, NC 27511
919.233.8091
Fax '>;]\a liilOaD}f4PPermit\NC DF.NN DI\'Q Sturm.vater\I ligh Density l'ermit_Harbor Village 111\�'109050]. D\1'Q Iligh Density 1'crmitJrx
w w w.mckimcreed.com