SW8060509_HISTORICAL FILE_20060710

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 OGb5C)
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
E. HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2p0(4, 0 7 lb
YYYYMM DD

A!
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Coastal Management
Michael F. Easley, Governor Charles S. Jones, Director William G. Ross Jr., Secretary
August 15 2006 "
g , ko
MEMORANDUM:
TO: Linda Lewis`
Stormwater
Division of Water Quality
FROM: Doug Huggett, Major Permits Coordinator
SUBJECT: CAMA / Dredge Permit Application Review
Applicant: Summerhouse on Everett Bay c/o R. A. North Dev. I, Inc.
Project Location: off of NCSR 1534, adjacent to'.Kings Creek and AIWW in Holly Ridge,
Onslow County
Proposed Project: Applicant proposes to develop a 1,033-lot SID with docking facilities and
associated utilities.
Please indicate below your agency's position or viewpoint on the proposed project and return
this form. by September 7, 2006. If you have any questions regarding the proposed project,
please contact Jon Giles at [phone], when appropriate, in-depth comments with
supporting data is requested.
REPLY: This agency has no objection to the project as proposed.
This agency has no comment on the proposed project.
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.
SIGNED DATE
127 Cardinal Drive Ext., Wilmington, Forth Carolina 28405-3845
Phone: [phone] FAX: [phone] Internet: www.nccoastalmanagement.net
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DIVISION. OF COASTAL MANAGEMENT
FIELD INVESTIGATION REPORT
1. APPLICANT'S NAME: Summerhouse on Everett Bay / % R.A. North Development 1, Inc.
2. LOCATION OF PROJECT SITE: The project site is located off NCSR 1534, known locally as the Holly Ridge -
Sneads Ferry Rd. adjacent to Kings Creek and AI W W in Holly Ridge, Onslow County.
I'hoto Index - 2000: 26-350: A-Q(1-6); 27-370: A-E(10-15),C-E(1-9), F-X (1-11)
1995: 26-335: A-M(7-16); 27-356: E-J(1-I5), A-1)(8-14), K-X(I-11)
1989: 4 171 27: K-X(12-20); 4 172 4: J-X(13-21)
State Plane Coordinates - X: 2456538 Y: 270931 GPS File: P061517A
Lat:34°29'05.43155"N Long: 77°29'06.01532"W
3. INVESTIGATION TYPE: LAMA
4, INVESTIGATIVE PROCEDURE: Dates of Site Visit - 05-9-06; 05-16-06; 06-15-06
Was Applicant Present - Yes
5. PROCESSING PROCEDURE: Application Received - Compiete on 07/21/06
Office- Wilmington
6. SITE DESCRIPTION:
(A) Local Land Use Play► - OnSIOW County
Classification From LUP - Limited Transition
(11) AEC(s) Involved: ES, EW, PT, CW
(C) Water Dependent: Yes
(D) Intended Use: Private / Commercial
(E) Wastewater Trcatrnent: Existing - NIA
Planned - Package Plant
(F) Type of Structures: Existing -NIA
Planned - 1,033 lot subdivision, 10-slip docking facility, boat ramp and
associated utilities.
(G) Estimated Annual Rate of Erosion: NIA Source - NIA
7. HABITAT DESCRIPTION:
S.
[AREA)
—[)REDOF12 FII.LF�D Q11iEEZ.
(A) Vegetated Wetlands - Coastal
3,556 ft.2
(shaded)
(13) Non -Vegetated Wetlands - open water
4,820 ft.'
(incorporated)
(C) Other (Highground)
385 acres
(disturbed)
(D) Total Area Disturbed: 385 acres
(E) Primary Nursery Area: Yes
(F) Water Classification: SC Open: Stump Sound - YES; Kings Creek & Spicer Bay - NO
PROJECT SUMMARY: The applicant is proposing a 1,033-lot subdivision, W-slip docking facility, boat ramp
and associated utilities.
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845
Phone: [phone] FAX: [phone] Internet: www.nccoastalmanagement.net
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Summerhouse on Everett Bay
Page Two
9. PROJECT DESCRIPTION:
The project site is located off SR1534, known locally as Holly Ridge — Sneads Ferry Rd., adjacent to Kings
Creel: and Stump Sound in Holly Ridge, Onslow County. To get to the site-fi-om Wilmington take US Hwy 17 N
to Sound Rd., which is the -first road on right after crossing NC Hwy 50 in Holly Ridge. Turn right onto Sound
Rd. (at the sharp curve to the left Sound Rd. becomes Holly Ridge — Sneads berry Rd.) and travel approximately
2 miles. Dolph Everett Rd. will be on the left. Travel approximately 200 yards past Dolph Everett Rd. and there
will be a construction entrance on the right for the project site. The project site is approximately 515 acres. Per
the application approximately 86 acres of the 515-acre site are § 404 wetlands. The property is bordered by
Kings Creels and vacant land to the west. vacant land to the east, SR 1534 to tine north and Stump Sound and
Spicer Bay to the south. The property has two old dilapidated farmhouses and an old cemetery. The property
also consists of farmland and is densely forested with hardwoods, conifer, and native underbrush. The current
average elevation of the property is approximately 27' above mean sea level (NISI), ranging fi-om'2' \,ISL to
33' N4SL near the road. The high ground portion of the property has been thinned of most of the understory and
some logging activities have.alreadv begun. In addition, gravel roads have been installed through out the project
site. There are coastal wetlands located on the waterward sides of the site. On the western side of the property
along KinL7s Creek the coastal wetland border ranges in width from 20' to 500' and is approximately 2,800' in
length. Along tine southern property boundary adjacent to Spicer Bay and Stunnp Sound the coastal wetland
border is approximately 10' to'400' in width and approximately 3,500' in length. The coastal wetlands consist
primarily of Giant Cordgrass (.Sparfina Cvnocoroicles), Sea Lavender (Lin7onhim. Spy).), Black Needlerllsll
(Aineus roL'martLli7us), Spike Grass (Distich is ,Spiccaa), Salt Nleadow Grass (Spartina Puten.$), Salt %Marsh-
Cordgrass (Sp?artina cdlerniflora) and Glasswort (&dicornia spp,). The coastal wetland areas consist of mixed
high and low marsh areas of varying size and composition.
The Onslow County Land Use Plan classifies the upland areas of this project as Developed. The waters of the
project site are classified as SC by the NC Division of Water Quality. The NC Division of \Marine Fisheries has
designated this area of Kings Creels, Spicer Bay and Stump Sound as a Primary Nursery Area; and the waters
adjacent to the proposed project are closed to the harvesting of shellfish in Spicer Bay and Kings Creek, and are
2.p en to the harvesting of shellfish in Stump Sound .
PROPOSED PROJECT:
The applicant is proposing to create a 1.033 lot single -fancily subdivision and related infrastructure and
amenities. In addition, the applicant is proposing to install a 10-slip docking facility, and a boat ramp with an
access pier. There would be approxintately 52,227 linear feet of streets (see sheet D-I for typical cross section),
30,000 linear feet of asphalt trails, 35,000 linear feet of sidewalks, 65.23 acres of ponds (see sheet D-d for
typical cross section). and 85.42 acres of open space.
There are 1 1 .§ 404 wetlands crossings proposed. These crossing would be accomplished by bridging with
timber pilings, wood beam bents and wood decking. The bridges would vary in length frotrt 50' to 200' and
would be approximately 2 1 ' in width. Please see sheet D-6 for typical bridge construction details.
The applicant proposes to create 1,033 lots for single-family dwellings; giving a density of 2 units per acre. No.
individual units are proposed as part of the application package. As such, each individual property owner
proposing to develop within any AEC would be required to obtain their his/her own individual CANIA permit.
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845
Phone: [phone] FAX. [phone] Internet: www.nccoastalmanagement.net
An Equal Opportunity 1 AffrmatIve Aclion Employer — 50% Recycled 110% Post Consumer Paper

Summerhouse on Everett Bay
Page T1Vo
Beginning along the northern portion of the property (adjacent to SR 1534) the applicant is proposing 3
entrances to the subdivision. The applicant is proposing a wastewater treatment plant (WWTP) and a 1.9 acre
boat storage facility (maximum 100 boats.as stated by applicant) to be located in the northwestern portion of the
project site. Moving south away from the road the applicant is proposing 4 small ponds ranging in size from .5
acres to 8.2 acres and one large 36-acre pond that runs north to south in the middle of the property. To be
included'in this pond would be a pedestrian pathway, a beach area and a canoe and kayak launch.
A proposed boat ramp area would be located in the northwestern portion of the project site adjacent to Kings
Creek with all associated parking and utilities as follows: playground area. 7 trailer parking spaces, 36 standard
parking spaces and boat launch with access pier and viewing dock. The proposed boat ramp would beuin at the
edge of an asphalt driveway that would be bulkheaded to allow for the transition l.'ronn the asphalt to the elevated
boat ramp. The proposed boat ramp would be elevated a mininlunl of 3' above the coastal wetland substrate.
The ramp Nvould be 16' wide and a total of 235' long. The first 170' of the ramp would be constructed of wood
and would traverse form east to west approximately 88' over high marsh and approximately 60' over lo%v marsh.
The last 65' would be constructed of concrete with aluminum rails for support. The applicant is also proposing a
groin if needed along the southern edge of the concrete ramp to prevent any erosion. The boat ramp would
terminate approximately 38' waterward of normal high water (NFIW). The water depth at the end of the boat
ramp would be —3' a Mean Low Water (MLW). A covered 16' x 16' gazebo is proposed landward of the 30'
buffer on the northern side of the boat ramp. A 6' x 110' pier is proposed on the northern sick of the gazebo to
access the floatin�a launch dock. The floating launch dock would be 89' in length and rangin4� in wiclth from 4'
on the west end to 6' in the center.and 10' at the access ramp. See sheet "D-4" for details.
Continuing south on the project site there would be 5 more ponds rangin<g in size from 1.2 acres to 6.5 acres.
Some of the ponds are proposed to be infiltration ponds for the subdivision.
A 10-slip docking facility is proposed on the southern shoreline adjacent to Stunip Sound located near the center
of the property. The applicant is proposing a 6' x 288' pier. The pier would extend approximately 48' into the
waterbodv. The pier would be elevated 6' above NHW. The pier would also Cross two naVlgablc ditches. There
would be a 30' x 30' 4-azebo at the waterward end of the pier. A floating dock measuring 10' in Nvidth and 148'
in length is proposed oil the eastern side of the +oazebo running parallel with the shoreline. The floating dock
:would also have 9 finger piers measuring 4' in width and 30' in length. The water depths at the end of the finger
piers would be approximately--2.5' @ NILW. In an effort to prevent boats mooring on the northern side of the
floating dock a handrail would be installed. The floating dock would be located approximately 48" waterward of
the edge of marsh. Please see sheet D-5 for pier details.
10. ANTICIPATED IMPACTS
The proposed project would incorporate approximately 4,820 ft.' of Estuarine Waters and Public Trust area.
Tine proposed pier and boat ramp would shade approximately 3,556 ft.' of coastal wetlands. The proposed
subdivision, installation of the roads, utilities and stormwater measures would disturb approximately 385 acres
Of h€gllgroLind.
Submitted bv: J. W. Giles Date: AL€gUSt 14, 2006 Offiec: Wihiiington
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845
Phone: [phone] FAX: [phone]Internet: www,nccoastalmanagement.net
An Equal Opportunity 1 Affirmative Action Employer — 5o%a Recycled 110%o Post Consumer Paper

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SUMMERHOUSE ON
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E VE R E TT BAY
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HOLLY RIDGE, 'NORTH CAROLINA
CA,9OiJAM EN IN& Rs
P.O. DRAWER 1578
NEW BERN, NC 28563
DMMIM
WATER DEPTHS @ SMALL GOAT LAUNCH
252.633.2424
REVISIONS

Form DCM-MP-1
APPLICATION
(To be completed by all applicants)
b. City, town, community or landmark
Holly Ridge
1. APPLICANT
c. Street address or secondary road number
Holly Ridge (SR-1534)
a. Landowner:
Name R.A. North Development I, Inc., Matthews, NC d. Is proposed work within city limits or planning
jurisdiction? X Yes No
Address 110 Matthews Station Street, Suite 2D
City Matthews State NC
Zip 28105 Day Phone [phone]
Fax [phone]
b. Authorized Agent:
Name Randy Allen -President
Address 110 Matthews Station Street, Suite 2D
City Matthews State NC
Zip 28105 Day Phone [phone]
Fax [phone]
c. Project name (if any) Summerhouse on Everett
Bay
MOTE: Permit will be issued in name of landowner(s), and/or
project name.
2. LOCATION OF PROPOSED
PROJECT
a. County Onslow
Revised 03195
e. Name of body of water nearest project (e.g. river,
creek, sound, bay) Kings Creek/Stump Sound/Everett Bay
3. DESCRIPTION AND PLANNED USE
OF PROPOSED PROJECT
a. List all development activities you propose (e.g.
building a home, motel, marina, bulkhead, pier, and
excavation and/or filling activities.
Road construction, pond excavation, sewer plant,
water distribution, sewer collection, small craft
launch, and pier.
b. Is the proposed activity maintenance of an existing
project, new work, or both? new work
c. Will the project be for public, private or commercial
use? Private
d. Give a brief description of purpose, use, methods of
construction and daily operations of proposed
project. If more space is needed, please attach
additional pages. (See Construction Narrative this
section.)
RECEIVED
DCM WILMINGTON, NC
JUL 2 12006

•
Form DCM-MP-1
4. LAND AND WATER
CHARACTERISTICS
a. Size of entire tract 515.14 Acres
b. Size of individual lot(s) Approximately 10,000 SIR
c. Approximate elevation of tract above MHW or
N`1i11, Avg - 27' MSL (2' MSL to 33' MSL)
d. Soil type(s) and texture(s) of tract
Clayey Sand (CS) Silty Sand (SNI) Poorly Grade Sand (SP)
e. Vegetation on tract Agriculture, Timber
f. Man-made features now on tract Old Farm House,
Cemetary & Shelter
g. What is the CAMA Land Use Plan land
classification of the site? (Conswithe local land ase plan.)
Conservation X Limited Transitional
Developed Community
Rural Other
h. How is the tract zoned by local government?
Planned unit development
i. Is the proposed project consistent with the applicable
zoning? ­X_Yes No
(Attach zoning compliance certificate, if applicable. )
Has a professional archaeological assessment been
done for the tract? X Yes No
If yes, by whom?
Bobby Southerlin
704 Main Street, Clayton, NC 27520
[phone] Mobile [phone] Fax
is the project located in a National Registered
Historic District or does it involve a National
Register listed or eligible property?
Yes X No
1. Are there wetlands on the site? X Yes No
Coastal (marsh) X Other 404
If yes, has a delineation been conducted? Yes
(Documentation available on plans)
0
Revised 03l95
m. Describe existing wastewater treatment facilities.
(See WWTF description this section.)
n. Describe location and type of discharges to waters
of the state. (For example, surface runoff, sanitary
wastewater, industrial commercial effluent, "wash
down" and residential discharges.) No discharge to
waters of the State are planned.
o. Describe existing drinking water supply source.
ONWASA 12" water main - Onslow County Water
and Sewer Authority. 12" water main along Holly
Ridge Road (SR-1534).
S. ADDITIONAL INFORMATION
In addition to the completed application form, the
following items must be submitted:
A copy of the deed (with state application only) or
other instrument under which the applicant claims title
to the affected properties. If the applicant is not
claiming to be the owner of said property, then
forward a copy of the deed or other instrument under
which the owner claims title, plus written permission
from the owner to carry out the project.
An accurate, dated work plat (including plan view
and cross -sectional drawings) drawn to scale in black
ink on an 8 1/2" by l P white paper. (Refer to
Coastal Resources Commission Rule 7J.0203 for a
detailed description.)
Please note that original drawings are preferred and
only high quality copies will be accepted. Blue -line
prints or other larger plats are acceptable only if an
adequate number of quality copies are provided by
applicant. (Contact the U.S. Army Corps of
Engineers regarding that agency's use of larger
drawings.) A site or location map is a part of plat
requirements and it must be sufficiently detailed to
guide agency personnel unfamiliar with the area to the

Ll
s
•
Form DCM-MP-1
site. Include highway or secondary road (SR)
numbers, landmarks; and the like.
• A Stormwater Certification, if one is necessary.
(See Low Densiq Storm water Management Plan)
• 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. Upon signing this form, the applicant
further certifies that such notice has been provided.
Name
Mark & Arthur Yow
Address
369 Holly Ridge Road, Holly Ridge, NC 28445
Phone
[phone]
Name
William H. Rice
Address
704 Tar Landing Road, Holly Ridge, NC 28445
Phone
[phone]
Name
Greg Salmon
Address
PO Box 789, Wallace, NC 28466
Phone
[phone]
Name
Glennie Murvin
Address
385 Holly Ridge Road, Holly Ridge, NC 28445
Phone
[phone]
- A list of previous state or federal permits issued for
work on the project tract. Include permit numbers,
permittee, and issuing dates.
• A check for $250 made payable to the Department of
Environment, Health, and Natural Resources
(DEHNR) to cover the costs of processing the
application.
• A signed AEC hazard notice for projects in
oceanfront and inlet areas.
A statement of compliance with the N.C.
Environmental Policy Act (N.C.G.S. I I3A - 1 to
10) If the project involves the expenditure of public
funds or use of public lands, attach a statement
documenting compliance with the North Carolina
Environmental Policy Act.
6. 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 conditions
and restrictions contained in the permit.
I certify that to the beg of my knowledge, the proposed
activity complies with the State of North Carolina's
approved Coastal Management Program and will be
conducted in a manner consistent with such program.
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 certify that the information provided in this
application is truthful to the best of my knowledge.
This is the Z0 day of _JN , 20_�Lk,
Print Name �tJdvL 4C
Signature
Landowner or Authorized Agent
Please indicate attachments pertaining to your proposed
project.
DCM MP-2 Excavation and Fill Information
X DCM MP-3 Upland Development
X DCM MP-4 Structures Information
X DCM MP-5 Bridges and Culverts
DCM MP-6 Marina Development
DOTE; Please sign and date each attachment In the
space provided at the hottom of each form
Revised 03195

® SUMMERHOUSE AT EVERETT BAY
PART 1. DESCRIPTION OF THE PROJECT
RA Management proposes to develop the 515 acres of land to be called
Summerhouse at Everett Bay in Onslow County, near Holly Ridge, North
Carolina, (site map included). The property is adjacent to the Atlantic
Intracoastal Waterway and near Spicer Bay and contains 86 acres of wetlands.
RA Management proposes the development of a single-family residential project.
The proposed Project will be one of the largest developments in the area.
The Project is proposed to provide a world class residential property not currently
prevalent in the Holly Ridge area. The quality of the Project is designed to attract
the regional consumer to live in Holly Ridge.
The proposed Project is planned to be constructed over approximately a 10-year
period. Construction of the 1,029 single-family residential lots and related
infrastructure, are essential elements to be designed and permitted. The
specific goals of the development are to create a high quality residential real
estate project that significantly enhances the market value of the property; create
a high quality alternative in the Town of Holly Ridge create a project that is
consistent with the RA Management high quality project offering amenities,
40 services, and products in an environmentally sensitive and well -planned manner.
The project will include providing for a treatment plan to handle and treat all
wastewater derived from the 1,029 lots of the single-family development. Two
on -site ponds will be used for waste water infiltration. The plant and associated
discharges are being designed and permitted by Mckim and Creed Engineering.
The land disturbance, storm water handling, best management practices and
water access are being permitted by Trader Construction.
The project will include day dock slips, reasonable water access through small
boat ramp construction and observation piers for wetland and water viewing
access and enjoyment for the lot owners of the subdivision. The observation
piers will not provide dockage in the open water areas and in the wetland is a
raised fixed walkway on piles outside of the CAMA line. In addition, deed
restrictions and protective covenants will not permit individual lot piers.
PART 2. NATURAL RESOURCES AND LAND DEVELOPMENT
The siting of the Project is critical to its success. The proximity and connection to
the Wilmington area are unique factors for the proposed site. The proximity of
the Atlantic Intracoastal Waterway is also an important factor for siting the Project
as proposed.
DCM-MP-I Section 3.d —Construction Narrative

The requirement for this project to be economically viable can be achieved
primarily through the single-family lots planned for the Project. The natural
resources of the Project site have been carefully used in planning for this primary
and driving use for the success of the proposed Project. The single-family plan
has been designed to incorporate and enhance the natural resources of the site.
As described in this analysis, the sensitive natural resources were avoided at
every possible step of the planning process to maximize the experience of the
end user and visitor to the Project site. The location of this site, its natural
resource amenities, and the available acreage all support the development of the
Project at this site. No other sites were found in the area where such a project
could be successfully contemplated. In light of the overall project purposes, this
is the only site available and capable of serving the purposes of the proposed
Project when taking into consideration costs, logistics, and existing methods for
development.
The Project as planned avoids impacts on natural resources completely.
Avoidance of impacts on wetlands was also a central effort in the many
considerations of land planning. The roads, utility corridors, and other
developmental aspects of the proposed project were all planned after the
wetlands were thoroughly investigated. The project includes bridges which are a
substantial economic commitment to avoiding impacts to the 86 acres of wetland
on -site. All environmental and regulatory requirements will been met or
exceeded in the development of the proposed Project.
Storm water handling will be handled by completing plans and design which
carefully follow state and federal guidelines. The projects planned storm water
handling methods provide substantial flexibility. The project is consistent with
"low density" guidelines for land development but because of the substantial
amount of ponds included in project plans, "wet detention" can be provided which
likely will exceed typical pre -development hydraulic residence time requirements.
Other best management practices such as those below will also be incorporated
into plans for the high density pockets planned for the site. Submittals for these
high density pockets will be presented as a modification at a later date.
STORM WATER BEST MANAGEMENT PRACTICES (BMP)
1. Plans will provide for disconnected impervious areas where possible and
reasonable. Roof downspouts will be disconnected from streets and
culverts and runoff diverted over vegetated areas or infiltration systems
(for treatment).
2. Also, roadway runoff can be converted to sheet flow and directed to wet
detention and 1 or other best management practices.
3. Storm water controls will be designed to replicate and maintain the
® hydrographic condition at the site prior to the change in landscape and at
a minimum include provisions that satisfy minimum standards. In most
DCM-MP-1 Section 3A —Construction Narrative

cases the post -development condition outfall rate and volume will be less
than the pre -development condition and therefore exceed requirements.
4. Grassed road side ditches will be used in place of curb and gutter. Check
dams, level spreaders, and other similar best management practices shall
be used to minimize the effect of storm water runoff outfalling from the
project tract. In areas where slopes exceed 5%, storm water collected in
piped conveyance systems shall be directed away from surface waters
and best management practices shall be employed at both the intake and
the outlet areas. Curbs and gutters may be used in combination with
sidewalks in areas to separate the pedestrian portion of a street-scape
from the automobile portion and will encourage greater pedestrian mobility
within the development.
5. No direct discharges of storm water to streams are planned for this
development. Effective energy dissipation at the pipe outlet shall be
accomplished to prevent scour of the area of any outfall. Stream, wetland
and other aquatic area habitat integrity will be maintained by ensuring that
storm water runoff is dispersed through a check dam, vegetated or
grassed buffer zone prior or other BMP prior to outfalling from the final
BMP in the "treatment train".
6. In addition, the use of trees —particularly evergreen species —can be used
as an effective component of an integrated storm water management plan
in an effort to reduce the amount of surface water runoff through site storm
water interception, transpiration, and other processes.
Ol 7. The groundwater table will be maintained through many mechanisms to
include distributing the infiltration basin groundwater to areas throughout
the site. Storm water ponds will be maintained with greater than minimum
detention and normal pool to aid in naturalizing ground water tables.
8. Strict attention will be provided to erosion and sedimentation control and
implemented for all construction. The development of these requirements
shall be fully coordinated with the Land Quality Section.
e
DCM-MP-1 Section 3.d—Construction Narrative

Form DCM-MP-2
s EXCAVATION
AND FILL
(Except bridges and culverts)
Attach this form to Joint Application for CAMA Major
Permit, Form DCM-MP-I. Be sure to complete all
other sections of the Joint Application that relate to this
proposed project -
Describe below the purpose of proposed excavation or
fill activities. All values to be given in feet.
Access
channel
(MLW) - (NWL)
® Canal
Boat
basin
Boat
ramp
Rock
groin
Rock
breakwater
Other
(Excluding
shoreline
stabilization)
® Revised 03195
Length
Width
Average
Existing
Depth
Final
Project
Depth
65'
16'
Y
2.5'
1. EXCAVATION
a. Amount of material to be excavated from below
MHW or NWL in cubic yards 0
b. Type of material to be excavated NIA
c. Does the area to be excavated include coastal
wetlands (marsh), submerged aquatic vegetation
(SAVs) or other wetlands? Yes 2jNo
d. Highground excavation in cubic yards N/A
2. DISPOSAL OF EXCAVATED
MATERIAL
a. Location of disposal area NIA
b. Dimensions of disposal area N/A
c. Do you claim tide to disposal area?
N/A Yes NIA N o
If no, attach a letter granting permission from the
owner.
d. Will a disposal area be available for future
maintenance? N/A Yes N/A No
If yes, where?

Form DCM-MP-2
e. Does the disposal area include any coastal wetlands
(marsh), SAVs or other wetlands?
NIA Yes NIA No
f. Does the disposal include any area in the water?
NIA Yes NIA No
3. SHORELINE STABILIZATION
a. Type of shoreline stabilization
NIA Bulkhead NIA Riprap
b. Length NIA
c. Average distance waterward of MHW or NWL
NIA
d. Maximum distance waterward of MHW or NWL
NIA
e. Shoreline erosion during preceding 12 months
NIA
(Source of information)
C. Type of bulkhead or rprap material NIA
g. Amount of fill in cubic yards to be placed below
water level
(1) Riprap NIA
(2) Bulkhead backfill NIA
h. Type of fill material NIA
i. Source of fill material NIA
4. OTHER FILL ACTIVITIES
(Excluding Shoreline Stabilization)
a. Will fill material be brought to site?
X Yes No
0 Revised 03195
If yes,
(1) Amount of material to be placed in the
plater Precast Concrete Boat Ramp f40'x16'x.5'-320CF)
(2) Dimensions of fill area 40'x16'
(3) Purpose of fill Small Boat Ramp. Precast
concrete on Aluminum Rails.
Will fill material be placed in coastal wetlands
(marsh), SAVs or other wetlands?
Yes No
If yes,
(1) Dimensions of fill area NIA
(2) Purpose of fill NIA
5. GENERAL
a. How will excavated or fill material be kept on site
and erosion controlled? The fill material will be
non -erosive pre -cast concrete on aluminum rails.
Turbidity curtains will be placed during piling &
ramp installation.
b. What type of construction equipment will be used
(for example, dragline, backhoe, or hydraulic
dredge)?
Excavator
c. Will wetlands be crossed in transporting equipment
to project site? X Yes No
If yes, explain steps that will be taken to lessen
environmental impacts. Mats & fabric will be
placed on wetlands during construction.
Summerhouse on Everett Bay
Applicant or ojelct Natrte
Signature
—zz—d6
Date

0
is
•
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-I. Be sure to complete all
other sections of the Joint Application that relate to this
proposed project.
a. Type and number of buildings, facilities, units or
structures proposed (1) Club House, (1) WWTF,
(1) Community Post Box, (1) Viewing Dock wlSlips,
(1) Small Craft Ramp, (1) Viewing Shelter
Number of lots or parcels 1033 Residential Units
c. Density (give the number of residential units and the
units per acre) 1033 Residential Units
2.0 Units per Acre
d. Size of area to be graded, filled or disturbed
including roads, ditches, etc. --385 Acres
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.
If applicable, has a sedimentation and erosion
control plan been submitted to the Division of Land
Resources? X Yes NO
If yes, date submitted April 28, 2006
f. List the materials (such as marl, paver stone,
asphalt, or concrete) to be used for paved surfaces.
Asphalt and Concrete
Give the percentage of the tract within 75 feet of
MHW or NWI,, or within 575 feet in the case of an
Outstanding Resource Water, to be covered by
impervious and/or built -upon surfaces, such as
pavement, buildings, rooftops, or to be used for
vehicular driveways or parking.
Rooftops for Lots 187 & 188, Estimate 2,000 SF
h. Projects that require a CAMA Major Development
Permit may also require a Stormwater Certification.
Has a site development plan been submitted to the
Division of Environmental Management for review?
X Yes No
If yes, date submitted May 9, 2006
i. Describe proposed method of sewage disposal.
See attached Wastewater Treatment Facilities
Description in Section DCM-MP-1
Have the facilities described in Item 1. above
received state or local approval? application Filed
(Attach appropriate documentation)
k. Describe location and type of proposed discharges to
waters of the state (for example, surface runoff,
sanitary wastewater, industrial/commercial effluent,
"wash down" and residential discharges).
No surface runoff to waters of the State.
1. Describe proposed drinking water supply source
(e.g. well, community, public system, etc.)
Public System - Onslow Couna water and Sewer Authority
m. Will water be impounded? Yes X No
If yes, how many acres? N/A
If the project is a oceanfront development, when
was the lot(s) platted and recorded? N/A
Applic=rojecte
Signature �J
Date
Revised 03/95

•
•
•
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 which relate to
this proposed project.
Dock(s) and/or Pier(s)
(1) —Commercial 2 Community_ Private
(2) Number 2 (Stump Sound) (Kings Creek)
(3) Length (Stump Sound 160LF) (Kings Creek 89LF)
(4) Width (Stump Sound 6FT) (Kings Creek 6FT)
(5) Finger Piers X Yes No
(1) Number 11
ti Length 30'
(iii) Width 4'
(6) Platform(s) X Yes No
(i) Number 2
(ii) Length 30'
(iii) Width 4'
(7) Number of slips proposed ro Day slips n Stump Sound
(8) Proximity of structure to adjacent riparian
property lines 1000LF
(9) Width of water body (Stump Sound 42T) {Kings Creek 73')
(10) Water depth at waterward end of pier at
M L W or NWL (Stump Sound 2.5') (Kings Creek 3')
b. Boathouse (including covered lifts)
(I) NIA Commercial NSA Private
(2) Length NIA
(3) Width NIA
c. Groin (e.g. wood, sheetpile, etc.)
(I) Number NIA
(2) Length(s) NIA
d. Breakwater (e.g. wood, sheetpile, etc.)
(1) Length NIA
(2) Average distance from MHW.. NWL or
wetlands N/A
(3) Maximum distance beyond MHW, NWL or
wetlands NIA
Revised 03195
e. Mooring buoys
(1) N/A Commercial ,Community : Private
MNumber N/A
Description of buoy
(Color, inscription, size, anchor, etc.)
NIA
(4) Width of water body N/A
(5) Distance buoy(s) to be placed beyond
shoreline NJA
Mooring structure (boatlift, mooring pilings; etc.)
(1) N!A Commercial —Community —Private
(2) Number N/A
(3) Length NIA
(4) Width NIA
g. Other (Give complete description)
2 Coered gazebos
1 @, Stump Sound 30' x 30'
1 @ Kings Creek 30' x 30'
Kings Creek gazebo is located outside of coastal
wetlands.
Summerhouse on Everett Bay
Applicant ar oject Name
Signature
Date

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.
1. BRIDGES
a. Public Private X
b. Type of bridge (construction material)
Timber Piling, Wood Beam Bents and Wood
Decking
c. Water body to be crossed by bridge
404 Wetlands
d. Water depth at the proposed crossing at MLW or
N W L NIA
e. Will proposed bridge replace an existing bridge?
Yes X No
If yes,
(1) Length of existing bridge N/A
(2) Width of existing bridge NIA
(3) Navigation clearance underneath existing
bridge NIA
(4) Will all, or a part of, the existing bridge be
removed? (Explain) NIA
Will proposed bridge replace an existing culvert(s)?
Yes X No
If yes,
(1) Length of existing culvert NIA
(2) Width of existing culvert N/A
(3) Height of the top of the existing culvert above
the MHW or NWL NIA
Revised 03195
(4) Will all, or a part of, the existing culvert be
removed? Explain) N/A
g. Length of proposed bridge
Varies 200' to 50'
h. Width of proposed bridge 12' for Driveways
21' for Roads
i, Height of proposed bridge above wetlands
4' to 10'
Will the proposed bridge affect existing water flow?
Yes X No
If yes, explain NIA
k. Navigation clearance underneath proposed bridge
NIA
Will the proposed bridge affect navigation by
reducing or increasing the existing navigable
opening? Yes X No
If yes, explain NIA
m. Will the proposed bridge cross wetlands containing
no navigable waters? X Yes No
If yes, explain 404 Wetlands with elevations higher
than mean high water
n. Have you contacted the U.S. Coast Guard
concerning their approval?
Yes X No
If yes, please provide record of their action.

Form DCM-MP-S
j. Will the proposed culvert affect existing navigation
2. CULVERTS
potential? Yes X No
If yes, explain NIA
a. Water body in which culvert is to be placed
NIA
b. Number of culverts Proposed NIA
c. Type of culvert (construction material, style)
EXCAVATION AND FILL
NIA
a. Will the placement of the proposed bridge or culvert
require any excavation below the MHW or NWL?
d. Will proposed culvert replace an existing bridge?
Yes X No
Yes X No
If yes,
If yes,
(1) Length of area to be excavated NIA
(1) Length of existing bridge NIA
(2) Width of area to be excavated NIA
(2) Width of existing bridge NIA
(3) Depth of area to be excavated NIA
(3) Navigation clearance underneath existing
(4 Amount of material to be excavated in cubic
bridge NIA
yards NIA
(4) Will all, or a put of, the existing bridge be
removed? (Explain) NIA
b. Will the placement of the proposed bridge or culvert
require any excavation within: ___. Yes X No
Coastal Wetlands _ S A V s _Other Wetlands
If yes,
e. Will proposed culvert replace an existing culvert?
(1) Length of area to be excavated NIA
Yes X No
(2) Width of area to be excavated NIA
If yes,
(3) Amount of material to be excavated in cubic
(1) Length of existing culvert NIA
yards No
(2) Width of existing culvert NIA
(3) Height of the top of the existing culvert above
c. Will the placement of the proposed bridge or culvert
the MHW or NWL NIA
require any highground excavation?
(4) Will all, or a part of, the existing culvert be
X Yes No
removed? (Explain) NIA
If Yes,
(1) Length of area to be excavated 30' Each Side
(2) Width of am to be excavated 4'
(3) Amount of material to be. excavated in cubic
f. Length of proposed culvert NIA
yards 4CY/13 Bridges = 52CY
g. Width of proposed culvert NIA
d. If the placement of the bridge or culvert involves
any excavation, please complete the following:
h. Height of the top of the proposed culvert above the
(1) Location of the spoil disposal am
MHW or NWL NIA
Approach to bridge bents
i. Will the proposed culvert affect ousting water flow?
(2) Dimensions of spoil disposal an
Spoil will be incorporated in road bed
Yes X No
(3) Do you claim title to the disposal am?
If yes, explain NIA
X Yes No
If no, attach a letter granting permission from
the owner.
•
Revised 03195

P. I
t TUL1i.200S 9c35RM )
COMMUNICATION RESULT REPORT .TTI 1,iCDENR WIRO
RESULT PAGE__--
OPTIOM ADDRESS —(GROUP)-------------------- ------___ p. 37/37
OK
-ILF MODE --------------
7S7 MEMORY TX
REASON FOR ERROR
HANG UP OR LINE FAIL
E-3) NO ANSWER
g-1252533137�
E-2) BUSY
E-4) tQ 1- )CSIR'IILE CONNECTION----- --
State of Nardi Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
[phone]
Michael F. Easley, Governor William G, Ross .Tr., Secretary
Date: 07/11/2006
To; Carl Huddle
CO: Carolina Engineers
FAX #: [phone]
FAX COVER SHEET
# pages (excluding cover): 36
From: Miriam Hughes
Division: Express Permitting
FAX#: [phone]
REMARIM-Summerhouse on Everett 131y. Hard copy to -follow h mail.
IV Gardirnn] Drive ExtensiDn, Wilmington, XC 28405-3845 ` ephone (910) 7W7304 Fax(930) 350,2004
An Equa 1 opportunity AlUrmative Action Employer

O�0
�WAT�9�G
0 �
July 10, 2006
Mr. Randy Allen, President
R.A. North Management 1, inc.
110 Matthews Station Street, Suite 2D
Matthews, NC 28105
Subject: Stormwater Permit No. SW8 060509
Summerhouse on Everett Bay
High Density Subdivision Project
Onslow County
Dear Mr. Allen:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
'h C>\
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Summerhouse on -Everett Bay on July 10, 2006. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 060509,
dated July 10, 2006, for the construction of the subject project.
This permit shall be effective from the date of issuance until July 10, 2016, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Linda Lewis, or me at [phone].
Singly; ,f) / 3 '&L
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/arl: , S:1WQSISTORMWATERIPERMIT1060509.ju106
CC' Carl Huddle, P.E.,-Carolina Engineers
Onslow County Building Inspections
Doug Huggett, Division of Coastal Management
Linda Lewis
Wilmington Regional Office Nol hcarolsna
Central Files rlura!!Y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.scwaterquality.org Fax [phone]
An Equal OppottunitylAffirmative Action Employer— 50% Recyeed110% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 060509
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Randy Allen & R.A. North Management I, Inc,
Summerhouse on Everett Bay
NCSR 1534, Holly Ridge, Onslow County
FOR THE
construction, operation and maintenance of 4 wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until July 10, 2016 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The subdivision is
permitted for 1,029 single family lots, each allowed a maximum amount of built -
upon area, as specified in Section 11.16 of this permit.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. The overall density level of the project must remain at 30% or less.
5. The wet detention ponds are provided for the treatment of collected runoff.
Additional treatment systems will be required for some future development, such
as the boat ramp parking area and the clubhouse. Stormwater management
measures for these areas must be submitted as a permit modification and
approved by the Division prior to construction.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 060509
C.
The following design elements have been permitted for the wet detention pond .
stormwater facilities, and must be provided in the systems at all times.
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Lots, ft2:
Roads/Parking, ft2:
Other, (pond surface) ft2:
Offsite, ft2:
C. Pond Depth, feet:
d. TSS removal efficiency:
e. Design Storm:
f. Permanent Pool Elevation, FMSL
g. Permitted Surface Area @PP, ft2:
h. Permitted Storage Volume, W:
i. Storage Elevation, FMSL:
j. Controlling Orifice Pipe 0:
k. Permanent Pool Volume, W:
I. Forebay Volume, W:
m. Maximum Fountain Horsepower:
n. Receiving Stream 1 River Basin:
o. Stream Index Number:
p. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
Katydid Painted Spicer Twining
Lady Lake Rose
19.84 26.38 71.03 48.27
864,230 1,149,113 6,146,752 2,102,641
0
0
0
0
500,351
506,919
3,099,175
789,432
208,500
283,500
1,233,500
419,000
201,247
98,881
658,192
179,032
90,604
191,400
1,207,483
191,400
0
0
0
0
6.0
6.0
6.0
6.0
90%
90%
90%
90%
1
1
1
1
17.0
18.0
17.0
15.0
81,122
124,538
1,202,610
191,639
85,802
128,380
1,220,676
197,291
18.0
19.0
18.0
16.0
3"
3"
6.25"
4"
279,078
517,044
8,714,253
873,166
66,224
119,755
756,122
171,835
1
2
3
3
King Creek Restricted Area 1 Cape
Fear
CPF24 18-87-4
"SC Sw HQW"
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval from the Division of Water Quality, and responsibility for
meeting the built -upon area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built -upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 060509
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f.' Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
12. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
14. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
Page 4of9

Stake Stormwater Management Systems
Permit No. SW8 060509
15. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
16. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 060509, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
The maximum built -upon area per lot, inclusive, is as follows:
394 lots @2,800 ft2: Lots 93-277, 624-793 & 796-834
218 lots @3,200 ft : Lots 1-51, 365-397, 522-539, 837-869, 897-926, &
977-1029.
248 lots @3,500 ft2: Lots 52-92, 278-339, 419-505, 657-620, 794-795, &
835-836.
92 lots @4,000 ft2: Lots 340-364, 398-418, 506-521, 540-566, & 621-623.
77 lots @4,500 ft2: Lots 870-896 & 927-976
The allotted amount includes any built -upon area constructed within the lot
property boundaries, and that portion of the right-of-way between the front
lot line and the edge of the pavement. Built upon area includes, but is not
limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina
and parking areas, but does not include raised, open wood decking, or the
water surface of swimming pools.
g. Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built -upon area due to CAMA regulations.
h. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
Built -upon area in excess of the permitted amount will require a permit
modification.
17, A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
Page 5of9

State Stormwater Management Systems
Permit No. SW8 060509
18. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
19. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume.
20. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality accompanied by appropriate documentation from the parties involved.
This may include, but is not limited to, a deed of trust, recorded deed restrictions,
Designer's Certification and a signed Operation and Maintenance plan. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
Page 6of9

State Stormwater Management Systems
Permit No. SW8 060509
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 10th day of July 2006.
NORTH QAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Alan'W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 060509
Page 7 of 9

•
0
ltd State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he pholoeopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
R.A.North Management I, Inc.
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Randy Allen - President
3. Mailing Address for person listed in item 2 above:
110 Matthews Station Street, Suite 21)
City: Matthews State:NC zip:28105
Telephone Number: ( 704 ) 321-0401
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.) -
Summerhouse on Everett Bav
5. Location of Project (street address):
SR 1534
City: Holly Ridge County:Onslow
6. Directions to project (from nearest major intersection):
From Hwy 17 in Holly Ridp-e, NC take SR 1538 to SR 1534. Protect Site located 3.0 miles on SR 1534.
7. Latitude: 71, 46'13 Longitude: 18, 46'N of project (see quadrangle map this section)
8. Contact person who can answer questions about the project:
Name: Randy Allen - President Telephone Number: ( 704 ) 321-0401
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
0 Form SWU-101 Version 3.99
Page I of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N/A and its issue date (if known) NIA
. 3. Specify the type of project (check one):
X Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
X CAMA Major X Sedimentation/Erosion Control 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
Ill. PROJECT INFORMATION
is
0
1. In the space provided below, summarize how stormwater mill be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
See Stormwater Management Detailed Summary this Section
2, Stormwater runoff from this project drains to the
White Oak
River basin.
3. Total Project Area: 515 acres 4. Project Built Upon Area: 23.03%
5. How many drainage areas does the project have? 5
6. Complete the following information for each drainage area. If there are more than two drainage areas. in the
project, attach an additional sheet with the information for each area provided in the same format as below,
Basin Information
Katydid Pond Drainage Area
Receiving Stream
Receiving Stream Class
SC �Uaters-�[
Drainage Area
864,230
Existing Impervious Area
0
Proposed Impervious Area (Total)
500,351
% Impervious Area (Total)
57.90%
Impervious* Surface Area
Katydid Pond Drainage Area
On -Site Streets R. Sidewalks
201,247
Lots 888-896 (4,500/lot)
40,500
Lots 897-926 (3,200/lot)
96,000
Lots 937-952 (4,500/lot)
72,000
Pond Surface
90,604
Total (SF)
500,351
Total (AC)
11.49
lPes�r, �re�
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form S WU-101 Version 3.99
Page 2 of 4

•
L
Basin Information
Painted Lady Pond Drainage Area
Receiving Stream Name
P KIlMj G�
Receiving Stream Class
SC WtaWsSW Ow
Drainage Area
—
4-N-9-, i3 fl 1qq 11
Existing Impervious Area
0
Proposed Impervious Area (Total)
506,919
% Impervious Area (Total)
44.1 1%
Impervious* Surface Area
Painted Lady Pond Drainage Area
On -Site Streets & Sidewalks
98,881
Lots 37-52 (3,200/lot)
48,000
Lots 52-76 (3,500/lot)
87,500
Lots 547-551 (4,000/lot)
20,000
Lots 568-599 (4,000/lot)
128,000
Pond Surface
124,538
Total (SF)
506,919
Total (AC)
11.64
Basin Information
Twining Rose Pond Drainage Area
Receiving Stream Name�:,1
Receiving Stream Class
SC WwersSw {-(('y 'k/
Drainage Area
2,102,641
Existing Impervious Area
0
Proposed impervious Area (Total)
789,432
% Impervious Area (Total)
37.54%
Impervious* Surface Area
Twining Rose Pond Drainage Area
On -Site Streets & Sidewalks
179,032
Lots 837-869 (3,200/lot)
105,600
Lots 870-888 (4,500/lot)
85,500
Lots 927-937 (4,500/lot)
49,500
Lots 953-976 (4,500/lot)
108,000
Lots 977-998 (3,200/lot)
70,400
Pond Surface
191,400
Total (SF)
789,432
Total (AC)
18.12
�) 0 &CMS
?JL )Fes r, *?,2
Page 2a of 4

•
•
s
Basin Information
Spicer Lake Drainage Area
Receiving Stream Name
Spa
Receiving Stream Class
Sc wags < HOW
Drainage Area
6,146,752
Existing Impervious Area
0
Proposed Impervious Area (Total)
3,099,175
% Impervious Area (Total)
50.42%
Impervious* Surface Area
Spicer Lake Drainage Area
On -Site Streets & Sidewalks
658,192
Lots 1-37 (3,200/lot)
118,400
Lots 300-339 (3,500/lot)
140,000
Lots 340-364 (4,000/lot)
100,000
Lots 356-397 (3,200/lot)
105,600
Lots 398-418 (4,000/lot)
84,000
Lots 419-505 (3,500/lot)
304,500
Lots 506-521 (4,000/lot)
64,000
Lots 522-539 (3,200/lot)
57,600
Lots 540-547 (4,000/lot)
32,000
Lots 550-566 (4,000/lot)
68,000
Lot 567 (3,500/lot)
3,500
Lots 600-620 (3,500/lot)
73,500
Lots 621-623 (4,000/lot)
12,000
Lots 977-998 (3,200/lot)
70,400
Pond Surface
1,207,483
Total (SF)
3,099,175
Total (AC)
71.15
DiAsK5
&5h_ Aeq2
Page 2b of 4

•
e
Basin Information
Total Drainage Area
Receiving Stream Name
Spicer Bay/Everett Bay/Kings Creek
Receiving Stream Class
SC Wf t s SW
Drainage Area
21,013,177 -
Existing Impervious Area
0
Proposed Impervious Area (Total)
4,838,372
% Impervious Area (Total)
23.03%
Impervious* Surface Area
Total Drainage Area
On -Site Streets
961,561
On -Site Sidewalks
226,757
Club House & Parking
40,074
Wastewater Treatment Plant
(42,544� a
Boat Storage
82,736
Lots
3,434,700 .
Future Development
50,000 q,Doo
Total:
4,838,372 t, VVq, 0-M ,
M5A
7. How was the off -site impervious area listed above derived? No off -site impervious areas drain into the site.
Cn�
Page 2c of 4

• IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS (See document this section)
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with stale slormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a stale slormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the slormwater control system shall he performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99
Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
. Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy ofthe Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):Carl C. Huddle, PE
Mailing Address: P.O. Drawer 1578
City: New Bern
Phone: ( 252 ) 633-2424
Vlll. APPLICANT'S CERTIFICATION
State: NC
Lip:28563
Fax: ( 252 1 633-1370
I, (print or type name of person listed in General Information, item 2) RA Dti A c LE r3
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.
Signature:
• Form SWU-101 Version 3.99
Page 4 of 4
Date: `0 [ts10U,

Permit No.
(to be provided by UWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form maybe photocopied for use at an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H.1002(18). Low density requirements and density factors can be
found in 15A NCAC 2H.1005 through. 1007.
1. PROJECT INFORMATION
Project Name Summerhouse on Everett Bay
Contact Person: Randy Allen - President Phone Number: ( 704 ) 321-0401
Number of Lots: -9�35 KIM Allowable Built Upon Area Per Lot*: (see attwhinem this section)
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area
for each lot. The attachment must include the project name, phase, page numbers and provide area subtotals
and totals.
11. BUILT UPON AREA
See the Stormwater Management Permit Application for specific language that must be recorded in the deed
restrictions for all subdivisions.
For uniform lot sizes, complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water. Wetlands may be excluded when the
development results in high density pockets.
• DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area - the total impervious surface occupied by roadways.
• OA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. Lots - the total number of lots in the subdivision.
• BUAILot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
Form SWU-104 Rev 3.99 Page I of 2

•
•
Calculation:
(SA x DF) - RA - OA = BUA
No. Lots Lot
(calculations included in this section)
III. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate that the following requirements have been met and supporting
documentation is provided as necessary. If the applicant has designated an agent on the Stormwater
Management Permit Application Form, the agent may initial below.
Applicants Initials
a. A 30 foot vegetative buffer is provided adjacent to surface waters. Projects in the Neuse
River basin may require additional buffers.
b. Deed restriction language as required on form SWU-101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to sale of any lots.
(/l c. Built upon area calculations are provided for the overall project and all lots.
r d. Project conforms to low density requirements within the ORW AEC (if applicable).
[ 15A NCAC 2H.1007(2)(b)l
Form SWU-104 Rev 3.99
Page 2 of 2

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Offim'.7

In accordance with Title 15 NCAC 2H. 1 000, the Coastal Stormwater Management Regulations, deed
restrictions and protective covenants are required for Low Density Residential Subdivisions where lots
will be subdivided and sold. Deed restrictions and protective covenants are necessary to ensure that the
development maintains a "built -upon" area consistent with the applicable regulation governing the density
• level.
I, Randy Allen - President acknowledge and affirm by my signature below, that I will cause the
following deed restrictions and protective covenants to be recorded for Summerhouse on Everett Bay
prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number SW SOcOOSOct , as issued by the Division of Water Quality under
NCAC 2H. 1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
a These covenants are to run with the land and be binding on all persons and parties claiming
under them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express
written consent of the State of North Carolina, Division of Water Quality.
5 Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is (See Attachment) square feet. This aIto tted amount
includes any built -upon area constructed within the lot property boundaries, and that portion of the
right-of-way between the front lot line and the edge of the pavement Built upon area includes, but
is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, and coquina, but does
not include raised, open wood decking, or the water surface of swimming pools,
7. In the case of a lot within CAMA's regulated AEC, where the Division of Coastal Management
calculates a different maximum allowable built -upon area for that lot than is shown herein, the
governing maximum built -upon area for that lot shall be the most restrictive of the two,
�8. Filling in orpiping of any vegetative conveyances (ditches, swales, etc.) associated with the.
development except for average driveway crossings, is strictly prohibited by any persons.
9. Each lot will maintain a 30' wide vegetated buffer between all impervious areas and surface
waters.
10. All roof drains shall terminate at least 30' from the mean high water mark of surface waters.
Signature: _..._..,-� _. _... Date: 15 0
r
I, a Notary Public in the
State of /-/ e. County of Ca.,AAI
do hereby certify that 6✓x4 personally appeared .
t
before me this they,Ixw day of_,a,2L& ,20 ol. , and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
Signature V-- ool{ornr�
NO I-
My Commission expires
RECEIVED
A G
moo•. t_i
JUN 16 2(>r16
DWQ
FROJ #„ 0(00_:'O

•
e

Permit No. S(U 50(0050f
(to be provided by D WQ)
State of North Carolina
Department of Environment and Natural Resources
• Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
his form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Summerhouse on Everett
Contact Person: Carl C. Huddle, PE Phone Number: ( 252 ) 633-2424
For projects with multiple basins, specify which basin this worksheet applies to: Katydid Pond
elevations
Basin Bottom Elevation
Permanent Pool Elevation
® Temporary Pool Elevation
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA i
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
OForm 5i1W-102 Rev 3.99
11.00
ft,
(floor of the basin)
17.00
ft.
(elevation of the orifice)
18.00
$.
(elevation of the discharge structure overflow)
81,122.00
sq. ft.
(water surface area at the orifice elevation)
19.84
ac.
(on -.site and off -site drainage to the basin)
11.49
ac.
(on -site and off -site drainage to the basin)
279,078.00
cu. ft.
(combined volume of main basin and forebay)
85,803.00
cu. ft.
(volume detained above the permanent pool)
66,224.00
cu. ft.
(approximately 20% of total volume)
3.26
(surface area to drainage area ratio from DWQ table)
3.0
in.
(2 to 5 day temporary pool draw -down required)
1.0
in.
90
%
(minimum 85% required)
Page i of 4

Footnotes:
1 When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H . 1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants jnitials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
® f. The basin length to width ratio is greater than 3: I.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
019 h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
04 i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) does X does not incorporate a vegetative filter at the outlet.
This system (check one) does X does not incorporate pretreatment other than a forebay.
® Form S W U-102 Rev 3.99 Page 2 of 4

9
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment shall be removed.
Sediment Remo\'al EI, 12.5
Bottom Elevaton 11.0
FOREBAY
BASIN DIAGRAM
ill in the blank)
Permanent Pool Elevation 17.0
Sediment Removal Elevation 12.5
Bottom Elevation 11.0
MAIN POND
75%
1250/1
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
b. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-IO2 Rev 3.99
Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
is
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
•
Print name: Randy Allen
Title: President
Address: 110 Matthews Station Street, Suite 213, Matthews, NC 28105
Phone: [phone]
Signature:
Date: i -
N Ote: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, /4"At" _- , a Notary Public for the State of I1 C
County of OAQ-cc� , do hereby certify that _ a-L.--�
personally appeared before me this 15.zJ,- day of. _4,.u/x-E ,-200L and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
oO�plNY B: ROO
�OTa9y�
JBILN
SEAL
My commission expires -5- 1 r - ra
Form SWU-102 Rev 3.99 Page 4 of 4

Permit No. JW 90670 SO
(io he provided by D 6VQ)
State of North Carolina
. Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may he photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I, PROJECT INFORMATION
Project Name. Summerhouse on Everett Bay
Contact Person: Carl C. Huddle, PE Phone Number: t 252 1 633-2424 _
For projects with multiple basins, specify which basin this worksheet applies to: Painted Lady
elevations
Basin Bottom Elevation 9.00 ft. (floor of the basin)
Permanent Pool Elevation 18•00 ft. (elevation of the orifice)
40 Temporary Pool Elevation 19.00 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 124,538.00 sq. ft. (water surface area at the orifice elevation)
Drainage Area 26.38 ac. (on -site and off -site drainage to the basin)
Impervious Area 11.64 ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 517,044.00 CU. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 128,380.00 Cu. ft, (volume detained above the permanent pool)
Forebay Volume 119,755.00 cu. ft. (approximately 20% of total volume)
Other parameters
SAIDAi 2.34 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3.0 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall 1.0 in.
Design TSS Removal 2 90 % (minimum 85% required)
Form SUM-102 Rev 3.99 Page 1 of 4

Footnotes:
l When using the Division SAIDA tables, the correct SAIDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDFNR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H . 1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
ow- a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
rd c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-Foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3.1.
04 h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
cA i. Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
} k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. if the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) does X does not incorporate a vegetative filter at the outlet.
This system (check one) does X does not incorporate pretreatment other than a forebay.
Form S W U-102 Rev 3.99 Page 2 of 4

•
•
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below), Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads
When the permanent pool depth reads
Sediment RcmNal El. 14.25
Bottom Elevat'611 13.0
FOREBAY
4.5 feet in the main pond, the sediment shall be removed.
3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blank)
Permanent Pool Elevation 15.00
Sediment Removal Elevation 13.5 75%
---------------------------------------------------------------------------------
Bottom Elevation 12.0 125%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
ODorm SWU-1Q2 Rev 3.99
Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
•
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Randy Allen
Title: President
Address: 110 Matthews Station Street, Suite 21), Matthews, NC 28105
Phone: [phone]
Signature:
Date: & - /s• o6
N ote: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, _LII.,_ -4 •, a Notary Public for the State of Al C—
County of e-to—,tJ , do hereby certify that &"U4
personally appeared before me this / zA,, day of Boob and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
qG •• AU B`-�� • O�
�I UIVrr.rR,N
SEAL
My commission expires --z1— f a
0
Form SWU-102 Rev 3.99 Page 4 of 4

Permit No. 5w Y (560501
(to be provided by D 1VQ)
State of North Carolina
IsDepartment of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may he photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Summerhouse on Everett Bay
Contact Person: Carl C. Huddle, PE Phone Number: ( 252 ) 633-2424
For projects with multiple basins, specify which basin this worksheet applies to: Spicer take
elevations
Basin Bottom Elevation 8.00
Permanent Pool Elevation 17.00
Temporary Pool Elevation 18.00
ft. (floor of the basin)
ft. (elevation of the orifice)
ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 1,202,610.00 sq. ft.
Drainage Area 141.11 ac.
Impervious Area 71.15 ac.
volumes
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
Permanent Pool Volume
8,714,253.00
cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume
1,220,676.00
Cu. ft.
(volume detained above the permanent pool)
Forebay Volume
756,122.00
cu. ft.
(approximately 20% of total volume)
Other parameters
SA/DAi 2.7 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 6.25 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall 1.0 in.
Design TSS Removal 2 90 % (minimum 85% required)
® Form SUW-102 Rev 3.99 Page I of 4

Footnotes:
I When using the Division SAIDA tables, the correct SAIDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
IL REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H . 1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applica7tlitiaks
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
Gi! c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
® _ - f. The basin length to width ratio is greater than 3.1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detaiI).
i. Vegetative cover above the permanent pool elevation is specified.
6111 j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
al — 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) does X
This system (check one) does X
® Form SWU-102 Rev 3.99
does not incorporate a vegetative litter at the outtet.
does not incorporate pretreatment other than a forebay.
Page 2 of 4

Maintenance activities shall be performed as follows:
40 1, After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads
When the permanent pool depth reads
Sediment Remo\ -al El. 12.5
-- -----------------------
Bottom I levat n 11.0
FORRQAY
6.75 feet in the main pond, the sediment shall be removed.
4.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(Jill in the blank)
Permanent Pool Elevation 17.0
Sediment Removal Elevation 10.25 75%
-------------------------------------------------------------
------------------
Bottom Elevation 8.0 1251/'?
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
OForm SWU-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
r1
u
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Randy Allen
Title: President
Address: 110 Matthews Station Street, Suite 2D, Matthews, NC 28105
Phone: [phone]
Signature:
Date: b - 15- o b
N 0 te: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
a Notary Public for the State of 'Jc
County of (�nr�.,J , do hereby certify that ecv dg aj r
personally appeared before me this «,c�, day of_ a"'e2L . -7-6aA and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
p p�ilY B• R0�
IOTA/? .
SEAL
My commission expires 5 - ez r - 16
Form SWU-102 Rev 399 Page 4 of 4

Permit No. s(o ocC'O.SDq
(to be provided by D WQj
State of North Carolina
• Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROTECT INFORMATION
Project Name: Summerhouse on Everett Bay
Contact Person: Carl C. Huddle, PE Phone Number: ( 252 ) 633-2424
For projects with multiple basins, specify which basin this worksheet applies to: Twining Rose
elevations
Basin Bottom Elevation 8.00 ft.
Permanent Pool Elevation 15.00 ft.
Temporary Pool Elevation 16.00 ft.
areas
Permanent Pool Surface Area 191,639.00 sq. ft.
Drainage Area ' 48.27 ac.
Impervious Area 18.13 ac
volumes
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
Permanent Pool Volume
873,166.00
cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume
197,291.00
cu. ft.
(volume detained above the permanent pool)
Forebay Volume
171,835.00
cu. ft.
(approximately 20% of total volume)
Other parameters
SA/DAi 2.0 (,surface area to drainage area ratio from DWQ table)
Diameter of Orifice 4.0 in. (2 to 5 day temporary Pool draw -down required)
Design Rainfall 1.0 in.
Design TSS Removal 2 90 % (minimum 85% required)
® Farm SUW-102 Rev 3.99 Page 1 of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
• actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
IL REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H . 1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
CIZ — b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
a- - g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
/ k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
l . If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) does X does not incorporate a vegetative fitter at the outlet.
This system (check one) does X does not incorporate pretreatment other than a forebay.
® Form S W U-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
01, After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 5.25
When the permanent pool depth reads 3
Sediment Removal El
Bottom E
12.0
11.0 1 15%
FOREBAY
feet in the main pond, the sediment shall be removed.
feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blank)
Permanent Pool Elevation 15.0
Sediment Removal Elevation 9.75
Bottom Elevation 8.0
MAIN POND
175%
-1259/9
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
OForm S W i I-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
isacknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
0
Print name: Randy Allen
Title: President
Address: 110 Matthews Station Street, Suite 2D, Matthews, NC 28105
Phone: [phone]
Signature:
Date: _ G - /,� - 0 6
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
l 'nA'OPP, , a Notary Public for the State of ��—
County of lna�J , do hereby certify that
personally appeared before me this _ day of , o200 b and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
bpiHY 8. Rp�
SU kAUBLNG 'n4�
NORM �P
SEAL
My commission expires S - e2 1 - / o
0 Form SWU-102 Rev 3.99 Page 4 of 4

CAROLINA ENGINEERS, PA
Geotechnical • Construction Materials • Forensic • Site Development • Surveying
RECEIVED
July 7, 2006 �UL� 1 2[106
Ow
Ms. Linda Lewis pgOJ #
NC Department of Environment and Natural Resources
Division of Water Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Stormwater Management Wet Detention Pond & Associated Pipe Network
Calculations Sealed Cover Sheet
Drawing D-3
Summerhouse on Everett Bay, Onslow County, NC
Ms. Lewis,
On behalf of R.A. North Development I, Carolina Engineers, PA is submitting a sealed
copy of the Stormwater Management Wet Detention Pond & Associated Pipe Network
Calculations cover sheet.
Also enclosed is Drawing D-3. Please note the table in Drawing D3 has a note
specifying an 8 inch diameter steel pipe orifice for Spicer Lake.
f additional information is needed or you have any questions, please call.
Sincerely,
Carolina Engineers, PA
Carl C. Huddle, P.E.
Project Manager
Enclosure(s): 2- sealed cover sheet copies
2- D-3 drawing sheets
PO Box 1595, New Bern, NC 28563, Tele: [phone], Fax: [phone], www.carolinaengineers.com

STORMWATER MANAGEMENT
WET DETENTION POND
ASSOCIATED PIPE NETWORK
CALCULATIONS
For
Summerhouse on Everette Bay
Holly Ridge, North Carolina RE .CEIVED
May 2006 JUL. 1. o 2006
REVISED JUNE 2006 M05Dq
PROJ #
Prepared For:
Carolina Engineers
New Bern, NC
Prepared By:
F. E, Ifs
Civil and Environmental Engineering
3100 NC 27 East
Coats, NC 227521
[phone]
[phone] Fax
CTC Project # 082001
SEAL
0
C, ++I"+0N.,
-7/6/0�

STORMWATER MANAGEMENT
WET DETENTION POND
ASSOCIATED PIPE NETWORK
CALCULATIONS
For
Summerhouse on Everette Bay
Holly Ridge, North Carolina
RECEIVED
May 2006
REVISED JUNE 2006
Prepared For:
Carolina Engineers
New Bern, NC
Prepared By:
>o C avtan, f,*, F E., hic
Civil and Environmental Engineering
3100 NC 27 East
Coats, NC 227521
[phone]
[phone]'Fax
CTC Project # 082001
JUL 0 6 2006
DWQ
-714/0�

Stormwater Project SW8 060509
SUMMERHOUSE ON EVERETT BAY
Drainage Area Impervious Surface Summary for Wet Detention Ponds
Basin Information
Katydid Loop Pond Drainage
Area
Receiving Stream Name
Receiving Stream Class
SC Waters
Drainage Area
864,230
Existing Impervious Area
0
Proposed Impervious Area total
500,351
% Impervious Area total
57.90%
Impervious* Surface Area
Katydid Loop Pond Drainage
Area
On -site Streets & Sidewalks
201,247
Lots 868-896 4,500/lot
40,500
Lots 897-926 3,200/lot
96,000
Lots937-952 4,500/lot
72,000
Pond Surface
90,604
Total s
500,351
Total (ac):
11.49
Basin Information
Twining Rose Pond Drainage
Area
Receiving Stream Name
Receiving Stream Class
SC Waters
Drainage Area
2,102,641
Existing Impervious Area
0
Proposed Impervious Area total)
789,432
% Impervious Area(total)
37.54%
Impervious" Surface Area
Twining Rose Pond Drainage
Area
On -site Streets & Sidewalks
179,032
Lots 837-869 3,200/lot
105,600
Lots 870-888 4,500/19t
85,500
Lots 927-937 4,500/lot
49,500
Lots 953-976 4,500/lot
108,000
Lots 977-998 3,200/lot
70,400
Pond Surface
191,400
Total s
789,432
Total (ac):
18.12
RECEIVED
MAY 2 3 2006
DWQ
Request forAdditional Information Dated May 11, 2006, Item #1 ,�pJ # SGu�OCop50�
Summerhouse on Everett Bay, Onslow County, North Carolina

KatydidLoop- SA, Vol, & Dewater
0 Wet Detention Pond Sizing
Project: Summerhouse on Everett Bay
CTC PN#: 82001
POND: KATYDID LOOP
Impervious Surface:
Impervious Area per Lot
Total
Lots 888 -896 4,500
40,500
897 -926 3,200
96,000
937 -952 4,500
72,000
208,500 sf
4.79 acres
•
Roads, Driveways, Sidewalks, Roofs 9.41 acres
Water 2,08
11.49 acres
11.49 acres impervious surface divided by
19.84 acres total
58% impervious surface
Pond Depth: 6.0 ft
From NCDENR Stor ter Best Management Practices:
90% TSS removal forb ep pond: SAfDA = 3.26%V/
3.26% X 19.84 acres total -
81,122 sf surface area provided.
Required Volume:
Rv =
Volume =
0,05 +
0,57 in/in
1 " rainfall X
0.94 acre-ft
41,139 cu ft
85,803 cu ft provided
0,009 X
0.65 acres
28,174 square feet
58%
0.57 inlin X 0.083333 ftlin X 19.84 acres
Depth Check: 41,139
28,174
1.460173 OK
P:182 Summerhouse182001 SummerhouselWorkMet Pond Sizing and Dewatering 06 0518.x1s Page 1 of 2

KatydidLoop- SA, Vol, & Dewater
110 Wet Detention Pond Sizing
Project: Summerhouse on Everett Bay
CTC PN#: 82001
Sizing Dewatering Orifice:
is
1) Average Q Required
2-day Drawdown
Q(2days) = 41,139 CFI (2days) (24hrslday) (60min/hr) (60sec/min)
= 0.238072 cfs
5-day-Drawdown
Q(5days) = 41,139 cfI5days) (24hrslday) (60minlhr) (60sec/min)
= 0.095229 cfs
2) Orifice size
Orifice formula: A = Q/(Cd(29h)-5)
Cd = 0.6
h=Hl2 H= 1
g = 32.2 ft/sec2
2-day Drawdown
Area = 0.069924 sf
= 10.06911 sq in
Pipe dia = 3.581465 in
5-day Drawdown
Area = 0.02797 sf
= 4.027644 sq in
Pipe dia = 2.265117 in
Use 3.00 in. orifice.
P:182 Summerhouse182001 SummerhouseMorkMet Pond Sizing and Dewatering 06 0518.xis Page 2 of 2

11
0
82001 Detention Pond Volume
Detention Pond: KATYDID POND
Permanent Pool Elevation 17.0 ft
Temporary Pool Elevation 18.0 ft
Forebay 1
Contour Contour Area (sq.fl) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
11.0
1 8912
0
12.0
9661
9287
9287
13.0
10436
10049
19335
14.0
11236
10836
30171
15.0
12061
11649
41820
16.0
12911
12486
54306
Forebay 2
Contour Contour Area (sq.rl) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
11.0
1431
0
12.0
1782
1607
1607
13.0
2158
1970
3577
14.0
2560
2359
5936
15.0
2985
2773
8708
16.0
3436
3211
11919
Total Forebay Volume: 66,224
Main Pond
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
11.0
19390
0
12.0
21048
20219
20219
13.0
22787
21918
42137
14.0
33090
27939
70075
15.0
36855
34973
105048
16.0
40644
38750
143797
Entire Pond
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum'Volume (cu.ft.)
16.0
1 56991 1 NIA
210021
17.0
1 81122 1 69057
279078
ForebayslEntire Pond: 23.73%
Temporary Storage
Contour Contour Arco (sg.rt) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
17.0 1 81122 1 1 0
18.0 1 90483 1 85803 1 85803
Page 1 of 1
5/3106

82001 Katydid Pond NC -Holly Ridge 25-Year Duration=5 min, Inten=10.44 in/hr
Prepared by C. T. Clayton, Sr., P.E., Inc. Page 1
HydroCAD® 7.10 s/n 003998 © 2005 HydroCAD Software Solutions LLC 5/19/2006 5:35:18 PM
Pond 1P: Katydid Pond
Inflow Area 19,840 ac, Inflow Depth = 0.67" for 25-Year event
Inflow = 133.67 cfs @ 0.00 hrs, Volume= 1.105 of
Outflow — 0.16 cfs a@ 0.10 hrs, Volume= 0.876 af, Atten= 100%, Lag= 6.0 min
Primary = 0.16 cfs @ 0.10 hrs, Volume= 0.876 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 17.57' @ 0.10 hrs Surf.Area= 86,490 sf Storage= 48,054 cf
Plug -Flow detention fime= 4,763.0 min calculated for 0.324 of (29% of inflow)
Center -of -Mass det. time= (not calculated: no inflow)
Volume Invert
_ A_vail.Storage Storage Description
#1 17.00'
284,759 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubio-feet)
17.00
81,122
0 0
18.00
90,483
85,803 85,803
19.00
98,953
94,718 180,521
20.00 109,524
104,239 284,759
Device RoutingInvert
- -
Outlet Devices --
#1 Primary
17.00'
12.0" x 814.0' long Culvert
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 14.00' S= 0.0037 'f Cc= 0.900 n= 0.013
#2 Device 1
17.00'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
18.00'
14.00' W x 4.00' H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.16 cfs @ 0.10 hrs HW=17.57' (Free Discharge)
L1=Culvert (Passes 0.16 cfs of 0.83 cfs potential flow)
t2-OrificeiGrate (Orifice Controls 0.16 cfs @ 3.2 fps)
3=OrifcetGrute ( Controls 0.00 cfs)
0

Stormwater Project SW8 060509
SUMMERHOUSE ON EVERETT BAY
Drainage Area Impervious Surface Summary for Wet Detention Ponds
Basin Information
Spicer Lake Drainage Area
Receiving Stream Name
Receiving Stream Class
SC Waters
Drainage Area
6,146,752
Existing Impervious Area
0
Proposed Impervious Area total
3,099,175
% Impervious Area total
50.42%
Impervious* Surface Area
Spicer Lake Drainage Area
On -site Streets & Sidewalks
658,192
Lots 1-37 3,20011ot
118,400
Lots 300-339 3,5001lot
140,000
Lots 340-364 4,000/lot
100,000
Lots 365-397 3,2001Iot
105,600
Lots 398-418 4,000/lot
84,000
Lots 419-505 3,500/tot
304,500
Lots 506-521 4,00011ot
64,000
Lots 522-539 3,20011ot
57,600
Lots 540-547 4,00011ot
32,000
Lots 550-566 4,000/lot
68,000
Lots 567-567 3,5001Iot
3,500
Lots 600-620 3,50011ot
73,500
Lots621-623 4,000/lot
12,000
Lots 977-998 3,20011ot
70,400
Pond Surface
1,207,483
Totals :
3,099,175
Total (ac):
71.15
Basin Information
Painted Lady Pond Drainage
Area
Receiving Stream Name
Receiving Stream Class
SC Waters
Drainage Area
1,149,113
Existing Impervious Area
0
Proposed Im ervious Area total
506,919
%Impervious Area total
44.11%
Impervious* Surface Area
Painted Lady Pond Drainage
Area
On -site Streets & Sidewalks
98,881
Lots 37-51 3,200/lot
48,000
Lots 52-76 3,500/lot
87,500
Lots 547-551 4,00011ot
20,000
Lots 568-599 4,00011ot)
128,000
Pond Surface
124,538
Totals
506,919
Total (ac):
11.64
Request for Additional Information Dated May 11, 2006, Item #1
Summerhouse on Everett Bay, Onslow County, North Carolina

Paintedl-ady- SA, Vol, & Dewater
10 Wet Detention Pond Sizing
Project: Summerhouse on Everett Bay
CTC PN#: 82001
POND: PAINTED LADY
•
e
Impervious Surface:
Impervious Area per Lot
Total
Lots 37 -51
3,200
48,000
52 -76
3,500
87,500
547 -551
4,000
20,000
568 -599
4,000
128,000
283,500 sf
6.51 acres
Roads, Driveways, Sidewalks, Roofs 8.78 acres
Water 2.86
11.64 acres
11.64 acres impervious surface divided by
26.38 acres total
44% impervious surface
Pond Depth: 6.0 ft
From NCD 6
90% TSS removal for 6.0' deep pond: SAIDA 2.34%
3.26 %
2.34% X 26.38 acres total =
Required Volume:
Rv =
Volume =
124,538 sf surface area provided.
0.05 +
0.45 in/in
1 " rainfall X
0.98 acre-ft
42816 cu ft
128,330 cu ft provided
0.009 2.70%
0.62 acres
26,889 square feet
44%
0.45 inlin X 0.083333 ftlin X 26.38 acres
Depth Check: 42,816
+ 26,889
1 +592304 OK
P:182 Summerhouse182001 SummerhouselWork\Wet Pond Sizing and Dewatering 06 0518.xis Page 1 of 2

PaintedLady- SA, Vol, & Dewater
Wet Detention Pond Sizing.
Project. Summerhouse on Everett Bay
CTC PN#: 82001
Sizing Dewaterino Orifice:
1) Average Q Required
2-day Drawdown
Q(2days) = 42816 cf ! (2days) (24hrs/day) (60min/hr) (60sec/min)
= 0.247777 cfs
5-day-Drawdown
Q(5days) = 42816 cf / (5days) (24hrs/day) (60min/hr) (60sectmin)
= - 0.099111 cfs
2) Orifice size
Orifice formula: A = Q/(Cd(2gh),5)
Cd = 0.6
h=H/2 H= 1
g = 32.2 fVsec2
2-day Drawdown
Area = 0.072775 sf
= 10.47959 sq in
Pipe dia = 3.653737 in
5-day Drawdown
Area = 0.02911 sf
= 4.191835 sq in
Pipe dia = 2.310826 in
7.25
Use 3.00 in. orifice.
P:182 Summerhouse182001 SummerhousiaMorkMet Pond Sizing and Dewatering 06 0518.xis Page 2 of 2

82001 Detention Pond Volume
Detention Pond : PAINTED LADY
• Permanent Pool Elevation 18.0 ft
Temporary Pool Elevation 19.0 ft
•
•
Forebay 1
Contour Contour Area (sq.ft) Incr. Volume (cu.ft) S - Accum Volume (cu.ft)
12.0
0
13.0
0
14.0
9313
4657
4657
15.0
10152
9733
14389
16.0
11018
10585
24974
17.0
11909
1 11464
36438
Forebay 2
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft)
12.0
0
13.0
0
14.0
25643
12822
159
15.0.
27007
26325
26494
16.0
28408
27708
54192
17.0
299"
29I26
1 83318
Total Forebay Volume: 119,755
Main Pond
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
12.0
50792
0
13.0
53084
51938
51938
14.0
55382
54233
106171
15.0
57720
56551
162722
16.0
60085
58903
221625
17.0
62476
b1281
282905
Entire Pond
Contour Contour Area (sq.ft) Iner. Volume (cu.ft) S - Accum Volume (cu.ft)
17.0
104229
NIA
402660
18.0
124538
114384
1517044
Forebays/Entire Pond: 23.16%
Temporary Storage
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.). S - Accum Volume (cu.ft.)
18.0
124538
1 1 0
19.0
132221
1 129380 128380
Page 1 of 1
513106

82001 Painted Lady NC -Holly Ridge 25-Year Duration=5 min, lnten=10.44 in/hr
Prepared by C. T_ Clayton, Sr., P.E., Inc. Page 1
HydroCADO 7.10 srn 003998 © 2005 HydroCAD Software Solutions LLC 5/19/2006 5:35.35 PM
Pond 1 P: Painted Lady Pond
Inflow Area =
26.380 ac,
Inflow Depth = 0.56"
for 25-Year event
Inflow =
149.96 cfs @
0.00 hrs, Volume=
1.239 of
Outflow =
0.07 cfs @
0.10 hrs, Volume=
0.594 af, Men= 100%, Lag= 6.0 min
Primary W
0,07 cfs @
0.10 hrs, Volume=
0,594 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peale Elev= 18.43' @ 0.10 hrs Surf.Area= 127,824 sf Storage= 53,963 cf
Plug -Flow detention time= 5,184.0 min calculated for 0.284 of (23% of inflow)
Center -of -Mass det. time= 3,324.0 min ( 3,325.5 - 1.5 )
Volume Invert Avail.Stora a Stora a Description
#1 18.00, 408,440 cf Custom Stage Data (Prismatic) Listed below (Reca(c)
Elevation
Surt.Area
Inc.Store Cum.Store
(feet)
(sq-ft) _
(cubic -feet) (cubic -feet)
18.00
124,538
0 0
19.00
132,221
128,380 128,380
20.00
140,005
136,113 264,493
21,00
147,889
143,947 408,440
Device_ _ Routing
Invert
Outlet Devices
#1 Primary
18.00'
12.0" x 887.0' long Culvert
RCP, end -section conforming to fill, Ke= 0.500
et Invert= 17.10' S= 0.0010 'P Cc= 0.900 n= 0.013
#2 Device 1
18.00'
.2" Vert. OrifieelGrate C= 0.600
#3 Device 1
19.00'
' W x 4.00' H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.07 cfs @ 0.10 hrs HW=18.43' (Free Discharge)
L1=Culvert (Passes 0.07 cfs of 0.26 cfs potential flow)
1=rifice/Grate (Orifice Controls 0.07 cfs @ 2.8 fps)
rifice/Grate ( Controls 0.00 cfs)
0

Stormwater Project SW8 060509
0
0
SUMMERHOUSE ON EVERETT BAY
Drainage Area Impervious Surface Summary for Wet Detention Ponds
Basin Information
Spicer Lake Drainage Area
Receiving Stream Name
Receiving Stream Class
SC Waters
Drainage Area
6,146,752
Existing Impervious Area
0
Proposed Impervious Area total
3,099,175
% Impervious Area total
50.42%
Impervious* Surface Area
Spicer Lake Drainage Area
On -site Streets & Sidewalks
658,192
Lots 1-37 3,20011ot
118,400
Lots 300-339 3,50011ot
140,000
Lots 340-364 4,0001lot
100,000
Lots 365-397 3,2001Iot
105,600
Lots 398-418 (4,000/toty
84,000
Lots 419-505 3,50011ot
304,500
Lots 506-521 (4,0001199
64,000
Lots 522-539 3,200/lot
57,600
Lots 540-547 4,000/lot
32,000
Lots 550-566 4,0001Iot
68,000
Lots 567-567 35001Iot
3,500
Lots 600-620 3,50011ot
73,500
Lots621-623 4,000/lot
12,000
Lots 977-998 3,20011ot
70,400
Pond Surface
1,207,483
Totals :
3,099,175
Total (ac):
71.15
Basin Information
Painted Lady Pond Drainage
Area
Receiving Stream Name
Receiving Stream Class
SC Waters
Drainage Area
1,149,113
Existing Impervious Area
0
Proposed Im ervious Area total
506,919
% Impervious Area total
44.11 %
Impervious* Surface Area
Painted Lady Pond Drainage
Area
On -site Streets & Sidewalks
98,881
Lots 37-51 3,200/lot
48,000
Lots 52-76 3,500hot
87,500
Lots 547-551 4,00011ot
20,000
Lots 568-599 4,00011ot
128,000
Pond Surface
124,538
Totals :
506,919
Total (ac):
11.64
Request for Additional Information Dated May 11, 2006, Item #1
Summerhouse on Everett Bay, Onslow County, North Carolina

•
0
•
Spicerl-ake- SA, Vol, & Dewater
Wet Detention Pond Sizing
Project: Summerhouse on Everett Bay
CTC PN#: 82001
POND: SPICER LAKE
Impervious Surface:
Impervious Area per Lot
Total
Lots 1 -37
3,200
118,400
300 -339
3,500
140,000
340 -364
4,000
100,000
365 -397
3,200
105,600
398 -418
4,000
84,000
419 -505
3,500
304,500
506 -521
4,000
64,000
522 -539
3,200
57,600
540 -547
4,000
32,000
550 -566
4,000
68,000
567 -567
3,500
3,500
600 -620
3,500
73,500
621 -623
4,000
12,000
977 -998
3,200
70,400
1,233,500 sf
28,32 acres
6
Roads, Driveways, Sidewalks, Roofs 43.31 acres
Water 27.72
71.03 3.26%
71.03 acres impervious surface divided by
141.11 acres total
50% Impervious Surface
Pond Depth: 6.0 ft
From NCDENR Stormwater Best Management Practices:
90% TSS removal for 6.0' deep pond: SA/DA = 2.70%
RECEIVED
JUN 16 2006
DWQ
PROd #
2.70% X 141.11 acres total = 3.81 acres
165,962 square feet
1,202,610 sf surface area provided.
P:182 Summerhouse182001 SummerhouselWorklWet Pond Sizing and Dewatering 06 0518.xis Page 1'of 2

0
•
e
SpicerLake- SA, Vol, & Dewater
Wet Detention Pond Sizing
Project: Summerhouse on Everett Bay
CTC PN#: 82001
Required Volume:
Rv = 0.05 + 0.009 X 50%
0.50 in/in
Volume 1 " rainfall X 0.50 in/in X 0.08333 Win X 141.1 acres
5.92 acre-ft
257666 cu ft
Depth Check: 257,666
1,220,676 cu ft provided + 165,962
1.55256 OK
Sizing Dewatering Orifice:
1) Average Q Required
2-day Drawdown
Q(2days) = 257666 cf / (2days) (24hrs/day) (60min/hr) (60sec/min)
= 1.4911254 cfs
5-day Drawdown
0(5days) = 257666 cf / 5days) (24hrs/day) (60min/hr) (60sec/min)
= 0.5964502 cfs
2) Orifice size
Orifice formula: A = Q/(Cd(2gh)-5)
Cd = 0.6
h=H/2
g = 32.2 ft/sec2
2-day Drawdown
Area = 0.5092622 sf
= 73.333755 sq in
Pipe dia = 9.66534 in
5-day Drawdown
Area = 0.2037049 sf
= 29.333502 sq in
Pipe dia = 6,1128977 in
Use 6.25 in. orifice.
H = 0.73958
RECEIVED
JUN 16 2006
DwQ
PROD # '; S LV 'K 0 W
P.182 Summerhouse182001 5ummerhouseMorkMet Pond Sizing and Dewatering 06 0518.xis
Page 2 of 2

0
El
•
82001 Detention Pond Volume
Detention Pond: SPICER LAKE
Permanent Pool Elevation 17.0 ft
Temporary Pool Elevation 18.0 ft
Forebay 1
Contour Contour Area (sq.ft) Incr. Volume (cu.ft) S - Accum Volume (cu.ft.)
11.0
9037
0
12.0
9926
0
13.0
10841
10384
10384
14.0
11779
113I0
21694
15.0
12747
12263
33957
16.0
1 13741
1 13244
47201
Forebay 2
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
11.0
4187
0
12.0
4828
4508
4508
13.0
5497
5163
9670
14.0
6187
5842
15512
15.0
6908
6548
22060
16.0
7654
7291
29341
Forebay 3
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
11.0
8373
0
12.0
9188
8781
8791
13.0
10029
9609
18389
14.0
10910
10470
28859
15.0
11806
11358
1 40211
16.0
12727
12267
1 52483
Forebay 4
Contour Contour Area (sq.ft) Incr. Volume (cuff.) S- Accum Volume (cu.ft.)
11.0
19764
0
12.0
20881
20323
20323
13.0
22022
21452
41774
14.0
23206
22614
64388
15.0
24404
23805
88193
16.0
25627
25016
113209
Page 1 of 3
5/3/06
RECEIVED
JUN 16 2006
DWQ
PROJ #

82001
Detention Pond Volume
513106
�J
�1
Forebay 5
Contour Contour Area (sq.ft) Incr. Volume (cu.fi.) S - Accum Volume (cu.ft)
11.0
17244
0
12.0
18283
17764
17764
13.0
19352
18318
36581
14.0
20453
19903
56484
15.0
21573
21013
77497
16,Oj
22719
1 22146
1 99643
Forebay 6
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
11.0
19746
0
12.0
21075
20411
20411
13.0
22428
21752
42162
14.0
23811
23120
65282
15.0
25219
24515
89797
16.0
26653
25936
115733
Forebay 7
Contour Contour Area (sq.ft) Incr. Volume (cu.ft) S - Accum Volume (cu.ft)
11.0
32767
0
12.0
34449
33608
33608
13.0
36154
35302
68910
14.0
37886
37020
105930
15.0
39643
38765
144694
16.0
41426
40535
185229
Forebay 8
Contour Contour Area (sq.ft) incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
11.0
10250
0
12.0
11160
10705
10705
13.0
12087
11624
22329
14.0
13040
12564
34892
15.0
14020
13530
48422
16.0
15026
14523
62945
Forebay 9
Contour Contour Area (sq.ft) Incr. Volume (cu.ft) S - Accum Volume (cu.ft)
11.0
7990
0
12.0
8790
8390
8390
13.0
9618
9204
17594
14.0
10466
10042
27636
15.0
11346
10906
38542
16.0
12252
11799
50341
Total Forebay Volume: 756,122
Page 2 of 3
RECEIVED
JUN 16 2006
DWQ
PROD #

82001
Detention Pond Volume
•
u
0
Main Pond
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
8.0
776668
0
9.0
794099
785384
785384
10.0
811569
802834
1588218
11.0
829079
820324
2408542
12.0
846624
837852
3246393
13.0
864203
855414
4101807
14.0
881819
873011
4974818
15.0
899478
.890649
5865466
16.0
952708
926093
6791559
Entire Pond
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
16.0
1130533
NIA
7547681
17.0
1202610
1166572
8714253
Forebays/Entire Pond: 8.68%a
Temporary Storage
Contour Contour Area (s .ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.fL)
17.0
1202610
0
18.0
1238741
1220676
1220676
Page 3 of 3
RECEIVED
JUN 16 20%
DWQ
PROD # `

82001 Spicer Lake NC -Holly Ridge 25-Year Duration=5 min, lnten=10.44 Whr
Prepared by C. T. Clayton, Sr., P.E., Inc. Page 1
HXdroCADO 7.10 sln 003998 0 2005 HydroCAD Software Solutions LLC _ 5/19/2006 5:35:46 PM
Pond 1P: Spicer Lake
Inflow Area = 141.110 ac, Inflow Depth = 0.62" for 25-Year event
Inflow = 876.42 cfs @
0.00 hrs, Volume= 7.243 of
Outflow — 0.19 cfs @
0.10 hrs, Volume= 1.515 af, Atten= 100%, Lag = 6.0 min
Primary — 0.19 cfs @
0.10 hrs, Volume= 1,515 of
(touting by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 17.26' @ 0.10 hrs
Surf.Area= 1,212,050 sf Storage= 315,452 cf
Plug -Flow detention time= (not
calculated: initial storage excedes outflow)
Center -of -Mass det. time= (not
calculated: no inflow)
Volume Invert Avail.Storage
-3,770,642
_Storage _Description
#1 ^ 17,00'cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation} Surf.Area
Inc.Store Cum.Store
-_ (feet} Ssg-ft)
c-_pbic-!Set) —(cubic-feet)
17.00 1,202,610
0 0
18.00 1,238,741
1,220,676 1,220,676
19.00 1,274,959
1,256,850 2,477,526
20.00 1,311,273
1,293,116 3,770,642
_Device Routing Invert
ert
- ry 00'
#1 Prima 17.
Outlet Devices
O
.__.
0" x 322-0' long Culvert
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 8.00' S= 0.0280 '1' Cc= 0.900 n= 0.013
#2 Device 1 17.00'
6.3" Vert. Orifice/Grate C= 0.600
#3 Device 1 18.00'
14.00' W x 4.00' H Vert. Orifice/Grate X 4.00 C= 0.600
PrimaryOutFtow Max=0.19 cfs @ 0.10 hrs HW=17.26' (Free Discharge)
L1=Culvert (Passes 0.19 cfs of 0.42 cfs potential flow)
1:2=OrWce/Grate
(Orifice Controls 0.19 cfs @ 1.7 fps)
3,=0rificelGrate ( Controls 0.00 cfs)
A
RECEIVED
JUN 16 2006
DWQ
PROJ #

Stormwater Project SW8 060509
SUMMERHOUSE ON EVERETT BAY
goDrainage Area Impervious Surface Summary for Wet Detention Ponds
•
�� I
Basin Information
Katydid Loop Pond Drainage
Area
Receiving Stream Name
Receiving Stream Class
SC Waters
Drainage Area
864,230
Existing Impervious Area
0
Proposed Impervious Area total
500,351
% Impervious Area total
57.90%
Impervious* Surface Area
Katydid Loop Pond Drainage
Area
On -site Streets & Sidewalks
201,247
Lots 888-896 4,5001lot
40,500
Lots 897-926 (3,200/toty
96,000
Lots937-952 4,50011o#
72,000
Pond Surface
90,604
Totals
600,351
Total (ac):
11.49
Basin Information
Twining Rose Pond Drainage
Area
Receiving Stream Name
Receiving Stream Class
SC Waters
Drainage Area
2,102,641
Existing Impervious Area
0
Proposed Impervious Area total
789,432
% Impervious Area total
37.54%
Impervious* Surface Area
Twining Rose Pond Drainage
Area
On -site Streets & Sidewalks
179,032
Lots 837-869 3,20011ot
105,600
Lots 870-888 4,50011ot
85,500
Lots 927-937 4,50011ot
49,500
Lots 953-976 4,50011ot
108,000
Lots 977-998 3,20011ot
70,400
Pond Surface
191,400
Total s :
789,432
Total (ac):
18.12
Request for Additional Information Dated May 11, 2006, Item #1
Summerhouse on Everett Bay, Onslow County, North Carolina

is
TwiningRose- SA, Vol, & Dewater
Wet Detention Pond Sizing
Project: Summerhouse on Everett Bay
CTC PN#: 82001
POND: TWINING ROSE
Impervious Surface:
Impervious Area per Lot
Total
Lots 837 -869 3,200
105,600
870 -888 4,500
85,500
927 -937 4,500
49,500
953 -976 4,500
108,000
977 -998 3,200
70,400
419,000 sf
9.62 acres
Roads, Driveways, Sidewalks, Roofs 13.73 acres
Water 4.4
18.13 acres
18.13 acres impervious surface divided by
48.27 acres total
38% impervious Surface
Pond Depth: 6.0 ft
From NCDENR Stormwater Best Management Practices:
90% TSS removal for 6.0' deep pond: SAIDA =. 2.00%
2.00% X 48.27 acres total -
191,639 sf surface area provided.
Required Volume:
Rv =
Volume =
0.05 +
0.39 infin
1 " rainfall X
1.56 acre-ft
67992 cu ft
197,291 cu ft provided
0.009 x
0.97 acres
42.053 square feet
38%
0.39 in/in X 0.083333 fthn X 48.27 acres
Depth Check: 67,992
+ 42,053
= 1.616817 OK
P:182 Summerhouse182001 Summerhouse\Work\Wet Pond Sizing and Dewatering 06 0518.x1s Page 1 of 2

TwiningRose- SA, Vol, & Dewater
4D Wet Detention Pond Sizing
Project: Summerhouse on Everett Bay
CTC PN#: 82001
Sizing Dewatering Orifice:
1) Average Q Required
2-day Drawdown
Q(2days) = 67992 cf / (2days) (24hrs/day) (60min/hr) (60seclmin)
= 0.393471 cfs
5-day Drawdown
Q(5days) = 67992 cf 15days) (24hrslday) (60minlhr) (60seclmin) .
= 0.157388 cfs
2) Orifice size
Orifice formula: A = QI(Cd(2gh)-s)
Cd = 0.6
h = H12 H = 1
g = 32.2 ftlsecz
2-day Drawdown
Area =
0.115567 sf
- =
16.64162 sq in
Pipe dia =
4.604293 in
5-day Drawdown
Area =
0.046227 sf
6.656647 sq in
Pipe dia =
2.912011 in
11.75
Use
4.00 in. orifice.
DI
P:182 Summerhouse182001 SummerhouseMorkMet Pond Sizing and Dewatering 06 0518.xis Page 2 of•2

82001 Detention Pond Volume
Detention Pond: TWINING ROSE POND
® Permanent Pool Elevation 15.0 ft
Temporary Pool Elevation 16.0 It
A
A
Forebay 1
Contour Contour Area (sq.ft) Incr. Volume (cu.ft) S - Accum Volume (cu.ft.)
8.0
0
9.0
0
0
10.0
0
0
11.0
3191
1596
1596
12.0
3849
3520
5116
13.0
4515
4182
9298
14.0
5155
4835
14133
Forebay 2
Contour Contour Area (sq.ft) Incr. Volume (cu.ft) S - Accum Volume (cu.ft.)
8.0
0
9.0
0
0
10.0
0
0
11.0
9300
4650
4650
12.0
10078
9689
14339
13.0
10879
10479
24818
14.0
11708
11294
36111
Forebay 3
Contour Contour Area (sq.ft) Incr. Volume (cu.ft) S - Accum Volume (cu.ft.)
8.0
0
9.0
0
0
10.0
0
0
11.0
32265
16133
16133
12.0
34177
33221
49354
13.0
36111
35144
84498
14.0
38076
37094
121591
Total Forebay Volume: 171,835
Main Pond
Contour Contour Area (sq.ft) Incr. Volume (cu.ft) S - Accum Volume (cu.ft)
8.0
76349
0
9.0
80213
78281
78291
10.0
83961
82097
160368
11.0
87995
85978
246346
12.0
91907
89951
336297
13.0
95836
93872
430169
14.0
99956
97896
528065
Page 1 of 2
5/3106

82001
Detention Pond Volume
513106
•
s
U
Entire Pond
Contour Contour Area ( .ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
14.0
154895
N!A
699899
16.0
191639
173267
873166
ForebaystEntire Pond: 19.68016
Temporary Storage
Contour Contour Area (sq.ft) Incr. Volume (cu.ft.) S - Accum Volume (cu.ft.)
15.0
191639 1
0
16.0
202942 1 197291
1 197291
Page 2 of 2

• 82001 Twining Rose NC -Holly Ridge 2-5-YearDuration=5 min, lnten=10.44 iNhr
Prepared by C. T. Clayton Sr. P.E. Inc. Page 1
HydroCADO 7.10 sln 003998 ® 2005 HydroCAD Software Solutions LLC _ _ _ _ ..5/19/2006 5:35:54 PM
Pond 1 P. Twining Rose Pond
Inflow Area = 48.270 ac, Inflow Depth = 0.52" for 25-Year event
Inflow 254.07 cfs @
0.00 hrs, Volume= 2.100 of
Outflow = 0.21 cfs @
0.10 hrs, Volume= 1.323 af, Atten= 100%, Lag= 6.0 min
Primary - 0.21 cfs @
0.10 hrs, Volume= 1.323 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 15.47' @ 0.10 hrs
Surf.Area= 196,955 sf Storage= 91,386 cf
Plug -Flow detention time= 5,902.8 min calculated for 0.274 of (13% of inflow)
Center -of -Mass det. time= (not
calculated: no inflow)
Volume Invert Avail.Storage__ Storage Description
#1 15.00' 626,035 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(eet) _ -� (sgft) ___
-(cubic-feet) (cubic -feet)
15.00 191,639
0 0
16.00 202,942
197,291 197,291
17.00 214,347
208,645 405,935
18.00 225,852
220,100 626,035
Device Routing Invert
Outlet Devices
#1 Primary 15.00'
12.V x 538.0' long Culvert
RCP, end -section conforming to fill, Ke= 0,500
Outlet Invert= 13.65' S= 0.0025'P Cc-- 0.900 n= 0.013
#2 Device 1 15.00'
3.8" Vert Orifice/Grate C= 0.600
#3 Device 1 16.00'
14,00' W x 4.00' H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.21 cfs @ 0.10 hrs HW=15.47' (Free Discharge)
t1=Culvert (Passes 0.21 cfs of 0.48 cfs potential flow)
t2=06fcelGrate (Orifice Controls 0.21 cfs @ 2.7 fps)
3=0rlficelGrate
( Controls 0.00 cfs)
0

WET DETENTION POND ANALYSIS FILE NAME:
PROJECT #: SW8 060509.jun06
PROJECT NAME: Summerhouse on Everett Bay
Receiving Stream:
Classification:
Index Number:
Onsite DA, sf=
Off site DA, sf =
Total Drainage Area
Built -Upon Area
Buildings/Lots, sf=
Streets/SW, sf=
Pond water surface, sf=
Other, sf=
Offsite, sf=
Total Built -upon Area:
Surface Area
% impervious
Avg. Design Depth, ft:
TSS (85% or 90%):
SA/DA ratio
Req. Min. Surf. Area
Volume Calculations
Design Storm, inches:
Rational Cc=
Rational Volume, cf:
Rv =
Min. Req. Volume=
Bottom Elevation=
Permanent Pool Elev=
Perm Pool Area=
Design Pool Elevation=
Design Pool Area=
Total Volume Prov. _
Forebay Volume
Permanent Pool Vol.=
Req. Forebay Volume=
Prov. Forebay Volume=
Percent= (22>%>18)
Katydid
King Crk. Rost. Area
SC Sys+ HOW
CPF24 18-87-4
864230,00
0.00
864230.00
208500.00
201247.00
90604.00
500351.00
57.90%
6.00
90
3.25%
28111
1
0.64
46197
0.571
41127
11.00
17.00
81122.00
18.00
90483.00
85802.50
279078.00
55815.6
66224.00
24%
Painted Ladv
King Crk. Rest. Area
SC Sw HQW
CPF24 18-87-4
1149113.00
0.00
1149113.00
283500.00
98881.00
124538.00
506919.00
44.11 %
6.00
90
2.35%
26968
1
0.54
51543
0.447
42807
12.00
18.00
124538.00
19.00
132221.00
128379.50
517044.00
103408.8
119755
23%
Spicer Lake
King Crk. Rest. Area
SC Sw HQW
CPF24 18-87-4
6146752.00
0.00
6146752.00
1233500.00
658192.00
1207483.00
3099175.00
50.42%
6.00
90
2.73%
167768
1
0.58
299228
0.504
258050
11.00
17.00
1202610.00
18.00
1238741.00
1220675.50
8714253.00
1742850.6
756122
9%
S:IWQSIPOND1060509.jun06.WK1
REVIEWER: L. Lewis
Original Run Date: June 2, 2006
Last Modified: 05-Jul-06
Twininq Rose
King Crk. Rest. Area
SC Sw HOW
CPF24 18-87-4
2102641.00
0.00
2102641.00 0.00 0.00
419000.00
179032.00
191400.00
789432.00 1 0.00 1 0.00
37.54%
#DIV/01
#DIV/01
6.00
90
1.98%
#DIV/O!
#DIV/O!
41574
#DIV101
#DIV101
1
0.49
#DIV/01
#DIV/O!
85431
#DIV/0!
#DIV/O!
0.388
#DIV/O!
#DIV/0!
67968
#DIV101
#DIV101
8.00
15.00
191639.00
16.00
202942.00
197290.50
0.00
0.00
873166.00
174633.2
0
0
171835,00
20%
#DIV/O!
#DIV/O!

Katydid
Drawdown Orifice[Weir
Avg. Head, ft =
0.44
Average Flow Q2, cfs
0.238
Average Flow Q5, cfs
0.095
Q2 Area, sq. in. =
10.78
Q5 Area, sq. in. =
4.30
No. of Orifices
1
Orifice Diameter, in.=
3
Orifice Area, sq. in. =
7.069
Weir Height, inches=
Weir Length, inches=
Weir C =
8.650
Weir L', eff. length=
-0.088
Avg. Flowrate, Q, cfs =
0.156
Drawdown, days =
3.0
Painted Lady Spicer Lake Twining Rose
0.44
0.37
0.42
0.248
1.493
0.393
0.099
0.597
0.157
11,20
73.44
18.22
4,48
29.38
7.29
1
1
1
3
6.25
4
7.069
30.680
12.566
0.00
0.00
#DIV/01
#DIVfO!
#DIV/O!
#DIV/0!
#DIVrO!
#DIV/O!
#DIV/01
#D;V10!
0.000 0.000
10.727
8.689
11.699
#DIV/O!
#DIV/O!
-0.088
-0.074
-0.083
0.000
0.000
0.156
0.624
0.271
0.000
0.000
3.2
4.8
2.9
#DIV/01
MV101

FW: Summerhouse on Everett Bay SW8 060509
1
M
Subject: FW: Summerhouse on Everett Bay SW8 060509
From: "Carl Huddle"<[e-mail]>
Date: Thu, 6 Jul 2006 09:36:47 -0400
To: <linda.lewis@ncmaiLnet>
CC: "Inc. R. A. Management" <[e-mail]>, <[e-mail]>
Dear Linda:
Please find attached the information you requested.
Please note the table in Drawing D3 has a note specifying an 8 inch
diameter steel pipe orifice for Spicer Lake. We have attached drawing
D-3 and the sealed calculation cover sheet.
We will be sending the hard copies out today via Fed -Ex and you should
receive tomorrow. Please let me know if you have questions, or require
additional information.
Thanks,
Carl
-----Original Message -----
From: C. Tyrus Clayton, Jr., PE [mailto:[e-mail]
Sent: Thursday, July 06, 2006 8:50 AM
To: Carl Huddle
Cc: jean®ctclayton.com
Subject: RE: Summerhouse on Everett Bay SW8 060509
Carl,
Attached is the latest Detail sheet we emailed back in mid -June. The
text
leader for the decant orifice structure references a note below the
table
that specifies that the decant orifice steel pipe be 8-inch diameter for
Spicer lake. In addition the mounting plate size was increased to
account
for the 8-inch pipe.
Assuming this detail was incorporated, I believe Ms. Lewis missed this
reference.
Also attached is scanned sealed cover page. I will bring a hard copy of
the
new calculation cover page (sealed) with me today.
Call if we need to discuss.
C. Tyrus Clayton, Jr., PE
Vice President
C. T. Clayton, Sr., PE, Inc.
3100 NC 27 East
Coats, NC 27521
910-897-7070
910-897-6767 fax
919-795-6302 mobile/vmail
This email message and any attachments thereto is intended only for the
use
of the individual or entity to which it is addressed and may contain
I of 3 7/6/2006 9A9 AM

FW: Summerhouse on Everett Bay SW8 060509
information that is privileged, confidential, and exempt from disclosure
under applicable law. If the recipient or reader of this message is not
the
intended recipient, you are herby notified that any dissemination,
distribution, or copying of this communication is strictly prohibited.
If
you have received this email communication in error, please notify us
immediately by sending a reply email message to the sender. Please
delete
the original message from your system. Thank You.
-----Original Message -----
From: Carl Huddle[mailto:chuddle(i�traderconstruction.com]
Sent: Thursday, July 06, 2006 7:40 AM
To: tyrus
Cc: Lonnie Dow; [e-mail]
Subject: FW: Summerhouse on Everett Bay SW8 060509
Tyrus:
Please respond to Linda's request. We can revise the Structure detail
on D-3 per your recommendations. You will need to seal the pond
calculations.
Thanks Carl
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Wednesday, July 05, 2006 12:11 PM
To: Carl Huddle
Cc: Randy Allen
Subject: Summerhouse on Everett Bay SW8 060509
Mr. Huddle:
The Division received previously requested information regarding the
subject project on June 16, 2006.
Please address the following items in order to continue the review and
issue the permit:
1. Please provide a revised, sealed pond calculation cover sheet. The
orifice diameter for the Spicer Lake pond was recalculated to 6.2511,
which requires that the revised calculations be sealed.
2. The outlet structure detail on sheet D-3 indicates that the drawdown
setup consists of a 4" diameter steel pipe at a 45 degree angle leading
into to the wall of the structure at which point, a PVC pipe of the
specified diameter and at the specified elevation will be placed through
the wall. If the Spicer Lake pond has an orifice diameter of 6.2511, the
4" steel pipe will be the limiting factor for drawdown, not the 6.25"
pipe. The 4" steel pipe leading into the outlet structure should be
specified to be of a large enough diameter sufficient to cover the 6.25"
orifice diameter.
Please submit 2 copies of the revised detail sheet D-3 and a copy of the
sealed calculation cover sheet prior to July 19, 2006.
2 of 3 7/6/2006 9:49 AM

Summerhouse on Everett Bay SW8 060509
Subject: Summerhouse on Everett Bay SW8 060509
From: Linda Lewis <[e-mail]>
Date: Wed, 05 Jul 2006 12:11:08 -0400
To: Carl Huddle<[e-mail]>
CC: Randy Allen <[e-mail]>
Mr. Huddle:
The Division received previously requested information regarding the subject
project on June 16, 2006.
Please address the following items in order to continue the review and issue the
permit:
I. Please provide a revised, sealed pond calculation cover sheet. The orifice
diameter for the Spicer Lake pond was recalculated to 6.2511, which requires that
the revised calculations be sealed.
2. The outlet structure detail on sheet D-3 indicates that the drawdown setup
consists of a 4" diameter steel pipe at a 45 degree angle leading into to the wall
of the structure at which point, a PVC pipe of the specified diameter and at the
specified elevation will be placed through the wall. If the Spicer Lake pond has an
orifice diameter of 6.2511, the 4" steel pipe will be the limiting factor for
drawdown, not the 6.25" pipe. The 4" steel pipe leading into the outlet structure
should be specified to be of a large enough diameter sufficient to cover the 6.25"
orifice diameter.
Please submit 2 copies of the revised detail sheet D-3 and a copy of the sealed
calculation cover sheet prior to July 19, 2006.
Thanks,
Linda
1 of 1 7/5/2006 3:06 PM

CAROLINA ENGINEERS, PA
Geotechnicai • Construction Materials • Forensic • Site Development • Surveying_
�C, !H;D
Ju 6 zoos
June 16, 2006
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Attention: Mrs. Linda Lewis
Reference: Stormwater Project SW8 060509
Request for Additional Information Dated June 5, 2006
Summerhouse on Everett Bay, Onslow County, North Carolina
Dear Mrs. Lewis:
On June 13, 2006 we received your request for additional information pertaining to the above
referenced stormwater management project and appreciate your timely response. Please find
the following updated information as requested:
1. The tables in form SWU-101 have been reformatted to reflect the updated compilation of
data. There are now five (5) tables in form SWU-101, Section 111.6. Four (4) tables represent
the drainage ponds and one (1) table represents the project's overall drainage area.
2. All curbed and guttered streets will drain into one of the four (4) ponds.
3. The orifice size for Spicer Lake has been changed to 6.25" diameter.
I hope these responses have answered your questions. Two (2) complete sets of plans,
application forms and supporting data are enclosed. If you have any questions please call me
at [phone],
Sincerely,
CAROLINA ENGINEERS, P.A.
CARL C. HUDDLE, P.E.
Project Engineer
cc: Cameron Weaver
Randy Allen
Attachments: Plans (2)
Binders (2)
PO Box 1595, New Bern, NC 28563, Tele: [phone], Fax: [phone], www.carolinaengineers.com
F/ /

Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W, Klimek, P,E., Director
Division of Water Quality
September 24, 2003
To: Alan Klimek
From: Todd St. John
Re: Fountains in Stormwater Extended Wet Detention Ponds
After doing some research and consulting with Bill Hunt of NCSU, I am ready to make the following recommendation in
regards to allowing the use of decorative fountains in stormwater ponds. I am basing my recommendations on the fact
that certain benefits may be realized by the addition of such devices. First, surface disturbance of the pond can increase
dissolved oxygen levels in the pond and enhance biological activity that can be beneficial in removing some pollutants of
concern. Second, gentle mixing of the water column may aid in flocculation of certain pollutants as well as allow for
contact with the anoxic zone of the pond's bottom encouraging de -nitrification. Third, disturbing the surface of the pond
can discourage mosquito breeding.
After researching different products designed for use in ponds, I discovered a variety of aeration and fountain type
systems. I do not recommend the use of the aeration systems that work like fish tank bubble stone as they would create
too much disturbance. I do recommend surface fountains that draw water from less than 2 feet. Some of the surface
fountains simply float on top of the water and have the intake, pump and fountain nozzle all in one unit. These clearly
draw water at the surface. Others make use of a separated nozzle, pump, and/or intake connected by tubing. If these are
to be used they must draw their water from the surface in the deepest part of the pond. Also, I recommend that the falling
water from the fountain be centered in the pond and away from the shore line.
In regards to sizing the pump, it seemed appropriate to compare the energy input to the pond volume using a velocity
gradient that would encourage flocculation in water treatment applications. The assumption is that if small enough amount
of energy input was used that re -suspension would not be an issue. Further, if the amount of energy added by the
fountain was comparable to that needed to encourage flocculation of fecal coliform, for instance, then it may even prove to
be a benefit. As a final check, I also determined the detention time based on pumping rates to further show that too much
mixing would not occur. The shortest detention times were in the order of two days.
Based on the above, here is the proposed schedule of maximum pump power (hp) vs. minimum pond volume (cubic feet).
Proposed Schedule of Maximum Allowable Fountain Pump Power (hp) vs
Minimum Permanent Pool Pond Volume
Max Pump Minimum
HP Pond Volume (ft3)
3 675000
2 450000
1
250000
3/4
175000
1/2
125000
1 /3
80000
1 /4 60000
1 /6 40000
1/8 30000
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o,enr.state.nc.us/ncwetlancis/

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LRcF,1,-D
JUN 1 6 Z006
LOW DENSITY STORMWATER
MANAGEMENT PLAN
(Revised)
FOR
SUMMERHOUSE ON EVERETT BAY
ONSLOW COUNTY, NC
ON BEHALF OF:
R.A. NORTH DEVELOPMENT I, INC.
110 MATTHEWS STATION STREET, SUITE 2D
MATTHEWS, NC 28105
TELEPHONE: [phone]
SUBMITTED BY:
CAROLI NA
ENGINL-E,RS. PA
I
CAROLINA ENGINEERS, PA
P.Q. BOX 1595
2500 HIGHWAY 70 EAST
NEW BERN, NC 28563
TELEPHONE: [phone]
FACSIMILE: [phone]

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SUMMERHOUSE AT EVERETT BAY
Stormwater Management Detailed Summary
PART 1. DESCRIPTION OF THE PROJECT
RA Management proposes to develop the 515 acres of land to be called Summerhouse at
Everett Bay in Onslow County, near Holly Ridge, North Carolina, (site map included).
The property is adjacent to the Atlantic Intracoastal Waterway and near Spicer Bay and
contains 86 acres of wetlands. RA Management proposes the development of a single-
family residential project. The proposed Project will be one of the largest developments
in the area.
The Project is proposed to provide a world class residential property not currently
prevalent in the Holly Ridge area. The quality of the Project is designed to attract the
regional consumer to live in Holly Ridge.
The proposed Project is planned to be constructed over approximately a 10-year period.
Construction of the 1,033 single-family residential lots and related infrastructure, are
essential elements to be designed and permitted. The specific goals of the development
are to create a high quality residential real estate project that significantly enhances the
market value of the property; create a high quality alternative in the Town of Holly Ridge
create a project that is consistent with the RA Management high quality project offering
amenities, services, and products in an environmentally sensitive and well -planned
manner.
The project will include providing for a treatment plan to handle and treat all wastewater
derived from the 1,033 lots of the single-family development. Two on -site ponds will be
used for waste water infiltration. The plant and associated discharges are being designed
and permitted by Mckim and Creed Engineering. The land disturbance, storm water
handling, best management practices and water access are being permitted by Trader
Construction.
The project will include day dock slips, reasonable water access through small boat ramp
construction and observation piers for wetland and water viewing access and enjoyment
for the lot owners of the subdivision. The observation piers will not provide dockage in
the open water areas and in the wetland is a raised fixed walkway on piles outside of the
CAMA line.
PART 2. NATURAL RESOURCES AND LAND DEVELOPMENT
The siting of the Project is critical to its success. The proximity and connection to the
Wilmington area are unique factors for the proposed site. The proximity of the Atlantic
Intracoastal Waterway is also an important factor for siting the Project as proposed.
The requirement for this project to be economically viable can be achieved primarily
through the single-family lots planned for the Project. The natural resources of the
Form S WU-101, Section 1II, No. I

. Project site have been carefully used in planning for this primary and driving use for the
success of the proposed Project. The single-family plan has been designed to incorporate
and enhance the natural resources of the site. As described in this analysis, the sensitive
natural resources were avoided at every possible step of the planning process to
maximize the experience of the end user and visitor to the Project site. The location of
this site, its natural resource amenities, and the available acreage all support the
development of the Project at this site. No other sites were found in the area where such
a project could be successfully contemplated. In light of the overall project purposes, this
is the only site available and capable of serving the purposes of the proposed Project
when taking into consideration costs, logistics, and existing methods for development.
The Project as planned avoids impacts on natural resources completely. Avoidance of
impacts on wetlands was also a central effort in the many considerations of land
planning. The roads, utility corridors, and other developmental aspects of the proposed
project were all planned after the wetlands were thoroughly investigated. The project
includes bridges which are a substantial economic commitment to avoiding impacts to the
86 acres of wetland on -site. All environmental and regulatory requirements will been
met or exceeded in the development of the proposed Project.
Storm water handling will be handled by completing plans and design which carefully
follow state and federal guidelines. The projects planned storm water handling methods
provide substantial flexibility. The project is consistent with "low density" guidelines
for land development but because of the substantial amount of ponds included in project
plans, "wet detention" can be provided which likely will exceed typical pre -development
hydraulic residence time requirements.
Other best management practices such as those below will also be incorporated into plans
for the high density pockets planned for the site. Submittals for these high density
pockets will be presented as a modification at a later date.
STORM WATER BEST MANAGEMENT PRACTICES (BMP)
1. Plans will provide for disconnected impervious areas where possible and
reasonable. Roof downspouts will be disconnected from streets and culverts and
runoff diverted over vegetated areas or infiltration systems (for treatment).
2. Also, roadway runoff can be converted to sheet flow and directed to wet detention
and / or other best management practices.
3. Storm water controls will be designed to replicate and maintain the hydrographic
condition at the site prior to the change in landscape and at a minimum include
provisions that satisfy minimum standards. In most cases the post -development
condition outfall rate and volume will be less than the pre -development condition
and therefore exceed requirements.
4. Grassed road side ditches will be used in place of curb and gutter. Check dams,
level spreaders, and other similar best management practices shall be used to
minimize the effect of storm water runoff outfalling from the project tract. In
areas where slopes exceed 5%, storm water collected in piped conveyance
Form S WU-141, Section III, No. 1

. systems shall be directed away from surface waters and best management
practices shall be employed at both the intake and the outlet areas. Curbs and
gutters may be used in combination with sidewalks in areas to separate the
pedestrian portion of a street-scape from the automobile portion and will
encourage greater pedestrian mobility within the development.
5. No direct discharges of storm water to streams are planned for this development.
Effective energy dissipation at the pipe outlet shall be accomplished to prevent
scour of the area of any outfall. Stream, wetland and other aquatic area habitat
integrity will be maintained by ensuring that storm water runoff is dispersed
through a check dam, vegetated or grassed buffer zone prior or other BMP prior
to outfalling from the final BMP in the "treatment train".
6. In addition, the use of trees —particularly evergreen species —can be used as an
effective component of an integrated storm water management plan in an effort to
reduce the amount of surface water runoff through site storm water interception,
transpiration, and other processes.
7. The groundwater table will be maintained through many mechanisms to include
distributing the infiltration basin groundwater to areas throughout the site. Storm
water ponds will be maintained with greater than minimum detention and normal
pool to aid in naturalizing ground water tables.
8. Strict attention will be provided to erosion and sedimentation control and
implemented for all construction. The development of these requirements shall be
fully coordinated with the Land Quality Section.
•
e
Form SWU-101, Section III, No. 1

A r�gQG
� r
June 5, 2006
Mr. Randy Allen, President
R.A. North Management 1, Inc.
110 Matthews Station Street, Suite 2D
Matthews, NC 28105
Subject: Request for Additional Information
Stormwater Project No. SW8 060509
Summerhouse on Everett Bay
Onslow County
Dear Mr. Allen:
Michael F. Easley, Governor
William G. Russ Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received previously requested information regarding the
pending Stormwater Management Permit Application for Summerhouse on Everett Bay on
May 23, 2006. A preliminary review of that information has determined that the application is
not complete. The following information is needed to continue the storcrmwater review:
1. There has been a misunderstanding regarding the columns on the application and
their purpose. Each column represents one of the proposed treatment systems.
Since there are 4 ponds, and one overall project, there will be 5 columns completed
on the application, one for the drainage area of each proposed pond and one for the
overall project.
2. Please label each column in Section 111.6 of the application to match up to one of the
proposed ponds.
3. For all applications, resubmittals, modifications, and plan revisions, a minimum of 2
sets of plans is required.
4. During our pre -application meeting, I asked if there were any curbed and guttered
streets that did not drain into one of the 4 wet detention ponds, and the response
was no. If that has changed as a result of these revisions, please provide a 100'
swale, swale calculations, a swale drainage area map and a completed curb outlet
supplement.
5. The orifice size for Spicer Lake is too small. When you run a check of the 6" 0 orifice
under the actual average head of 0.375' (as measured to the centerline of the
orifice), the resulting flowrate is too low to meet the maximum 5 day drawdown time.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to June 19, 2006, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
None Carolina
Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.newaterquality.org Fax [phone]
An Equal Opporlunity/Affirmailve Action Employer — 50% Recyciedl10% Post Consumer Paper

Mr. Allen
June 5, 2006
Stormwater Application No. SW8 060509
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
ENBlarl: S:1WQSlSTORMWATERIADDINFO120061060509.jun06
cc: Carl Huddle, P.E., Carolina Engineers
Doug Huggett, DCM
Linda Lewis
Page 2 of 2

r
N
i.. 'WET DETENTION POND ANALYSIS FILE NAME:
PROJECT #: SW8 060509.junO6
PROJECT NAME: Summerhouse on Everett Bay
Katydid
Painted Lady
Spicer Lake
Receiving Stream:
Everett Bay
Everett Bay
Everett Bay
Classification:
SC
SC
Sc
Index Number:
Onsite DA, sf=
864230.00
1149113.00
6146752.00
Offsite DA, sf =
0.00
0.00
0.00
Total Drainage Area:
864230.00
1149113.00
6146752.00
Built -Upon Area
Buildings/Lots, sf=
Streets/SW, sf=
Pond water surface, sf=
Other, sf=
Offsite, sf=
Total Built -upon Area:
Surface Area
% impervious
Avg. Design Depth, ft:
TSS (85% or 90%):
SA/DA ratio
Req. Min. Surf. Area
Volume Calculations
Design Storm, inches:
Rational Cc=
Rational Volume, cf:
Rv =
Min. Req. Volume=
Bottom Elevation=
Permanent Pool Elev=
Perm Pool Area=
Design Pool Elevation=
Design Pool Area=
Total Volume Prov. _
Forebay Volume
Permanent Pool Val.=
Req, Forebay Volume=
Prov. Forebay Volume=
Percent= (22>%>18)
208500.00
201247.00
90604.00
500351.00
57.90%
6.00
90
3.25%
28111
1
0.64
46197
0.571
41127
11.00
17.00
81122.00
18.00
90483.00
85802.50
279078.00
. 55815.6
66224.00
24%
283500.00
98881.00
124538.00
506919.00
44.11 %
6.00
90
2.35%
26968
1
0.54
51543
0.447
42807
12.00
18.00
124538.00
19.00
132221.00
128379.50
517044.00
103408.8
119755
23%
1233500.00
658192.00
1207483.00
3099175.00
50.42%
6.00
90
2.73%
167768
1
0.58
299228
0.504
258050
11.00
17.00
1202610.00
18.00
1238741.00
1220675.50
8714253.00
1742850.6
756122
9%
S:IWQSIPOND1060509. jun06.WK1
REVIEWER:
Original Run Date:
Last Modified: 02-Jun-06
Twining Rose
Everett Bay
Sc
2102641.00
0.00
2102641.00 0.00
419000.00
179032.00
191400.00
789432.00 1 0.00
37.54%
6.00
90
1.98%
41574
1
0.49
85431
0.388
67968
8.00
15.00
191639.00
16.00
202942.00
197290.50
873166.00
174633.2
171835.00
20%
on ie
0.00
#DIV/O! I #DIV/01
#DIV/O!
#DIVI01
#DIV/O!
#DIV/O!
#DIV/O!
#DIV101
#DIV/O!
#DIV101
#DIV/O!
#DIV/O!
#DIV/O!
#DIV101
0.00 0.00
0 0
#DIV/O! #DIV/01

Katydid
Drawdown OrificeMeir
Avg. Head, ft =
0.44
Average Flow Q2, cfs
0.238
Average Flow Q5, cfs
0.095
Q2 Area, sq. in, =
10.76
Q5 Area, sq. in. =
4.30
No. of Orifices
1
Orifice Diameter, in.=
3
Orifice Area, sq. in. =
7.069
Weir Height, inches=
Weir Length, inches=
Weir C =
8.650
Weir L', eff. length=
-0,088
Avg. Flowrate, Q, cfs =
0.156
Drawdown, days =
3,0
Painted Lady Spicer Lake Twining Rose
0.44
0.38
0,42
0.248
1.493
0.393
0.099
0.597
0.157
11.20
72.93
18.22
4.48
29,17
7.29
1
1
1
3
6
4
7.069
28.274
12.566
0.00 0.00
#DIV/01 #DIV/O!
#DIVIO! #DIV101
#DIV/O! #DIV/01
#DIV/01 #DIV/O!
0,000 0.000
10.727
8.766
11.699
#DIVIO!
#DIV/O!
-0.088
-0.075
-0.083
0.000
0.000
0.156
0.579
0.271
0,000
0.000
3.2
5.2
2.9
#DIVIOI
#DIVIO!

ul
OLINA
@1:R5. PA
May 19, 2006
CAROLINA ENGINEERS, PA
Geotechnical • Construction Materials • Forensic • Site Development • Surveying
MAY 2 3 '�"b
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Attention: Mrs. Linda Lewis
Reference: Stormwater Project SW8 060509
Request for Additional Information Dated May 11, 2006
Summerhouse on Everett Bay
Onslow County, North Carolina
Dear Mrs. Lewis:
We received your request for additional information dated May 11, 2006, and appreciate your
timely correspondence.
With regard to the additional information required for your review please find the following items
documented in the updated binder and drawings:
1. The surface area and required volume sizing calculations for the Katydid Pond is attached.
(See Katydid Pond Tab)
2. The columns on the application apply to the total site drainage areas used in calculating the
percent impervious as it relates to the low density requirements. The application has eight (8)
columns, seven (7) are drainage areas and one (1) is the total site or sum of all seven.
The supplements contain drainage areas which apply to stormwater draining into the ponds.
We have attached a drawing showing the delineated drainage areas for each pond and data from
each drainage area to show you how the run off volumes were calculated. (See Section SWU-102,
Summerhouse on Everett Bay Drainage Area Impervious Surface Summary for Wet Detention
Ponds)
3. The vegetation is specified in the planting notes on the typical pond section on Sheet S-4.
Weeping Love Grass will not be used as temporary or permanent ground cover.
4. The drainage areas listed in the application is for the entire tract of land. Drainage areas for the
ponds include only stormwater draining into the ponds. (See Sheet G-1 I for the delineation)
5. The outlet structure symbols and inverts have been added. (See Sheets)
PO Box 1595, New Bern, NC 28563, Tele: [phone], Fax: [phone], www.carolinaengineers.com

6. The line 100 feet inside the 404 wetland delineated line has been named "100 feet inside 404
wetlands."
7. "Estuary Grouping" was a label initially placed on the master plan by the land planners. We
have removed the "Estuary Grouping" label.
S. We have condensed the BUA per lot listing as recommended. Please find the attached listing in
Section SWU-104.
9. We have identified the curbed section streets and shoulder and ditch section street on the plans.
(See Sheet D-1)
10. We have identified and labeled all drainage easements and showed the locations on the plans.
11. We have specified an orifice diameter of 4.0" for Twining Rose Pond.
12. The drawings have been sealed.
13. We have added a revised vicinity map showing at least two major roads.
Also find enclosed a check for $4,000.00. As suggested by Cameron Weaver, we are sending this
check to take the place of the previous $4,500.00 check submitted. Cameron can destroy the
$4,500.00 check.
I hope this documentation has answered your questions. If additional information is needed or you
have any questions, please call.
Sincerely,
CAROLINA ENGINEERS, P.A.
(�� ZI/ Z,/, �-�
CARL C. HUDDLE, P.E.
Project Engineer
cc: Cameron Weaver
Randy Allen
Attachments: 1- Binder
1- Set of Drawings
1- Check
PO Box 1595, New Bern, NC 28563, Tele: [phone], Fax: [phone], www.carolinaengineers.com

VE Aijivs a .—ono

P. 1
Cp11MUNICATION RESULT REPORT ( MAY.11.2006 10'11AM
.X }TTI NCDENR WIRO
:� ~ PAGE
RESULT _ _
—ADDRESS (GROUP) ----- ------
FILE MODE OPTION ------- ----------------------------- ----OK P. 4/4
------------------------------------- 912526331370
E.07 MEMORY TX
REASON FOR ERROR
E-1) HANANSWERR LINE FAIL
101
a y
E-27 BUSY
E-47 NO FACSIMILE CONNECTION �—
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Nanmral Resources
Alan W. Klimek. P.B. Director
Division of Water Quality
PAX COVER SHEET
Date: May I1, 2006 No. of Pages: 4 Incl. this one
To: Carl Huddle, P.E. From: Linda Lewis
Company: Carolina Engineers Water Quality Section - Stormwater
FAX 9: 252-633-1370 FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 060609
Project Name: Summerhouse on Everett Say
MESSAGE:
Mr. Huddle:
Attached are the Express Review comments for this project. You will receive a copy of the
letter and all original documents that need to be revised via USPS.

Michael F. Easley, Governor
.. o��F wAr�9Q�
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
FAX COVER SHEET
Alan W. Klimek, P.E. Director
Division of Water Quality
Date: May 11, 2006 No. of Pages: 4 incl. this one
To: Carl Huddle, P.E. From: Linda Lewis
Company: Carolina Engineers Water Quality Section - Stormwater
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 060509
Project Name: Summerhouse on Everett Bay
MESSAGE:
Mr. Huddle:
UR
Attached are the Express Review comments for this project. You will receive a copy of the
letter and all original documents that need to be revised via USPS.
ENBlarl: S:IWQSISTORMWATERIADDINFO\20061060509.may06
NVo(` Carolina
Niund!l
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwater ualit .or Fax [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled110% Post Consumer Paper

. aZ°� W A r�9pG
o -c
May 11, 2006
Mr. Randy Allen, President
R.A. North Management I, Inc.
110 Matthews Station Street, Suite 2D
Matthews, NC 28105
Subject: Request for Additional Information
Stormwater Project No. SW8 060509
Summerhouse on Everett Bay
Onslow County
Dear Mr. Allen:
Michael F. Easley, Governof
William G. Ross Jr., Secretary
North Carolina Department of Fnvironment and Natural Resources
Alan W. Klimek, P.E. DiTCCtAr
Division o! Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Summershouse on Everett Bay on May 9, 2006, with a scheduled Express review date of May
10, 2006. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. Please provide surface area and required volume sizing calculations for the Katydid
Pond.
2. Please label the columns on the application to match up to the proposed ponds. The:
application lists only a drainage area number, but the supplements contain very
colorful names of the ponds. I'm having difficulty matching them up.
3. Please specify the type of vegetation to be planted on the side slopes of the pond or
swale and specify the type of wetland species to be planted on the 6:1 shelf. Please
note that Weeping Love Grass is not recommended for use in North Carolina as
either a temporary or permanent ground cover.
4. Please check the application to make sure that the drainage areas and impervious
areas used in the calculations for each pond match up to what is listed in Section
111,6 of the application, and on the supplements. Examples of problem areas include:
the drainage area used in the HydroCAD calculations for the Katydid Pond is 13.63
acres (593,723 ft2) however none of the columns on the application list this amount
as a drainage area; the supplement for Spicer Lake indicates that the drainage area
is 109.17 acres (4,755,445 ft2) however, none of the drainage area columns on the
application uses this number.
5. Several of the outlet structure locations for the ponds are labeled, but no symbol for
the structure or outlet piping is shown. Please add the outlet structure symbol and
show the outlet piping with inverts.
6. The 100' wetland area that the Division allowed to be used as site area in the
density calculations is being labeled as "developable area". This should not be
considered as approval to "develop" within that 100' area. The 401/404 permit will
have to address that.
c- Ca1,Oltlla iV� ttur2
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Entemet: www.ncwaterct_ualily.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

Mr. Allen
May 11, 2006 --
Stormwater Application No. SW8 060509
7. What is the "Estuary Grouping" noted within Spicer Lake? It appears to be
located within the main pond and one or two of the forebays.
8. is it possible to condense the. BUA per lot listing such that it doesn't take 22
pages? Since the lots are sequentially numbered, and either have 2,800,
3,200, 3,500, 4,000, or 4,500, square feet of BUA, I think the listing could be
reduced to less than one page:
394 lots @2,800 ft2 (Lots 93-277, 624-793, and 796-834, inclusive);
221 lots @3,200 ft2 (Lots 1-51, 365-397, 522-539, 837-869, 897-926, 977-
1030, and 1032-1033, inclusive);
248 Lots @3,500 ft2 (Lots 52-92, 278-339, 419-505, 567-620, 794, 795, 835,
and 836 inclusive)
92 Lots @4,000 ft (Lots 340-364, 398-418, 506-521, 540-566, and 621-623,
inclusive);
78 Lots @4,500 ft2 (Lots 870-896, 927-976, and 1031 inclusive)
9. Please identify which streets will be curbed and which ones will not. This can
be accomplished by either listing the names of the streets under the
application street section, or providing information on the plans regarding
which cross-section applies to a street.
10. Please locate and label the width of all proposed drainage easements on the
plans. Easements are needed where pipes or swales will be routed down lot
property lines.
11. The orifice diameter of Twining Rose pond is specified as 3.3". You may want
to specify a standard stock size such as 3.25" or 3.5", as long as it fits within
the allowable range of sizes to achieve a 2-5 day drawdown.
12. Please seal the plan sheets. A high density permit cannot be issued until the
plans are sealed.
13. Please add the nearest intersection of two major roads to the vicinity map. A
major road is any 1, 2 or 3 digit NC, US or interstate highway. Ideally, the
vicinity map should be geared toward driving to the site from Wilmington.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to May.25,
2006, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed application
to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Page 2 of 3

Mr. Allen
May 11, 2006
Stormwater Application No. SW8 060509
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
ENBlarl: S:IWQSISTORMWATERIADDINFO120061060509.may06
cc: Carl Huddle, P.E., Carolina Engineers
Doug Huggett, DCM
Linda Lewis
Page 3 of 3

'. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing. permit number NIA and its issue date (if known) NIA
3. Specify the type of project (check one):
X Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
X CAMA Major X Sedimentation/Erosion Control 404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
Ill, PROJECT INFORMATION
1. In the space provided below, summarize how stormwater mill be treated, Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
See Stormwater Management Detailed Summary this Section)
2. Stormwater runoff from this project drains to the
3. Total Project Area: 515 acres
5. How many drainage areas does the project have? 7
White Oak River basin.
4. Project Built Upon Area: 20.08%
6. Complete the following information for each drainage area. If there arc more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area .1
Drainage Area 2
Receiving Stream Name
Kings Creek
Kings Creek
Receiving Stream Class
SC Waters
SC Waters
Drainage Area
1,809,386
2,357,455
Existing Impervious* Area
0
0
Proposed Impervious* Area
433,23E
589,275
% Impervious* Area (total)
23.94%
25%
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Streets
116,386
126,883
On -site Sidewalks
16,871
23,348
Club House & Parking
15,638
0
Wastewater Treatment Plant
0
42,544
Boat Storage
82,736
0
Lots
201,600
346,500
Future Development
50,000
50,000
Total: 433,231
Total: 589,275
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks-, gravel areas, etc.
Form S WU-101 Version 3.99 11age 2 or

Basin Information
Drainage Area 3
Drainage Area 4
Receiving Stream Name
Kings Creek
Kings Creek
Receiving Stream Class
SC Waters
SC Waters
Drainage Area
2,880,927
2,016,843
Existing Impervious* Area
0
0
Proposed Impervious* Area
710,977
487,535
% Impervious* Area (total)
24.68%
24.17%
Impervious* Surface Area
Drainage Area 3
Drainage Area 4
On -site Streets
239,934
87,511
On -site Sidewalks
39,043
32,024
Club House & Parking
0
0
Wastewater Treatment Plant
0
0
Boat Storage
0
0
Lots
432,000
368,000
Future Develo ment
1 0
0
Total: 710,977
"Total: 487,535
Basin Information
Drainage Area 5
Drainage Area 6
Receiving Stream Name
Everett Bay
Kings Creek/Everett Bay
Receiving Stream Class
SC Waters
SC Waters
Drainage Area
335,808
5,232,224
Existing Impervious* Area
0
0
Proposed Impervious* Area
97,158
1,229,196
% Impervious* Area (total)
2893%
23.49%
Impervious* Surface Area
Drainage Area 5
Drainage Area 6
On -site Streets
24,569
260,757
On -site Sidewalks
5,389
83,003
Club House & Parking
0
24,436
Wastewater Treatment Plant
0
0
Boat Storage
0
0
Lots
67,200
86,100
Future Development
0
0
Total: 97,158
Total: 1,229,196

Basin Information
Drainage Area 7
Total Drainage Area
Receiving Stream Name
Spicer Bay/Everett Bay
Spicer Bay/Everett Bay/Kings Creek
Receiving Stream Class
SC Waters
SC Waters
Drainage Area
6,380,534
21,013,177
Existing Impervious* Area
0
0
Proposed impervious* Area
1,297,400
4,838,372
% Impervious* Area (total)
20.33%
23.03%
Impervious* Surface Area
Drainage Area 7
Total Drainage Area
On -site Streets
105,521
961,561
On -site Sidewalks
27,079
226,757
Club House & Parking
0
40,074
Wastewater Treatment Plant
0
42,544
Boat Storage
0
82,736
Lots
1,164, 800
3,434, 700
Future Development
0
50,000
Total: 1,297,400
TTtal: 4,838,372
7. How was, the off -site impervious area listed above derived? No off -site impervious areas drain into the site.

Permit No.�56 OU05061_
(to be provided by D WQJ
State of North Carolina
Department of Environment and Natural Resources
` Division of Water Quality
STORiVIWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied far use as an original
DWQ Storinwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Summerhouse on Everett Ray
Contact Person: Carl C. Huddle, PE Phone Number: ( 252 ) 633-2424
For projects with multiple basins, specify which basin this worksheet applies to: Katydid Pond
elevations
Basin Bottom Elevation 11.00 ft. '(floor of the basin)
Permanent Pool Elevation 17.00 ft. (elevation of the orifice)
Temporary Pool Elevation 18.00 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 81,122.00
Drainage Area 16.99
Impervious Area 7.98
volumes
sq. ft. (water surface area at the orifice elevation)
ac. (on -site and off -site drainage to the basin)
ac. (on -site and off -site drainage to the basin)
Permanent Pool Volume 275,660.00 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 85,803.00 cu. ft. (volume detained above the permanent pool)
Forebay Volume 66,224.00 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 2.52 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 2.5 in. (2 to .i day temporary pool draw -down required)
Design Rainfall 1.0
Design TSS removal 2 90
i Form SUW-102 Rev 3.99
In.
% (minimum 85% required)
Page 1 of 4

Permit No, V W O Ui5
(to be provided by D WQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review;
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Summerhouse on Everett Ray
Contact Person: Carl C. Huddle, PE Phone Number: ( 252 ) 633-2424
For projects with multiple basins, specify which basin this worlcsheet applies to: painted Lady
elevations
Basin Bottom Elevation
9.00
ft.
(floor of the basin)
Permanent Pool Elevation
18.00
ft.
(elevation of'the orifice)
Temporary Pool Elevation
19.00
ft.
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area
t24,538.00
sq. ft:
(water .surface area at the orifice elevation)
Drainage Area
26.38
ac.
(on -.cite and off -site drainage to the hasin)
Impervious Area
8.06
ac.
(on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 517,044.00 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 128,380.00 cu. ft. (volume detained above the permanent pool)
Forebay Volume 119,755.00 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAi 1.65 (surface area to drainage area ratio from DWQ table)
Diameter of0rilice 2.5 in. (2 to .5 day temporary pool draw -down required)
Design Rainfall
Design TSS Removal 2
' Form SUW-102 Key 3.99
1.0 in.
90 % (minimum 85% required)
Page I of 4

Permit No. G LOS Dl UJ- D !
(to be provided by D 6YQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
T his form may be photocopied for use as an original
DWQ StormNvater Management flan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Summerhouse on Everett Bay
Contact Person: Carl C. Huddle, PE Phone Number: ( 252 ) 633-2424
For projects with multiple basins, specify which basin this worksheet applies to: Spicer Lake
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
8.00 ft. -(floor of the basin)
17.00 ft. (elevation of the orifice)
18.00 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 1,202,610.00 sq. ft.
Drainage Area 109.17 ac.
Impervious Area
51.44 ac.
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume
8,714,253.00
cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume
1,220,676.00
cu. ft.
(volume detained above the permanent pool)
Forebay Volume
756,122.00
cu. ft.
(approximately 20% of total volume)
20% of required volume of 37,574CF
Other parameters
SA/DAi
2.52
(surface area to drainage area ratio from DWQ table)
Diameter of Orifice
6.25
in.
(2 to 5 day temporary pool draw -dawn required)
Design Rainfall
1.0
in.
Design TSS Removal 2
90
%
(minimum 85% required)
Form SUW-102 Rev 3.99 Page 1 of 4

Permit No.I��U U iJ 1
(to be provided by D WQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Storm -water Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Summerhouse on Everett Bay
Contact Person: Carl C. Huddle, PE Phone Number: 252 633-2424
For projects with multiple basins, specify which basin this worksheet applies to: Twining Rose
elevations
Basin Bottom Elevation 8.00 ft. (floor of the basin)
Permanent Pool Elevation 15.00 ft. (elevation of the orifice)
Temporary Pool Elevation 16.00 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 191,393.00 sq. ft
Drainage Area 39.91 ac.
Impervious Area 13.02 ac
volumes
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
Permanent Pool Volume 873,166.00 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume. 197,291.00 cu. ft. (volume detained above the permanent pool)
Forebay Volume 171,835.00 Cu. ft. (approximately 20% of total volume)
Other parameters
SAIDAI 2.08 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3.3 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall 1.0 in.
Design TSS Removal 2 90 % (minimum 85% required)
For-3 SUW-102 Rev 3.99 Page l of 4

r
EE:ii•aii0°
CAROLINA ENGINEERS, PA
� Geotechnicai • Construction Materials • Forensic • Site Development • Surveying
aWiz sS -- LL
5-I0- 2CX-) Ca
LU
May 9, 2006 we ' rvld5.
Ms. Linda Lewis
NC Department of Environment and Natural Resources
Division of Water Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Low Density Stormwater Management Plan
Summerhouse on Everett Bay, Onslow County, NC
Ms. Lewis,
On behalf of R.A. North Development I, Carolina Engineers, PA is submitting a
Low Density Stormwater Management Plan.
have enclosed a check for the application fee.
If additional information is needed or you have any questions, please feel free to
call.
Sincerely,
Carolina Engineers, P
Carl C. Huddle, P.E.
Project Manager
MAY
Enclosure(s): 2- binders
2- Sets of Drawings
PO Box 1595, New Bern, NC 28563, Tele: [phone], Fax: [phone], www.carolinaengineers.com

1460
CAROLINA ENGINEERS,
P.A.
P.O. BOX 1595
NEW BERN, NC 28563-1595
fib-112/531
DATE J 9, z130Cf o,eo,
PAY /� �
Z O T M E /t /
`
I $ /1�
ORDER OF '
jpp
_/-4_ C(1S/�`Ly �P7�i=T��
rc DOLLARS
BB&T
CAROLINA ENGINEERS, P.A.
w
BRANCH BANNING AND TRUST COMPANY
NEW BERN, NORTH CAROLINA
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Page 1 of 1
North Carolina
Elaine F MarShail DEPARTMENT OF THE
Secretary SECRETARY OF STATE
Corporations
*Corporations Home
*Important Notice
*Corporate Forms/Fees
eCorporations FAQ
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°Other Legislation
Search
eBy Corporate Name
*For New Corporation
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•Start An Order
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Contact Us
•Corporations Division
*Secretary of State's web site
Print
*Printable Page
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 5/11 /2006
Click here to:
View Document Filings 1
Print apre-populated Annual Report Form I Annual Report Count I Fil
an Annual Report I
Corporation Names
Name Name Type
NC R.A. North Legal
Development I, Inc.
Business Corporation Information
SOSID:
Status:
Date Formed:
Citizenship:
State of Inc.:
Duration:
Registered Agent
Agent Name:
Registered Office Address
Registered Mailing
Address:
Principal Office Address
Principal Mailing Address:
Stock
Class
Common Non Voting
Common Voting
0702005
Current -Active
12/9/2003
Domestic
NC
Perpetual
Allen, Randolph M.
110 Matthews Station, Suite 2D
Matthews NC 28105
110 Matthews Station, Suite 2D
Matthews NC 28105
10800 Sikes Place, Suite 250
Charlotte NC 28277
10800 Sikes Place, Suite 250
Charlotte NC 28277
Shares
No Par Value
90000
Yes
10000
Yes
Par Value
NIA
NIA
For questions or comments about the North Carolina Secretary of State's web site, please send e-mail to Webmaster.
http://www.secretary.state.nc.us/Corporations/Corp.aspx?Pitemld�6167642
5/11 /2006

SOSID: 702005
Date Filed: 1219/20t13 3:15:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C200334300291
STATE OF NORTH CAROLINA
DEPARTMENT OF THE SECRETARY OF STATE
ARTICLES OF INCORPORATION
Pursuant to §55-2-02 of the General Statutes of North Carolina, the undersigned
does hereby submit these Articles of Incorporation for the purposes of forming a
business corporation.
l . The name of the corporation is R.A. North_ Development I. Inc.
2. The number of shares the corporation is authorized to issue is 100,000. These
shares shall be of two classes, voting and non -voting, designated as common
stock. 90,000 shares shall be non —voting common stock and 10,000
shall be voting common stock.
3. The street address and county of the principal office of the corporation is:
10800 Sikes Place, Suite 250, Charlotte, NC 28277 _ County: .Mecklenburg
4. The street address and county of the initial registered office of the corporation is:
10900 Sikes Place. Suite 250. Charlotte. NC 28277_ County: Mecklenburg
The name of the initial registered agent is Vivian Whitley
G. The name and address of the incorporator is as follows:
Valerie P. Mahoney
Culp Elliott R Carpenter, P.L.L.C.
4401 Barclay Downs Drive, Suite 200
Charlotte, NC 28209
7. To the fullest extent permitted by applicable law, no director of the Corporation
shall have any personal liability arising out of any action whether by or in the
right of the Corporation or otherwise for monetary damages for breach of any
duty as a director. This Article shall not impair any right to indemnity from the
Corporation that any director may now or hereafter have. Any repeal or
modification of this Article shall be prospective only and shall not adversely
affect in any respect acts or omissions occurring prior to such repeal or
modification,
Dated: December 2, 2003
v
Valerie P, Mahoney, Incorporator
WORo•116241

SOS I D: 0702005
Date Filed: 5/20/2005 9.04*00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200513700627
STATE OF NORTH CAROLINA
DEPARTMENT OF THE SECRETARY OF STATE
STATEMENT OF CHANGE OF REGISTERED
OFFICE AND/OR REGISTERED AGENT
Pursuant to §55D-31 of the General Statutes of North Carolina, the undersigned entity submits the following for the purpose of
changing its registered office and/or registered agent in the State of North Carolina.
INFORMATION CURRENTLY ON FILE
The name of the entity is: R.A. North Development J. Inc.
Entity Type: Corporation, (]Foreign Corporation, ONonprofil Corporation, Foreign Nonprofit Corporation,
[]Limited Liability Company, OForeign Limited Liability Company []Limited Partnership, ❑Foreign Limited Partnership,
❑Limited Liability Partnership, ❑Foreign Limited Liability Partnership
The street address and county of the entity's registered office currently on file is:
Number and Street: 10800 Sikes Place, Suite 250
City, State, Zip Code: Charlotte, NC 28277
County: Mecklenburg
The mailing address if differentfrom the street address of the registered office currently on file is:
The name of the current registered agent is: Vivian Whitley
NEW INFORMATION
1. The street address and county of the new registered office of the entity is:
(complete this item only if the address of the registered office is being changed)
Number and Street: 110 Matthews Station, Suite 20
City, State, Zip Code: Matthews, NC 28105
County: Mecklenburg
2. The mailing address if different from the street address of the new registered office is:
(complete this item only if the address of the registered office is being changed)
110 Matthews Station, Suite 2D, Matthews, NC 28105
3. The name of the new registered agent and the new agent's consent to appointment appears below:
(complete ibis item only if the name of the registered agent is being changed) /
Randolph M. Allen �e—�-� �� , ,
Type or Print Name of New Agent * Signature & 7111e
4. The address of the entity's registered office and the address of the business office of its registered agent, as changed,
will be identical.
5. This statement will be effective upon filing, unless a date and/or time is specified:
This is the yZ X day of //7 20Q�. R. A. North Development 1, Inc.
E iry Name
ll�C
Signature
Randolph M. Allen, President
Type or Print Name and 7111e
Notes: Filing fee Is SS.ee. This document must be tiled with the Secretuy of State.
* Instead of signing here, the new registered agent may sign a separate written consent to the appointment, which must be attached to this statement.
CORPORATIONS DIVISION P. O. BOX 29622 RALEIGIi, NC 27626-0622
Revised January 2002 Form BE-06