SW8050213_Historical File_20050303

O WA7',p Michael F. Easley, Governor
William G. Ross, Jr., Secretary
r North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
FAX COVER SHEET
Date: March 1, 2005 No. of Pages: 2
To: Ted Burke From: Linda Lewis
Company: Cavanaugh & Associates Water Quality Section - Stormwater
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 050213
Project Name: Neighborhoods of Holly Ridge
MESSAGE:
Ted:
I don't know how it happened, but the deed restriction statements you provided are mostly for a
low density subdivision. I thought I had given you or emailed you the necessary high density
subdivision deed restriction statements. I got so caught up in getting a set of legal format
restrictions, I just assumed that the correct statements had been put into the document.
Attached are the correct statements for a high density subdivision. Please remove Section 14
from the restrictions and replace with the attached statements. Then send in the revised
pages.
Thanks.
ENEoarl: S:1WQSISTORMWATIADDINFO\20051050213.mar05
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper
No thCarohna
NawallY

INFORMATION PERTAINING TO DEED RESTRICTIONS
AND PROTECTIVE COVENANTS
In accordance with Title 15 NCAC 21-1.1000, the Coastal Stormwater Management
Regulations, deed restrictions and protective covenants are required for High 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 design criteria used to size the stormwater control facility. The
following deed restrictions and covenants must be recorded prior to the sale of any lot:
9. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number 5W O 05 G Z13 , 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.
3. 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 2600 square feet. This
allotted amount includes any built -upon area constructed within the lot property
boundaries, and that portion of the fight -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.
�Nfe:rfta BUA per varies, pleases titute the fiollowin paragraph r he
ne ove ide a co lete lis ' g o th opose fore t:
he xim !Iowa a uilt-upon ea per l is follow .
o B Lot A Lot # BUA
h allotte mount clude a uilt-upon a a construc within the of
.aunda ' s, n at of th t-of--wa a en th fron f line nd the ge
of the pa ent. t upon re inclu b is not "t to, stru s, asph t,
concrete g 1, c , t ne, ate, coqu and pa rki areas, but es not i lude
7aised. OD d decking_ or f - wahor cu .a of _cwimminn nnn/e
7. All runoff from the built -upon areas on the lot must drain into the permitted system. This
may be accomplished through a variety of means including roof drain gutters which
drain to the street, grading the lot to drain toward the street, or grading perimeter swales
to collect the lot runoff and directing them into a component of the stormwater system.
Lots that will naturally drain into the system are not required to provide these additional
measures.

I
COMMUNICATION RESULT REPORT ( MAR. 1.2005 9:37AM )
P. 1
FILE - MODE OPTION
-------------------------
ADDRESS (GROUP)
247 MEMORY TX 93924612
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWEP
RESULT
NCDENR WIRO
PAGE
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P. 2/2
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Michael F. Easley, Governor
i William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Wources
Alan W,1,0imek, P.E. plrector
Division of Water Quality
FAX OVER SHEET
Data: March 1,`2005
To: Ted Burke
Company: Cavanaugh & Associates
FAX #: [phone]
No, of Pages: 2
From: Linda Lewis
Water Quality Section - Stormwater
FAX # 910-350,2004
Phone # 910495^3900
DWQ Stormwater Project Number: SW8 050213
Project Name: Neighborhoods of Holly Ridge
MESSAGE:
Ted:
I don't know how it happened, but the deed restriction statements you provided are mostly for a
low density subdivision. I thought I had given you or emailed you the necessary high density
subdivision deed restriction statements. I got so caught up in getting a set of legal format
restrictions, I just assumed that the correct statements had been put into the document.
Attar -had are the correct statements for a high density subdivision. Please remove Section 14
. . . . TI_ -- ---.4 — 4►n rblJli•BI'i

RECEIVED
MAR 0 1 2005
DECLARATION OF RESTRICTIONS
THE NEIGHBORHOODS OF HOLLY RIDGE BY: —qt S050Z 13
PHASE 1
STATE OF NORTH CAROLINA
COUNTY OF ONSLOW
THIS DECLARATION OF RESTRICTIONS, THE NEIGHBORHOODS OF
HOLLY RIDGE PHASE 1, (hereinafter called the "Declaration"), made this the day of
2005, by and between THE NEIGHBORHOODS OF HOLLY RIDGE,
LLC (hereinafter called "Declarant"), and all persons, firms, entities or corporations hereinafter
owning or acquiring property in the subdivision of THE NEIGHBORHOODS OF HOLLY
RIDGE PHASE 1., as shown on a map recorded in the Registry of Onslow County, North
Carolina, in Map Book , at Page (hereinafter called the "Map").
WITNESSETH:
THAT WHEREAS, the Declarant desires to promote and preserve in the
subdivision of THE NEIGHBORHOODS OF HOLLY RIDGE PHASE 1, a residential
community of high standards (hereinafter called the "Subdivision"); and
WHEREAS, Declarant is the owner of all the lots (hereinafter collectively called
the "Lots" or individually called a "Lot"), common areas (hereinafter called the "Common
Areas") and the streets (hereinafter called the "Streets") shown on the Map of the
Subdivision.
NOW, THEREFORE; the Declarant hereby declares that the follovdng
restrictions (hereinafter called the "Restrictions") shall apply to all Lots, Common Areas and
Streets shown on the Map of the Subdivision, and said Restrictions shall be binding on all parties
claiming by, through, or under the Declarant (said parties hereinafter called "Owners" as to
Owners of the Lots and the "Corporation", as hereinafter defined, as to the Owner of the
Common Areas and Streets located within the Subdivision), and shall constitute covenants
running with the land until
20 , at which time the Restrictions shall continue
for an additional period of twenty-five (25) years, unless changed, altered or amended in full or

in part by affirmative vote or written agreement executed by at least sixty-seven percent (67%)
of the owners of the Lots and by Declarant, its successors or assigns, which instrument is
recorded in the office of the Register of Deeds of ONSLOW County and noted on the margin of
the Restrictions, if possible. No such amendment shall affect the rights of Declarant, its
successors or assigns, unless Declarant, its successors or assigns, joins in the execution of the
amendment. The foregoing notwithstanding, the provisions of Paragraph 14 hereof may not be
amended without the express written consent of the State of North Carolina, Division of Water
Quality.
All Lots shall be used for single family residential purposes only and no
dwelling shall be erected on any Lot other than one detached single family dwelling not to
exceed two and one-half stories in height, and a one, two, or three car garage. No permitted
garage shall be utilized for living quarters. No trailer, tent, mobile home, or other structure of a
temporary character shall be placed on any Lot. All buildings shall be of wood, stone, brick,
brick veneer, stucco, masonite, or vinyl siding. Any other materials must be approved by
Declarant.
2. No building shall be erected nearer to the front lot line, or side lot line, or
rear lot line than the setback lines shown on the Map.
3. No dwelling erected on any Lot shown on the Map shall have less than
square feet of enclosed dwelling area. The term "enclosed dwelling area" as used
herein shall be the total finished/heated area within the dwelling; provided, however, that such
term does not include garages, terraces, decks, porches and other unheated areas.
4. No Lot shall be re -subdivided in such a manner as to create a re -subdivided
Lot or a portion of a Lot having less than 6,000 square feet. Nothing herein shall prevent a
redivision which shall increase the square footage of a Lot used for the erection of a detached
single family dwelling as hereinbefore defined.
5. No dwelling, building, fence or other above ground structure shall be
commenced, erected or maintained upon any Lot, nor shall any exterior addition to or change or
2

alteration therein be made until the plans and specifications showing the nature, kind, shape,
height, materials and location of the same shall have been submitted to and approved in writing
as to harmony of external design and location in relation to the surrounding structures and
topography by Declarant or by an architectural committee (hereinafter called'the "Committee")
composed of three (3) representatives appointed by Declarant. In the event1hat the Declarant or
the Committee fails to approve or disapprove such design and location within thirty (30) days
after said plans and specifications have been submitted to it, approval shall be deemed to have
been given. Neither the Declarant nor the Committee shall be liable for violations of applicable
governmental regulations or any covenants and restrictions relating to impervious areas rising
from or resulting from defective plans or specifications.
The Declarant may elect to serve as the Committee so long as Declarant shall own
any Lot within the Subdivision subject to the Restrictions. At such time as Declarant no longer
owns any Lot within the Subdivision or Declarant transfers its right to serve as the Committee to
r
the Corporation as provided herein, whichever is the earlier to occur, thereafter the Committee
shall be appointed by the Corporation, as hereinafter defined, pursuant to these Restrictions, the
Articles and the Bylaws, as the latter two terms are hereinafter defined.
6. No commercial trade or activity, or any noxious trade or activity
whatsoever, shall be carried on upon any Lot, nor shall anything be done thereon which may be,
or may become, an annoyance or nuisance to other Lot Owners. Unsightly, inoperative junk cars
and like eyesores cannot be maintained on any Lot either prior to or after a dwelling has been
erected on said Lot or on any Street located in the Subdivision and any such automobiles may be
removed by the Declarant or the Corporation at the Lot Owner's expense.
7. There shall not be placed or used on any Lot any of the following structures:
trailer, mobile home (including a multiple -wide mobile home), tent, shack, garage apartment,
barn, any other out building or any such structure of a permanent or temporary character.

8. All buildings, structures and their appurtenances located on a Lot shall be
maintained in a suitable state of repair, and in the event of destruction by fire or other casualty,
the Lot is to be cleared and debris removed within ninety (90) days from date of such casualty.
9. No animals, other than domesticated dogs, cats or other household pets, may
be kept or housed on any Lot. No dogs, cats or other household pets may be kept, bred or
maintained for any commercial purposes, nor may they be kept in such numbers or of such
nature as to be or become a nuisance to adjoining Lot Owners or any residents of the
Subdivision. Any housing or shelter constructed for said domesticated dogs or cats shall be
screened with fencing (or otherwise) that shall be approved by Declarant or the Committee.
Animals, when not housed, shall be on a leash at all times.
10. No Lot shall be used or maintained as a dumping ground for rubbish, trash,
garbage, or other waste, and such materials may not be kept on any Lot, except in sanitary
containers. All incinerators or other equipment for the storage or disposal of such materials shall
be kept in a clean and sanitary condition. Upon completion of construction of a dwelling, and as
a part of the construction, the Owner of said Lot thereof shall generally landscape the Lot so as
to be in keeping with the yards of the Owner's neighbors. The front yard areas of all Lots shall
be generally smoothed and sodded at all street fronts and all Stormwater Management Facilities,
as hereinafter defined, located on a Lot shall be maintained by the Owner of such Lot in
compliance with North Carolina State Stormwater Management Permit Number SW8 050213
and any amendments, additions or replacements thereof, or any such permit obtained by
Declarant and relating to property annexed into the Subdivision by Declarant as provided herein
(hereinafter collectively called the "Permit"). There shall be no mass clearing or stripping of
trees from any Lot without the prior written consent of the Declarant or the Committee.
11. No fence shall be erected on any Lot nearer the front property or lot line
than the rear corners of the dwelling erected on said Lot, and all fences erected on any Lot shall
not exceed four (4) feet in height and shall be constructed of wood or "PVC" type composition.
4

No fence or structure of any kind shall be placed within utility and drainage easements shown on
the Map or upon any Stormwater Management Facility except as permitted by the Permit.
12. No boat, motor boat, camper, trailer, school bus, motor home, mobile
home, truck rated over one (1) ton, or other vehicle similar to any of the same shall be permitted
to remain on any Lot, or in any parking space on or adjacent to any Lot, unless prior written
consent for the same is obtained from the Declarant or the Committee, or unless the same is
properly stored in an enclosed area such that no part of such vehicle is visible to anyone from the
Streets located in the Subdivision.
13. Any and all erosion from a Lot occurring as the result of any construction on
said Lot must stabilized and controlled as described hereinabove within sixty (60) days of the
occupancy of said dwelling by the Owner of the Lot or as required by any applicable law,
regulation, rule or ordinance.
14.
a. The following covenants are intended to ensure ongoing
compliance with State Stormwater Management Permit Number SW8 050213, 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 plan may not
take place without the concurrence of the Division of Water Quality.

f. The maximum allowable built -upon area per lot is
2,800 square feet. This 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. All runoff from the built -upon areas on the lot must drain into the
permitted system. This may be accomplished through a variety of means including roof drain
gutters which drain to the street, grading the lot to drain toward the street, or grading perimeter
swales to collect the lot runoff and directing them into a component of the stormwater system.
Lots that will naturally drain into the system are not required to provide these additional
measures.
15. The utility and drainage easements and all Stormwater Maintenance
Facilities located on each Lot and all improvements in said easement areas shall be maintained
continuously by the Owner of said Lot except for those improvements for which a public
authority or utility company is responsible. In the event the Owner of a Lot shall damage or
through negligent failure to act allow damage to occur to any drainage or utility easement or
Stormwater Management Facilities located in the Subdivision, the Owner of said Lot shall be
responsible and liable for the repair or replacement of said drainage or utility easement or the
Stormwater Management Facilities as provided in these Restrictions. From and after the time the
Permit is transferred to the Corporation, Declarant shall have no responsibility for maintaining
any drainage easements or Stormwater Management Facilities in the Subdivision except drainage
easements or Stormwater Management Facilities located on Lots owned by Declarant. Within
the drainage and utility easements set forth in.these Restrictions or shown on the Map, no
structure, fencing, planting or other material shall be placed or permitted to remain which may
n

damage or interfere with the installation or maintenance of utilities or which may change the
direction or flow of drainage channels in the easements or violate the provisions of the Permit.
16. It shall be the obligation of the Owner of any Lot in the Subdivision to
provide, install and maintain an adequate culvert or drain pipe beneath any driveway located on
said Lot as said driveway crosses the ditch or swale line at the front of the Lot in order that the
natural flow of drainage will not be at any time blocked along the street. The culvert or drainage
pipe must be of sufficient size to accommodate the flow of surface water in the ditch line. In no
instance shall said drainage pipe be less than 15 inches in diameter. This pipe shall be installed
prior to the construction of any dwelling on a Lot. The foregoing provisions of this Paragraph 16
notwithstanding, all such culverts or drain pipes shall comply with the Permit.
17. Motor vehicles without current and valid licenses and inspections shall not
be permitted to remain on any Lot or any Streets within the Subdivision. Motor vehicles utilized
for commercial purposes shall not be permitted upon any Lot or upon the Streets within the
Subdivision except during the construction of residential dwellings upon the Lots and for the
delivery of goods and services to the residential dwellings located upon the Lots.
18. Except as provided in Paragraph 19 hereof, no signs of any type or
description shall be placed on or displayed on a Lot or the improvements thereon except signs
advertising the property as being for sale, which signs shall not exceed six (6) square feet in size.
19. Declarant hereby reserves to itself, its successors and assigns, a
nonexclusive blanket easement over, across, under and upon the Common Areas, the Streets, all
drainage and utility easements set forth in these Restrictions or shown on the Map and the areas
of the Subdivision shown and depicted as
on the Map for all purposes
reasonably related to the development and completion of improvements within the Subdivision
or any property subsequently annexed into the Subdivision by Declarant as provided herein,
including, but not limited to, the installation of utilities and the placement of signs identifying
Lots for sale by Declarant, its successors or assigns.
7

20. Declarant hereby reserves unto itself, its successors and assigns, the right to
grant franchises and easements for providing water service to Lots in the Subdivision. When and
if such franchises and easements are granted, water service shall be furnished only by the
franchisee or licensee of Declarant and no well of any kind shall be maintained or used for any
purpose without the prior written consent of the franchisee or licensee of Declarant.
21. Declarant hereby reserves unto itself, its successors and assigns, an
easement and right to locate wells, pumping stations, and tanks within the Subdivision, including
upon any Lot, so long as the exercise of this easement and right does not materially affect the
appearance of the Lot involved. This reservation shall not be construed as imposing any
obligation on Declarant to provide any utility or service.
22. Declarant hereby reserves unto itself, its successors and assigns, a perpetual,
alienable and releasable easement and right, over, across, under and upon the rear ten (i 0) feet of
each Lot, the front 10 feet of each Lot, 10 feet along one side of each Lot and such other
easement areas as are shown on the Map to erect, maintain and use electric and telephone poles,
wires, cables, conduits, sewers, water mains and other suitable equipment for the conveyance
and use of electricity, telephone, TV cable facility, data transmission, gas, sewer, water or other
public conveniences or utilities. The easements and rights herein reserved expressly include the
right to cut any trees, bushes or shrubbery, make any gradings of the soil, or to take any other
similar action which Declarant determines, in its sole discretion, is reasonably necessary to
provide economical and safe utility installation and to maintain reasonable standards of health,
safety and appearance.
23. Declarant or the Corporation may cut drainways for surface water wherever
and whenever such action may appear, in the sole discretion of Declarant or the Corporation, to
be necessary in order to maintain reasonable standards of health, safety and maintenance of a
neat and wholesome appearance or to comply with the Permit. All such drainways shall be
constructed, installed and maintained in compliance with the Permit. The easements and rights
herein reserved expressly include the right to cut any trees, bushes or shrubbery, make any

gradings of the soil, or to take any other similar action which Declarant or the Corporation
determines, in their sole discretion, is reasonably necessary to provide economical and safe
utility installation and to maintain reasonable standards of health, safety and appearance.
24. The Common Areas shown on the Map, including the Stormwater
Management Facilities located thereon, and the Streets shown on the Map, shall be owned,
maintained, repaired and replaced, and the Stormwater Management Facilities located upon Lots
shall be overseen, supervised, maintained, repaired and replaced pursuant to the provisions of
this Paragraph 24.
a. A corporation named The Neighborhoods of Holly Ridge Phase
i (the "Corporation") has been or will be formed at the direction of Declarant pursuant to
the rules and requirements of the Nonprofit Corporation Act (Chapter 55A) of the General
Statutes ofNorth Carolina as an association of the Owners of Lots located in the Subdivision.
The Corporation's purpose is to: (i) accept the transfer of the Permit from Declarant and take all
actions and pay all fees required to effect such transfer of the Permit from the Declarant to the
Corporation and thereafter to oversee, inspect, manage and, when necessary pursuant to these
Restrictions, repair and replace all Stormwater Management Facilities located on individually
owned Lots; (ii) enforce each Lot Owner's obligations with respect to the Stormwater
Management Facilities pursuant to the Restrictions; (iii) enforce the provisions of the Permit;
(iv) accept the conveyance of the Common Areas located in the Subdivision from the Declarant
and thereafter oversee, inspect, maintain, repair and replace said Common Areas including the
Stormwater Management Facilities located thereon; and (v) accept the conveyance of the Streets
located in the Subdivision from the Declarant and thereafter oversee, inspect, maintain, repair
and replace each such Street until such time, if ever, said Street is accepted for public
maintenance by the North Carolina Department of Transportation or another authorized
governmental entity.
b. "Stormwater Management Facilities" or "Stormwater Management
Facility" as those terms are used in these Restrictions shall mean all areas consisting of ditches,
W

swales, stormwater retention ponds and any other improvement located in the Subdivision
constructed pursuant to the Permit.
C. Each Owner of a Lot within the Subdivision shall be a member of
the Corporation. The Declarant, by this Declaration, and the Owners of each Lot, by their
acceptance of a deed thereto (whether or not it shall be so expressed in such deed), hereby
covenant and agree with respect to the Corporation: (i) that for so long as each is an Owner of a
Lot within the Subdivision, each will perform all acts necessary to remain in good and current
standing as a member of the Corporation; and (ii) that any unpaid assessment or other charges, of
whatever nature, levied by the Corporation in accordance with these Restrictions, the Articles of
Incorporation (hereinafter called the "Articles") or the Bylaws (hereinafter called the "Bylaws")
of the Corporation shall, subject to the provisions of Paragraph 24(y) hereof, be a lien upon the
Lot upon which such assessment or charge was levied or the Lot of the Owner against whom
such assessment or charge was levied. Furthermore, each such assessment or charge shall also
be the personal obligation of the Owner or Owners of the Lot at the time when the assessment or
charges became due. The personal obligation for delinquent assessments or charges shall not
pass to a successor in title to a Lot unless expressly assumed by said successor in title, but,
subject to the provisions of this Declaration, delinquent assessments and charges shall continue
to be a lien upon such Lot.
d. Upon acquiring title to a Lot, each new Owner shall immediately
give written notice to the Corporation stating the name and address of such new Owner and the
Lot acquired by such new Owner. If the new Owner fails to give the Corporation such notice
within thirty (30) days of acquiring title to such Lot, then the costs of locating such new Owner
and reasonable record keeping costs incurred by the Corporation may be assessed against such
Owner and such assessment shall become a lien upon said Owner's Lot pursuant to the
provisions of Paragraph 24(c) hereof.
e. The books and all supporting documentation, the Declaration, the
Articles, the Bylaws, and all amendments thereto shall be available for examination by all Lot
10

Owners, their lenders or their lenders' agents during normal business hours at the principal office
of the Corporation.
f. Each membership in the Corporation shall relate to and have a unity
of interest with an individual Lot which may not be separated from the ownership of said Lot.
g. The Corporation shall have one class of members. The members
shall be all Owners of a Lot, and they shall be entitled to one vote for each Lot owned; provided,
however, when more than one person holds an interest in any Lot, all such persons shall be
members; however, the vote for such Lot shall be exercised as they, among themselves,
determine, but in no event shall more than one vote or any fraction of a vote be cast with respect
to any Lot.
h. Declarant shall, at its sole cost and expense, initially construct all
Stormwater Management Facilities required to be located in the Subdivision or upon any
property annexed into the Subdivision by Declarant as provided herein, to the standards required
by the Permit. Upon completion of the initial construction of said Stormwater Management
Facilities and any Stormwater Management Facilities located upon property which is annexed
into the Subdivision by Declarant, Declarant shall then transfer the Permit to the Corporation, the
Corporation shall accept the transfer of the Permit from Declarant and the Corporation shall take
all actions and pay all fees required to complete the transfer of the Permit from Declarant.
Thereafter, the oversight, supervision, management and administration of the Permit shall be the
sole responsibility of the Corporation. The Corporation's duties with regard to the Permit shall
be carried out in accordance with the terms and conditions of these Restrictions, the Articles, the
Bylaws and the Permit. The Corporation hereby is granted and conveyed an easement over,
across, under and upon each Lot for the purpose of access to and oversight, inspection,
maintenance, repair and replacement of all Stormwater Management Facilities located upon each
Lot.
Declarant shall, at its sole cost and expense, initially construct all
Common Areas shown on the Map and shall construct the Stormwater Management Facilities
11

located thereon to the standards required by the Permit. Declarant shall, simultaneously with the
conveyance of Streets as hereinafter provided, convey the Common Areas to the Corporation in
fee simple released from any encumbrances securing the repayment of monetary obligations
incurred by Declarant, but subject to all easements and other encumbrances appearing on the
public records including those created by the Declaration and these Restrictions. The
Corporation shall accept the conveyance of the Common Areas from Declarant. Thereafter, the
ownership, supervision, management, repair and replacement of the Common Areas and the
Stormwater Management Facilities located thereon shall be the sole responsibility of the
Corporation. The Corporation's duties with regard to the Common Areas and the Stormwater
Management Facilities located thereon shall be carried out in accordance with the terms and
conditions of these Restrictions, the Articles, the Bylaws and the Permit.
Declarant shall, at its sole cost and expense, initially construct each
Street located in the Subdivision and shown on the Map to the standards required for acceptance
of said Street for public maintenance and'repair by the North Carolina Department of
Transportation (hereinafter called the "Standards"). Declarant shall, simultaneously with the
conveyance of Common Areas, convey to the Corporation each such Street as has not theretofore
been accepted for public maintenance and repair by the North Carolina Department of
Transportation or another authorized governmental entity, in fee simple released from any
encumbrances securing the repayment of monetary obligations incurred by Declarant, but subject
to all easements and other encumbrances appearing on the public records including those created
by the Declaration and these Restrictions. The Corporation shall accept the conveyance of each
Street from Declarant. From and after the date of completion of the construction of each Street
until the conveyance of said Street by Declarant to the Corporation, Declarant, at Declarant's sole
cost and expense, shall maintain each Street to the Standards. From and after the conveyance of
each Street by Declarant to the Corporation, the Corporation shall be responsible for the
maintenance and repair of each Street to the Standards.
k. The expenses of the Corporation shall include:
12

i. All amounts expended by the Corporation as a result of its
ownership, oversight, supervision, management, administration, repair, replacement and insuring
of the Common Areas and Streets owned by the Corporation;
ii. All amounts expended by the Corporation as the transferee of
the Permit and the oversight, supervision, administration, management, repair and replacement
of all Stormwater Management Facilities located within the Subdivision and upon any property
hereafter annexed by Declarant into the Subdivision, as required by these Restrictions;
iii. All amounts expended by the Corporation in enforcing the
provisions of these Restrictions and the Permit with respect to the Stormwater Management
Facilities located upon individual Lots;
iv. All amounts expended by the Corporation in legal,
engineering or architectural fees and all similar fees which may be incurred by the Corporation
from time to time in performing the functions delegated to the Corporation by these Restrictions.
V. All amounts expended by the Corporation in carrying out any
duty or discretion as may be required or allowed by these Restrictions, the Articles or the
Bylaws.
1. The Corporation is authorized to impose the following assessments
and charges upon the Lots:
i. General Annual Assessments may be levied against Lots and
shall be used exclusively to: (i) oversee, inspect, maintain and repair the Common Areas,
including the Stormwater Management Facilities located thereon; (ii) oversee, inspect, maintain
and repair Azalea Drive as shown on the Map until such time as the maintenance and repair of
Azalea Drive is assumed by the North Carolina Department of Transportation or other authorized
governmental entity; (iii) enforce the provisions of these Restrictions relating to the Stormwater
Management Facilities and the Permit; and (iv) pay the general expenses of the Corporation.
General Annual Assessments shall be fixed at a uniform rate for all Lots.
13

ii. General Special Assessments may be levied against Lots for
the limited purpose of providing funds to pay the expenses for which the General Annual
Assessment is levied pursuant to the provisions of Paragraph 24(1)(i) above and which expenses
exceed the General Annual Assessment funds then on hand to pay same and to provide a
contingency fund for capital improvements and extraordinary expenses other than capital
improvements. General Special Assessments shall be levied by the Corporation in the following
manner: the Corporation shall give written notice of any proposed General Special Assessment
to the Owners of all Lots specifying the amount of the proposed General Special Assessment and
the reasons therefore, which notice shall provide for a special meeting of the Owners of all Lots,
the sole purpose of said meeting to be to vote upon said proposed General Special Assessment.
At the special meeting held for that sole purpose, said General Special Assessment must be
approved by a majority vote of the Directors and a majority vote of the Owners of Lots
who are voting in person or by proxy. Following the approval of said General Special
Assessment as herein specified, the Corporation shall give notice to the Owners of all Lots of
said assessment and establish the date upon which said General Special Assessment shall be due
and payable. General Special Assessments shall be levied at a uniform rate for all Lots.
iii. Access Street Special Assessments may be levied against
Access Street Lots for the limited purpose of providing funds to pay for the maintenance and
repair of the Access Streets which exceed the Access Street Annual Assessment funds then on
hand to pay same and to provide a contingency fund for capital improvements and extraordinary
expenses other than capital improvements in regard to the Access Streets. Access Street Special
Assessments shall be levied by the Corporation in the following manner: the Corporation shall
give written notice of any proposed Access Street Special Assessment to the Owners of Access
Street Lots specifying the amount of the proposed Access Street Special Assessment and the
reasons therefore, which notice shall provide for a special meeting of the Owners of the Access
Street Lots, the sole purpose of said meeting to be to vote upon said proposed Access Street
Special Assessment. At the special meeting held for that sole purpose, said Access Street
14

Special Assessment must be approved by a majority vote of the votes actually cast in
person or by proxy of the Owners of the Access Street Lots. Following the approval of said
Access Street Special Assessment as herein specified, the Corporation shall give notice to the
Owners of the Access Street Lots of said assessment and establish the date upon which said
Access Street Special Assessment shall be due and payable. Access Street Special Assessments
shall be levied at a uniform rate for all Access Street Lots.
iv. The Corporation shall have the right to impose charges for
the use of the Common Areas for uses other than stormwater management.
V. If the Corporation determines that certain expenses were
necessitated by the negligence, misuse or neglect of any Owner of a Lot, in addition to all other
remedies at law and in equity available to the Corporation, the Corporation may, after notice to
said Owner, assess such expenses against such Owner and such assessment shall become a lien
upon said Owner's Lot pursuant to the provisions of Paragraph24(c) hereof.
vi. Any other charges which may be assessed against an Owner
pursuant to these Restrictions. In addition to all other remedies at law and in equity available to
the Corporation for the collection of such charges, the Corporation may, after notice to said
Owner, assess such expenses against such Owner and such assessment shall become a lien upon
said Owner's Lot pursuant to the provisions of Paragraph 24(c) hereof.
m.. The Annual General Assessment and the Access Street Annual
Assessment provided for herein shall commence as to all Lots subject thereto on the first day
following the conveyance by Declarant of the Common Areas and Streets to the Corporation.
The first Annual General Assessment shall be One Hundred Dollars ($100.00) and the first
Access Street Annual Assessment shall be Fifty Dollars ($50.00). The above assessments
shall cover the period commencing upon the date of the conveyance by Declarant of the
Common Areas and the Access Streets to the Corporation and ending on the last day of the
first full fiscal year of the Corporation.
15

n. The fiscal year of the Corporation shall be the calendar year. The
Annual General Assessment and Access Street Annual Assessment shall be assessed for each
calendar year thereafter and shall be payable annually, with the due date for such payments being
as established by the Board of Directors. The payment of any assessment or installment thereof
shall be in default if such assessment or installment is not paid to the Corporation within ten (10)
days of the due date for such payment. When in default, the delinquent assessment shall bear
interest at the rate of ten percent (10%) per annum until such delinquent assessment and all
interest due thereon has been paid in full.
o. From and after the first day of the first full fiscal year of the
Corporation, the Annual General Assessment and the Access Street Annual Assessment may be
increased upon the vote of a majority of the Board of Directors of the Corporation by no more
than ten percent (10%) of the Annual General Assessment or the Access Street Annual
Assessment, as the case may be, for the preceding year.
p. Any increase of the Annual General Assessment or the Access
Street Annual Assessment exceeding ten percent (10%) of the Annual General Assessment
or the Access Street Annual Assessment, as the case may be, for the preceding year must be
approved by the Owners of at least two-thirds (2/3) of the hots subject to said assessment
who are voting in person or by proxy at a special meeting called solely for this purpose.
q. Once the Annual General Assessment or Access Street Annual
Assessment has been set, notice of the Annual General Assessment and the Access Street
Annual Assessment shall be given to all Lot Owners subject to said assessments. It is provided,
however, that no Owner is relieved from the obligation to pay the applicable assessment because
of failure to give such notice. After the initial notice of the applicable assessment, no bills for
such assessment will be forwarded to any Owner but such assessment thereafter shall become
due and payable as provided by the Board of Directors.
r. The Corporation shall maintain the Access Streets Annual
Assessments and the Access Streets Special Assessments in an account separate from all other
IC

funds of the Corporation. Any other provision of these Restrictions, the Articles and the Bylaws
notwithstanding, said Access Street Annual Assessments and Access Street Special Assessments
may be expended by the Corporation solely for the purpose of maintenance and repair of the
Access Streets.
From and after the time, if ever, any Access Street is accepted for
public maintenance by the North Carolina Department of Transportation or another
governmental entity, said Access Street shall cease to be an Access Street as that term is used in
these Restrictions, and the Access Street Lots contiguous to said Access Street shall cease to be
Access Street Lots as that term is used in these Restrictions, and thereafter shall not be subject to
the Access Street Annual Assessment or Access Street Special Assessment. However, all such
Access Street Annual Assessments or Access Street Special Assessments previously paid to the
Corporation by the Owners of such Lots shall remain the property of the Corporation for use in
maintaining, repairing, replacing and insuring the remaining Access Streets. From and after the
time, if ever, the last Access Street is accepted for public maintenance by the North Carolina
Department of Transportation or another governmental entity, all Access Street assessment funds
of the Corporation, including any past due assessments subsequently collected, shall become
general funds of the Corporation available for any proper purpose under these Restrictions, the
Articles or the Bylaws.
t. The Corporation shall, upon demand, and for a reasonable charge,
furnish a certificate signed by an officer of the Corporation setting forth whether the assessments
or charges levied against and constituting a lien upon a specified Lot have been paid. A properly
executed certificate of the Corporation as to the status of assessments or charges upon on a Lot
shall be binding upon the Corporation as of the date of its issuance.
U. As provided in the Bylaws, and subject to the restrictions and
limitations provided herein, the Board of Directors shall establish an Annual Budget at least sixty
(60) days before the beginning of each fiscal year of the Corporation. The Annual Budget shall
project all expenses for the forthcoming fiscal year which may be required for the proper
17

operation, management and maintenance of the Corporation, the Common Areas, including the
Stormwater Management Facilities located thereon, and the Streets, including a reasonable
allowance for contingencies, reserves and the purchase of such casualty and liability insurance as
the Board of Directors, in its discretion, deems appropriate. The Annual Budget shall state
separately the projection of expenses of the Corporation for the Access Streets. The Annual
Budget shall take into account any projected or anticipated income. Upon adoption of the
Annual Budget by the Board of Directors and at least thirty (30) days before the beginning of
each fiscal year of the Corporation, copies of the Annual Budget shall be delivered to each
Owner together with a statement of the assessment or assessments for each Lot as provided
herein, based upon such Annual Budget; however, the non -delivery of a copy of the Annual
Budget shall not affect the liability of any Owner for such assessment or assessments. The
Annual Budget, not including projected expenses for the Access Streets, shall be divided by the
number of Lots subject to the Annual General Assessment at the time of the annual meeting of
the members and the quotient shall be the Annual General Assessment per Lot for the succeeding
fiscal year. The projected expenses for the Access Streets shall be divided by the number of
Access Street Lots at the time of the annual meeting of the members and the quotient shall be the
Access Street Annual Assessment per Lot for the succeeding fiscal year.
V. The failure or delay of the Corporation to prepare or adopt an
Annual Budget for any fiscal year shall not constitute a waiver or release in any manner of an
Owner's obligation to pay the allocable share of the expenses of the Corporation as herein
provided whenever the same shall be determined. In the absence of any Annual Budget, each
Owner shall continue to pay assessments at the rate established for the previous fiscal year until
notified by the Corporation of the new payment and the due date of said new payment as
determined by the Corporation, which due date shall be not less than thirty (30) days after the
Owner receives notice of such new Annual Budget.
w. All monies collected by the Corporation shall be treated as the
separate property of the Corporation and such monies may be applied by the Corporation to the

payment of any expense (subject to the restriction on the use of Access Street assessments as
provided herein) of operating and managing the Corporation or the proper undertaking of all acts
and duties imposed upon it by virtue of this Declaration, the Articles and the Bylaws. As monies
for any assessment or other charges are paid into the Corporation by any Owner, the same may
be commingled with monies paid to the Corporation by the other Owners (subject to the
restriction on the segregation of Access Street assessments from other monies of the Corporation
as provided herein). Although all funds and any increments thereto or profits derived therefrom
shall be held for the benefit of the members of the Corporation, no member of the Corporation
shall have the right to assign, hypothecate, pledge or in any manner transfer said Owner's
membership interest therein, except as an appurtenance of said Owner's Lot. When the Owner of
a Lot shall cease to be a member of the Corporation by reason of said Owner's divestment of
ownership of such Lot, by whatever means, the Corporation shall not be required to account to
such Owner for any share of the fund or assets of the Corporation, including any monies which
said Owner may have paid to the Corporation, as all monies which any Owner has paid to the
Corporation shall be and constitute an asset of the Corporation which may be used in the
operation and management of the Corporation.
X. Written notice of any meeting called for the purpose of taking any
action requiring a meeting of all members or all members who are Access Street Lot Owners
shall be sent to all members or all members who are Access Street Lot Owners, as the case may
be, not less than thirty (30) days, nor more than sixty (60) days in advance of the meeting. At the
first such meeting called, the presence of members or of proxies entitled to cast thirty
percent (30%) of the votes of all members or all members who are Access Street Lot Owners, as
the case may be, shall constitute a quorum. If the required quorum is not present, another
meeting may be called subject to the same notice requirement, and the required quorum at the
subsequent meeting shall be one-half (Y2) of the required quorum at the preceding meeting. No
such subsequent meeting shall be held more than sixty (60) days following the preceding
meeting.
19

y. Any Annual General Assessment, General Special Assessment,
Access Street Annual Assessment or Access Street Special Assessment, or other charges
assessed against a Lot or the Owner of a Lot pursuant to these Restrictions, if not paid within
thirty (30) days after the date such assessment is due, together with interest at the rate of ten
percent (10%) per annum, costs of collection, court costs, and reasonable attorneys' fees shall
constitute a lien against the Lot upon which such assessment is levied. The Corporation may
record notice of the same in the Office of the Clerk of Superior Court of ONSLOW County or
file a suit to collect such delinquent assessments and charges. The Corporation may file Notice
of Lis Pendens, bring an action at law against the Owner personally obligated to pay the same
and/or bring an action to foreclose the lien against the Property. Except as provided below, the
sale or transfer of any Lot shall not affect the assessment lien, however, no Owner shall be liable
for the payment of any assessment imposed subsequent to the date of recordation of a
conveyance by such Owner in fee of such Lot. Prior to or at the time of any such conveyance, all
liens, unpaid charges and assessments shall be paid in full and discharged. Any other provision
of these Restrictions notwithstanding, the sale or transfer of any Lot pursuant to foreclosure of a
first mortgage or any proceeding in lieu therefor, shall extinguish the lien of such assessments
and charges as to payments which became due prior to such sale or transfer; provided, however,
that if the proceeds of a foreclosure exceed the total amount due to the mortgagee, the excess
shall first be paid to the Corporation and applied to the satisfaction of the lien. No sale or transfer
shall relieve such Lot from liability for any assessments thereafter becoming due or from the lien
thereof. The lien of any assessment provided for herein shall be subordinate to the lien of any
first mortgage.
25. Nothing contained herein shall be construed as a dedication to public use of
any Common Areas located in the Subdivision and shown on the Map, nor shall it be construed
to prevent the Corporation from permitting public access to or use of any such Common Areas.
26. The Declarant, by written and recorded instrument specifically referring to
this Declaration may, but is not required to, transfer to the Corporation or to a subsequent owner
20

of property now owned or acquired by Declarant in the Subdivision or adjacent to the
Subdivision, any of the rights herein reserved by Declarant.
27. The Declarant or the Corporation with the written consent of the Declarant,
may allow reasonable variances and adjustments of these Restrictions in order to overcome
practical difficulties and prevent unnecessary hardships in the application of the provisions
contained herein; provided, however, that such is done in conformity with the intent and purpose
of the general development scheme, that in every instance such variance or adjustment will not
be materially detrimental or injurious to other property or improvements in the Subdivision and
that in each instance such variance or adjustment complies with the requirements of the Permit.
Any such variance shall be recorded in the office of the Register of Deeds of ONSLOW County.
28. The owner of any Lot subject to these Restrictions, by acceptance of a deed
conveying title thereto, accepts such deed subject to each and all of these Restrictions and
agreements herein contained, and subject to the jurisdiction, rights and powers of the
Corporation. The owner of any Lot subject to these Restrictions, by acceptance of a deed
conveying title thereto, shall for said owner, said owner's heirs, personal representatives,
successors and assigns, covenant, consent and agree to and with the Corporation, the Declarant
and the owners and subsequent owners of each of the Lots within the Subdivision, to keep,
observe, comply with and perform said Restrictions and agreements. In the case of failure of a
Lot owner to comply with the terms and provisions contained in these Restrictions, the Articles
or the Bylaws of the Corporation, the following relief shall be available:
a. The Declarant (whether or not the Declarant is the owner of any
Lot), the Corporation, any Lot owner and any party to whose benefit these Restrictions inure,
including, but not limited to the State of North Carolina or its assignees with respect to the
provisions of Paragraph 14 hereof, may proceed at law and in equity to prevent the violation of
any of these Restrictions, the Articles and Bylaws and also recover damages for such violation
and the court in any such action may award the successful parry said party's reasonable expenses
and costs in prosecuting such action, including reasonable attorney's fees.
21

b. The remedies hereby specified are cumulative and this specification
of them shall not be taken to preclude an aggrieved party's resort to any other remedy at law, in
equity or under any statute. No delay or failure on the part of the Corporation, the Declarant or
an aggrieved party to invoke an available remedy with respect to a violation of any of these
Restrictions, the Articles and Bylaws shall be held to be a waiver by that party of (or an estoppel
of that party to assert) any right available to that party upon the reoccurrence or continuation of
said violation or the occurrence of a different violation.
29. The owner of any Lot subject to these Restrictions, by acceptance of a deed
conveying title thereto, agrees to assume, as against the Corporation and the Declarant, their
successors or assigns, all the risks and hazards of ownership or occupancy attendant to such Lot.
30. Declarant shall have the right, but not the obligation, to annex additional
property into the Subdivision upon such terms as Declarant, in its sole discretion, determines.
From and after the date of such annexation, the annexed property shall be subject to these
Restrictions and the jurisdiction of the Corporation and the Owners of Lots located on the
annexed property shall be members of the Corporation.
31. Invalidation of any one or more of these covenants by judgment or court
order shall not be deemed to affect any of the other provisions which shall remain in full force
and effect.
IN TESTIMONY WHEREOF, the Declarant has caused this instrument to be
executed in such a manner as to be binding.
THE NEIGHBORHOODS OF HOLLY RIDGE, LLC
(SEAL)
By: (SEAL)
Scott H. Cook, Manager/Member
22

STATE OF NORTH CAROLINA
COUNTY OF
I, , a Notary Public in and for
said County and State, do hereby certify that SCOTT H. COOK before me this day personally
appeared, who being by me first duly sworn, says that he is a manager of the
NEIGHBORHOODS OF HOLLY RIDGE LLC, the limited liability company described in and
which executed the foregoing instrument; that he executed said instrument in the limited liability
company name by subscribing his name thereto; and that the instrument is the act and deed of
said limited liability company.
WITNESS my hand and notarial seal, this the day of
2005.
My Commission Expires:
Notary seal or stamp must appear within above box.
Notary Public
23

STATE OF NORTH CAROLINA
COUNTY OF ONSLOW
The foregoing certificate of ,
a Notary Public of said County and State, is certified to be correct. This instrument was
presented for registration this day and hour and duly recorded in the office of the Register of
Deeds of ONSLOW County, North Carolina, in Book , Page
.M.
This day of 2005, at o'clock
Register of Deeds
24

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BIORETENTION AREA #1 CALCULATIONS
Bloretention Area Basin Hydrology
Develo ment
Area
I.C.
C x Area
Q
name
In ft
ctor
ft
fcfsl
Roadway
8,816
0.90
7,934
1.31
Lot Impervious
30,800
0.90
27,720
4.58
Grass
15,161
0.25
3,790
0.63
Totals
54,777
0.72
39,445
6.52
Percent Impervious
72.3
Bioretention Area Sizing Computation
Bioretention Area Ste 0.07 . E(C x Area)
iweientton Area 3lzefs4 t 2 51
Bioretention Area Influent Volume Calculation
Simple Method, Scheular
Rv = 0.05 + 0.009(1)
1 =
72.3
Percent Impervious
Rv =
0.701
Runoff Coeffecient
V = (P)(Rv)(Ad)
P =
2.00
Design Rainfall fin]
V =
1.763
(ac-in]
V s
tl_ J _
i0ka ne t0 7et�r1 1 BA #9 [t fl
Bioretention Area Contours and Volumes
Contour
Area
Total Vol.
elev
c
28
27
8,001
13,964
26
6.969
6,479
2
0
Bioretention•
Area Integral Volumes
Depth
Elevation
Volume
Average 1'
Increment
IN
c
00
3.0
28.0
2.9
27.9
2.8
27.8
2.7
27.7
2.6
27.6
2.5
27.5
2.4
27.4
2.3
27.3
2.2
27.2
2.1
27.1
2.0
27.0
13,964
7.49E+03
1.9
26.9
13,216
1.8
26.8
12,467
1.7
26.7
11,719
1.6
26.6
10,970
1.5
26.5
10,222
1.4
26.4
9,473
1.3
26.3
8,725
1.2
26.2
7,976
1.1
26.1
7,228
1.0
260
8
6.48E+03
0.9
25.9
5,831
0.8
25.8
5,183
0.7
25.7
4,535
0.6
25.6
3,887
0.5
25.5
3,239
0.4
25.4
2,592
0.3
25.3
1,944
0.2
25.2
1,296
0.1
25.1
648
0.0
25.0
0

Eva otrans iration Referrence Data: BMP Manual, pg43
Timeframs
Reference Crop (Alfalfa]
Reference
Crop
Alfalfa
Bioretention
Areas (85%
Alfalfa)
Bioreterdion
Areas (85%
Alfalfa
IM01
lkilmoiin/hr
Wrol
inlhr
April
2.88
4.00E-03
2.45
3.40E-03
May
5.56
7.47E-03
4.73
6.35E-03
June
7.74
1.08E-02
6.58
9.14E-03
Jul
8.66
1.16E-02
736
9.89E-03
August
6.56
8.82E-03
5tii
7.49E-03
September
4.50
1 6.25E-03
3.83
5.31E-03
October
2.64
1 3.55E-03
1 2.24
3.02E-03
Bioretention Area Root Zone Characteristics
Ksat BA #1 =
2.41
[1n/hr]
BMP Manual, pg43
K sand
8.27
[1n/hr]
BMP Manual, pg43
Root Zone BA #1 =
5,989
M
Selected
Root Zone BA #1 =
0.137
[ac]
Sand Zone BA #1 =
100
M
Selected
Total BA #1 Flora =
137
(plants]
(Root Zone BA #1)*1000 plantalac
BA #1 Shrubs =
98
[shrubs]
5 shrubs : 2 trees
BA #1 Trees =
39
frees
Bioretention Area Drawdown Time
Time BA #1
Inflow
Depth
Sand Infiltration
Root Zone
Infiltration
ET
Volume
Remaining
Depth+
hr
cf/hr
cf/hr
cf/hr
1
"393
0 .,
68.9
1203
1.51
5,126
0.79
2
5,126
0.79
68.9
1203
1.51
3,852
0.59
3
3,852
0.59
68.9
1203
1.51
2,579
0.40
4
2,579
0.40
68.9
1203
1.51
1,306
0.20
5
1',306
0.20
68.9
1203
1.51
33
0.01
6
33
0.01
68.9
1203
1.51
0
0.00

BIORETENTION AREA #2 CALCULATIONS
Bloretention Area Basin Hydrology
Develo ment
Area
C.I
C x Area
Q
name
ft
ctor
I IsqR
cfs
Roadway
5,402
0.90
4,862
0.80
Lot Impervious
14,000
0.90
12,600
2.08
Grass
4,789
Q.25
1,197
0.20
Totals
24,191
0.77
18,659
3.08
Percent Impervious
80.2
Bioretention Area Sizing om utation
Bioretention Area Size 0.07 * E(C x Area)
uratsnbon Ama Size (sc, P1 1_
Bioretention Area Influent Volume Calculation
Simple Method, Scheuler
Rv = 0.05 + 0.009(I)
1=
80.2
Percent Impervious
Rv =
0.772
Runoff Coeffecient
V = (P)(Rv)(Ad)
P =
2.00
Design Rainfall Fin]
V =
0.857
(ac-inj
•ram
3.112
Vokwrw to Detain in BA #2 jcfJ
Bioretention Area Contours and Volumes
Contour
Area
Volume
elev
29
-
28
4,379
7,089
27
3,530
3,134
26
2.738
0
Bioretention Area Integral Volumes
Depth
Elevation
Volume
Average V
Increment
ft
c
cf/ft
3.0
29.0
-
2.9
28.9
-
2.8
28.8
-
2.7
28.7
-
2.6
28.6
2.5
28.5
--
2.4
28.4
--
2.3
28.3
-
2.2
28.2
--
2.1
28.1
2.0
28.0
7,089
3.95E+03
1.9
27.9
6,693
1.8
27.8
6,298
1.7
27.7
5,902
1.6
27.6
5,507
1.5
27.5
5,111
1.4
27.4
4,716
1.3
27.3
4,320
1.2
27.2
3,925
1.1
27.1
3,529
1.0
27.0
3,134
3.13E+03
0.9
23.9
2,821
0.8
26.8
2,507
0.7
26.7
2,194
0.6
26.6
.1,880
0.5
26.5
1,567
0.4
26.4
1,254
0.3
26.3
940
0.2
26.2
627
0.1
26.1
313
0.0
26.0
0

Evapotranspiration Referrence Data: BMP
Manual, pg43
Timeframe
Reference Crop
(Alfalfa)
Reference
Crop (Alfalfa)
Bioretention
Areas (85%
Alfalfa)
Bioretention
Areas (85%
Alfalfa
Toil
;n/mo
�n/hr
�n/mo
An/hr
April
2.88
4.00E-03
2.45
3.40E-03
May
5.56
7.47E-03
4.73
6.35E-03
June
7.74
1.08E-02
6.58
9.14E-03
Jul
8.66
1.16E-02
7.36
9.89E-03
August
6.56
8.82E-03
5.58
7.49E-03
September
4.50
6.25E-03
3.83
5.31 E-03
October
2.64
3.55E-03
2.24
3.02E-03
Bioretention Area Root Zone Characteristics
Ksat BA #2=
2.41
fiNhr]
BMP Manual, pg43
K sand =
8.27
[in/hr]
BMP Manual, pg43
Root Zone BA #2 =
2,738
[sf]
Selected
Root Zone BA #2 -
0.063
[ac]
Sand Zone BA #2 =
100
[sf]
Selected
Total BA #2 Flora =
63
[plants]
(Root Zone BA #2)*1000 plantslac
BA #2 Shrubs =
45
[shrubs]
5 shrubs : 2 trees
BA #2 Trees =
18
reel
Bioretention Area
Drawdown Time
Time BA 92
Inflow
Depth
Sand Infiltration
Root Zone
Infiltration
ET
Volume
Remainin
Depth+
r[COft
cf/hr
cf/hr
cf/hr]
IN
1
3,112
a"
68.9
549.9
0.69
2,492
0.80
2
2,492
0.80
68.9
549.9
0.69
1,873
0.60
3
1,873
0.60
68.9
549.9
0.69
1,253
0.40
4
1,253
1 0.40
68.9
1 549.9
0.69
634
1 0.20
5
634
0.20
68.9
549.9
0.69
14
0.00
6
14
0.00
68.9
549.9
0.69
0
0.00

BIORETENTION AREA #3 CALCULATIONS
Stormwater
Pipe Characteristics
BA 93 Basin Pipe
Length
Flow
Size
Material
Slope
name
IN
cfs
in
e
P3,BA3
29.75
1.910
14
DR32.5 HDPE
0.15
P3,2
192.43
1.910
14
DR32.5 HDPE
0.20
P2,1
104.30
1.910
14
DR32.5 HDPE
0.20
P1,W
85.11
1.910
14
1 DR32.5 HDPE
0.15
Stormwater Catchbasin Characteristics
BA #3 Catchbasins
Station
Rim
Inv. In
Inv. Out
Inv. Out
name
IN
ft
IN
BA3
5+00 L43
27.01
CB3
5+00 1-13.25
29.05
27.05
27.31
JB2
3+09 1-15.50
29.00
26.93
26.83
JB1
2+01 1-26.50
28.50
26.62
26.52
WETLAND
2+01 L112
26.39
Biarstention Area Basin Hydrology
Development
Area
C.
C x Area
Q
name]
1sq ft
factor
1sq ft
fcfsl
Roadway
4,055
0.90
3,650
0.60
Lot Impervious
8,400
0.90
7,560
1.25
Grass
4,689
0.25
1,172
0.19
Totals
17,144
0.72
12,382
2.05
Percent Impervious
72.6
Bioreterrtion Area Sizing ComMd
Bioretention Area Size 0.07I�;oreten nAreaS¢e
Bloretention Area Influent Volume Calculation
Simple Method, Scheuler
Rv = 0.05 P 0.009(I)
1 =
72.6
Percent Impervious
Rv =
0.704
Runoff Coeffecient
V = (P)(Rv)(Ad)
P =
2.00
Design Rainfall [n]
V =
0.554
fac-in]
VW
011
Volume to Dalain in SA #3
Bioretention Area Contours and Volumes
Contour
Area
Volume
elev
s[Ctj
30
29
3,024
4,691
28
2,331
2,013
JAM
0

Bioretention
Area Integra
Volumes
Depth
Elevation
Volume
Average 1'
Increment
R
ft
CO
3.0
30.0
-
_
2.9
29.9
2.8
29.8
2.7
29.7
2.6
29.6
2.5
29.5
2.4
29.4
2.3
29.3
2.2
29.2
2.1
29.1
2.0
29.0
4,691
2.68E+03
1.9
28.9
4,423
1.8
28.8
4155
1.7
28.7
3,887
1.6
28.6
3,620
1.5
28.5
3,352
1.4
28.4
3,084
1.3
28.3
2,816
1.2
28.2
2,549
1.1
28.1
2,281
10
0
2?03
2.01 E+03
0.9
27.9
1,812
0.8
27.8
1,610
0.7
27.7
1,409
0.6
27.6
1,208
0.5
27.5
1,007
0.4
27.4
805
0.3
27.3
604
0.2
27.2
403
0.1
27.1
201
0.0
27.0
0
Evapotranspiration Reterrence
Data: BMP
Manual, pg43
Timeframe
Reference Crop
(Alfalfa)
Reference
Crop (Alfalfa)
Bioretention Areas
(85%Alfalfa)
Bioretention
Areas (85%
Alfalfa
1-01
m/mo
rn/hr
ir✓mo
in/hr
April
2.88
4.00E-03
2.448
3.40E-03
May
6.56
7.47E-03
4.726
6.35E-03
June
7.74
1.08E-02
6.579
9.14E-03
July
8.66
1.16E-02
7,361
9.89E-03
Au ust
6.56
8.82E-03
5.576
7.49E-03
Se mber
4.50
1 6.25E-03
3.825
1 5.31E-03
October
2.64
1 3.55E-03
2.244
1 3.02E-03
Bioretention Area Root Zone Characteristics
Kest BA #3 =
2.41
[ir✓hr]
BMP Manual, pg43
K sand =
8.27
(rim
BMP Manual, pg43
Root Zone BA #3 =
1,695
[st]
Selected
Root Zone BA #3 =
0.039
[ac]
Sand Zono BA #3 =
100
[sf]
Selected
Total BA #3 Flora =
39
[plants]
(Root Zone BA #3)'1000 plantstac
BA #3 Shrubs =
28
[shrubs]
5 shrubs : 2 trees
BA #3 Trees =
11
trees
Bioretention Area Drewdown Time - -�
Time BAN
Inflow
Depth
Sand Infiltration
Root Zone
Infiltration
ET
Volume
Remainin
Depth+
hr
c
ft
cf/hr
cf/hr
cf/hr
c
ft
1
Z 1
1`
68.9
340.4
0.43
1•,601
0.80
2
1,601
0.80
68.9
340.4
0.43
1,192
0.59
3
1192
0.59
68.9
340.4
0.43
782
0.39
4
782
0.39
68.9
340.4
0.43
372
0.18
5
372
0.18
68.9
340.4
0.43
0
0.00

BIORETENTION AREA #4 CALCULATIONS
(equagon)
A,CB4A
P4,4A + A,CB4
A,CB5A
= P5A,5+P4,5+A,CB5
A,CB6A
PBA,6 + P5,6 + A,CB6
P6,7 + A,CB7
= A,CB9A
= P9A,9+A,CB9
= P7,8+P9.8
Stormwater Piping
System Catchbasin
Subbaslns _
C=0.90
C=0.90
C=0.85
C=0.075
BA #4 Subbasins
Total Area
Total Area
Read
Sidewalk
Lots
PerviousV2.902O.70
R
ac
B
ft
ft
ft
A,CB4A
26409
0.606
4,350
1,500
14,D00
6,559
A,CB4
25,499
0.585
4350
0
14.000
7,149
A,CBSA
25,088
0.576
4,350
1 499
14 D00
5 239
A CB5
25,499
0.585
4,350
0
14,D00
7.149
A CB6A
24,412
0.560
6,560
1.493
11,200
6,159
A,CB6
25,395
0.583
4,334
0
14,000
7.061
2.699
0.64
A CB7
3,238
1 0.074
542
0
10
2 696
0.114
0.21
A,CB9A
10 208
0.234
3,465
0
2,800
3,943
0.958
0.57
A,CB9
8,988
0.206
3 465
0
0
5 523
0.584
0.39
A BA4
30,974
1 0.711
3,065
376
1 0
1 27,533
0.853 0.17
Stormwater
Pipe Characteristics
BA #4 Basin Pipes
Length
Flow
Size
Material
Slope
name
cfs
m
P4A,4
26.50
2.919
14
DR32.5 HDPE
0.50
P4,5
3D0.00
5.621
18
DR32.5 HDPE
0.32
PSA,5
26.50
2.902
14
DR32.5 HDPE
0.50
P5,6
298.74
11.226
24
DR32.5 HDPE
0.32
P6A,6
38.92
2.699
14
DR32.5 HDPE
0.50
P6 7
26.25
16.624
24
DR32.5 HDPE
0.32
P7 8
43.93
16.738
24
1 DR32.5 HDPE
0.32
P9A,9
34.58
0.958
14
DR32.5 HDPE
0.50
P9,8
106.95
1.542
14
DR32.5 HDPE
0.15
P8,10
110.02
18280
30
DR32.5 HDPE
0.22
P10 11
28.64
18.280
30
DR32.5 HDPE
0.22
P11,BA4
24.79
18.280
30
DR32.5 HDPE
0.56
BA4,WTLD
134.00
18280
30
DR32.5 HDPE
1.00
Stormwater
Catchbasin Characteristics
BA #4 Catchbasins
Station
Rim
Inv. In
Inv. In
Inv. Out
name
C134A
9+75 L13.25
28.73
26.06
C134
9+75 R13.25
28.73
25.93
25.73
C135A
12+75 L13.25
27.78
25.11
C135
12+75 R13.25
27.78
24.98
24.77
24.28
CB6A
15+75 L25.20
26.67
24.00
CB6
15+75 R13.25
26.83
23.81
23.32
23.22
C137
16+00 R14.36
26.80
23A4
23.04
C138
1+27 L17.38
26.59
22.90
22.94
22.80
C139A
2+35 R17.25
26.10
23.43
C139
2+35 L17.25
26.10
23.26
23.10
C1310
0+14 L13.15
26.65
22.68
22.58
JB11
0+13 L42
27.50
22.46
-
22.36
BA4
0+29 161
27.00
22.22
22.12
WETLAND
20.66
Bioretention Area Sizing Computation
Bioretention Area Size 0.07E(C x Area)
+oreca<tirm?:ree 5�e fif

Bioretention Area Influent Volume Calculation
Simple Method, Scheuler
RV = 0.05 + 0.009(1)
I =
61.6
Percent Impervious
Rv =
0.604
Runoff Coeffecient
V = (P)(Rv)(Ad)
P =
2.00
Design Rainfall Fin]
V =
5.708
[ac4n]
V =
2F?.7i "3
t��.�,.,
' ��i.a-z ic. Det , l3 8Af4 1C.
ioretentlon Area Contours and Volumes
Contour
Area
Volume
elev
25.0
24.0
24220
44,381
23.0
22,176
21,183
0
2q,i8?
D
8loretention
Area Integral Volumes
Depth
Elevation
Volume
Average 1
Increment
1111
d/#
3.0
25.0
2.9
24.9
2.8
24.8
2.7
24.7
2.6
24.6
2.5
24.5
_
2.4
24.4
2.3
24.3
2.2
24.2
2.1
24.1
2.0
24.0
44,381
1.9
23.9
42,061
1.8
23.8
39,741
1.7
23.7
37,421
1.6
23.6
35101
1.5
23.5
32,782
2.32E+04
1.4
23.4
30,462
1.3
23.3
26142
1.2
23.2
25,822
1.1
23.1
23,502
'
0')
Z30
.t183
0.9
22.9
19,064
0.8
22.8
16946
0.7
22.7
14,828
0.6
22.6
12,710
0.5
22.5
10,591
2.12E+04
0.4
22.4
8,473
0.3
22.3
6,355
0.2
22.2
4,236
0.1
22.1
2,111
0.0
22.0
0
Evapotranspiration Raferrence
Data: BMP Manual 43
Timefreme
Reference Crop
(Alfalfa)
Reference Crop
(Alfalfa)
Bioretention
Areas (85%
Alfalfa)
8loretention
Areas (85%
Alfalfa
IM01
firy-01
m/hr
Fin4wj
m#r
April
2.88
4.00E-03
2.448
3.40E-03
May
5.56
7.47E-03
4.726
6.35E-03
June
7.74
1.08E-02
6.579
9.14E-03
July
8.66
1.16E-02
7.361
9.89E-03
Au ust
176
7.49E-03
September
45
585E-03
3.
825
1 5.31E-03
October
1 2.64
3.55E-03
1 2.244
1 3.02E-03
Bioretention Area Root Zone Characteristics
Ksat BA #4 =
2.41
jn4r]
BMP Manual, pg43
K sand =
8.27
r1W
BMP Manual, pg43
Root Zone BA #4 =
20,189
[sfj
Selected
Root Zone BA #4=
0.463
[ac]
Sand Zone BA #4 =
100
N
Selected
Total BA #4 Flora =
463
[plants]
(Root Zone BA #4)•1000 plantstac
BA #4 Shrubs =
331
[shrubs]
5 shrubs : 2 trees
BA #4 Trees =
132
es
Bioretention Area
Drawdown Time
Time BA #4
Inflow
Depth
Sand
Infiltration
Root Zone
Infiltration
ET
Volume
Remainin
Depth+
c
udiv
-7r
m/lu
c
-- -
1
.71
0.9
68.9
4054.6
5.07
16,591
0.78
2
16.591
0.78
68.9
4054.6
5.07
12,462
0.59
3
12,462
0.59
68.9
4054.6
5.07
8.333
0.39
4
8,333
0.39
68.9
4054.6
5.07
4,205
0.20
5
4.205
0.20
68.9
4054.6
5.07
76
0.00
6
76
0.00
1 68.9
4054.6
5.07
0
0.00

Request for Additional Information Updates
Stormwater Project No. SW8 050213
Neighborhoods of Holly Ridge -
Onslow County
Dear Linda Lewis:
Cavanaugh and Associates, P.A. received a RFI from the DENR-DWQ
Wilmington Regional Office pertaining to the Neighborhoods. of Holly Ridge
Stormwater Application and dated Februrary 18, 2005. Cavanaugh has reviewed
the RFI and has addressed each item. DWQ's comments are repeated in bold,
and the responses and corrections are italicized.
1) Please provide documentation of your status as a member of
Neighborhoods of Holly Ridge, LLC. The LLC is a member -
managed LLC, therefore, only a member can sign the permit
application. The Articles of Incorporation submitted on February
16, 2005, only indicate that you are the initial registered agent.
The complete Articles of Incorporation have been included with this
response to the RFI.
2) The `sample' of the deed restrictions you provided is not
acceptable. Please provide a full copy of the proposed covenants
applicable to this subdivision wit the correct permit number and
BUA per lot referenced. A permit cannot be issued until correct
deed restrictions are provided.
The complete convents have been included with this response to the
RFI. The correct permit # and BUA per lot are referenced.
3) The use of .05 vs. .07 as a factor in the calculation of required
surface area is based on the use of a vertical sand filter. Per
Section 4.3 of the BMP Manual, the vertical sand filter is not
encouraged for use in NC because it allows for the potential
short-circuiting of the bio-retention basin. Please remove the
vertical sand filter from the basin details and use .07 to determine
o the minimum surface area. All minimum areas are provided, even
� with the use of .07.
' `IZ The design of each bioretention area has been modified to not
incorporate the use of a sand filter. Subsequently, the minimum areas
�w for the bioretention areas have been recalculated using a factor of 0.07
�.; instead of 0.05. All changes have been updated in the plan set as well.
Gf� Please see the attachment for details.
Stormwater Application
No. SW8 050213 1 of 2 2/25/2005

4) The design storm has been reduced to 1.5", and the required 50'
vegetated filters need to be labeled and detailed on the plans. A
vegetated filter is NOT a swale or ditch. It is a horizontally flat,
preferably on natural contour, grassed area with a flow spreader
mechanism to promote sheet flow across the width of the filter.
The volume for each bioretention area has been modified to treat the
first 2" of rainfall, thus eliminating the need for a vegetated filter. All
changes in ponding depth and pond volume have been incorporated
in the plans. Please see attachment for details. .
5) For the bypass line leaving BA #2, please delete the catch basins
and provide manholes. Runoff from the lots may not directly enter
the bypass lines.
Catchbasins # 1 and #2 have been modified to be junction boxes with
solid standard manhole lids marked 'storm sewer,' and have been
updated in the plans.
6) Please add a note to the rock bypass weir for BA #1 to reference
the clay keyway detail.
A note referencing the clay keyway detail has been attached to the
rock bypass weir for bioretention area # 1.
Thank you,
Eaward 'I ed° Burke, E.I.
Cavanaugh & Associates, F.A.
130 Front Street, Suite 202
Wilmington, NC 28401
910.392.4462 ext. 231
910.392.4612 (fax)
Stormwater Application
No. SW8 050213 2 of 2 2/25/2005

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NORTH CAROLINA
Department of The Secretary of State
To all whom these presents shall come, Greetings:
I, ELAINE F. MARSHALL, Secretary of State of the State of North Carolina_ do
hereby certify the following and hereto attached to be a true copy of
ARTICLES OF ORGANIZATION
OF
NEIGHBORHOODS OF HOLLY RIDGE, LLC
the original of which was filed in this office on the 16th day of March, 2004.
RECEIVRDV
FEB 2 5 2005
DWQ
PROD #
IN WITNESS WHEREOF, I have hereunto
set my hand and affixed my official seal at the
City of Raleigh, this 16th day of March, 2004
e0
� 'J.
,��
Secretary of State
Document Id: C2DD40710033
9

SOSID: 716245
Date Fled: 3/161200411:36:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200407100339
State of North Carolina
Department of the Secretary of State
LIMITED LIABILITY COMPANY
ARTICLES OF ORGANIZATION
Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned
does hereby submit these Articles of Organization for the purpose of forming a
limited liability company.
1. The name of the limited liability company is:
Neighborhoods of Holly Ridge, LLC
2. There shall be no limit on the duration of the limited liability company.
3. The name and address of the organizer executing these articles of
organization is as follows:
F. Darryl Mills
5710 Oleander Drive, Ste., 112
Wilmington, NC 28403
New Hanover County
4.- The street address and county of the initial iegisfered office of the limited
liability company is:
Number and Street: 429 Longleaf Drive
City, State, Zip Code: Hampstead, NC 28443
County: Pender
5. The mailing address of the initial registered office is the same as the
registered office.
6. The name of the initial registered agent is: Scott Cook
7. Check one of the following:
M(I) Member -managed LLC: all of the members by virtue of their status as
members shall be managers of this limited liability company.

`(ii) Manager -managed LLC: except as provided by N.C.G.S. §57C-3-20(a),
the members of this limited liability company shall not be managers by
virtue of their status as members.
8. Any other provisions which the limited liability company elects to include
are attached. None.
9. These articles will be effective upon filing.
This the 5tday of March, 2004.
F. DarryMills, Organizer

OPERATING AGREEMENT
OF
ORHOODS OF HOLLY RIDGE, LLC
THIS OPERATING AGREEMENT (this "Agreement") of NEIGHBORHOODS OF HOLLY RIDGE, LLC
(the "Company"), a limited liability company organized pursuant to the North Carolina Limited Liability
Company Act, is executed effective as of the day of March, 2004, by and among the Company and
the persons executing this Agreement as the initial Members (as defined below).
ARTICLE I - DEFINITIONS
1.1 Definitions. The following terms used in this Agreement shall have the following
meanings (unless otherwise expressly provided herein):
(a) "Act" means the North Carolina Limited Liability Company Act, as the same may be
amended from time to time.
(b) "Agreement" means this Operating Agreement, as same may be amended from time to
time.
(c) "Articles of Organization" means the Articles of Organization of the Company filed with
the Secretary of State, as amended or restated from time to time.
(d) "Capital Account" means for each Member the account established pursuant to Section 7.2
hereof and maintained in accordance with the provisions of this Agreement.
(e) "Capital Contribution" means any contribution to the capital of the Company in cash or
property by a Member whenever made.
(f) "Code" means the Internal Revenue Code of 1986, as amended from time to time (and any
corresponding provisions of succeeding law).
(g) "Company" means NEIGHBORHOODS OF HOTLY RIDGE, LLC.
(h) "Fiscal Year" means the calendar year; provided that the first Fiscal Year of the Company
shall commence on the date of formation of the Company and continue through December 31, 2004.
(i) "Income" means, for each Fiscal Year or other period, each item of income and gain as
determined, recognized and classified for federal income tax purposes, provided that any income or gain
that is exempt from federal income tax shall be included as if it was an item of taxable income.
0) "Initial Capital Contribution" means the initial contribution to the capital of the Company
made by a Member pursuant to Section 7.1(a) of this Agreement.
(k) "Majority" means a combination of any Members that own more than fifty percent (50%)

OPERATING AGREEMENT
OF
NEIGHBORHOODS OF HOLLY RIDGE, LLC
THIS OPERATING AGREEMENT (this "Agreement") of NEIGHBORHOODS OF HOLLY RIDGE, LLC
(the "Company"), a limited liability company organized pursuant to the North Carolina Limited Liability
Company Act, is executed effective as of the day of March, 2004, by and among the Company and
the persons executing this Agreement as the initial Members (as defined below).
ARTICLE I - DEFINITIONS
1.1 Definitions. The following terms used in this Agreement shall have the following
meanings (unless otherwise expressly provided herein):
(a) "Act" means the North Carolina Limited Liability Company Act, as the same may be
amended from time to time.
(b) "Agreement" means this Operating Agreement, as same may be amended from time to
time.
(c) "Articles of Organization" means the Articles of Organization of the Company filed with
the Secretary of State, as amended or restated from time to time.
(d) "Capital Account" means for each Member the account established pursuant to Section 7.2
hereof and maintained in accordance with the provisions of this Agreement.
(e) "Capital Contribution" means any contribution to the capital of the Company in cash or
property by a Member whenever made.
(f) "Code" means the Internal Revenue Code of 1986, as amended from time to time (and any
corresponding provisions of succeeding law).
"Comga*i" *rears NEIGHBORHOODS OF HOLLY RIDGE, TLC.
(h) "Fiscal Year" means the calendar year; provided that the first Fiscal Year of the Company
shall commence on the date of formation of the Company and continue through December 31, 2004.
(i) "Income" means, for each Fiscal Year or other period, each item of income and gain as
determined, recognized and classified for federal income tax purposes, provided that any income or gain
that is exempt from federal income tax shall be included as if it was an item of taxable income.
0) "Initial Capital Contribution" means the initial contribution to the capital of the Company
made by a Member pursuant to Section .7. 1 (a) of this Agreement.
(k) "Major i " means a combination of any Members that own more than fifty percent (50 %)

of the membership interests of the Company.
(1) "Majority in Interest" means, with respect to any referenced group of Members, a
combination of any of such Members wiiCr, in the aggregate, own tiiorE Than y percent (50 %) Of the
Membership Interests owned by all of such referenced group of Members.
(m) "Member" means each Person designated as a member of the Company on Schedule I
hereto, or any additional member admitted as a member of the Company in accordance with Article IX.
"Members" refers to such Persons as a group.
(n) "Membership Interest" means all of a Member's rights in the Company, including without
limitation, the Member's share of the profits and losses of the Company, the right to receive distributions
of the Company's assets, any right to vote and any right to participate in the management of the Company
as provided in the Act and this Agreement. As to any Member, Membership Interest shall mean the
percentage set forth opposite such Member's name on Schedule I hereto.
(o) "Person" means an individual, a trust, an estate, or a domestic corporation, a foreign
corporation, a professional corporation, a partnership, a limited partnership, a limited liability company,
a foreign limited liability company, an unincorporated association, or another entity.
(p) "Secretary of State" means the Secretary of State of North Carolina.
ARTICLE H - FORMATION OF THE COMPANY
2.1 Formation. The Company was formed on March 16, 2004 upon the filing with the
Secretary of State of the Articles of Organization of the Company. In consideration of the mutual premises
and covenants contained herein and other good and valuable consideration, the receipt and sufficiency of
which is hereby__aclrnowledgedthe parties hereto agree that.the rights and obligations of th�arties and
the administration and termination of the Company shall be governed by this Agreement, the Articles of
Organization and the Act.
2.2 Name. The business and affairs of the Company shall be conducted under the name
NEIGHBORHOODS OF HOLLY RIDGE, LLC. The name of the Company may be changed from time
to time by amendment of the Articles of Organization. The Company may transact business under an
assumed name by filing an assumed name certificate in the m�er prescribed by applicable law.
2.3 Registered Office and Registered Agent. The Company's registered office shall be 429
Longleaf Drive, Hampstead, Pender County, North Carolina 28443, and the name of its initial registered
agent at such address shall be Scott Cook.
2.4 Principal Place of Business. The principal place of business of the Company within the
State of North Carolina shall be 429 Longleaf Drive, Hampstead, Pender County, North Carolina 28443.
The Company may locate its place(s) of business and registered office at any other place or places as the
Members may from time to time deem necessary or advisable.
2.5 Term. The Company shall continue in existence as specified in the Company's Articles
of Organization, unless the Company is earlier dissolved and its affairs wound up in accordance with the
2

provisions of this Agreement or the Act.
2.6 Purposes and Powers.
(a) The Company may engage in any lawful business for which limited liability companies may
be organized under the Act unless a more limited purpose is stated in the Articles of Organization.
(b) The Company shall have any and all powers which are necessary or desirable to carry out
the purposes and business of the Company, to the extent the same may be legally exercised by limited
liability companies under the Act. The Company shall carry out the foregoing activities pursuant to the
arrangements set forth in the Articles of Organization and this Agreement.
2.7 Nature of Members' Interests. The interests of the Members in the Company shall be
personal property for all purposes. Legal title to all Company assets shall be held in the name of the
Company. Neither any Member nor a successor, representative or assign of such Member, shall have any
right, title or interest in or to any Company property or the right to partition any real property owned by
the Company. Interests may be evidenced by a certificate of membership interest issued by the Company,
in such form as the Members may determine.
ARTICLE III - MANAGEMENT
3.1 Management. The business and affairs of the Company shall be managed by the
Members. In addition to the powers and authorities expressly conferred by this Agreement upon the
Members, the Members shall have full and complete authority, power and discretion to manage and control
the business of the Company, to make all decisions regarding those matters and to perform any and all
other acts or activities customary to or incident to the management of the Company's business.
..-.--Committees--of--the-.Members.- The Members,_by_ resolution from time to. time may_
designate from among the Members one or more committees, each of which shall be comprised of one or
more of the Members, and may designate one or more of the Members as alternate Members of any
committee, who may, subject to any limitations imposed by the Members, replace absent or disqualified
Members at any meeting of that committee. Any such committee, to the extent provided in such resolution
or in this Agreement, shall have and may exercise all of the authority of the Members, subject to any
restrictions contained in this Agreement or the Act.
3.3 Execution of Documents. After approval as provided in Article V below, either B. Leon
Skinner or Scott Cook or Jeffrey Hilton may execute and deliver documents pertaining to Company
business and same shall be binding on the Company.
ARTICLE IV - MEMBERS
4.1 Names and Addresses of Member. The names, addresses and Membership Interests of
the Members are as reflected in Schedule I attached hereto and made a part hereof, which Schedule shall
be as amended by the Company as of the effectiveness of any transfer or subsequent issuance of any
Membership Interest.

4.2 Admission of Members.
(a) In the case of a Person acquiring a Membership Interest directly from the Company, the
Person, shall become a Member with respect to such. Membership Interest on coif fii ajice with the
requirements of Article IX and making the Capital Contributions specified in Section 7.1.
(b) An assignee of a Membership Interest shall become a Member on compliance with the
requirements of Article IX.
(c) Any Person may become a Member in accordance with Article IX unless such Person lacks
capacity or is otherwise prohibited from being admitted by applicable law.
ARTICLE V - MEETINGS OF MEMBERS
5.1 Annual Meeting of Members. An annual meeting of the Members will be held at such
time and date at the principal office of the Company or at such other place within or without the State of
North Carolina as shall be designated by the Members from time to time and stated in the notice of the
meeting. The purposes of the annual meeting need not be enumerated in the notice of such meeting.
5.2 Special Meeting of Members. Special meetings of the Members may be called by the
holders of not less than twenty-five percent (25 %) of all the Membership Interests. Business transacted
at all special meetings shall be confined to the purpose or purposes stated in the notice.
5.3 Notice of Meetings of Members. Written notice stating the place, day and hour of the
meeting and, additionally in the case of special meetings, stating the principal place of business of the
Company as the location and the purpose or purposes for which the meeting is called, shall be delivered
not less than ten (10) nor more than sixty (60) days before the date of the meeting, to each Member of
record_ entitled _to._vote _ at such meeting.
5.4 Record Date. For the purpose of determining Members entitled to notice of or to vote at
any meeting of members or any adjournment thereof, or Members entitled to receive payment of any
distribution, or to make a determination of Members for any other purpose, the date on which notice of
the meeting is mailed or the date on which such distribution is declared, as the case may be, shall be the
record date for such determination of Members. When a determination of Members entitled to vote at any.
meeting of Members has been made as provided in this Section, such determination shall apply to any
adjournment thereof.
5.5 Quorum. A Majority in Interest of the Members shall constitute a quorum at all meetings
of the Members, except as otherwise provided by law or this Agreement. Once a quorum is present at the
meeting of the Members, the subsequent withdrawal from the meeting of any Member prior to adjournment
or the refusal of any Member to vote shall not affect the presence of a quorum at the meeting. If, however,
such quorum shall not be present at the opening of any meeting of the Members, the Members entitled to
vote at such meeting shall have the power to adjourn the meeting from time to time, without notice other
than announcement at the meeting, until the holders of the requisite amount of Membership Interests shall
be present or represented.
4.

5.6 Actions by Members Other than for Election of Members. Except for a matter for
which the affirmative vote of the holders of a greater portion of the Membership Interests entitled to vote
is required by law, the Articles of Organization or this Agreement, a majority shall beauthorized to act
for the membership. All actions of the ?Y'Lernbers provided ur herein mnay be taken by written consent
without a meeting. Members may participate in any meeting of the Members by means of a conference
telephone or similar communications equipment, provided all persons participating in the meeting can hear
one another, and such participation in a meeting shall constitute presence in person at the meeting.
5.7 List of Members Entitled to Vote. The Members shall make, at least ten (10) days before
each meeting of Members, a complete list of the Members entitled to vote at such meeting, or any
adjournment of such meeting, arranged in alphabetical order, with the address of and the Membership
Interest held by each, which list, for a period of ten (10) days prior to such meeting, shall be kept on file
at the registered office of the Company and shall be subject to inspection by any Member at any time
during usual business hours. Such list shall also be produced and kept open at the time and place of the
meeting and shall be subject to inspection of any Member during the whole time of the meeting. However,
failure to comply with the requirements of this Section shall not affect the validity of any action taken at
such meeting.
5.8 Registered Members. The Company shall be entitled to treat the holder of record of any
Membership Interest as the holder in fact of such Membership Interest for all purposes, and accordingly
shall not be bound to recognize any equitable or other claim to or interest in such Membership Interest on
the part of any other person, whether or not it shall have express or other notice of such claim or interest,
except as expressly provided by this Agreement or the laws of North Carolina.
ARTICLE VI - LIMITATION OF LIABILITY AND
INDEMNIFICATION OF MEMBERS
6.1 Limitation. .ofl iability....No_.Member of the Company shall be liable_ to the Company or
its Members for monetary damages for an act or omission in such person's capacity as a Member, except
as provided in the Act for (i) acts or omissions which a Member knew at the time of the acts or omissions
were clearly in conflict with the interests of the Company, (ii) any transaction from which a Member
derived an improper personal benefit, or (iii) acts or omissions occurring prior to the date this provision
becomes effective. If the Act is amended to authorize action further eliminating or limiting the liability of
Members, then the liability of a Member of the Company shall be eliminated or limited to the fullest extent
permitted by the Act as so amended. Any repeal or modification of this section shall not adversely affect
the fight or protection of a Member existing at the time of such repeal or modification.
6.2 Indemnification. The Company shall indemnify the Members to the fullest extent
permitted or required by the Act, as amended from time to time, and the Company may advance expenses
incurred by the Member upon the approval of the Members and the receipt by the Company of an
undertaking by such Member unless it shall ultimately be determined that such Member is not entitled to
be indemnified by the Company against such expenses. The Company may also indemnify its employees
and other representatives or agents up to the fullest extent permitted under the Act or other applicable law,
provided that the indemnification in each such situation is first approved by Members owning a Majority
in Interest.
5

6.3 Other Rights. The indemnification provided by this Agreement shall: (i) be deemed
exclusive of any other rights to which a person seeking indemnification may be entitled under any statute,
agreement, vote of Members, or otherwise; (ii) continue as to a person who ceases to be a Member; (iii)
inure to the benefit of the esiatc, heirs, executors, adifuiiistratois or other successors of an indemnitee; and
(iv) not be deemed to create any rights for the benefit of any other person or entity.
6.4 Report to Members. The details concerning any action to limit the liability, indemnify
or advance expenses to a Member taken by the Company shall be reported in writing to the Members with
or before the notice or waiver of notice of the next Members' meeting or with or before the next
submission to Members of a consent to action without a meeting or, if sooner, separately within ninety (90)
days immediately following the date of the action.
ARTICLE VII - CONTRIBUTIONS TO CAPITAL AND CAPITAL ACCOUNTS; LOANS
7.1 Capital Contribution; Loans.
(a) Upon execution of this Agreement, each Member agrees to contribute cash to the Company
in the amount set forth as the Initial Capital Contribution of such Member on Schedule I, attached hereto.
(b) If the Members determine that the Initial Capital Contributions are insufficient to carry out
the purposes of the Company, the majority in interest of the Members may require additional contributions
to the capital of the Company. In such event each of the Members shall be obligated to make such
additional contributions (each an "Additional Capital Contribution") to the Company ratably in accordance
with such Members' then existing Membership Interest within the time period approved by the Majority
in Interest of the Members. In the event any Member fails to fulfill any commitment to contribute additional
capital (the "Defaulting Member"), the Members may elect to allow the remaining Members (the "Lending
Members") to contribute to the Company, pro rats by Membership Interest, such Additional Capital
-Contribution.. AIL.:amounts _ so contributed_ by__ the_ Lending _ Members shall. be considered _a Loan_ to the
Defaulting Member bearing interest at the prime rate, as set out in the Wall Street Journal on the date of
the loan, plus three percent (3 %) simple interest, until repaid. In addition, until all of such loans are repaid.
by the Defaulting Member, all distributions from the Company which would have been paid to the
Defaulting Member shall be paid to the Lending Members in proportion to the then outstanding interest
and principal of such loans.
(c) No Member shall be paid interest on any Capital Contribution to the Company.
(d) In addition to the loans to the Defaulting Member provided for in Section 7.1(b) above,
upon approval of the terms thereof by the Members, any Member may make a loan to the Company upon
commercially reasonable terms. Loans by a Member to the Company shall not be considered Capital
Contributions.
7.2 Capital Accounts.
(a) The Company shall maintain a separate capital account (each a "Capital Account") for each
Member pursuant to the principles of this Section 7.2 and Treasury Regulation Section 1.7044(b)(2)(N).
The Initial Capital Account of each Member shall be the Initial Capital Contribution of such Member.
Such Capital Account shall be increased by (i) the amount of the subsequent Capital Contributions of such
G

Member to the Company under Section 7.1 and (ii) such Member's allocable share of Company Income
and Net Income pursuant to Section 8.3. Such Capital Account shall be decreased by (i) the amount of cash
distributed to the Member by the Company pursuant to Section 8.1 and (ii) such Member's allocable share
of loss and Net Loss pursuant to Scction 8. J.
(b) The provisions of this Section 7.2 and other portions of this Agreement relating to the
proper maintenance of Capital Accounts are designed to comply with the requirements of Treasury
Regulation Section 1.704-1(b). The Members intend that such provisions be interpreted and applied in a
manner consistent with such Treasury Regulations. The Members are authorized to modify the manner
in which the Capital Accounts are maintained if the Members determine that such modification (i) is
required or prudent to comply with the Treasury Regulations and (ii) is not likely to have a material effect
on the amounts distributable to any Member upon the dissolution of the Company.
7.3 Withdrawal or Reduction of.Members' Contributions to Capital.
(a) No Member shall have the right to withdraw all or any part of its Capital Contribution or
to receive any return on any portion of its Capital Contribution, except as may be otherwise specifically
provided in this Agreement. Under circumstances involving a return of any Capital Contribution, no
Member shall have the right to receive property other than cash.
(b) Except as shown on Schedule H attached, no Member shall have priority over any other
Member, either as to the return of Capital Contributions or as to Net Income, Net Losses or distributions;
provided that this subsection shall not apply to loans (as distinguished from Capital Contributions) which
a Member has made to the Company.
7.4 Liability of Members. No Member shall be liable for the debts, liabilities or obligations
of the Company beyond his or its respective Initial Capital Contribution and any Additional Capital
Contribution_ required of such. Member .pursuant_to Section 7.1(b)_above. Except as otherwise_ expressly
provided herein, no Member shall be required to contribute to the capital of, or to loan any funds to, the
Company.
ARTICLE VIII - DISTRIBUTIONS, ELECTIONS AND REPORTS
8.1 Distributions. As shown on Schedule H attached, the Members shall distribute Cash and
other property at such times and in such amounts as they, acting with majority approval, may determine,
in their sole discretion. All distributions of Cash or other property shall be made to the Members in
proportion to their respective Membership Interests. Except as provided in this Agreement, all distributions
of Cash and property shall be made at such time as determined by the Members.
8.2 Limitation Upon Distributions. No distribution shall be declared and paid if payment of
such distribution would cause the Company to violate any limitation on distributions provided in the Act.
8.3 Allocations for Tax Purposes. Each item of Income, Net Income or Net Loss of the
Company shall be allocated to the Members as shown on Schedule H attached.
8.4 Tax Matters Partner. The Members may designate a Member as the "tax matters
partner" for federal income tax purposes. The tax matters partner is authorized and required to represent
7

the Company in connection with all examinations of the Company's affairs by tax authorities, including
resulting administrative and judicial proceedings, and to expend Company funds for professional services
and costs associated therewith. The tax matters partner shall have the final decision making authority with
respect to all Federal 111came tax matters involving the Company. The Members agree to cooperate with
the tax matters partner and to do or refrain from doing any or all things reasonably required by the tax
matters partner to conduct such proceedings. Any direct out-of-pocket expense incurred by the tax matters
partner in carrying out his obligations hereunder shall be allocated to and charged to the Company as an
expense of the Company for which the tax matters partner shall be reimbursed.
8.5 Records and Reports. At the expense of the Company, the Members shall maintain
records and accounts of all operations and expenditures of the Company. The Company shall keep at its
principal place of business the records required by the Act to be maintained there.
8.6 Books of Account.
(a) The Company shall maintain the Company's books and records and shall determine all
items of Income, Loss, Net Income and Net Loss in accordance with the method of accounting selected
by the Members, consistently applied. All of the records and books of account of the Company, in
whatever form maintained, shall at all times be maintained at the principal office of the Company and shall
be open to the inspection and examination of the Members or their representatives during reasonable
business hours. Such right may be exercised through any agent or employee of a Member designated by
it or by an attorney or independent certified public accountant designated by such Member. Such Member
shall bear all expenses incurred in any examination made on behalf of such Member.
(b) All expenses in connection with the keeping of the books and records of the Company and
the preparation of audited or unaudited financial statements required to implement the provisions of this
Agreement or otherwise needed for the conduct of the Company's business shall be borne by the Company
__as_an_ordinaryexpense_ ofit_s_business.__._____.__
8.7 Company Tax Return and Annual Statement. The Members shall cause the Company
to file a Federal income tax return and all other tax returns required to be filed by the Company for each
Fiscal Year or part thereof, and shall provide to each person who at any time during the Fiscal Year was
a Member with an annual statement (including a copy of Schedule K-1 to Internal Revenue Service Form
1065) indicating such Member's share of the Company's income, loss, gain, expense and other items
relevant for Federal income tax purposes, Such annual statement may be. audited or ,unaudited as required
by the Members.
8.8 Bank Accounts. The bank account or accounts of the Company shall be maintained in the
bank approved by the Members. The terms governing such accounts shall be determined by the Members
and withdrawals from such bank accounts shall only be made by such parties as may be approved by the
Members.
ARTICLE IX - TRANSFERABILITY OF MEMBERSHIP INTERESTS;
ADMISSION OF MEMBERS
9.1 Transferability of Membership Interests. The term "transfer" when used in this
Agreement with respect to a Membership Interest includes a sale, assignment, gift, pledge, exchange or

other disposition. A Member shall not at any time transfer its Membership Interest except in accordance
with the conditions and limitations set out in Section 9.2. Any transferee of a Membership Interest by any
means shall have only the rights, powers and privileges set out in Section 9.3 or otherwise provided by law
a:.d e.11 not bccc.a.c a Member of the Company except as provided ii� Sectio.� 9.4.
9.2 Restrictions on Transfers of Membership Interests. Should any undersigned Member
desire to sell or transfer any portion or all of his Membership Interest in the Company, then said
Membership Interest shall be first offered to the remaining undersigned Members by a written proposal
which shall set forth in detail the terms and conditions of any offer to buy said Membership Interest and
the names of all persons making said offer. The remaining undersigned Members shall have the right to
meet the terms and conditions of that offer, to be exercised at any time within thirty (30) days after receipt
of said written proposal according to the percentage of their ownership, To the extent that the remaining
undersigned Members do not meet the terms and conditions of the offer, then the Member desiring to sell
or transfer shall have the right to accept the original responsible offer.
9.3 Rights of Transferee. Unless and until admitted as a Member of the Company in
accordance with Section 9.4, the transferee of a Membership Interest shall not be entitled to any of the
rights, power's, or privileges of a Member, except that the transferee shall be entitled to receive the
distributions and allocations to which the Member would be entitled but for the transfer of his Membership
Interest.
9.4 Admission of Transferees as Members. A transferee of a Membership Interest may be
admitted as a Member of the Company upon furnishing to the Company all of the following:
(a) The written consent of all existing members;
(b) The acceptance, in a form satisfactory to the Members, of all the terms and conditions of
-this-Agreement;--and_
(c) Payment of such reasonable expenses as the Company may incur in connection with his
admission as a Member.
9.5 Admission of New Members. New Members to the Company may only be admitted with
the unanimous consent of all members, upon compliance with all terms specified by the Members and upon
receipt by the Company of an opinion of counsel, satisfactory in form and substance to a Majority of the
Members, that neither the offering nor the proposed sale of the Membership Interest will violate any
Federal or applicable state securities law and that neither such offering or sale will adversely affect the
Company from being taxed as a partnership for Federal income tax purposes.
ARTICLE X - DISSOLUTION AND TERMINATION
10.1 Withdrawal. Except as otherwise provided in this Agreement, no Member shall at any
time retire or withdraw from the Company or withdraw any amount out of his Capital Account. Any
Member retiring or withdrawing in contravention of this Section 10.1 shall indemnify, defend and hold
harmless the Company and all other Members (other than a Member who is, at the time of such
withdrawal, in default under this Agreement) from and against any losses, expenses, judgments, fines,
settlements or damages suffered or incurred by the Company or any such other Member arising out of or
6

resulting from such retirement or withdrawal.
10.2. Dissolution.
(a) The Company shall be dissolved upon the first of the following to occur:
(i) When the period fixed for the duration of the Company in the Articles of
Organization shall expire;
(ii) Upon the election to dissolve the Company by all of the Members;
(iii) Upon the happening of any event of withdrawal (as defined in the Act)
with respect to any Member, unless there is at least one remaining
Member and the business of the Company is continued by the written
consent of the remaining Members holding a Majority in Interest within
ninety (90) days of the action by or affecting the withdrawing Member;
or
(iv)` The entry of a decree of judicial dissolution or the issuance of a certificate
for administrative dissolution under the Act.
(b) Upon dissolution of the Company, the business and affairs of the Company shall terminate
and be wound up, and the assets of the Company shall be liquidated under this Article.
(c) Dissolution of the Company shall be effective as of the day on which the event occurs
giving rise to the dissolution, but the Company shall not terminate until there has been a winding up of the
Company's business and affairs, and the assets of the Company have been distributed as provided in
Sectien_IJOA.---
(d) Upon dissolution of the Company, the Members may cause any part or all of the assets of
the Company to be sold in such manner as the Members shall determine in an effort to obtain the best
prices for such assets; provided, however, that the Members may distribute assets of the Company in kind
to the Members to the extent practicable.
10.3 Articles of Dissolution. Upon the dissolution and commencement of the winding up of
the Company, the Members shall cause Articles of Dissolution to be executed on behalf of the Company
and filed with the Secretary of State, and an authorized Member shall execute, acknowledge and file any
and all other instruments necessary orappropriate to reflect the dissolution of the Company.
10.4 Distribution of Assets Upon Dissolution. In settling accounts after dissolution, the assets
of the Company shall be paid in the following order:
(a) First, to creditors, in the order of priority as provided by law, except those to Members
on account of their Capital Contributions;
(b) Second, as set forth on Schedule II attached.
ffil

10.5 Distributions in Kind. If any assets of the Company are distributed in kind, such assets
shall be distributed to the Members entitled thereto as tenants -in -common in the same proportions as the
Members would have been entitled to cash distributions if such property had been sold for cash and the net
proceeds thereof uistributed to the Members. In the event that distributions in kind are made to the
Members upon dissolution and liquidation of the Company, the Capital Account balances of such Members
shall be adjusted to reflect the Members' allocable share of gain or loss which would have resulted if the
distributed property had been sold at its fair market value.
ARTICLE XI - MISCELLANEOUS PROVISIONS
11.1 Member Representations and Agreements. Notwithstanding anything contained in this
Agreement to the contrary, each Member hereby represents and warrants to the Company and to each other
that: (a) the Membership Interest of such Member is acquired for investment purposes only, for the
Member's own account, and not with a view to or in connection with any distribution, reoffer, resale or
other disposition not in compliance with the Securities Act of 1933, as amended, and the rules and
regulations thereunder (the "1933 Act") and applicable state securities laws; (b) such Member, alone or
together with the Member's representatives, possesses such expertise, knowledge and sophistication in
financial and business matters generally, and in the type of transactions in which the Company proposes
to engage in particular, that the Member is capable of evaluating the merits and economic risks of acquiring
and holding the Membership Interest and the Member is able to bear all such economic risks now and in
the future; (c) such Member has had access to all of the information with respect to the Membership
Interest acquired by the Member under this Agreement that the Member deems necessary to make a
complete evaluation thereof and has had the opportunity to question the other Members concerning such
Membership Interest; (d) such Member's decision to acquire the Membership Interest for investment has
been based solely upon the evaluation made by the Member; (e) such Member is aware that the Member
must bear the economic risk of an investment in the Company for a indefinite period of time because
Membership Interests have not been registered under the 1933 Act or under the securities laws of various
—___. states-and,...therefore,_cannot_be sold unlesssucii Membership Interests are subsequently registered under
the 1933 Act and any applicable state securities laws or an exemption from registration is available; (f) such
Member is aware that only the Company can take action to register Membership Interests and the Company
is under no such obligation and does not propose to attempt to do so; (g) such Member is aware that this
Agreement provide restrictions on the ability of a member to sell, transfer, assign, mortgage, hypothecate
or otherwise encumber the Member's Membership Interest; (h) such Member agrees that the Member will
truthfully and completely answer all questions, and make all covenants, that the Company may,
eDntmT. oraneously or hereafter, ask or demand for +he purpose of establishing compliance with the 1933
Act and applicable state securities laws; and (i) if that Member is an organization, that it is duly organized,
validly existing, and in good standing under the laws of its state of organization and that it has full
organizational power and authority to execute and agree to this Agreement and to perform its obligations
hereunder.
11.2 Notice.
(a) All notices, demands or requests provided for or permitted to be given pursuant to this
Agreement must be in writing.
(b) All notices, demands and requests to be sent to any Member pursuant to this Agreement
shall be deemed to have been properly given or served if addressed to such person at the address as it
11

appears on the Company records and (i) personally delivered, (ii) deposited for next day delivery by
Federal Express, or other similar overnight courier services, (iii) deposited in the United States mail,
prepaid and registered or certified with return receipt requested or (iv) transmitted via telecopier or other
sir:. lar device to the att-ntion of such person witty receipt aelknowledged.
(c) All notices, demands and requests so given shall be deemed received: (i) when actually
received, if personally delivered, deposited for next day delivery with an overnight courier or telecopied,
or (ii) as indicated upon the return receipt if deposited in the United States mail.
(d) The Members shall have the right from time to time, and at any time during the term of
this Agreement, to change their respective addresses by delivering to the other parties written notice of
such change in the manner prescribed in Section 11.3(b).
(e) All distributions to any Member shall be made at the address at which notices are sent
unless otherwise specified in writing by any such Member.
11.3 No Action. No Member shall have any right to maintain any action for partition with
respect to the property of the Company.
11.4 Amendments. This Agreement or the Articles of Organization may only be amended or
modified by a writing executed and delivered by seventy-five percent (75 %) of the Members.
11.5 Governing Law; Arbitration. This Agreement is made in New Hanover County, North
Carolina, and the rights and obligations of the Members hereunder shall be interpreted, construed and
enforced in accordance with the laws of the State of North Carolina. Any dispute arising out of or in
connection with this Agreement or the breach thereof shall be decided by arbitration to be conducted in
New Hanover County, North Carolina in accordance with the then prevailing commercial arbitration rules
of the American Arbitration Association unless otherwise. agreed,_ and_ju_gment thereof _may__be_entered
in any court having jurisdiction thereof.
11.6 Entire Agreement. This Agreement, including all schedules to this Agreement, as
amended from time to time in accordance with the terms of this Agreement, contains the entire agreement
among the parties relative to the subject matters hereof.
10 Waiver. No consent or waiver, express or implied, by any Member to or for any breach
or default by any other Member in the performance by such other Member of his or its obligations under
this Agreement shall be deemed or construed to be a consent or waiver to or of any other breach or default
in the performance by such other Member of the same or any other obligations of such other Member
under this Agreement. Failure on the part of any Member to complain of any act or failure to act of any
of the other Members or to declare any of the other Members in default, regardless of how long such
failure continues, shall not constitute a waiver by such Member of his or its rights hereunder.
11.8 Severability. If any provision of this Agreement or the application thereof to any person
or circumstance shall be invalid or unenforceable to any extent, the remainder of this Agreement and the
application of such provisions to other persons or circumstances shall not be affected thereby, and the intent
of this Agreement shall be enforced to the greatest extent permitted by law.
12

11.9 Binding Agreement. Subject to the restrictions on transferability set forth in this
Agreement, this Agreement shall inure to the benefit of and be binding upon the undersigned Members and
their respective legal representatives, successors and assigns.
11.10 Tense and Gender. Unless the context clearly indicates otherwise, the singular shall
include the plural and vice versa. Whenever the masculine, feminine or neuter gender is used
inappropriately in this Agreement, this Agreement shall be read as if the appropriate gender was used.
11.11 Captions. Captions are included solely for convenience of reference and if there is any
conflict between captions and the text of this Agreement, the text shall control.
11.12 Benefits of Agreement. Nothing in this Agreement expressed or implied, is intended or
shah be construed to give to any creditor of the Company or any creditor of any Member or any other
person or entity whatsoever, other than the Members and the Company, any legal or equitable right,
remedy or claim under or in respect of this Agreement or any covenant, condition or provisions herein
contained, and such provisions are and shall be held to be for the sole and exclusive benefit of the Members
and the Company.
11.13 Counterparts. This Agreement may be executed in multiple counterparts, each of which
shall he deemed an original for all purposes and all of which when taken together shall constitute a single
counterpart instrument. Executed signature pages to any counterpart instrument may be detached and
affixed to a single counterpart, which single counterpart with multiple executed signature pages affixed
thereto constitutes the original counterpart instrument. All of these counterpart pages shall be read as
though one and they shall have the same force and effect as if all of the parties had executed a single
signature page.
IN WITNESS WHEREOF, the undersigned, being the initial Members of the Company, have
caused this Agreement.to_be duly_ado�ted b the_ComRany_as_of the _day of March_2004,and do___
hereby assume and agree to be bound by and to perform all of the terms and provisions set forth in this
Agreement.
13

SCHEDULEI
Name and Address Initial Capital
of Members Contribution Membership Interest
B. Leon Skinner $ 37.5 %
Scott Cook $ 37.5 %
Jeffrey Hilton $ 25 %
14

THE NEIGHBORHOODS OF HOLLY RIDGE:
PHASE I
ONSLOW COUNTY,
NORTH CAROLINA
STORMWATER MANAGEMENT
HIGH DENSITY
PERMIT APPLICATION
February 25,
FEB
DWQ
# 5Wgo 50213 Awl.
S11J1�' 0�
a�a.11
AVANAU13H
Solutions through integrity and partnership
We provide superior client service and environmentally sound
designs through integrity, communication and partnership.
Consulting Engineers Land Surveyors -Danbury
Environmental Professionals Design Professionals
130 N. Front Street, Suite 202, Wilmington, North Carolina 28401, Phone [phone], Fax [phone]

Narrative
Site Description
The site, located in the Town of Holly Ridge approximately 1.4 miles south
along NC Highway 50 from the intersection of US Highway 17 and NC Highway
50, will serve as the location for the Neighborhoods of Holly Ridge development.
Phase I of this development is a 12.2-acre parcel of undeveloped land.
The topography of the land in Phase I can be generally described as having a
crown in the middle, with either side draining to the north and south ends of the
property respectively,- thus creating two natural drainage basins. This middle
crown has an approximate elevation of 30.0-ft MSL. Currently, the runoff to the
south of this crown drains to the south end of the property (approximate
elevation of 27.0-ft MSL) which is bordered by a natural wetland area. All
wetlands on site have been delineated and were reviewed by the USACE on
September 28th, 2004. The runoff to the north of this crown drains to the north
end of the property (approximate elevation of 27.0-ft MSL) which is bordered by
an unnamed tributary of County -Line Branch. County -Line Branch has a water
classification of SA:HQ waters. The site however, is located less than a'/2 mile
from these waters. *
Currently, there have been no onsite improvements. Therefore the relative
impervious area is zero percent.
*see attached location map
Project Description
This Stormwater Management Plan accounts for Phase One of the proposed
development of the site. The proposed development, consisting primarily of two
asphalt roadways, sidewalk, and 48 houses and driveways, would increase the
impervious area from 0% to approximately 37%.* Lots will be deeded with
restrictive covenants for 2,800 sq.ft. per lot.
Stormwater runoff generated by the proposed development will be treated
utilizing four (4) bioretention areas. To effectively handle this quantity of runoff,
we divided the site into 4 separate drainage areas. Stormwater will be collected
via sheet flow from each respective drainage area into curbing and, from curb
inlets, conveyed through HDPE DR32.5 (51 psi) pipe to the appropriate
bioretention area.
* TOTAL IMPERIVOUS AREAS
Asphalt Roadway: 1.23 acres
Sidewalk: 0.17 acres
Houses, driveways: 3.10 acres (2,800 sq.ft. per lot)
Calculation
1.23 + 0.17 + 3. 10 = 4.5 acres
4.5 acres (impervious)/12.5 (total) = 0.37 4 37%
The Neighborhoods of Holly Ridge: Phase l
Stormwater Management High Density Permit Application

Stormwater Management Plan
Collection
The lots will be graded in such a manner that the new impervious areas will
drain towards the street. The stormwater to be treated will be collected via sheet
flow into curb along each side of the roadway surface. This water will be
collected through 11 curb inlets and one curb cut.
Conveyance
Stormwater from the impervious areas will be conveyed to the respective
bioretention areas through 1,567 linear feet of HDPE DR32.5 (51 psi) pipe. The
diameter and lengths of pipe are listed as follows:
14": 590 LF
18": 300 LF
24": 370 LF
30": 307 LF
Treatment
Since our project site is located in a coastal county, and lies within one half
mile of SA:HQ waters, the method of treatment must utilize infiltration. After
discussions with North Carolina Department of Environment and Natural
Resources, Division of Water Quality's staff, it was determined the best option for
stormwater treatment for this project is bioretention areas.
Bioretention Areas
For Phase I of this project, four (4) Bioretention Areas were designed in
accordance with NCDENR's Stormwater Management Best Management
Practices manual, to treat the proiect drainage areas' runoff. The manual
requires the treatment of the volume of water generated by the "first flush" of a
10-year storm event. This volume is calculated by multiplying the net impervious
surface area times a depth of 2"(typical). Phase One's impervious areas include
the roadway, grass, side walks, and all impervious area on each lot. Restrictive
covenants set forth by the developer set each lot's net impervious area at a
maximum of 2,800 sq.ft..* This area is to include the house, driveway, and any
other impervious surfaces on each lot.
*see attached restrictive covenants
Upon collection and conveyance of this runoff, the stormwater is directed across
a rip -rap apron and discharged into a root zone area. Each of these components
was sized according to the respective volume of water they will encounter. Also,
as required by DENR regulations, each system was designed to function as an
"off line system". This means that all stormwater up to the 2" storm event is
The Neighborhoods of Holly Ridge: Phase I
Stormwater Management High Density Permit Application

collected and treated in the bioretention area, however for greater volumes an
elevation controlled bypass allows additional water to be carried away without
overflowing the system.
In order to model the properties of a terrestrial forest community ecosystem,
each area was designed to incorporate approved plants according to a planting
schedule laid out in DENR BMP. The plant species were selected based on their
ability to tolerate urban stresses such as pollutants, variable soil moisture and
ponding fluctuations. Plant placement was made in such a manner to appear
natural. Plants were not placed in the immediate areas where water flow will be
entering. Also, trees were planted primarily on the perimeter of the bioretention
area to maximize shading. The following list describes more specific sizing
details and elevations for each Bioretention Area.
Bioretention Area # 1:
Located at the south end of the project, this area was designed to treat runoff
from Drainage Basin #1 (54,777 sq.ft.). In accordance with the BMP manual,
this bioretention area was sized to treat and store the first 2" of runoff. Utilizing
the Scheuler Method, this equates to a treatment volume of 6,399 c.f. of
stormwater. Soil borings taken in the vicinity of this location determined the
water table elevation to be approximately 23.00' MSL. From this elevation, the
bottom of the bioretention area was set at an elevation of 25.00' MSL and the
maximum ponding elevation at 25.99' MSL. This area was designed with a
planting schedule that includes 98 shrubs and 39 trees.
Bioretention Area # 2:
Also located at the south end of the project and on the west side of Belvedere
Drive, this area was designed to treat runoff from Drainage Basin #2 (24,191
sq.ft.). In accordance with the BMP manual, this bioretention area was sized to
treat and store the first 2" of runoff. Utilizing the Scheuler Method, this equates to
a treatment volume of 3,112 c.f. of stormwater. Soil borings taken in the vicinity
of this location determined the water table elevation to be approximately 24.00'
MSL. From this elevation, the bottom of the bioretention area was set at an
elevation of 26.00' MSL and the maximum ponding elevation at 26.99' MSL.
This area was designed with a planting schedule that includes 45 shrubs and 18
trees.
Bioretention Area # 3:
Located approximately halfway down Belvedere Drive, on the west side, this
area was designed to treat runoff from Drainage Basin #3 (17,144 sq.ft.). In
accordance with the BMP manual, this bioretention area was sized to treat and
store the first 2" of runoff. Utilizing the Scheuler Method, this equates to a
treatment volume of 2,011 c.f. of stormwater. Soil borings taken in the. vicinity of
The Neighborhoods of Holly Ridge: Phase I
Stormwater Management High Density Permit Application

this location determined the water table elevation to be approximately 25.00'
MSL. From this elevation, the bottom of the bioretention area was set at an
elevation of 27.00' MSL and the maximum ponding elevation at 28.00' MSL.
This area was designed with a planting schedule that includes 28 shrubs and 11
trees.
Bioretention Area # 4:
Located adjacent to Azalea Drive, at the north end of the project, this area was
designed to treat runoff from Drainage Basin #4 (205,710 sq.ft.). In accordance
with the BMP manual, this bioretention area was sized to treat and store the first
2" of runoff. Utilizing the Scheuler Method, this equates to a treatment volume of
20,189 c.f. of stormwater. Soil borings taken in the vicinity of this location
determined the water table elevation to be approximately 20.00' MSL. From this
elevation, the bottom of the bioretention area was set at an elevation of 22.00'
MSL-and the maximum ponding elevation at 22.98' MSL. This area was
designed with a planting schedule that includes 331 shrubs and 133 trees.
This site posed some interesting challenges in regard to water table depths.
The BMP design criteria for Bioretention areas require that there be two feet of
separation from the bottom of the system and the existing water table.
Independent soils testing revealed that the true water table depths in the vicinity
of the proposed bioretention areas for the site were between 42"-54". (see
attached soils data). Mr. Vincent Lewis of NCDENR visited the site to perform
hand auger bores to estimate what he believed to be the water table depths. (see
attached DENR site sketch) Mr. Lewis determined the water table depths to
range from 40"-43" with the exception of the location for Bioretention area #4,
located at the north end of the project. Saturated soils were being encountered
at 24" below grade therefore that is where Mr. Lewis designated the water table
as being. He further explained, however, that this was due to a perching effect
and that poorly draining clay material was believed to be the cause. To be
prudent, representatives from the independent testing firm, Cavanaugh &
Associates, and Mr. Lewis all met for a second site visit to reevaluate the
situation. It was agreed by all parties that the natural water table was 6'-7' below
existing grade. This is supported by the fact that there is an adjacent creek and
wetland at an elevation of approximately 7 feet lower than existing grade. In
addition to this, a pre-existing sediment trap that had been constructed only a
few feet away had very little water in the bottom. After further discussion with
officials from NCDENR, it was agreed that in the areas where a perched water
table was an issue, excavation of these poorly draining soils down to the true
water table depth and backfilling with appropriately draining material would
satisfactorily eliminate the perching effect of the existing soils.
The Neighborhoods of Holly Ridge: Phase I
Stormwater Management High Density Permit Application

Discharge/Bypass
Each of these bioretention areas were designed to have a bypass system that
will re-route rainfall above the 2" storm event, including the 100-year storm
event. Three of the four (4) bioretention areas' (BA#1,#2,#3) bypasses will
discharge into a 50' vegetated swale that ultimately terminates in the adjacent
wetlands. These swales will add additional treatment of the stormwater. The
bypass system for bioretention area #4 will not utilize a vegetated swale and will
be discharged via drainage pipe over a rip rap apron and terminate in an
adjacent tributary to County Line Branch.
Maintenance and Monitoring
A maintenance plan*, as listed below, was.developed to maintain proper
functionality and longevity for each Bioretention Area. In addition to this, 6" PVC
monitoring wells will be placed adjacent to each Bioretention Area to allow water
table elevations to be monitored.
Maintenance Plan
The plant material will be watered every day for fourteen consecutive days, and
after planting has been completed.
As Needed:
1. Treat all diseased trees, shrubs and vegetation.
2. Replace deficient, defective or rotted support stakes.
Monthly:
1.
Inspect and repair any eroded areas.
2.
Remulch any void areas.
3.
Inspect and repair any eroded areas.
4.
Remulch any void areas.
Twice a Year:
1. Remove and replace dead and/or untreatable diseased vegetation.
2. Replace support stakes as needed in the spring.
Yearly-
1. Apply a new layer of mulch in the spring. Remove the previous mulch
layer before applying a new layer.
*also reference attached copy
The Neighborhoods of Holly Ridge: Phase l
Stormwater Management High Density Permit Application

Additional Information
Planned Erosion and Sedimentation Control Practices
Erosion and sedimentation control practices can be found in Section 3 of the
attached technical specifications. An erosion and sedimentation control permit,
Onslo-2005-048, has been issued for this first phase. Please see attached copy.
Construction Schedule
1. Obtain plan approvals and 'all applicable permits.
2. Flag the work limits.
3. Hold pre -construction meeting.
4. Install temporary gravel construction entrance.
5. Install silt fence, rock check dams, and inlet protection.
6. Clear and grub site
7. Construct sediment trap.
8. Rough grade the site.
9. Shape shoulders and cut and fill slopes
10. Grade site to final elevations
11. Scarify, seed, fertilize and mulch all disturbed areas.
12. Install sanitary sewer line and appurtenances.
13. Install storm sewer line and appurtenances.
14. Install waterline and appurtenances.
15. Install other utilities (electrical, fiber-optic, cable, phone, etc)
16. Construct bioretention areas.
17. Re -scarify, re -seed, re -fertilize and mulch all disturbed area.
18. Construct curbing and gutters
19. Construct roadbed base course and intermediate asphalt course.
20. Construct houses
21. Apply final asphalt course
22. After disturbed areas are established, the contractor shall return to the
site and remove all temporary erosion control measures.
Vegetation Plan
1. The contractor shall provide seeding and mulching on all disturbed areas
within 15 working days following the completion of any phase of grading.
Seeding requirements shall include soil preparation, seed mixtures and
mulching.
The Neighborhoods of Holly Ridge: Phase I
Stormwater Management High Density Permit Application

APPENDIX
Page # Description
1.
Location Map
2.
Restrictive Covenants
3-7.
Soils Data
S.
DENR Site Sketch
9.
Comparative Water Table Depth Analysis
10.
Erosion Control Permit Letter of Approval
11.
Bioretention System Operation/Maintenance
Plan
The Neighborhoods of Holly Ridge: Phase I
Stormwater Management High Density Permit Application

WATT
Michael F. Easley, Govemor
William G. Ross, Jr., Secretary
r
North Carolina Department of Environment and Natural Resources
>
_
a r
Alan W. Klimek, P.E. Director
Division of Water Quality
February 18, 2005
Mr. Scott Cook
Neighborhoods of Holly Ridge, LLC
429 Long Leaf Drive
Hampstead, NC 28443
Subject: Request for Additional Information
Stormwater Project No. SW8 050213
Neighborhoods of Holly Ridge
Onslow County
Dear Mr. Cook:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Neighborhoods of Holly Ridge on February 16, 1005. 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 documentation of your status as a member of Neighborhoods of
Holly Ridge, LLC. The LLC is a member -managed LLC, therefore, only a
member can sign the permit application. The Articles of Incorporation submitted
on February 16, 2005, only indicate that you are the initial registered agent.
2. The "sample" of the deed restrictions you provided is not acceptable. Please
provide a full copy of the proposed covenants applicable to this subdivision with
the correct permit number and BUA per lot referenced. A permit cannot be issued
until correct deed restrictions are provided.
3. The use of .05 vs. .07 as a factor in the calculation of required surface area is
based on the use of a vertical sand filter. Per Section 4.3 of the BMP Manual, the
vertical sand filter is not encouraged for use in NC because it allows for the
potential short-circuiting of the bio-retention basin. Please remove the vertical
sand filter from the basin details and use .07 to determine the minimum surface
area. All minimum areas are provided, even with the use of .07.
4. The design storm has been reduced to 1.5", and the required 50' vegetated filters
need to be labeled and detailed on the plans. A vegetated filter is NOT a swale or
ditch. It is a horizontally flat, preferably on natural contour, grassed area with a---�
flow spreader mechanism to promote sheet flow across the width of the filter.
5. For the bypass line leaving BA #2, please delete the catch basins and provide
manholes. Runoff from the lots may not directly enter the bypass lines.
6. Please add a note to the rock bypass weir for BA #1 to reference the clay keyway
detail.
North Carolina Division of Water duality 127 Cardinal Drive Extension Phone [phone] Customer Senri0e1-877-623-6748
Wilmington Regional office Wilmington, NC 28405-3845 FAX [phone] Internet: h2a.enr.state.nc.us , JJne C8PO11Ila
An Equal Opportunity/Affirmative Action Employer— 50% Recycledf10% Post Consumer Paper 1 Naturally

Mr. Cook
February 18, 2005
Stormwater Application No. SW8 050213
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to February
25, 2005, 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.
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
ENB/arl: S:IWQSISTORMWATERIADDINFO120051050213.feb05
cc: Ted Burke, P.E., Cavanaugh Consulting Engineers
Linda Lewis
Page 2of2

THE NEIGHBORHOODS OF HOLLY RIDGE:
PHASE I
ONSLOW COUNTY,
NORTH CAROLINA
SUPPLEMENTAL CALCULATIONS
February 14, 2005
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Environmental Professionals Design Professionals
130 N. Front Street, Suite 202, Wilmington, North Carolina 28401, Phone [phone], Fax [phone]

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BIORETENTION AREA #1 CALCULATIONS
Bloretention Area Basin H drolo
Development
Area
C.
C x Area
Q
nameIsq
ft
actor
It
cfS]
Roadway
8,816
0.90
7,934
1.31
Lot Impervious
30,800
0.90
27,720
4.58
Grass
15,161
0.25
3,790
0.63
Totals
54.777
0.72
39,445
6.52
Percent Impervious
72.3
Bioretention Area Sizing Com utation
Bioretention Area Size 0.05 ` E(C x Area)
lx'ebwdisn Aoee jea
Bioretention Area Influent Volume Calculation
Simple Method, Scheuler
Rv = 0.05 + 0.009(I)
1 =
72.3
Percent Impervious
Rv =
0.701
Runoff Coeffecient
V = (P)(Rv)(Ad)
P =
1.50
Design Rainfall [in]
V =
1.322
[ac-in]
V =
s 7;M
VOL meto fretw M A:,.ft4ldl
Bioretention Area Contours and Volumes
Contour
Area
Total Vol.
elev
c
28
27
6,116
10,467
26
5,219
4,800
0
Biuretention Area Integral Volumes
Depth
Elevation
Volume
Average 1'
Increment
Isf
cf/fi
3.0
28.0
2.9
27.9
2.8
27.8
2.7
27.7
2.6
27.6
2.5
27.5
2.4
27.4
2.3
27.3.
2.2
27.2
2.1
27.1
2.0
27.0
10,467
5.67E+03
1.9
26.9
9.900
1.8
26.8
9,334
1.7
26.7
8,767
1.6
26.6
8,200
1.5
26.5
7,633
1.4
26.4
7,067
1.3
26.3
6,500
1.2
26.2
5,933
1.1
26.1
5,366
1.0
4.80E+03
0.9
25.9
4,320
0.8
25.8
3,840
0.7
25.7
3,360
0.6
25.6
2,880
0.5
25.5
2,400
0.4
25.4
1,920
0.3
25.3
1,440
0.2
25.2
960
0.1
25.1
480
0.0
25.0
0

Eva transpiration Referrence Data: BMP Manual, pg43
Timeframe
Reference Crop (Alfalfa]
Reference
Crop
Alfalfa
Bioretention
Areas (85%
Alfalfa)
Bioretention
Areas (85%
Alfalfa
1-01
m/mo
m/hr
m/mo
rn/hr
April
2.88
4.00E-03
2.45
3.40E-03
May
5.56
1 7.47E-03
4.73
11.35E-03
June
7.74
1.08E-02
6.58
9.14E-03
July
8.66
1.16E-02
7.36
9.89E-03
August
6.56
8.82E-03
5.58
7.49E-03
September
4.50
6.25E-03
3.83
5.31E-03
October
2.64
3.55E-03
2.24
3.02E-03
Bioretention Area Root Zone Characteristics
Ksat BA #1 =
2.41
frn/hrj
BMP Manual, pg43
K sand =
8.27
fin/hr]
BMP Manual, pg43
Root Zone BA #1 =
4,380
Isf]
Selected
Root Zone BA #1 =
0.101
fac]
Sand Zone BA #1 =
100
Isf]
Selected
Total BA #1 Flora =
101 _
fp/ants]
(Root Zone BA #1)'1000 plants/ac
BA #1 Shrubs =
72
[shrubs]
5 shrubs : 2 trees
BA #1 Trees =
29
ees
Qioretention Area Drawdown Time
Time BA #1
Inflow
Depth
Sand Infiltration
Root Zone
Infiltration
ET
Volume
Remainin
Depth+
fc
IT
cf/hr
cf/hr
cf/hr
ft
1
1.W
68.9
880
1.10
3,849
0.80
2
3,849
0.80 -
68.9
880
1.10
2,900
0.60
3
2,900
0.60
68.9
880
1.10
1,950
0.41
4
1,950
0.41
68.9
880
1.10
1,000
0.21
5
1,000
0.21
68.9
880
1.10
51
0.01
6
51
0.01
88.9
880
1.10
0
0.00

BIORETENTION AREA #2 CALCULATIONS
Bioretention Area Basin Hydrology
Develo ment
Area
"C.,
C x Area
Q
namel
Isq fr
factor
/sq R
cfs
Roadway
5,.402
0.90
4,862
0.80
Lot Impervious
14,000
0.90
12,600
2.08
Grass
4,789
0.25
1,197
0.20
Totals
24,191
0.77
18,659
3.08
Percent Impervious
80.2
Bioretention Area Sizing Com utation
Bioretention Area Size 0.05 * E(C x Area)
t,iCen'Jv'1 %1.'e� aim ($F? fib �4
Bioretention Area Influent Volume Calculation
Simple Method, Scheuler
Rv = 0.05 + 0.009(1)
1=
80.2
Percent Impervious
Rv =
0.772
Runoff Coeffecient
V = (P)(Rv)(Ad)
P =
1.50
Design Rainfall [)n]
V =
0.643
[ac-in]
V.
ZSU
Vale im to Detain in i3A #2
Bioretention Area Contours and Volumes
Contour
Area
Volume
elev
[So
29
-
-
28
3,923
6,397
27.
3,230
2,821
25
2.41 i
0
Bioretention Area Integral Volumes
Depth
Elevation
Volume
Average V
Increment
IN
IT
c
60
3.0
29.0
-
_
2.9
28.9
-
2.8
28.8
-
2.7
28.7
-
2.6
28.6
-
2.5
28.5
-
2.4
28.4
-
2.3
28.3
-
2.2
28.2
-
2.1
28.1
-
2.0
28.0
6,397
3.58E+03
1.9
27.9
6,039
1.8
27.8
5,682
1.7
27.7
5,324
1.6
27.6
4,966
1.5
27.5
4,609
1.4
27.4
4,251
1.3
27.3
3,893
1.2
27.2
3,536
1.1
27.1
3,178
1.0
27.0
2,821
2.82E+03
0.8
26.8
2,256
0.7
26.7
1,974
0.6
26.6
1,692
0.5
26.5
1,410
0.4
26.4
1,128
0.3
26.3
846
0.2
1 26.2
1 564
0.1
26.1
282
0.0
26.0
0

Evapotranspiration Referrence Data: BMP
Manual, pg43
Timeframe
Reference Crop
(Alfalfa)
Reference
Crop (Alfalfa)
Bioretention
Areas (85 %
Alfalfa)
Bioretention
Areas (85%
Alfalfa
1-01
flnl=7
finl-ol
in/hr
April
2.88
4.00E-03
2.45
3.40E-03
May
5.56
7.47E-03
4.73
6.35E-03
June
7.74
1.08E-02
6.58
.9.14E-03
July
8.66
1..16E-02
7.36
9.89E-03
August
6.56
8.82E-03
5.58
7.49E-03
September
4.50
6.25E-03
3.83
5.31 E-03
October
2.64
3.55E-03
2.24
3.02E-03
Bioretention Atea Root Zone Characteristics
Ksat BA #2=
2.41
[in/hr]
BMP Manual, pg43
K sand =
8.27
[n/hr]
BMP Manual, pg43
Root Zone BA #2 =
2,411
[sf]
Selected
Root Zone BA #2 =
0.055
[ac]
Sand Zone BA #2 =
100
[SU
Selected
Total BA #2 Flora =
55
[plants]
(Root Zone BA #2)'1000 plantslac
BA #2 Shrubs =
40
[shrubs]
5 shrubs : 2 trees
BA #2 Trees =
15
trees
Bioretention Area Drawdown Time
Time BA #2
Inflow
Depth
Sand Infiltration
Root Zone
Infiltration
ET
Volume
Remaining
Depth+
r
1C8
INcf/hr
cf/hr
cf/hrj
166
IN
1
2.334
0.$3
68.9
484.2
0.61
1,780
0.63
2
1,780
0.63
68.9
484.2
0.61
1,226
0.43
3
1,226
0.43
68.9
484.2
0.61
673
0.24
4
673
0.24
1 68.9
484.2
0.61
119
0.04
5
119
0.04
1 68.9
484.2
0.61
0
0.00

BIORETENTION AREA #3 CALCULATIONS
Stormwater Pipe Characteristics
BA #3 Basin Pie
Length
Flow
Size
Material
Slope
name]
IT
[cfs
in
e
P3,BA3
29.75
1.910
14
DR32.5 HDPE
0.15
P3,2
192.43
1.910
18
DR32.5 HDPE
0.20
P2,1
104.30
1.910
18
DR32.5 HDPE
0.20
Pi,
85.11
1.910
18
DR32.5 HDPE
0.15
Stonnwater Catchbasin Characteristics
BA#3 Catchbasins
Station
Rim
Inv. In
Inv. Out
Inv. Out
name
fi]
Ift]
rftj
IN
R
BA3
5+00 L43
27.01
CB3
5+00 1-13.25
29.05
27.05
27.31
CB2
3+09 1-15.50
29.00
26.93
26.83
CB1
2+01 1-26.50
28.50
26.62
-
26.52
WETLAND
2+01 L112
26.39
Bioretention Area Basin Hydrology
Development
Area
..C..
C x Area
Q
namel
/sq ft
factorl
[sq R
Cfs
Roadway
4,055
0.90
3,650
0.60
Lot Impervious
8,400
0.90
7,560
1.25
Grass
4,689
0.25
1,172
0.19
Totals
17,144
0.72
12,382
2.05
Percent Impervious
72.6
Bioretention Area Sidng Com utaton
Bioretention Area Size- 0.05 * E(C x Area)
n Area Size LLRL 619
Bioretention Area Influent Volume Calculation
Simple Method, Scheuler
Rv = 0.05 + 0.009(I)
1 = 72.6 Percent Impervious
Rv = 0.704 Runoff Coeffecient
V = (P)(Rv)(Ad)
P = 1.50 Design Rainfall [in]
V = 0.416 fac-inj
= 1.508 Volume to Oet un in SA #3 jdj
Bioretention Area Contours and Volumes
Contour
Area
Volume
felevJ
IS11
Ict]
30
29
2,569
3,905
28
1,938
1,651
0

Bioretention Area Integral
Volumes
Depth
Elevation
Volume
Average 1'
Increment
ft
ft
c
cf/ft]
3.0
30.0
_
2.9
29.9
2.8
29.8
2.7
29.7
2.6
29.6
2.5
29.5
2.4
29.4
2.3
29.3
2.2
29.2
2.1
29.1
2.0
29.0
3,905
2.25E+03
1.9
28.9
3,679
1.8
28.8
3,454
1.7
28.7
3,228
1.6
28.6
3,003
1.5
28.5
2,778
1.4
28.4
2,552
1.3
28.3
2,327
1.2
28.2
2,102
1.1
28.1
1,876
1.0
•2;)t
1.65E+03
0.9
27.9
1,486
0.8
27.8
1,321
0.7
27.7
1,156
0.6
27.6
991
0.5
27.5
825
0.4
27.4
660
0.3 _
27.3
495
_
0.2
27.2
330
0.1
27.1
165
0.0
27.0
0
Evapotranspiration Referrence Data: BMP Manual, pg43
Timeframe
Reference Crop
(Alfalfa)
Reference
Crop (Alfalfa)
Bioretention Areas
, (85%Alfalfa)
Bloretention
Areas(85%
Alfalfa
mo
in/mo
rn/hr
m/mo
m/hr
April
2.88
4.00E-03
2.448
3.40E-03
May
5.56
7.47E-03
4.726
6.35E-03
June
7.74
1.08E-02
6.579
9.14E-03
July
8.66
1.16E-02
7.361
9.89E-03
August
6.56
8.82E-03 1
5.576
7.49E-03
September
4.50
6.25E-03
3.825
5.31E-03
October
2.64
3.55E-03 I
. 2.244
3.02E-03
Bioretention Area Root Zone Characteristics
Ksat BA #3 =
2.41
(n/hr]
BMP Manual, pg43
K sand =
8.27
fin/hr]
BMP'Manual, pg43
Root Zone BA #3 =
1,364
[st]
Selected
Root Zone BA #3 =
0.031
[acj
Sand Zone BA #3 =
100
[s,
Selected
Total BA #3 Flora =
31
[plants]
(Root Zone BA #3)'1000 plants/ac
BA #3 Shrubs =
22
[shrubs]
5 shrubs : 2 trees
BA #3 Trees =
9
trees
Bioretention Area Drawdown Time
Time BA #3
Inflow
Depth
Sand Infiltration
Root Zone
Infiltration
ET
Volume
Remaining
Depth+
[hrl
Ift]cf/hr
cf/hr
cf/hr
10
IT
1
1508
t'+ i
68.9
273.9
0.34
1,165
0.71
2
1,165
0.71
68.9
273.9
0.34
822
0.50
3
822
0.50
68.9
273.9
0.34
479
0.29
4
479
0.29
68.9
273.9
0.34
136
0.08
5
136
0.08
68.9
273.9
0.34
1 0100

BIORETENTION AREA #4 CALCULATIONS
[equation]
= A,CB4A
P4,4A + A,CB4
A,CBSA
P5A,5 + P4,5 + A,CB5
= A,CB6A
P6A,6 + P5,6 + A,CB6
P6,7 + A,CB7
A,CB9A
P9A,9 + A,CB9
= P7,8 + P9,8
Stormwater Piping System Catchbasln
Subbaslns
G=0.90
C=0.90
C=0.85
BA #4 Subbasins
Total Area
Total Area
Road
Sidewalk
Lots
t]
name
sq ft
ac
[so ft
ft
fts
ctwA
CB4A
26 409
0.606
4,350
1,500
14 000
.919
0.67
A,CB4
25499
0.585
4,350
0
14,000
M7,1492.703
703
0.64
A,C85A
25,088
0.576
4,350
1,499
14 000
902
0.70
A,CB5
25 499
0.685
4 350
0
14,000
703
0.64
A CB6A
24,412
0.560
5,560
1,493
11,200
699
0.67
A CB6
25,395
0.583
4,334
0
14,000
.699
0.64
A,CB7
3.238
0.074
542
0
0
2,696
0.114
0.21
A,CB9A
10.208
0.234
. 3 465
0
2,800
3,943
0.958
0.57
A CB9
8,988
0.206
39465
0
0
1 5,523
1 0.584
1 0.39
A,BA4
30,974
0.711
3,065
376
1 -0
27,533
1 0.853 0.17
Stormwater
Pipe Characteristics
BA #4 Basin Pipes
Length
Flow
Size
Material
Slope
name
cfs
n
1
P4A,4
26.50
2.919
14
DR32.6 HDPE
0.50
P4,5
300.00
5.621
18
DR32.5 HDPE
0.32
P5A 5
26.50
2.902
14
DR32.5 HDPE
0.50
P5,6
•298.74
11226
24
DR32.5 HDPE
0.32
P6A,6
38.92
2.699
14
DR32.5 HDPE
0.50
P6,7
2625
16.624
24
DR32.5 HDPE
0.32
P78
43., 3
16.738
24
DR32.S HDPE
P9A,9
34.58
M.
14
DR32.5 HDPE
1 0.50
P918
106.95
1.542
14
DR32.5 HDPE
0.15
P8,BA4
98.07
18280
30
DR32.5 HOPE
0.20
Stormwater Catchbasin Characteristics
BA #4 Catchbaslns
Station
Rim
Inv. In
Inv. In
Inv. Out
name
CB4A
9+75 L1325
28.73
26.06
CB4
9+75 R13.25
28.73
25.93
25.73
CBSA
12+75 1-13.25
27.78
25.11
CB5
12+75 R1325
27.78
24.98-
24.77
24.28
CBBA
15+75 1-25.20
26.67
24.00
CB6
15+75 R13.25
26.83
23.8.1
1 23.32
23.22
CB7
16+00 R14.36
1 26.80.
23.14
23.04
CB8
1+27 L17.38
26.59
22.90
22.94
22.80
CB9A
2+35 R17.25
26.10
1
23.43
CBS
2+35 L7715
1 26.10
1 23.26
23.10
BA4
1+23 1-719.40
1 28.00
1 22.60
22.50
Bioretention Area
Basin Hydrology
Development
Surface Area
..C.
C x Area
G
name
ft
ector
ft
cfs'
Road
37,832
0.90
34,049
5.6
Sidewalk
4 B68
0.90
4,381
0.7
Lot Impervious
84,000
0.90
75,600
12.5
Grass
79,010
025-
19,753
3.3
Totals
205,710
0.65
133 783
22.1
Percent Impervious
61.6
Bioretention Area Sizing Computation
Bioretention Area Size 0.05' E(C x Area)
5 ,u,-aL I ze '�y a,, 8

Bioretention Area Influent Volume Calculation
Simple Method, Scheuler
Rv = 0.05 + 0.009(I)
' I =
61.6 Percent Impervious
Rv =
0.604 Runoff Coeffecient
V = (P)(Rv)(Ad)
P =
1.50 Design Rainfall fin]
_ V =
4.281 (ac-In]
V e
9 Vahrme v" Dat n in BA fa<
Bloretention Area Contours and Volumes
Contour
Area
Volume
relay)
R
25.0
24.0
18,314
32,908
23.0
16,422
15,540
117'Us
0
Bioretention
Area Integral Volumes
Depth
Elevation
Volume
Average V
Increment
r
3.0
26.0
2.9
24.9
2.8
24.8
2.7
24.7
2.6
24.6
2.5
24.5
_
2.4
24.4
2.3
24.3
22
24.2
2.1
24.1
2.0
24.0
32,908
1.9
23.9
31.171
1.8
23.8
29,434
1.7
23.7 _
27,698
1.6
23.6
25,961
1.5
23.5
24,224
174E+04
1.4
23.4
22,487
1.3
23.3
20,750
1.2
23.2
19,014
1.1
23.1
17.277
• ^
?310
151C
0.9
22.9
13,986
0.8
22.8
12,432
0.7
22.7
10,878
0.6
22.6
9,324
0.5
22.5
7,770
1.55E+04
0.4
22.4
6,216
0.3
22.3
4,662.
02
22.2
3,108
0.1
22.1
1 554
0.0
22.0
0
Eva potrans
(ration Rafereence
Data: BMP Manual,
pg43
Timefreme
Reference Crop
(Alfalfa)
Reference Crop
(Alfalfa)
Bioretention
Areas (85%
Alfalfa
Bioretention
Areas (65%
Alfalfa
mol
Phl-I
tW
&W-1
rn/hr
April
2.88
4.00E-03
2.448
3.40E-03
May
5.56
7.47E-03
4.726
6.35E-03
June
7.74
1.08E-02
6.579
9.14E-03
July
8.66
1.16E-02
7.361
9.89E-03
Au ust
6.56
8.82E-03
5.576
7.49E-03
September
4.50
6.25E-03
3.825
5.31E-03
October
2.64
3.55E-03
2.244
3-.02E-03
Bloretentlon Area Root Zone Characteristics
Ksat BA #4 =
2.41
[rrdhr]
BMP Manual, pg43
" K sand =
8.27
[rrdhr]
BMP Manual, pg43
• Root Zone BA#4=
14,658
[so
Selected
Root Zone BA #4=
0.337
fac]
Sand Zone BA #4 =
100
180
Selected
Total BA #4 Flora =
337
(plants]
(Root Zone BA #4p1000 plantslac
BA #4 Shrubs =
240
(shrubs]
5 shrubs : 2 trees'
BA #4 Trees =
96
es
Bloretention Area
Drawdown Time
Time BA#4
Inflow
Depth
Sand
Infiltration
- Root Zone
Infiltration
ET
Volume
Remainin
Depth+
ri4r
uIft
U. -
68.9
2943.8
3.68
12,523
0.81
2
12,523.
0.81
68.9
2943.8
3.68
9,507
0.61
3
9,507
0.61
68.9
2943.8
3.68
6,490
0.42
4
6,490
0.42
68.9
2943.8
3.68
3,474
0.22
5
3,474
022
68.9
2943.8
3.68
457
0.03
6
457
0.03 1
68.9
1 2943.8
3.68
1 0
1 0.00

NORTH CAROLINA
Department of The Secretary of State
To all whom these presents shall come, Greetings:
I, ELAINE F. AIARSHALL, Secretary of State of the State of North Carolina, do
hereby certify the. -following and hereto attached to be'a true copy of
ARTICLES OF ORGANIZATION
OF
NEIGHBORHOODS OF HOLLY RIDGE, LLC
the original of which was filed in this office on the 16th day of March, 2004.
ft W1146"PULIA91010C
FEB 16 2005
DWQ
PROD #
IN WITNESS WHEREOF, I have hereunto
set my hand and affixed my official seal at the
City of Raleigh, this 16th day of March, 2004
�U
Secretary of State
Docdment Id: C20040710033
9

I
i c i
Y
S
State of North Carolina
Department of the Secretary of State
LIMITED LIABILITY COMPANY
ARTICLES OF ORGANIZATION
V V ViL. l 1 U.& 47
Date Filed: 3/16/200411z36:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200407100339
Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned
does hereby submit these Articles of Organization for the purpose of forming a
-..limited liability company.
1. The name of the limited liability company is:
Neighborhoods of Holly Ridge, LLC
2. There shall be no Iimit on the duration of the limited liability company.
3. The name and address of the organizer executing these articles of
organization is as follows:
F. Darryl Mills
5710 Oleander Drive, Ste., 112
Wilmington, NC 28403
New Hanover County
4. The street address and county of the initial registered office of the limited
liability company is:
Number and Street:
City, State, Zip Code:
County:
429 Longleaf Drive
Hampstead, NC 28443
Pender
5. The mailing address of the initial registered office is the same as the
registered office.
6. The name of the initial registered agent is: Scott Cook
7. Check one of the following:
XX(I) Member -managed LLC: all of the members by virtue of their status as
members'shall be managers of this limited liability company.

_(ii). Manager -managed LLC: except as provided -by N.C.G.S. §57C-3-20(a),
the members of this limited liability company shall not be managers by
virtue of their status as members,
8. Any other provisions which the limited liability company elects to include
are attached. None.
9. These articles will be effective upon filling.
This the 5tb��'day of March, 2004.
_qk
F. DarryYhills, Organizer

COv4m2n4.5 OrR- nOf-
VV e;�k►borhoccfs o-( 1-0(l 8K 212 3 PG 10 8
providing that it may not be cancelled or substantially modified (including cancellation for
nonpayment of premium) without at least ten (10) days prior written notice to the Association
and all Eligible Mortgage Holders.
(5) If the insurance described in Section (1) and (3) above is not reasonably
available, the Association promptly shall cause notice of that fact to be hand -delivered or sent
prepaid by United States Mail to all Lot Owners.
(b) Each Owner shall be responsible for obtaining and shall pay the cost of
any hazard insurance against fire and similar perils including flood on such Owner's Dwelling,
personal property, fixtures and appliances. Each Owner's hazard insurance policy shall naive the
Association as a loss payee. Each Owner shall be responsible for purchasing and maintaining
liability insurance covering his Lot and Dwelling.
(7) If any Dwelling Iocated on a Lot is destroyed by fire or other casualty, all
rubbish and debris shall be removed with promptness after such fire or other casualty. In no
event shall debris or rubbish remain on a Lot longer than two (2) months after such fire or other
casualty. Provided, however, no such removal br demolition shall be required if prohibited by
court order or if a legal or insurance investigation concerning such fire or casualty is ongoing.
(8) The deductible, if any, of any insurance policy purchased by the Executive
Board shall be a Cormnon Expense; provided, however, that the Association may, pursuant to
Article VI hereof, assess as a special assessment any deductible amount necessitated and arising
from the act, misuse or neglect of an Owner or such Owner's tenant, household, guests,
employees, agents and invitees.
XII.
Restrictions on Use and Occupancy
(1) The division or any recombination of Lots shown on plats of the
Subdivision recorded by the Declarant in the Pender County Register of Deeds is permitted
provided that the Person(s) requesting a division or recombination shall snake a written request
therefore to the Executive Board, as hereinafter provided, and Executive Board determines that
the following requirements are met and conditions fully satisfied:
(a) The Person(s) submitting the application shall be Owners of the
Lots to be divided or recombined.
(b) The proposed division or recombination of Lots shall not increase
the number of Lots (i.e., Lots or portions of Lots are combined with other Lots or portions of
other Lots to form a new Lot).
(c) A surveyor registered to conduct land surveys in the State of
North Carolina shall have prepared a snap or plat meeting all requirements for the recording
thereof in the Pender County Register of Deeds depicting the division or recombination of Lots.
15

BK2123VnG109
(d) The Executive Board shall have received fully executed copies of
the deed(s) or other instrument(s) of conveyance effecting the division or recombination of the
Lots.
(e) The Owners shall have submitted to the Executive Board an
executed copy of the agreement between such Owners of the divided or recombined Lots, in
form so as to be recordable in the Pender County Register of Deeds, establishing the liability as
between said Owners for the purpose of establishing the obligation and liability for payment of
assessments Ievied against the Owners resulting from the recombination or division of the
previously existing Lot(s).
Applications to the Executive Board shall include two (2) complete sets of the documents set
forth above and shall be (a) hand delivered to the current President of the Association or
(b) mailed certified or registered with return receipt requested to the registered office of the
Association and marked to the attention of the President of the Executive Board.
Any Lot which is created by the combination of one or more Lots or portions thereof shall be
considered only one Lot under these Restrictions notwithstanding the fact that it may contain
more than one Lot, except for purposes relating to assessments as set forth in Article V(1)(d).
Any drainage or utility easement which runs along the side lot lines of a Lot automatically shall
be relocated to the new side lot lines of any new or resultant Lot. If the drainage or utility
easement is already in use, the Owner combining the Lots shall pay for the relocation of such
drainage or utility easements and the lines and pipes using such and any replacement and
re -location of Landscaping.
(2) All Lots shall be used for single family residential purposes only and no
dwelling shall be erected on any Lot other than one detached single family dwelling not to
exceed two and one-half stories in height, and a one, two, or three car garage. No permitted
garage shall be utilized for living quarters. No trailer, tent, mobile home, or other structure of a
temporary character shall be placed on any Lot. All buildings shall be of wood, stone, brick,
brick veneer, stucco, masonite, or vinyl siding. - Any other materials must be approved by
Declarant.
(3) No building shall be erected nearer to the front lot line, or side lot line, or
rear lot line than the setback lines shown on the Maps-
(4) No dwelling erected on any Lot shown on the Maps shall have less than
1250 square feet of enclosed dwelling area. The term "enclosed dwelling area" as used herein
shall be the total finished/heated area within the dwelling; provided, however, that such term
does not include garages, terraces, decks, porches and other unheated areas.
(5) No Lot shall be re -subdivided in such a manner as to create a
re -subdivided Lot or a portion of a Lot having less than 6,000 square feet. Nothing herein shall
prevent a redivision which shall increase the square footage of a Lot used for the erection of a
detached single family dwelling as hereinbefore defined.
(6) No commercial trade or activity, or any noxious trade or activity
whatsoever, shall be carried on upon any Lot, nor shall anything be done thereon which may be,
16

21 3 €I1 10
or may become, an annoyance or nuisance to other Lot Owners. Unsightly, inoperative junk cars
and like eyesores cannot be maintained on any Lot either prior to or after a dwelling has been
erected on said Lot or on any Street located in the Subdivision and any such automobiles may be
removed by the Declarant or the Corporation at the Lot Owner's expense.
(7) There shall not be placed or used on any Lot any of the following
structures: trailer, mobile home (including a multiple -wide mobile home), tent, shack, garage
apartment, barn, any other out building or any such structure of a permanent or temporary
character.
(8) All buildings, structures and their appurtenances located on a Lot shall be
maintained in a suitable state of repair, and in the event of destruction by fire or other casualty,
the Lot is to be cleared and debris removed within ninety (90) days from date of such casualty.
(9) No animals, other than domesticated dogs, cats or other household pets,
may be kept or housed on any Lot. No dogs, cats or other household pets may be kept, bred or
maintained for any commercial purposes, nor may they be kept in such numbers or of such
nature as to be or become a nuisance to adjoining Lot Owners or any residents of the
Subdivision. Any housing or shelter constructed for said domesticated dogs or cats shall be
screened with fencing (or otherwise) that shall be approved by Declarant or the Committee.
Animals, when not housed, shall be on a leash at all times.
(10) Nd. Lot shall be used or maintained as a dumping ground for rubbish,
trash, garbage, or other waste, and such materials may not be kept on any Lot, except in sanitary
containers. All incinerators or other equipment for the storage or disposal of such materials shall
be kept in a clean and sanitary condition. Upon completion of construction of a dwelling, and as
a part of the construction, the Owner of said Lot thereof shall generally landscape the Lot so as
to be in keeping with the yards of the Owner's neighbors. The front yard areas of all Lots shall
be generally smoothed and sodded at all street fronts and all Stormwater Management Facilities,
as hereinafter defined, located on a Lot shall be maintained by the Owner of such Lot in
compliance with North Carolina State Stormwater Management Permit Number SW8020608 and
any amendments, additions or replacements thereof, or any such permit obtained by Declarant
and relating to property annexed into the Subdivision by Declarant as provided herein. There
shall be no mass clearing or stripping of trees from any Lot without the prior written consent of
the Declarant or the Committee.
(11) No fence shall be erected on any Lot nearer the front property or lot line
than the rear corners of the dwelling erected on said Lot, and all fences erected on any Lot shall
not exceed four (4) feet in height and shall be constructed of wood or "PVC" type composition_
No fence or structure of any kind shall be placed within utility and drainage easements shown on
the Maps or upon any Stormwater Management Facility except as permitted by the Permit.
(12) No boat, motor boat, camper, trailer, school bus, motor home, mobile
home, truck rated over one (1) ton, or other vehicle similar to any of the same shall be permitted
to remain on any Lot, or in any parking space on or adjacent to any Lot, unless prior written
consent for the same is obtained from the Declarant or the Committee, or. unless the same is
17

)K212,PGI1[
properly stored in an enclosed area such that no part of.such vehicle is visible to anyone from the
Streets located in the Subdivision.
(13) Any and all erosion from a Lot occurring as the result of any construction
on said Lot must stabilized and controlled as described hereinabove within sixty (60) days of the
occupancy of said dwelling by the Owner of the Lot or as required by any applicable law,
regulation, rule or ordinance_
Sp
(14) The maximum allowable "built -upon area" on any Lot in the Subdivision
i 3,500 quare feet. "Built -Upon Area" includes any area constructed within the Lot property
boun ies 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. Filling in or piping of any vegetative conveyances (ditches, swales,
etc.) associated with the Subdivision except for average driveway crossings, is strictly prohibited
by any persons_ A thirty (30) foot wide vegetated buffer between all impervious areas and
surface waters shall be maintained on each Lot. All roof drains shall terminate at least thirty (30)
feet from the mean highwater mark of any surface waters. The covenants set forth in this
Paragraph (14 are intended to ensure ongoing compliance with State Stormwater Management
Permit No. SW802060 issued by the Division of Water Quality under NCAC 2H.1000 and
any amendments, aZEITIons or replacements thereof, or any such permit obtained by Declarant
and relating to property annexed .into the Subdivision by Declarant as provided herein (the
"Permit"). The State of North Carolina is made a beneficiary of the covenants set forth in this
Paragraph 14 to the extent necessary to maintain compliance with the Permit. The covenants set
forth in this Paragraph (14) pertaining to stormwater may not be altered or rescinded without the
express written consent of the State of North Carolina, Division of Water Quality. Alteration of
the drainage as shown on the approved stormwater plan for the Subdivision may not take place
without the concurrence of the State.
(15) In the event the Owner of a Lot shall damage or through negligent failure
to act allow damage to occur to any drainage or utility easement or Stormwater Management
Facilities located in the Subdivision, the Owner of said Lot shall be responsible and liable for the
repair or replacement of said drainage or utility easement or the Stormwater Management
Facilities as provided in these Restrictions. From and after the time the Permit is transferred to
the Corporation, Declarant shall have no responsibility for maintaining any drainage easements
or Stormwater Management Facilities in the Subdivision except drainage easements or
Stormwater Management Facilities located on Lots owned by Declarant. Within the drainage
and utility easements set forth in these Restrictions or shown on the Maps, no structure, fencing,
planting or other material shall be placed or permitted to remain which may damage or interfere
with the installation or maintenance of utilities or which may change the direction or flow of
drainage channels in the easements or violate the provisions of the Permit.
(16) It shall be the obligation of the Owner of any Lot in the Subdivision to
provide, install and maintain an adequate culvert or drain pipe beneath any driveway located on
said Lot as said driveway crosses the ditch or swale line at the front of the Lot in order that the
natural flow of drainage will not be at any time blocked along the street. The culvert or drainage
pipe must be of sufficient size to accommodate the flow of surface water in the ditch line. In no
18

8Y,2123G112
instance shall said drainage pipe be less than 15 inches in diameter. This pipe shall be installed
prior to the constnuction of any dwelling on a Lot. The foregoing provisions of this Paragraph 16
notwithstanding, all such culverts or drain pipes shall comply with the Permit.
(17) Motor vehicles without current and valid licenses and inspections shall not
be permitted to remain on any Lot or any Streets within the Subdivision. Motor vehicles utilized
for commercial purposes shall not be permitted upon any Lot or upon the Streets within the
Subdivision except during the construction of residential dwellings upon the Lots and for the
delivery of goods and services to the residential dwellings located upon the Lots.
(18) No signs of any type or description shall be placed on or displayed on a
Lot or the improvements thereon except signs advertising the property as being for sale, which
signs shall not exceed six (6) square feet in size -
on
Special Declarant Rights
In addition to rights elsewhere reserved by Declarant in this Declaration, the Articles and the
Bylaws, Declarant hereby reserves those Special Declarant Rights as defined in the Act together
with the following:
(1) Declarant reserves the right to subject the Lots to a contract with any
public utility or municipality for electricity and lighting to the Lots, including the installation of
underground electric cables, which contract may require an initial payment and/or continuing
monthly payments to such public utility or municipality by the Owner of each Lot. Such
expense, including both initial and continuing monthly payments, shall be an individual cost to
be borne by each individual .Lot Owner and is not a Common Expense paid through assessments.
(2) Declarant hereby retains and reserves for itself, together with the right to
grant similar easements to other Persons, perpetual non-exclusive general access and utility
easements over, upon and under the streets, roads, utility lines, and drainage and utility
easements existing in the Subdivision and/or shown on the Maps. Such easements are
non-exclusive and are for the purpose of providing utilities and access to property in the
Subdivision area. Said easements shall run to the benefit of all parties and property to whom
Declarant grants similar easements. Reference to access easements throughout this Declaration
shall be interpreted to include perpetual non exclusive general access and utility easements for
ingress, egress, regress, access and the maintenance and installation of utilities.
(3) Declarant retains and reserves a perpetual easement over and under the
streets in -the Subdivision for the purpose of installing, maintaining, and repairing power lines,
light poles, light fixtures and other apparatus necessary for a street light system for the
Subdivision.
(4) Declarant retains and reserves for itself, together with the right to grant a
similar easement to any other Person, a perpetual easement over and under the streets in the
19

RECEIVED
FEE 16 2015
DW@

THE NEIGHBORHOODS OF HOLLY RIDGE:
PHASE I
ONSLOW COUNTY,
NORTH CAROLINA
SUPPLEMENTAL CALCULATIONS FOR
BIORETENTION AREA ##1
February 14, 2005
RECEIVE
PROD #
FEB 16 2005
CAVANAU 13 H
Soiutions through integrity and partnership
We provide superior client service and environmentally sound
designs through integrity, communication and partnership.
Consulting Engineers Land Surveyors -Danbury
Environmental Professionals Design Professionals
130 N. Front Street, Suite 202, Wilmington, North Carolina 28401, Phone [phone], Fax [phone]

Request for Additional Information Updates
Stormwater Project No. SW8 990312
Neighborhoods of Holly Ridge
Onslow County
Stormwater Review Question 2 Basis of Design Narrative
The following calculations were used determining the hydraulic characteristics of
each bioretention area. All calculation data is respective to bioretention area 1.
The drainage basin for each bioretention area was broken up into its type of
surface, total area, its corresponding "C" value, and "C" x Area (weighted Area).
The main types were roadway (C=0.90), Sidewalk (C=0.90), Lot Impervious
(C=0.90), and Grass (C=0.25). This was modeled from page 39 of the
Stormwater Best Management Practices, April 1999 Edition.
Bioretention Area 1
Development
Area
C
C x Area
[name]
[sq ft]
[factor]
[sq ft]
Roadway
8,816
0.90
7,934
Lot Impervious
30,800
0.90
27,720
Grass
15,161
0.25
3,790
Totals
54,777
---
39,445
The bioretention areas were designed to use a sand bed so the formula on page
39 indicates that the minimum bioretention area size is 5% of the sum of C x
Area for each bioretention area: BA = 0.05 * E(C x A)
For bioretention area 1, the minimum area is:
BA Minimum Area = ( 0.05 ) * ( 39,445sf ) = 1,972 square feet
The area designed in bioretention area 1 is 4,380 square feet which gives a
design factor of 2.20 ( 4,380sf / 1,972sf ).
The minimum design volume for each bioretention area was calculated from the
Scheuler Simple method. It states that the volume to retain is a product of the
design rainfall (P), the drainage area (Ad), and the runoff coefficient (Rv). Rv is
the summation of 0.009 times the percent impervious ( I ) and 0.05.
Rv = 0.05 + 0.009 * (1)
I = 100 * (8,816 + 30,800) / 54,777 = 72.3% Impervious
Rv=0.05+0.009*(72.3%) =0.701

V=(P)*(Rv)*(Ad)
V = (1.50in ) * ( 0.701 ) * ( 54,777sf) * ( 1 ft / 12in) = 4,799cf
The volume designed in this bioretention area was determined from the
trapezoidal method of contour volumes. The contours areas for the bottom
elevation and the 1' volume were 4,380sf and 5,219sf respectively. This gave a
volume within that 1' contour to be:
Volume in 1 foot = ( 1ft ) * (4,380sf + 5,219sf ) / 2 = 4,800cf
The volume designed in bioretention area 1 is 4,800cf, which gives a design
factor of 1.00 ( 4,800cf / 4,799cf )-.
In addition to the design volume described above, one foot of free board was
added to bioretention area 1.
The ponding elevation of the first 1.50 inches of rainfall was determined from a
simple mass balance in the bioretention area. It was assumed that the
bioretention area is to experience an instantaneous volume of 4,799 cubic feet of
stormwater. The losses to the system are infiltration in the root zone, infiltration
in the sand filter, and evapotranspiration from the flora. Evapotranspiration data
was gathered from page 43 of the Stormwater Best Management Practices
Manual.
The depth was algebraically determined assuming a linear average volume
increment for the first foot of storage in the bioretention area. For bioretention
area 1, 1he volume flow, 4,799cf, corresponds to a depth of 1.0ft, the maximum
allowable depth as per DENR, DWQ, Wilmington Regional Office.
Infiltration rates of 2.41 in/hr and 8.27in/hr (pg 43 BMP Manual) were used for
the root zone and sand filter respectively. The volume per hour infiltration rate
was determined from the product of the area of each zone multiplied by the
infiltration rate. This gave loss rates of 68.9cf/hr for the sand filter and 880cf/hr
for the root zone. Evapotranspiration rates from April to October for Alfalfa, the
reference crop, were obtained from page 43 of the BMP Manual. The manual
indicated that bioretention area flora will have evapotranspiration rates that are
85% of the rate for Alfalfa. The lowest evapotranspiration rate (October,
2.24in/mo) was used for the design of the bioretention areas. The
evapotranspiration rates were then converted to volume rates by multiplying the
evapotranspiration rate by the surface area of the bioretention area root zone.
This calculated vale for bioretention area 1 was determined to be 1.10cf/hr.
Additions = 4,799cf
Losses = 68.9cf + 880cf + 1.10cf = 950cf
Volume after 1 hour = 4,799 - 950cf = 3,849cf

The depth associated with a volume of 3,849cf was determined in the same
manner that the initial depth was determined. This gave the depth in the
bioretention area after 1 hour.
The process was continued until the volume in the bioretention area = 0, in
which the total drawdown time was determined to be 6 hours.

Request for Additional information Updates
Stormwater Project No. SW8 990312 RECEIVED
Neighborhoods of Holly Ridge
Onslow County FEB 1 6 2005
Dear Linda Lewis: IIY' =MMMW
Cavanaugh and Associates, P.A. receiveda. RFI from the DENR-DWQ
Wilmington Regional Office pertaining to the Neighborhoods of Holly Ridge
Stormwater Application. Cavanaugh has reviewed the RFI and has addressed
each item. DWQ's comments are repeated in bold, and the responses and
corrections are italicized.
1) The drainage area has been left off the. supplement table. Please
report the drainage area for each basin on the supplemental
drainage area sheet. -
An extra row titled "Total Basin Area" has been added under. the row
"Existing impervious Area " indicating the drainage basin for each
bioretention area.
2) The volume provided in each basin does not come close to the
minimum required. Please proved sufficient storage volume in
each basin.
Please see the attached basin of design for bioretention area 1 as a
model for how the bioretention areas were designed. Revisions to
relevant basins were made, as necessary and are reflected in the
enclosed revised plan sheets and calculations.
3) Please provide a copy of the proposed deed restriction to include
all required condition and limitations.
Since all the lots are similar, sample Proposed deed, including
restrictions per stormwater management, has been included.
4) What is the maximum pond depth in Basin 4? The calculations use
.93, the table reports .97 and the plan details use 1.0. The
maximum pond depth should be the difference between the
bottom of the basin and the top of the bypass weir.
The maximum pond depth for Basin 4 is 0.93. The plan set and the
table have been corrected to reflect this maximum pond depth. Basins
1-3 have also been checked to verify consistent maximum pond
depths.
5) Please add the street address of the project or the street name to
Section 1.5 of the application..

The address for The Neighborhoods of Holly Ridge is:
1023 East Ocean Road
Holly Ridge, NC 2844.5
This information has been added to a revised permit application form.
6) What is your title within Neighborhoods of Holy Ridge, LLC?
Please provide documentation to support.
Documentation verifying Scott Cook's title within the Neighborhoods of
Holly Ridge, LLC has been enclosed.
7) Please label the radii of the bottom contour for each basin on the
detail sheet for that basin.
The radii for each bioretention area have been specified in the plan
view for each bioretention area detail sheet and detail number.
8) Please label the 3:1 or flatter side slope for each basin on the
detail sheet for that basin.
The side slopes of 3:1 (Horizontal to Vertical) have been labeled on
each bioretention area detail sheet. The slope requirement is listed
either in profile view or the plan view, which ever is'applicable.
9) Please delineate the drainage area for each basin.
The drainage basins for each bioretention area have been listed on the
corresponding Vicinity Map for each bioretention area detail sheet. This
information can.also be found on the Erosion and Sedimentation
Control Plan, sheet 3 of 18.
10) Are the rock weir bypass structures impervious? If not, please
replace the rock with a material that does not allow any water to
seep through below the weir elevation.
The rock weir bypasses have been specified to be constructed of clay
compacted to 95% Standard Proctor Maximum Dry Density.
Thank you,
Edward 'Ted' Burke, E.I.

Rti
RECEIVED
FEB 16. 2005
DWQ
PROJ #
ADDENDUM NO. 1
To the Contract Documents
For
The Neighborhoods of Holly Ridge Project
February 2, 2005
This addendum modifies the original Contract Documents. Please staple this
document on the inside cover of your copy of the Contract Documents.
The following modifications have been made to the Contract Documents:
1. Addition to -the Table -of Contents on page TS-1:
Section 18: Storm Drainage Systems .................................... TS-79
2. Addition to the Contract Documents on pages TS-79 — 84:
Section 18: Storm Drainage Systems

TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
-
Table of Contents ..................... .....................
...........................
TS-1
Section 1:
General Project Description........................................................
TS-2
Section 2:
Water Distribution Materials and Installation .................................
TS-3
Section 3:
Water Service Connections and Meters ........................................
TS-8
Section 4:
Water Pipeline Pressure, Leak Testing, and Disinfection .................
TS-10
Section 5:
Miscellaneous Valves.................................................................
TS-13
Section 6:
Gravity and Force Main Sewer: Materials ............................. :........
TS-17
Section 7:
Gravity and Force Main Sewer: Installation and Testing ..................
TS-19
Section 8:
Gravity Service Lines, Laterals, and Sewer Wyes ...........................
TS-23
Section 9:
Pump Station.............................................................................
TS-24
Section 10:
Electrical Systems......................................................................
TS-29
Section11: Earthwork................................................................................. TS-30
Section 12: Erosion and Sediment Control......................................................
Section 13: Seeding and Turfing...................................................................
Section 14: Cast -In -Place Concrete...............................................................
Section 15: Grading, Excavation, Preparation, Shaping Roadbed .....................
Section 16: Bituminous Concrete (Asphaltic) Paving ......................................
Section 17: Bioretention Areas.....................................................................
Section 18: Storm Drainage Systems ........................
TS-34
TS-41
TS=45
TS-57
TS-59
TS-68
TC-79

SECTION 18
STORM DRAINAGE SYSTEMS
PART 1 - GENERAL
1.01 RELATED DOCUMENTS
A. The Drawings and provisions of the General Conditions, Supplementary
Conditions, and the Sections included under Division 1, General Requirements,
are included as a part of this Section as though bound herein.
1.02 DESCRIPTION OF WORK
A. Extent of storm drainage systems work is indicated on drawings and
schedules, and by requirements of this section. The work of this Section covers
providing all pipe, appurtenances and incidentals required to complete the
storm drain sewer construction as shown on the drawings and as described in`
these specifications. All material shall be of the best commercial quality for the
purpose specified and shall be free from defects that might impair the strength
and durability. Also, all materials shall be designed, constructed, and installed
in accordance with the best practices and methods and shall comply with
these specifications as applicable. Prior to the release of any pipe, the
Contractor shall submit and receive the Engineer's approval of shop drawings
and/or manufacturer's material certification of compliance wit the
specifications.
B. Refer section "Earthwork" for excavation and back -fill required for storm
drainage systems; not work of this section.
C. Refer to sections for concrete work required for storm drainage systems; not
work of this section.
D. Refer to section "Storm Water Systems" for interior building systems including
conductors, horizontal branches, and connections to roof and deck drains; not
work.of this section.
1.03 QUALITY ASSURANCE
A. Manufacturer's Qualifications: Firms regularly engaged in manufacture of
storm drainage system's products of types, materials, and sizes required,
whose products have been in satisfactory use in similar service for not less
than 5 years.
B. Installer's Qualifications: Firm with at least 3 years of successful installation
experience on projects with storm drainage work similar to that required for
project. -
C. Codes and Standards:
The -Neighborhoods of Holly Ridge Technical Specifications TS-79
Phase 1 Construction

1. Plumbing Code Compliance: Comply with applicable portions of National
Standard Plumbing Code pertaining to selection and installation of storm
drainage system's materials and products.
2. Environmental Compliance: Comply with applicable portions of- local
Environmental Agency regulations pertaining to storm drainage systems.
1.04 SUBMITTALS
A. Product Data: Submit manufacturer's technical product data and installation
instructions for storm drainage system materials and products.
B. Shop Drawings: Submit shop drawings for storm drainage systems, showing
piping materials, size, locations, and inverts. Include details of underground
structures, connections, and manholes. Show interface and spatial
relationship between piping and proximate structures.
C. Record .Drawings: At project close-out, submit record drawings of installed
storm drainage piping and products, in accordance with requirements of
Division 1.
D. Maintenance Data: Submit maintenance data and parts "lists for storm
drainage system materials and products. Include this data, product data, shop
drawings, and record drawings in maintenance manual; in accordance with
requirements of Division 1.
PART 2 - PRODUCTS
2.01 IDENTIFICATION
A. Underground -Type Plastic Line Markers: Manufacturer's standard permanent,
bright -colored, continuous -printed plastic tape, intended for direct -burial
service; not less than 6" wide x 4 mils thick. -Provide green tape with black
printing reading "CAUTION LINE BURIED BELOW".
2.02 PIPES AND PIPE FITTINGS
A. General: Provide pipes of one of the following materials, of weight/class
indicated. Provide pipe fittings and accessories of same material and
weight/class as pipes, with joining method as indicated.
B. _Reinforced Concrete Pipe: ASTM C 76, Class II unless otherwise indicated.
C. Fittings: Reinforced concrete, same strength as adjoining pipe, tongue -and -
groove gasketed joints complying with ASTM C 443.
D. Polyvinyl Chloride (PVC) Sewer Pipe: ASTM D 3033, Type PSP, SDR 35; or
ASTM.D 3034, Type PSM, SDR 35.
E. Fittings: PVC, ASTM D 3033 or D 3034, solvent cement joints complying with
ASTM • D 2855 using solvent cement complying with ASTM D 2654; or
The Neighborhoods of Holly Ridge Technical Specifications TS-80
Phase 1 Construction

elastomeric joints complying with ASTM D 3212 using elastomeric seals
complying with ASTM F 477.
High Density Polyethylene (HDPE) Pipe: ASTM D 3350, DR32.5
Fittings: High Density Polyethylene (HDPE) Fittings, complying with ASTM D
3350-02
Perforated High Density Polyethylene (HDPE) Pipe: CPP-ASTM-F-405-"C"
Fittings: High Density Polyethylene- (HDPE) Fittings, complying with ASTM D
3350-02
2.03 STORM SEWER MANHOLES
General: Provide pre -cast reinforced concrete storm sewer manholes as
indicated, complying with ASTM C 478.
Top: Pre -cast concrete, of concentric cone, eccentric cone, or flat slab top
type, as indicated.
Base: Pre -cast concrete, with base riser section and separate base slab, or
base riser section with integral floor, as indicated.
Steps: Ductile -iron or.aluminum, integrally cast into manhole sidewalls.
Frame and Cover: Ductile -iron, 26" diameter cover, heavy-duty, indented top
design, with lettering cast into top reading "STORM SEWER".
Pipe Connections: Resilient, complying with ASTM C 923.
2.04 CATCH BASINS
General: Provide pre -cast reinforced concrete catch basins as indicated.
Frame and Grate: See Drawings.
Pipe Connectors: Resilient, complying with ASTM C 923.
2.05 OUTFALL HEADWALLS
General: Construct of cast -in -place concrete as indicated, with reinforced
headwall, apron, and tapered sides. Provide rip -rap as indicated to prevent
washout of outfall discharge.
The Neighborhoods of Holly Ridge Technical Specifications Ts-81
Phase 1 Construction

PART 3 - EXECUTION
3.01 INSTALLATION OF IDENTIFICATION
General: During back-filling/top-soiling of storm drainage systems, install
continuous underground -type plastic line marker, located directly over buried
line at 6" to 8" below finished grade.
3.02 INSTALLATION OF PIPE AND PIPE FITTINGS
General: Install piping in accordance with governing authorities having
jurisdiction, except where more stringent requirements are indicated.
Inspect piping before installation to detect apparent defects. Mark defective
materials with white paint and promptly remove from site.
Lay piping beginning at low point of system, true to grades and alignment
indicated, with unbroken continuity of invert.
Place bell ends or groove ends of piping facing upstream.
Install gaskets in accordance with manufacturer's recommendations for use of
lubricants, cements, and other special installation requirements.
Concrete Pipe: Install in accordance with applicable provisions of ACPA
"Concrete Pipe Installation Manual".
Copper Tube: Install in accordance with applicable provisions of CDA "Copper
Tube Handbook".
Plastic Pipe: Install in accordance with manufacturer's installation
recommendations, and in accordance with ASTM D 2321.
Cleaning Piping: Clean interior of piping of dirt and other superfluous material
as work progresses. Maintain swab or drag in' line and pull past each joint as it
is completed.
In large accessible piping, brushes and brooms may be used for cleaning.
Place plugs in ends of uncompleted conduit at end of day or whenever work -
stops.
Flush lines between manholes if required to remove collected debris.
Joint Adapters: Make joints between different types of pipe with standard
manufactured adapters and fittings intended for that purpose.
Closing Abandoned Utilities: Close open ends of abandoned underground
utilities which are indicated to remain in place. Provide sufficiently strong
closures to withstand hydro -static or earth pressure which may result after
ends of abandoned utilities have been closed.
The Neighborhoods of Holly Ridge Technical Specifications Ts-82
Phase 1 Construction

O. Close open ends of concrete or masonry utilities with not less than 8" thick
brick masonry bulkheads.
P. Close open ends of piping with threaded metal caps, plastic plugs, or other
acceptable methods suitable for size and type of material's being closed.
Wood plugs are not acceptable.
Q.'- Interior Inspection: Inspect piping to determine whether line displacement or
other damage has occurred.
1. Make inspections after lines between manholes, or manhole locations,
have been installed and approximately 2' of back -fill is in place, and again
at completion of project.
2. If inspection indicated poor alignment, debris, displaced pipe, infiltration or
other defects, correct such defects, and re -inspect.
3.03 PRECAST CONCRETE MANHOLES
A. General: Place precast concrete sections as indicated. Where manholes
occur in pavements, set tops of frames and covers flush with finish surface.
Elsewhere, set tops 3" above finish surface, unless otherwise indicated.
B. Install in accordance with ASTM C 891.
C. Provide. rubber joints gasket complying with ASTM C 443 at joints of sections.
D. Apply bituminous mastic coating at joints of sections.
3.04 CATCH BASINS
A. General: Construct catch basins to sizes and shapes indicated.
B. Set frames and grates to elevations indicated.
3.05 OUTFALL HEADWALLS
A. General: Construct of concrete which will attain 28-day compressive strength
of not less than 3000 psi.
3.06 TAP CONNECTIONS
A. Make connections to existing piping and underground structures, so that
finished work will conform as nearly as practicable to requirements specified
for new work.
B. Use commercially manufactured wyes for branch connections. Field cutting
into piping Will not be permitted. Spring wyes into existing line and encase
entire wye, plus 6" overlap, with notless than 6" of 3000 psi 28-day
compressive strength concrete.
The Neighborhoods of Holly Ridge Technical Specifications Ts-83
Phase 1 Construction

1. Branch connections made from side into existing 4" to 21" piping shall
have wye sprung into existing line, and entire wye encased with not less
than 6" of 3000 psi 28-day compressive strength concrete.
2. For branch connections from side into existing 24" or larger piping, or.to
underground structures, cut opening into unit sufficiently large to allow 3"
of concrete to be packed around entering connections. Cut ends of
connection passing through pipe or structure wall to conform to shape of
and be flush with inside wall, unless otherwise indicated. On outside of
pipe or structure wall, encase entering connection in 6" of concrete for
minimum length of 12" to provide additional support or collar from
connection to undisturbed ground.
0. Provide concrete which will attain minimum 28-day compressive strength
of 3000 psi, unless otherwise indicated.
0. Use epoxy bonding compound as interface between new and existing
concrete and piping materials.
0. Take care while making tap connections to prevent concrete or debris
from entering existing piping .or structure. Remove debris, concrete, or
other extraneous material which may accumulate.
3.07 BACKFILLING
K. General: Conduct back -fill operations of open -cut trenches closely following
laying, jointing, and bedding of pipe, and after initial inspection and testing are
completed.
K. To minimize local area traffic interruptions, allow no more than 100' between
pipe laying and point of complete back -filling;
3.08 FIELD QUALITY CONTROL
A. Testing: Perform testing of completed piping in accordance with local
authorities having jurisdiction.
The Neighborhoods of Holly Ridge Technical Specifications Ts-84
Phase 1 Construction

Re: Neighborhoods of Holly Ridge
Subject: Re: Neighborhoods of Holly Ridge
From: Linda Lewis <[e-mail]>
Date: Wed, 09 Feb 2005 16:25:00 -0500
To: Edward Burke <[e-mail]>
Ted:
Attached are the statements that need to be included in the
Declaration of Covenants and Restrictions. I want to see those
statements incorporated into the Declaration document in legal
format (i.e., prepared by an attorney), and then I need you to send
me a copy of the entire set of proposed restrictive covenants for
the subdivision. If you want to add them to each deed as a lot is
sold, and mail me a copy of each deed with those statements, that's
OK, too, but I need to see a copy of what you are proposing to
include and how/when in the process you plan to record.
The statements I faxed to you are for the Declaration of Covenants
and Restrictions which apply to all lots in the subdivision. These
statements must be recorded prior to the sale of the lots. You are
correct that they only need two bits of information, the permit
number and the proposed BUA per lot.
Linda
Edward Burke wrote:
Linda,
Thank you for the document. We are already at work toi
provide you with
the revised information. I would like further
clarification however on
Item #3. Item #3 asks "Please provide a copy of the
proposed deed
restrict- ions to include all required ; conditions
d11d
limitations.ii
I would like clarification
A) are you requesting the
(inclusive of SWM
restrictions), or are you
restrictions themselves?
on two points:
proposed deed, in whole
asking for just the
B) Can you please verify that the document you emaile
to me ( and I have
re -attached to eliminate
whole, the information
that DWQ requires in the
that, from what I
confusion) contains, in
proposed deeds? Please note
1 of 2/10/2005 8:57 AM

Re: Neighborhoods of Holly Ridge
can see, the attached document requires only two bits
of information to
be supplied. First is the SWM Permit # (which we are
in the process of
obtaining and thus can not provide on a proposed
deed). Second is the
square footage of impervious area (which will be 2,800
sq. ft . for all
lots on our project).
Also Linda, I noticed on your letter that "The
Division is allowed 90
days from the receipt of a completed application to
issue the permit."
I thought that the Express Permit Program allowed 30
days for review.
Can you please verify the timeframe?
Linda, I want to thank you for your attention to this
project and the
promptness with which you have replied to our
correspondence.
Thank you,
Ted
Edward 'Ted' Burke, E.I.
Cavanaugh & Associates
130 North Front Street, Suite 202
Wilmington, NC 28401
910.392.4462 ext. 231
910.392.4612 (fax)
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Wednesday, February 09, 2005 2:37 PM
To: Edward Burke
Subject: Re: Neighborhoods of Holly Ridge
2 of 2/10/2005 8:57 AM

Re: Neighborhoods of Holly Ridge
Ted:
I have attached the complete document.
Linda
Edward Burke wrote:
Linda -
I received your request for additional information.
I anticipate turning revised plans back to you by
this Friday. I do have a question
though. The fax that came through had two pages.
The first page listed
comments numbered 7 through 10. Did I receive all
of your comments? Am
I missing comments 1 through 6? Please advise.
Thank you,
Ted
Edward 'Ted' Burke, E.I.
Cavanaugh & Associates
130 North Front Street, Suite 202
Wilmington, NC 28401
2/10/2005 8:57 AM

Re: Neighborhoods of Holly Ridge
910.392.4462 ext. 231
910.392.4612 (fax)
.... ........................ .. .. ................ ............................ ......... .. .... .................. .. .. .. .. .. ...... .. ............... .......... ....................................................................... ..... ................ . ... ... .......... ..........................
Content -Type: application/msword
Content-Type:
DEEDREST-HDSD.doe;
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ontent-Encoding: base64
................................... ----------- ----- - ..................................... . ..... . . . ............ . . .. .. .. . . . . . . ..
4 of 4 2/10/2005 8:57 AM

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross Jr., Secretary
FAX COVER SHEET
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REMARKs: Azld chbn z( il?&r m zh'e, re
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer

Pi -
I
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
February 8, 2005
Mr. Scott Cook
Neighborhoods of Holly Ridge, LLC
429 Long Leaf Drive
Hampstead, NC 28443
Subject: Request for Additional Information
Stormwater Project No. SW8 990312
Neighborhoods of Holly Ridge
Onslow County
Dear Mr. Cook:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Neighborhoods of Holly Ridge on February 1, 2005, with a scheduled Express review date of
February 8, 2005. A preliminary review of that information has determined that the application
is not complete. The following information is needed to continue the stormwater review:
The drainage area has been left off the supplement table. Please report the drainage
area for each basin on the supplemental drainage area sheet.
2. The volume provided in each basin does not come close to the minimum required.
Please provide sufficient storage volume in each basin.
3: Please provide a copy of the proposed deed restrictions to include all required
conditions and limitations.
4. What is the maximum pond depth in Basin 4? The calculations use .93, the table
reports .97 and the plan details use 1.0. The maximum pond depth should be the
difference between the bottom of the basin and the top of the bypass weir.
5. Please add the street address of the project or the street name to Section 1.5 of the
application.
6. What is your title within Neighborhoods of Holly Ridge, LLC? Please provide
documentation to support.
7. Please label the radii of the bottom contour for each basin on the detail sheet for that
basin.
8. Please label the 3:1 or flatter side slope for each basin on the detail sheet for that
basin.
9. Please delineate the drainage area for each basin.
10. Are the rock weir bypass structures impervious? If not, please replace the rock with a
material that does not allow any water to seep through below the weir elevation.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us
N�orthCarolNaturdl/ina
An Equal Opportunity/Affirmative Action Employer— 50% Recycled110% Post Consumer Paper oAhCarol n

P. 1
COMMUNICATION RESULT REPORT (''FEB'. B.2005 4:36PM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
--------------------- -------------------------- -------------------------------------------------
936 MEMORY TX 9-3924612 OK P. 2/2
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
p \Nr
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reDruM B, 2005
Mr, Scott Cook
Neighborhoods of Holly Ridge, LLC
429 Long Leaf Drive
Hempstead, NC 25443
State of
Department of Enviro
Wilmin2to
Michael F. Easley, Governor
FAX
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Date: 0 — & 05
To: Teel. ,,r
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Michael F. Easley, Governor
tary
ina De artment of Environment and Natural Resources
Alan W. KAmek, P,E. Director
Division of Water Quality
u i
Resources
G. Ross Jr., Secretary
r gg03/7-
s 4e-
Y1 A. ti'P II 17/'7+-4 1-1 X r 1 on

THE NEIGHBORHOODS OF HOLLY RIDGE:
PHASE I
ONSLOW COUNTY,
NORTH CAROLINA
STORMWATER MANAGEMENT
HIGH DENSITY
PERMIT APPLICATION
ECEIVED
FEB 16 2005
DWQ
# SW SOSC7213
Fel
0.14
Soiutions through integrity and partnership
We provide superior client service and environmentally sound
designs through integrity, communication and partnership:
Consulting Engineers Land Surveyors -Danbury
Environmental Professionals Design Professionals
130 N. Front Street, Suite 202, Wilmington, North Carolina 26401, Phone [phone], Fax [phone]

Narrative
Site Description
The site, located in the Town of Holly Ridge approximately 1.4 miles south
along NC Highway 50 from the intersection of US Highway 17 and NC Highway
50, will serve as the location for the Neighborhoods of Holly Ridge development.
Phase I of this development is a 12.2-acre parcel of undeveloped land.
The topography of the land in Phase I can be generally described as having a
crown in the middle, with either side draining to the north and south ends of the
property respectively, thus creating two natural drainage basins. This middle
crown has an approximate elevation of 30.0-ft MSL. Currently, the runoff to the
south of this crown drains to the south end of the property (approximate
elevation of 27.0-ft MSL) which is bordered by a natural wetland area. All
wetlands on site have been delineated and were reviewed by the USACE on
September 28th, 2004. The runoff to the north of this crown drains to the north
end of the property (approximate elevation of 27.0-ft MSL) which is bordered by
an unnamed tributary of County -Line Branch. County -Line Branch has a water
classification of SA:HQ waters. The site however, is located less than a'/2 mile
from these waters. *
. Currently, there have been no onsite improvements. Therefore the relative
impervious area is zero percent.
*see attached location map
Project Description
This Stormwater Management Plan accounts for Phase One of the proposed
development of the site. The proposed development, consisting primarily of two
asphalt roadways, sidewalk, and 48 houses and driveways, would increase the
impervious area from 0% to approximately 37%.* Lots will be deeded with
restrictive covenants for 2,800 sq.ft. per lot.
Stormwater runoff generated by the proposed development will be treated
utilizing four (4) bioretention areas. To effectively handle this quantity of runoff,
we divided the site into 4 separate drainage areas. Stormwater will be collected
via sheet flow from each respective drainage area into curbing and, from curb
inlets, conveyed through HDPE DR32.5 (51 psi) pipe to the appropriate
bioretention area.
* TOTAL IMPERIVOUS AREAS
Asphalt Roadway: 1.23 acres
Sidewalk: 0.17 acres
Houses, driveways: 3.10 acres (2,800 sq.ft. per lot)
Calculation
1.23 +0.17+3.10=4.5 acres
4.5 acres (impervious)/12.5 (total) = 0.37 -i 37%
The Neighborhoods of Holly Ridge: Phase l
Stormwater Management High Density Permit Application

r
Stormwater Management Plan
Collection
The lots will be graded in such a manner that the new impervious areas will
drain towards the street. The stormwater to be treated will be collected via sheet
flow into curb along each side of the roadway surface. This water will be
collected through 11 curb inlets and one curb cut.
Conveyance
Stormwater from the impervious areas will be conveyed to the respective
bioretention areas through 1,470 linear feet of HDPE DR32.5 (51 psi) pipe. The
diameter and lengths of pipe are listed as follows:
14" : 636 LF
18" : 300 LF
24" : 370 LF
30" : 164 LF
Treatment
Since our project site is located in a coastal county, and lies within one half
mile of SA:HQ waters, the method of treatment must utilize infiltration. After
discussions with North Carolina Department of Environment and Natural
Resources, Division of Water Quality's staff, it was determined the best option for
stormwater treatment for this project is bioretention areas.
Bioretention Areas
For Phase I 'of this project, four (4) Bioretention Areas were designed in
accordance with NCDENR's Stormwater Management Best Management
Practices manual, to treat the project drainage areas' runoff. The manual
requires the treatment of the volume of water generated by the "first flush" of a
10-year storm event. This volume is calculated by multiplying the net impervious
surface area times a depth of 1.5". Phase One's impervious areas include the
roadway, grass, side walks, and all impervious area on each lot. Restrictive
covenants set forth by the developer set each lot's net impervious area at a
maximum of 2,800 sq.ft..* This area is to include the house, driveway, and any
other impervious surfaces on each lot.
*see attached restrictive covenants
Upon collection and conveyance of this runoff, the stormwater is directed across
a rip -rap apron, followed by a sand filter strip, and finally discharged into a root
zone area. Each of these components was sized according to the respective
volume of water they will encounter. Also, as required by DENR regulations,
each system was designed to function as an "off line system". This means that
The Neighborhoods of Holly Ridge: Phase 1
Stormwater Management High Density Permit Application

all stormwater up to the 1.5" storm event is collected and treated in the
bioretention area, however for greater volumes an elevation controlled bypass
allows additional water to be carried away with out overflowing the system.
In order to model the properties of a terrestrial forest community ecosystem,
each area was designed to incorporate approved plants according to a planting
schedule laid out in DENR BMP. The plant species were selected based on their
ability to tolerate urban stresses such as pollutants, variable soil moisture and
ponding fluctuations. Plant placement was made in such a manner to appear
natural. Plants were not placed in the immediate areas where water flow will be
entering. Also, trees were planted primarily on the perimeter of the bioretention
area to maximize shading. The following list describes more specific sizing
details and elevations for each Bioretention Area.
Bioretention Area # 1:
Located at the south end of the project, this area was designed to treat runoff
from Drainage Basin #1 (54,777 sq.ft.). In accordance with the BMP manual,
this bioretention area was sized to treat and store the first 1.5" of runoff. Utilizing
the Scheuler Method, this equates to a treatment volume of 4,799 c.f. of
stormwater. Soil borings taken in the vicinity of this location determined the
water table elevation to be approximately 23.00' MSL. From this elevation, the
bottom of the bioretention area was set at an elevation of 25.00' MSL and the
maximum ponding elevation at 26.00' MSL. This area was designed with a
planting schedule that includes 72 shrubs and 29 trees.
Bioretention Area # 2:
Also located at the south end of the project and on the west side of Belvedere
Drive, this area was designed to treat runoff from Drainage Basin #2 (24,191
sq.ft.). In accordance with the BMP manual, this bioretention area was sized to
treat and store the first 1.5" of runoff. Utilizing the Scheuler Method, this equates
to a treatment volume of 2,334 c.f. of stormwater. Soil borings taken in the
vicinity of this location determined the water table elevation to be approximately
24.00' MSL. From this elevation, the bottom of the bioretention area was set at
an elevation of 26.00' MSL and the maximum ponding elevation at 26.83' MSL.
This area was designed with a planting schedule that includes 40 shrubs and 15
trees.
Bioretention Area # 3:
Located approximately halfway down Belvedere Drive, on the west side, this
area was designed to treat runoff from Drainage Basin #3 (17,144 sq.ft.). In
accordance with the BMP manual, this bioretention area was sized to treat and
store the first 1.5" of runoff. Utilizing the Scheuler Method, this equates to a
treatment volume of 1,508 c.f. of stormwater. Soil borings taken in the vicinity of
The Neighborhoods of Holly Ridge: Phase I
Stormwater Management High Density Permit Application

this location determined the water table elevation to be approximately 25.00'
MSL. From this elevation, the bottom of the bioretention area was set at an
elevation of 27.00' MSL and the maximum ponding elevation at 27.91' MSL.
This area was designed with a planting schedule that includes 17 shrubs and 7
trees.
Bioretention Area # 4:
Located adjacent to Azalea Drive, at the north end of the project, this area was
designed to treat runoff from Drainage Basin #4 (205,710 sq.ft.). In accordance
with the BMP manual, this bioretention area was sized to treat and store the first
1.5" of runoff. Utilizing the Scheuler Method, this equates to a treatment volume
of 15,538 c.f. of stormwater. Soil .borings taken in the vicinity of this location
determined the water table elevation to be approximately 20.00' MSL. From this
elevation, the bottom of the bioretention area was set at an elevation of 22.00'
MSL and the maximum ponding elevation at 23.00' MSL. This area was
designed with a planting schedule that includes 240 shrubs and 96 trees.
This site posed some interesting challenges in regard to water table depths.
The BMP design criteria for Bioretention areas require that there be two feet of
separation from the bottom of the system and the existing water table.
Independent soils testing revealed that the true water table depths in the vicinity
of the proposed bioretention areas for the site were between 42"-54". (see
attached soils data). Mr. Vincent Lewis of NCDENR visited the site to perform
hand auger bores to estimate what he believed to be the water table depths.(see
attached DENR site sketch) Mr. Lewis determined the water table depths to
range from 40"-43" with the exception of the location for Bioretention area #4,
located at the north end of the project. Saturated soils were being encountered
at 24" below grade therefore that is where Mr. Lewis designated the water table
as being. He further explained, however,. that this was due to a perching effect
and that poorly draining clay material was believed to be the cause. To be
prudent, representatives from the independent testing firm, Cavanaugh &
Associates, and Mr. Lewis all met for a second site visit to reevaluate the
situation. It was agreed by all parties that the natural water table was 6'-7' below
existing grade. This is supported by the fact that there is an adjacent creek and
wetland at an elevation of approximately 7 feet lower than existing grade. In
addition tothis, a pre-existing sediment trap that had been constructed only a
few feet away had very little water in the bottom. After further discussion with
officials from NCDENR, it was agreed that in the areas where a perched water
table was an issue, excavation of these poorly draining soils ,down to the true
water table depth and backfilling with appropriately draining -material would
satisfactorily eliminate the perching effect of the existing soils.
The Neighborhoods of Holly Ridge: Phase I
Stormwater Management High Density Permit Application

Discharge/Bypass
Each of these bioretention areas were designed to have a bypass system that
will re-route rainfall above the 1.5" storm event, including the 100-year storm
event. As required by the BMP manual, each of the four (4) bioretentior. areas'
(BA#1,#2,#3,#4) bypasses will discharge into a 50' vegetated swale that
ultimately terminates in the adjacent wetlands. This swale adds additional
treatment to the stormwater.
Maintenance and Monitoring
A maintenance plan*, as listed below, was developed to maintain proper
functionality and longevity for each Bioretention Area. In addition to this, 6" PVC
monitoring wells will be placed adjacent to each Bioretention Area to allow water
table elevations to be monitored.
Maintenance Plan
The plant material will be watered every day for fourteen consecutive days, and
after planting has been completed.
As Needed:
i . Treat all diseased trees, shrubs and vegetation.
2. Replace deficient, defective or rotted support stakes.
Monthly:
1. Inspect and repair any eroded areas.
2. Remulch any void areas.
3. Inspect and repair any eroded areas.
4. Remulch any void areas.
Twice a Year:
1. Remove and replace dead and/or untreatable diseased vegetation.
2. Replace support stakes as needed in the spring.
Yearly:
1. Apply a new layer of mulch in the spring. Remove the previous mulch
layer before applying a new layer.
*also reference attached copy
The Neighborhoods of Holly Ridge: Phase l
Stormwater Management High Density Permit Application

Additional Information
Planned Erosion and Sediment( ticn Control 4r acticas
Erosion and sedimentation control practices can be found in Section 3 of the
attached technical specifications. An erosion and sedimentation control permit,
Onslo-2005-048, has been issued for this first phase. Please see attached copy.
Construction Schedule
1. Obtain plan approvals and all applicable permits.
2. Flag the work limits.
3. Hold pre -construction meeting.
4. Install temporary gravel construction entrance.
5. Install silt fence, rock check dams, and inlet protection.
6. Clear and grub site
7. Construct sediment trap.
8. Rough grade the site.
9. Shape shoulders and cut and fill slopes
10. Grade site to final elevations
11. Scarify, seed, fertilize and mulch all disturbed areas.
12. Install sanitary sewer line and appurtenances.
13. Install storm sewer line and appurtenances.
14. Install waterline and appurtenances.
15. Install other utilities (electrical, fiber-optic, cable, phone, etc)
16. Construct bioretention areas.
17. Re -scarify, re -seed, re -fertilize and mulch all disturbed area.
18. Construct curbing and gutters
19. Construct roadbed base course and intermediate asphalt course.
20. Construct houses
21. Apply final asphalt course
22. After disturbed areas are established, the contractor shall return to the
site and remove all temporary erosion control measures.
Vegetation Plan
1. The contractor shall provide seeding and mulching on all disturbed areas
within 15 working days following the completion of any phase of grading.
Seeding requirements shall include soil preparation, seed mixtures and
mulching.
The Neighborhoods of Holly Ridge: Phase 1
Stormwater Management High Density Permit Application

APPENDIX
Page # Description
1.
Location Map-
2.
Restrictive Covenants
3-7.
Soils Data
8.
DENR Site Sketch
9.
Comparative Water Table Depth Analysis
10.
Erosion Control Permit Letter of Approval
11.
Bioretention System Operation/Maintenance
Plan
The Neighborhoods of Holly Ridge: Phase I
Stormwater Management High Density Permit Application

`` t•ti�. �L

Page 1 of 1
North Carolina
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Corporation Names
Name Name Type
SEC Neighborhoods of Holly Legal
Ridge, LLC
Limited Liability Company Information
SOSID:
0716245
FI D:
Status:
Current -Active
Date Formed:
3/16/2004
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Registered Office Address:
Registered Mailing
Address:
Principal Office Address:
Principal Mailing Address:
Cook, Scott
429 Longleaf Drive
Hampstead NC 28443
429 Longleaf Drive
Hampstead NC 28443
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http://www.secretary.state.nc.us/Corporations/Corp.aspx?Pltemld=6205491 2/8/2005

SOSID: 716245
Date Filed: 3/16/200411:36:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200407100339
State of North Carolina
Department of the Secretary of State
LIMITED LIABILITY COMPANY
ARTICLES OF ORGANIZATION
Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned
does hereby submit these Articles of Organization for the purpose of forming a
limited liability company.
1.
2
3
0
5.
C01
7.
The name of the limited liability company is:
Neighborhoods of Holly Ridge, LLC
There shall be no limit on the duration of the limited liability company.
The name and address of the organizer executing these articles of
organization is as follows:
F. Darryl Mills
5710 Oleander Drive, Ste., 112
Wilmington, NC 28403
New Hanover County
The street address and county of the initial registered office of the limited
liability company is:
Number and Street:
City, State, Zip Code:
County:
429 Longleaf Drive
Hampstead, NC 28443
Pender
The mailing address of the initial registered office is the same as the
registered office.
The name of the initial registered agent is: Scott Cook
Check one of the following:
M(I) Member -managed LLC: all of the members by virtue of their status as
members shall be managers of this limited liability company.

_(ii) Manager -managed LLC: except as provided by N.C.G.S. §57C-3-20(a),
the members of this limited liability company shall not be managers by
virtue of their status as members.
8. Any other provisions which the limited liability company elects to include
are attached. None.
9. These articles will be effective upon filing.
This the Cf tday of March, 2004.
F. DarryMills, Organizer

CAVANAUGH
[lJMM thrflcign +R?L• ::: }• anti ir:rra-z•�iu
ADDENDUM NO. 1
To the Contract Documents
For
The Neighborhoods of Holly Ridge Project
February 2, 2005
This addendum modifies the original Contract Documents. Please staple this
document on the inside cover of your copy of the Contract Documents.
The following modifications have been made to the Contract Documents:
1. Addition to the Table of Contents on page TS-1:
Section 18: Storm Drainage Systems .................................... TS-79
2. Addition to the Contract Documents on pages TS-79 - 84:
Section 18: Storm Drainage Systems
RECEIVED
FEB O 1 2005
BY:

TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
Tableof Contents......................................................................
Section 1: General Project Description........................................................
Section 2: Water Distribution Materials and Installation .................................
Section 3: Water Service Connections and Meters ........................................
Section 4: Water Pipeline Pressure, Leak Testing, and Disinfection .................
Section 5: Miscellaneous Valves.................................................................
Section 6: Gravity and Force Main Sewer: Materials ......................................
Section 7: Gravity and Force Main Sewer: Installation and Testing ..................
Section 8: Gravity Service Lines, Laterals, and Sewer Wyes ...........................
Section 9: Pump Station.............................................................................
Section 10: Electrical Systems......................................................................
Section 11: Earthwork.................................................................................
Section 12: Erosion and Sediment Control .....................................................
Section 13: Seeding and Turfing...................................................................
Section 14: Cast -In -Place Concrete...............................................................
Section 15: Grading, Excavation, Preparation, Shaping Roadbed .....................
Section 16: Bituminous Concrete (Asphaltic) Paving ......................................
Section 17: Bloretention Areas.....................................................................
Section 18: Storm Drainage Systems .......................................
TS-1
TS-2
TS-3
TS-8
TS-10
TS-13
TS-17
TS-19
TS-23
TS-24
TS-29
TS-30
TS-34
TS-41
TS-45
TS-57
TS-59
TS 68
TC-79

SECTION 18
STORM DRAINAGE SYSTEMS
PART 1 - GENERAL
1.01 RELATED DOCUMENTS
A. The Drawings and provisions of the General Conditions, Supplementary
Conditions, and the Sections included under Division 1, General Requirements,
are included as a part of this Section as though bound herein.
1.02 DESCRIPTION OF WORK
A. Extent of storm drainage systems work is indicated on drawings and
schedules, and by requirements of this section. The work of this Section covers
providing all pipe, appurtenances and incidentals required to complete the
storm drain sewer construction as shown on the drawings and as described in
these specifications. All material shall be of the best commercial quality for the
purpose specified and shall be free from defects that might impair the strength
and durability. Also, all materials shall be designed, constructed, and installed
in accordance with the best practices and methods and shall comply with
these specifications as applicable. Prior to the release of any pipe, the
Contractor shall submit and receive the Engineer's approval of shop drawings
and/or manufacturer's material certification of compliance wit the
specifications.
B. Refer section "Earthwork" for excavation and back -fill required for storm
drainage systems; not work of this section.
C. Refer to sections for concrete work required for storm drainage systems; not
work of this section.
D. Refer to section "Storm Water Systems" for interior building systems including
conductors, horizontal branches, and connections to roof and deck drains; not
work of this section.
1.03 QUALITY ASSURANCE
A. Manufacturer's Qualifications: Firms regularly engaged in manufacture of
storm drainage system's products of types, materials, and sizes required,
whose products have been in satisfactory use in similar service for not less
than 5 years.
B. Installer's Qualifications: Firm with at least 3 years of successful installation
experience on projects with storm drainage work similar to that required for
project.
C. Codes and Standards:
The Neighborhoods of Holly Ridge Technical Specifications TS-79
Phase 1 Construction

1. Plumbing Code Compliance: Comply with applicable portions of National
Standard Plumbing Code pertaining to selection and installation of storm
drainage system's materials and products.
2. Environmental Compliance: Comply with applicable portions of local
Environmental Agency regulations pertaining to storm drainage systems.
1.04 SUBMITTALS
A. Product Data: Submit manufacturer's technical product data and installation
instructions for storm drainage system materials and products.
B. Shop Drawings: Submit shop drawings for storm drainage systems, showing
piping materials, size, locations, and inverts. Include details of underground
structures, connections, and manholes. Show interface and spatial
relationship between piping and proximate structures.
C. Record Drawings: At project close-out, submit record drawings of installed
storm drainage piping and products, in accordance with requirements of
Division 1.
D. Maintenance Data: Submit maintenance data and parts lists for storm
drainage system materials and products. Include this data, product data, shop
drawings, and record drawings in maintenance manual; in accordance with
requirements of Division 1.
PART 2 - PRODUCTS
2.01 IDENTIFICATION
A. Underground -Type Plastic Line Markers: Manufacturer's standard permanent,
bright -colored, continuous -printed plastic tape, intended for direct -burial
service; not less than 6" wide x 4 mils thick. Provide green tape with black
printing reading "CAUTION LINE BURIED BELOW
2.02 PIPES AND PIPE FITTINGS
A. General: Provide pipes of one of the following materials, of weight/class
indicated. Provide pipe fittings and accessories of same material and
weight/class as pipes, with joining method as indicated.
B. Reinforced Concrete Pipe: ASTM C 76, Class II unless otherwise indicated.
C. Fittings: Reinforced concrete, same strength as adjoining pipe, tongue -and -
groove gasketed joints complying with ASTM C 443.
D. Polyvinyl Chloride (PVC) Sewer Pipe: ASTM D 3033, Type PSP, SDR 35; or
ASTM D 3034, Type PSM, SDR 35.
E. Fittings: PVC, ASTM D 3033 or D 3034, solvent cement joints complying with
ASTM D 2855 using solvent cement complying with ASTM D 2654; or
The Neighborhoods of Holly Ridge Technical Specifications Ts-80
Phase 1 Construction

0
elastomeric joints complying with ASTM D 3212 using elastomeric seals
complying with ASTM F 477.
High Density Polyethylene (HDPE) Pipe: ASTM D 3350, DR32.5
Fittings: High Density Polyethylene (HDPE) Fittings, complying with ASTM D
3350-02
Perforated High Density Polyethylene (HDPE) Pipe: CPP-ASTM-F-405-"C"
Fittings: High Density Polyethylene (HDPE) Fittings, complying with ASTM D
3350-02
2.03 STORM SEWER MANHOLES
General: Provide pre -cast reinforced concrete storm sewer manholes as
indicated, complying with ASTM C 478.
Two : Pre -cast concrete, of concentric cone, eccentric cone, or flat slab top
type, as indicated.
Base: Pre -cast concrete, with base riser section and separate base slab, or
base riser section with integral floor, as indicated.
Steps: Ductile -iron or aluminum, integrally cast into manhole sidewalls.
Frame and Cover: Ductile -iron, 26" diameter cover, heavy-duty, indented top
design, with lettering cast into top reading "STORM SEWER".
Pipe Connections: Resilient, complying with ASTM C 923.
2.04 CATCH BASINS
General: Provide pre -cast reinforced concrete catch basins as indicated.
Frame and Grate: See Drawings.
Pipe Connectors: Resilient, complying with ASTM C 923.
2.05 OUTFALL HEADWALLS
General: Construct of cast -in -place concrete as indicated, with reinforced
headwall, apron, and tapered sides. Provide rip -rap as indicated to prevent
washout of outfall discharge.
The Neighborhoods of Holly Ridge Technical Specifications TS-81
Phase 1 Construction

PART 3 - EXECUTION
3.01 INSTALLATION OF IDENTIFICATION
General: During back-filling./top-soiling of storm drainage systems, install
continuous underground -type plastic line marker, located directly over buried
line at 6" to 8" below finished grade.
3.02 INSTALLATION OF PIPE AND PIPE FITTINGS
General: Install piping in accordance with governing authorities having
jurisdiction, except where more stringent requirements are indicated.
Inspect piping before installation to detect apparent defects. Mark defective
materials with white paint and promptly remove from site.
Lay piping beginning at low point of system, true to grades and alignment
indicated, with unbroken continuity of invert.
Place bell ends or groove ends of piping facing upstream.
Install gaskets in accordance with manufacturer's recommendations for use of
lubricants, cements, and other special installation requirements.
Concrete Pipe: Install in accordance with applicable provisions of ACPA
"Concrete Pipe Installation Manual".
Copper Tube: Install in accordance with applicable provisions of CDA "Copper
Tube Handbook".
Plastic Pipe: Install in accordance with manufacturer's installation
recommendations, and in accordance with ASTM D 2321.
Cleaning Piping: Clean interior of piping of dirt and other superfluous material
as work progresses. Maintain swab or drag in' line and pull past each joint as it
is completed.
In large accessible piping, brushes and brooms may be Used for cleaning.
Place plugs in ends of uncompleted conduit at end of day or whenever work
stops.
Flush lines between manholes if required to remove collected debris.
Joint Adapters: Make joints between different types of pipe with standard
manufactured adapters and fittings intended for that purpose.
Closing Abandoned Utilities: Close open ends of abandoned underground
utilities which are indicated to remain in place. Provide sufficiently strong
closures to withstand hydro -static or earth pressure which may result after
ends of abandoned utilities have been closed.
The Neighborhoods of Holly Ridge Technical Specifications TS-82
Phase 1 Construction

O. Close open ends of concrete or masonry utilities with not less than 8" thick
brick masonry bulkheads.
P. Close open ends of piping with threaded metal caps, plastic plugs, or other
acceptable methods suitable for size and type of material's being closed.
Wood plugs are not acceptable.
Q. Interior Inspection: Inspect piping to determine whether line displacement or
other damage has occurred.
1. Make inspections after lines between manholes, or manhole locations,
have been installed and approximately 2' of back -fill is in place, and again
at completion of project.
2. If inspection indicated poor alignment, debris, displaced pipe, infiltration or
other defects, correct such defects, and re -inspect.
3.03 PRECAST CONCRETE MANHOLES
A. General: Place precast concrete sections as indicated. Where manholes
occur in pavements, set tops of frames and covers flush with finish surface.
Elsewhere, set tops 3" above finish surface, unless otherwise indicated.
B. Install in accordance with ASTM C 891.
C. Provide rubber joints gasket complying with ASTM C 443 at joints of sections.
D. Apply bituminous mastic coating at joints of sections.
3.04 CATCH BASINS
A. General,: Construct catch basins to sizes and shapes indicated.
B. Set frames and grates to elevations indicated.
3.05 OUTFALL HEADWALLS
A. General: Construct of concrete which will attain 28-day compressive strength
of not less than 3000 psi.
3.06 TAP CONNECTIONS
A. Make connections to existing piping and underground structures, so that
finished work will conform as nearly as practicable to requirements specified
for new work.
B. Use commercially manufactured wyes for branch connections. Field cutting
into piping will not be permitted. Spring wyes into existing line and encase
entire wye, plus 6" overlap, with not less than 6" of 3000 psi 28-day
compressive strength concrete.
The Neighborhoods of Holly Ridge Technical Specifications TS-83
Phase 1 Construction

1. Branch connections made from side into existing 4" to 21" piping shall
have wye sprung into existing line, and entire wye encased with not less
than 6" of 3000 psi 28-day compressive strength concrete.
2. For branch connections from side into existing 24" or larger piping, or to
underground structures, cut opening into unit sufficiently large to allow 3"
of concrete to be packed around entering connections. Cut ends of
connection passing through pipe or structure wall to conform to shape of
and be flush with inside wall, unless otherwise indicated. On outside of
pipe or structure wall, encase entering connection in 6" of concrete for
minimum length of 12" to provide additional support or collar from
connection to undisturbed ground.
0. Provide concrete which will attain minimum 28-day compressive strength
of 3000 psi, unless otherwise indicated.
0. Use epoxy bonding compound as interface between new and existing
concrete and piping materials.
0. Take care while making tap connections to prevent concrete or debris
from entering existing piping or structure. Remove debris, concrete, or
other extraneous material which may accumulate.
3.07 BACKFILLING
K. General: Conduct back -fill operations of open -cut trenches closely following
laying, jointing, and bedding of pipe, and after initial inspection and testing are
completed.
K. To minimize local area traffic interruptions, allow no more than 100' between
pipe laying and point of complete back -filling.
3.08 FIELD QUALITY CONTROL
A. Testing: Perform testing of completed piping in accordance with local
authorities having jurisdiction.
The Neighborhoods of Holly Ridge Technical Specifications TS-84
Phase 1 Construction

J�,-r �22-2004 01:44P FROM: ECS LTD-WILM 19106869666 T0:3924612 p:2r6
ENGINEERING CONSULTIlNG SERVICES, LTD.
Geotechnical . Construction Materials e Environmental
Mr. Scott Cook RECEIVED
Neighborhoods of Holly Ridge
429 Long Leaf Drive FEB 0 1 2005
Hampstead, NC 28443 DWQ
1PROJ #
Subject: Infiltration Testing.
Neighborhoods of Holly Ridge
Holly Ridge, North Carolina
Dear Mr. Cook:
October 22, 200A
ECS, Ltd. Project No. i 1081
Engineering Consulting Services, Ltd. (ECS) recently conducted an infiltration evaluation for
the proposed commercial site located near the intersection of NC Hwy 17-and NC Hwy 50 in
Holly Ridge, North Carolina This letter, with attachments, is the report of our investigation.
Field Investigations
On October 20, 2004, ECS conducted an investigation of the subsurface soil and ground water
conditions at the approximate locations indicated on the provided Site Sketch. The purpose of
our investigation was to determine the subsurface soils and the infiltration rate of the subsurface
soils. We investigated the subsurface soil and ground water conditions by drilling seven hand
auger boring to a depth of approximately five to seven feet below the existing ground surface at
the approximate locations indicated on the site sketch. The test locations were selected by Mr.
Jeff Holland of Cavanaugh and Associates. We visually classified the subsurface soils: The
attached Infiltration Evaluation Form provides a summary of the subsurface conditions
encountered at the hand auger boring locations and the result of our infiltration tests.
Our field classifications indicate that the subsurface soils at the test locations consisted of silty
fine to medium sands, fine to medium Sands, and. clay strata,. Ground water was encountered
depths ranging from 6 to 60'inches below present site grade.
We conducted five infiltration tests near hand auger boring locations #1, #2, #3, #6 and #7.
Infiltration tests were not conducted at locations #4 and #5 due to shallow groundwater. The
infiltration test was conducted within the upper stratum of sands at 24 inches above seasonal
high ground water levels. The result of the test is summarized on the attached Infiltration
Evaluation sheet and is also listed below.
P. 0, Box 10434, Wilmington, NC 28404 . [phone] o FAX [phone] a Jacksonville, NC [phone] . www.ecslimited.com
Aberdeen, MD* • At1wra, GA • Austin, TX • Baltimore, MD • Buford. GA* • Chantilly. VA • Charlotte, NC - Chicago. IL - Dallas, TX • Frederick, MD • Fredericksburg, VA
Urcensbom, NC - Greenville, SC • Norfolk, VA - Orlundo, FL - Raleigh, NC, Richmond, VA - Roanoke, VA -San Antonio, TX • Williamsburg, VA • Wilmington, Ne • Winchester, VA - York, PA
"Tcsting Shims Only

OC-T-22-2004 01:44P FROM:ECS LTD-WILM 19106869666 T0:3924612
Infiltration Evaluation
Neighborhoods of Holly Ridge
[-folly Ridge, North Carolina
BCS Pmjeet No. 22.1 1081
Infiltration test #1 was performed at a depth of approximately 30 inches below existing grade
and indicated an infiltration rate of 0.073 inches per minute (4.5 in/hr). Infiltration test #2 was
performed at a depth of approximately 24 inches below existing grade and indicated an
infiltration rate of 0.075 inches per minute (4.5 in/hr). Infiltration test #3 was performed at a
depth of approximately 24 inches below existing grade and indicated an infiltration rate of
0.225 inches per minute (13.5 in/hr). Infiltration test #6 was performed at a depth of
approximately 24 inches below existing ,grade and indicated an infiltration rate of 0.05 inches
per minute (3 in/hr). Infiltration test #7 was performed at a depth of approximately-6 inches
below existing grade and indicated an infiltration rate of 0.025 inches per minute (1.5 in/hr).
Please see the attached site sketch for the infiltration test location.
Evaluations
Based on observations in the hand auger borings, it is our opinion that the seasonal high ground
water level at the infiltration test locations ranges from a depth of approximately 30 inches to 54
inches below existing grade.
The lower stratum of relatively free -draining fine to medium sands is expected to have
infiltration rates considerably greater than the controlling infiltration rates for the shallow soils.
It is also likely that the seasonal high groundwater conditions and infiltration rates can vary
across the site due to naturally occurring soil type and because of the surface topography.
If you have any questions regarding this report, please do not hesitate to contact us.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
Winslow Goins, E.I.
Staff Engineer
Attachments: Site Sketch
Infiltration Evaluation
Walid M. Sobh, P. E.
Principal Engineer
NC License No. 22983
P:3.6

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Infiltration Evaluation
Job Number: 11081 Location: Holly Ridge, NC
Job Nagle: Neighborhoods of Holly Ridge
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:+Remarks -
1
10/20/04
0-54"
Gray Tan Silty Fine to Medi um SAND
Ground water was encountered at 60
inches below surface grade
54-60"
Brown Silty Fine to Medium SAND
Infiltration Test#1/Rate4.075
in/min
60-84"
Gray White Fine to Medium SAND
Seasonal High Water Level at 54"
2 10/20/04
048"
Gray Tan Brown Silty Fine to Medium SAND
Ground water was encountered at 6o
inches below surface grade
48-72"
Gray White Fine to Medium SAND
Infiltration Test 42/Rato-0.075
in/min
Seasonal High Water Level at 48"
3 10/20/04
0-48"
Black Gray Silty Fine to Medium SAND
Ground water was encountered at 60
inches below surface grade
48-78"
Gray Fine to Medium SAND
u'
Infiltration Test #3/Rate 0.225
in/min
Seasonal High Water Level at 48"
4 10/20/04
0-60"
Gray White Fine to Medium SAND
Ground water was encountered at 6
inches below surface grade
5 10/20/04
0-24"
Black Gray Silty Fine to Medium SAND
Ground water was encountered at 24
inches below surface grade
2 -60"
Gray Fine to Medium SAND
I

DQt-P,2-2004 01:45P FROM:ECS LTD-WILM 19106869666 TO:3924612 P:6/6
r ' '
6
4
i Engineering Consu➢ling Services, Ltd.
Infiltration Evaluation
Job Number: 11081 Location: Holly Ridge, NC
Job Name: Neighborhoods of Dolly Ridge
}Tstiid
Auger
lDatt'+
DepW-.
LM�Vflft0�1 "
,.
Soil Ctar:sifcaiiQn.
Blo►ve Remarks
6
] 0120/04
042"
Crray Tan Silty Fine to Medium SAND
Groundwater was encountered at 48
inches below surface Bade
42-60"
Dark Gray Silty Fine to Medium SAND
Infiltration Test #6/Rate=().05 in/min
60-72"
Gray White Fine to Medium SAND
Seasonal High Water 'Level at 42"
7
10/20/04 0-30"
Black Tan Silty Fine to Medium SAND
Ground water was encountered at 36
inches below surface grade
30-48"
Gray Clay
infiltration Test #7/Rate--0-025
intmin
48-84"
Cray White Fine to Medium SAND
Seasonal High Water Level at 30"

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COMPARITIVE WATER TABLE DEPTH ANALYSIS
Project Title: Neighborhoods of Holly Ridge
Project Engineer: Cavanaugh & Associates, P.A.
Soils Scientist: Engineering Consulting Services, Ltd.
Project Location: Holly Ridge, NC (see attached map)
DATA
Point Na_
DEN.R
EGS
1 2
-
48"
2 1
24"
54"
3
40"
-
4 3
40".
48"
5 6
43"
42"
" ( ) denotes ECS' corresponding bore
location numbers on their report
On October 20, 2004, ECS conducted an investigation of the subsurface soil and ground
water conditions at the locations shown on their Site Sketch (enclosed, entitled Figure 1).
Subsequently, on November 2nd, 2004, Vincent Lewis of the Wilmington Regional Office
of DENR conducted 5 soil borings in which he gave his opinion of the estimated
elevation of the high water table at the locations shown on the enclosed Site Sketch
(entitled DENR Site Sketch). The table above reflects the data collected by each entity.
9

Neighborhoods @Holly Ridge
Subject: Neighborhoods @Holly Ridge
From: Linda Lewis <[e-mail]>
Date: Mon, 31 Jan 2005 08:43:40 -0500
To: "Ted Burke" <[e-mail]>, Paul Bartlett <[e-mail]>
CC: Cameron Weaver <[e-mail]>
Ted:
The Division received the Express Permit application for The Neighborhoods @Holly
Ridge on January 28, 2005. Unfortunately, the signature pages of the permit
application and supplement are both photocopies, which cannot be accepted. Please
submit original signatures.
Also, the separate breakdown. section (page 2 of the application) is the only page
that is sealed. If I remove this page and place it into the application where it
belongs, the calculations will be unsealed. Please seal a separate cover page page
for the calculations.
Please submit a separate, original, signed and notarized Operation and Maintenance
plan for each bio-retention basin, per the document I emailed to you after our
meeting.
Why have you provided a curb outlet supplement? Only low density projects are
allowd to use a curb outlet system as treatment. If you have curbing and gutters on
a high density project, you need not submit the supplement, since none of the
swales will be counted as treatment.
Please submit the requested information prior to February 7, 2005.
Linda
1 of 1
2/1 /1n^"

NEIGHBORHOODS OF HOLLY
RIDGE
HOLLY RIDGE, ONSLOW COUNTY,
NORTH CAROLINA
Technical Specifications
January 27, 2005
4�0011
CAVANAU G H
Solutions through integrity and partnership
We provide superior client service and environmentally sound
designs through integrity, communication and partnership.
Consulting Engineers Land Surveyors
Environmental Professionals Design Professionals
130 North Front Street, Suite 202, Wilmington, North Carolina 28401, Phone [phone], Fax [phone]

TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
Tableof Contents...................................................................... TS-1
Section 1: General Project Description........................................................ TS-2
Section 2: Water Distribution Materials and Installation ................................. TS-3
Section 3: Water Service Connections and Meters ........................................ TS-8
Section 4: Water Pipeline Pressure, Leak Testing, and Disinfection ................. TS-10
Section 5: Miscellaneous Valves................................................................. TS-13
Section 6: Gravity and Force Main Sewer: Materials ...................................... TS-17
Section 7: Gravity and Force Main Sewer: Installation and Testing .................. TS-19
Section 8: Gravity Service Lines, Laterals, and Sewer Wyes ........................... TS-23
Section9: Pump Station............................................................................. TS-24
Section 10: Electrical Systems ................................................ :..................... r 5-29
Section11: Earthwork................................................................................. TS-30
Section 12: Erosion and Sediment Control ..................................................... TS-34
Section 13: Seeding and Turfing................................................................... TS-41
Section 14: Cast -In -Place Concrete............................................................... TS-45
Section 15: Grading, Excavation, Preparation, Shaping Roadbed ..................... TS-57
Section 16: Bituminous Concrete (Asphaltic) Paving ...................................... TS-59
Section 17: Bioretention Areas..................................................................... TS-68
The Neighborhoods of Holly Ridge Technical Specifications TS-1
Phase 1 Construction

SECTION 1
GENERAL PROJECT DESCRIPTION
The general location of the project site is along N.C. Highway 50 in the Town of Holly
Ridge, about one and a half mile south of the intersection of N.C_ Highway 50 and U.S.
Highway 17. The Neighborhoods of Holly Ridge Phase 1 Construction incorporates the
full development of approximately 13 acres of heavily wooded virgin land that has
wetlands bordering on 3 full sides. The 13 acre site will be rough graded according to
the Erosion and Sedimentation Control Plan, yielding approximately 5,000 cubic feet of
soil to be removed from the site. Forty eight lots with water, sewer, electric, and cable
utilities are planned for phase one construction. A pump station is also needed to pump
the sewage from the project site approximately 4,600 linear feet to an existing manhole
at Borrough's Lane. The water will also be acquired from tapping into an existing
waterline along Borrough's Lane. Stormwater will be collected in catch basins along the
road and delivered to 4 stormwater bioretention areas located at opposite ends of the
site. Approximately 1,600 linear feet of roadway for Belvedere Drive and approximately
350 linear feet of roadway Azalea Drive, the entrance, will be constructed as well. A turn
lane built to N.C.D.O.T. standards will be required off of N.C. Highway 50 to enter the
site.
1. PROJECT DETAILS:
A.
Sewer
1)
Manholes = 10 -
2)
Gravity Lire = 1,840 L.F. of 8" SDR35 PVC
3)
Pump Station = 1 submersible grinder pump
4)
Force Main = 4,580 L.F. of 6" SDR21 PVC
5)
Sewer Services and Cleanouts = 48
B.
Water
1)
Waterline = 2,610 L.F. of 8" C900 PVC
2)
Waterline = 1,680 L.F. of 6" C900 PVC
3)
Fire Hydrants = 3
4)
Blow Off Assemblies = 2
5)
Water Services and Meters = 48
C.
Roadway
1)
Belvedere Drive = 1,620 L.F. of 24', 2% Crown asphalt with valley curb
2)
Azalea Drive = 350 L.F. of 24' to 32', 2% Crown asphalt with valley curb
3)
Sidewalk = 1,630 L.F. of 5' sidewalk
4)
Turn Lane = 150 L.F. of 150' Storage, 200 L.F. of Taper
D.
Stormwater Conveyance
1)
Catch Basins = 14
2)
14" HDPE = 636 L.F.
3)
18" HDPE = 300 L.F.
4)
24" HDPE = 370 L.F.
5)
30" HDPE = 164 L.F.
6)
Bioretention Areas = 4
The Neighborhoods of Holly Ridge Technical Specifications TS-2
Phase 1 Construction

SECTION 2
WATER DISTRIBUTION MATERIALS AND INSTALLATION
SCOPE. This section covers 2-inch through 12-inch buried polyvinyl chloride (PVC)
pressure pipe. PVC pressure pipe shall be furnished complete with fittings, jointing
materials, pipe hangers and supports, anchors, blocking, encasement, and other
necessary appurtenances.
PVC pipe smaller than 2Inches, pressure and leakage tests, cleaning, disinfection
are covered in other sections. Pipe trenching, bedding, and back -fill are covered in
the earthwork section (Section 6, page 15).
2. MATERIALS.
Pipe and Couplings
ASTM D 2241, SDR 21, PVC 200 psi
ASTM D 1784 ASTM D 1869.
Fittings Standard cast iron or ductile iron
ANSI/AWWA C110/A21.10, 250 psi
pressure rating, or compact fittings
Joints
3-inches and Larger
2 - 2 1/2-inches
Burst Pressure Test
Impact Strength
Mechanical Couplings
ANSIIAWWA C153/A21.5, 350 psi pressure
rating will be acceptable.
Schedule 40 PVC fittings, ASTM D2467.
ASTM D 1599, 200 psi, SDR-21 Minimum
quick burst pressure 630 psi.
ASTM D 2444.
Stainless steel, rated for 200 psi, as
Manufactured by Dresser, Rockwell, or
Romac.
Restraining Harness Ductile iron conforming to ASTM A536,
meets or exceeds Uni-B-13. Harness
installed on PVC push -on jointed shall
restrain 100 psi working pressure and a 2:1
safety factor.
Restraining Gland Ductile iron conforming to ASTM A536,
meets or exceeds Uni-B-13, shall be used
with standard mechanical joint fittings. The
joint restraint shall have a working pressure
of at least 100 psi, and a 2:1 safety factor,
as manufactured by Uni-flange or equal.
The Neighborhoods of Holly Ridge Technical Specifications TS-3
Phase 1 Construction

Griffin grip ring restrainer will also be
acceptable.
Conductive Tracer Taoe Detection tape, 3 inches wide; aluminum
foil core, 0.5 mil thick, encased in a
protective, inert, plastic jacket; 5,000 psi
min tensile strength; 2.5 pounds per inch
per 1,000 feet min weight; color coded in
accordance with APWA Uniform Color
Code. Allen Systems "Detectatap",
Lineguard "Type III", or Reef Industries
"Terra Tape D".
Frequent, regularly scheduled sampling and testing shall maintain manufacturing
quality control. Testing shall comply with governing standard. All PVC pipe for the
water lines shall bear NSF logo for potable water application.
3. SHOP COATING AND LINING. The exterior surfaces of cast iron fittings shall be
coated with a bituminous coating. The interior surfaces of cast iron fittings shall be
lined with cement mortar.
4. STORAGE AND HANDLING. Storage and handling shall be in accordance with
Chapter 6 of AW WA Manual M23. Pipe, fittings, and accessories shall be handled in
a manner that will ensure installation in sound, undamaged condition. Pipe shall not
be stored uncovered in direct sunlight.
5. INSPECTION. Pipe and fittings shall be carefully examined for cracks and other
defects immediately before installation; spigot ends and bells shall be examined
with particular care. All defective pipe and fittings shall be removed from the site of
the work.
6. LAYING PIPE. Pipe shall be protected from lateral displacement by pipe
embedment material installed as specified in the excavation and trenching section.
Under no circumstances shall pipe be laid in water and no pipe shall be laid under
unsuitable weather or trench conditions.
During cold weather, particular care shall be taken in handling and laying pipe to
prevent impact damage.
Pipe shall be laid with bell ends facing the direction of laying except when reverse
laying is specifically permitted by the Engineer.
Foreign matter shall be prevented from entering the pipe during installation.
Whenever pipe laying is stopped, the open end of the line shall be sealed with a
watertight plug. All water in the trench shall be removed prior to removing the plug.
Pipe shall be kept shaded and as cool as possible during installation and shall be
covered with backfill immediately after installation.
The Neighborhoods of Holly Ridge Technical Specifications Ts-4
Phase 1 Construction

Conductive tracer tape shall be buried above all PVC pipe, not more than 18 inches
below the ground surface.
A. Cleaning. The interior of all pipe and fittings shall be thoroughly cleaned of all
foreign matter prior to installation and shall be- kept clean until the work has
been accepted.
B. Alignment. Piping shall be laid to the lines and grades indicated on the
drawings. Pipelines or runs intended to be straight .shall be laid straight.
Deflections from a straight line or grade shall not exceed the maximum
deflections specified by the manufacturer.
Unless otherwise specified or indicated on the drawings, and subject to the
acceptance of the Engineer, either shorter pipe sections or fittings shall be
installed as required to maintain the indicated alignment or grade.
7. CUTTING PIPE. Cutting shall comply with the pipe manufacturer's
recommendations and Chapter 7 of AWWA Manual M23. Cuts shall be smooth;
straight, and at right angles to the pipe axis. After cutting, the end of the pipe shall
be dressed to remove all roughness and sharp corners and beveled in accordance
with the manufacturer's instructions.
B. JOINTING.
A. Stab -Type Joints. Jointing operations shall conform to the instruction
recommendations of the pipe manufacturer. All joint surfaces for gasket joints
shall be lubricated immediately before the joint is completed. Gaskets and
lubricants shall be as supplied by the pipe manufacturer, shall be suitable for
use in potable water, shall be compatible with the pipe materials, shall be stored
in closed containers, and shall be kept clean. Each spigot shall be suitably
beveled to facilitate assembly.
B. Mechanical Joints. Mechanical joints shall be carefully assembled in accordance
with the manufacturer's recommendations. If effective sealing is not obtained,
the joint shall be disassembled, thoroughly cleaned, and reassembled.
Overtightening bolts to compensate for poor installation practice will not be
permitted.
9. SERVICE 'CONNECTIONS. Tapping saddles or tapping sleeves shall be used for all
service connections 2 inches and smaller. Direct tapping of PVC pipe will not be
permitted. Fittings shall be used for service connections larger than 2 inches.
10. CONCRETE ENCASEMENT. Concrete encasement shall be installed as indicated
on the drawings. Concrete shall be as specified in the concrete section. All pipe to
be encased shall be suitably supported and blocked in proper position, and shall be
anchored against flotation.
The Neighborhoods of Holly Ridge Technical Specifications TS-5
Phase 1 Construction

11. REACTION ANCHORAGE AND BLOCKING. All bell -and -spigot or all -bell tees,
bends deflecting 11 - 1/4 degrees or more, valves, and plugs which are installed in
piping subjected to internal hydrostatic heads in excess of 30 feet shall be provided
with suitable reaction blocking, anchors, joint harness, or other acceptable means
for preventing movement of the pipe caused by internal pressure.
Concrete blocking shall extend from the fitting to solid undisturbed earth and shall
be installed so that all joints are accessible for repair. The dimensions of concrete
reaction blocking shall be as indicated on the drawings or as directed by the
Engineer. If adequate support against undisturbed ground cannot be obtained,
metal harness anchorage consisting of joint clamps or tie rod and clamp systems
acceptable to the Engineer shall be installed to provide the necessary thrust
resistance. If the lack of suitable solid vertical excavation face is due to improper
trench excavation, acceptable metal harness anchorage shall be furnished and
installed by the Contractor at no additional cost to the Owner.
Reaction blocking, anchorage, or other supports for fittings installed in fills or other
unstable ground shall be provided as required by the drawings or as directed by the
Engineer.
All steel clamps, rods, bolts, and other metal accessories used in tapping saddles or
reaction anchorage subject to submergence or in contact with earth or other fill
material and not encased in concrete shall be protected from corrosion by two coats
of coal tar paint applied to clean, dry metal surfaces. The first coat shall be dry and
hard before the second coat is applied.
12. PRESSURE AND LEAKAGE TESTING AND DISINFECTION. After installation, PVC
piping shall be tested for defective workmanship and materials by being subjected
to a hydrostatic test and then disinfected as specified in the Pipeline Pressure and
Leakage Testing and Disinfection Section.
13. DRAWINGS AND DATA. Drawings and data shall be submitted in accordance with
the submittals section. Drawings and data shall include, but not be limited to, the
followings:
• Details of Joints.
• Gasket Material.
• Pipe Length.
• Affidavit of Compliance.
• Certification.
14. FIRE HYDRANTS. Fire hydrants shall conform to ANSI/AWWA C502. The
information required by Paragraph III of the foreword is as follows:
Affidavit of Compliance
Catalog and Maintenance data
Type of shutoff
Size of hydrant (valve opening)
Inlet connection
Harnessing lugs
Not required
Required
Compression or gate
5-1/4 inches
6 inch, locked push -on
Not required
The Neighborhoods of Holly Ridge Technical Specifications Ts-6
Phase 1 Construction

Note:
Depth of bury
Outlet nozzles
Outlet nozzle threads
Direction to open
Stem seals
Outlet nozzle cap chains
Drain outlet
Operating nut
Outlet nozzle cap nut
As required
Two 2-1/2 inch hose and one 4-inch
pumper
National Standard Thread
Counterclockwise
O-ring
Required
Required
See Note 2
See Note 2
1. Outlet nozzle threads shall be the National Standard thread.
2. The operating nut and outlet nozzle cap nut shall be standard shape and
size.
Hydrants shall be set so that at least the minimum pipe cover is provided for the branch
supply line and the nozzles are between 1'-6" and 2'-0" above finished grade. Each
hydrant shall be set on a concrete foundation at least 18 inches square and 8 inches
thick. Each hydrant shall be blocked against the end of the trench with concrete as
shown in the Fire Hydrant detail. The hydrants shall be traffic breakaway, such that if
broken the hydrant will remain shut.
The hydrant shall be of the dry -barrel type and shall have at least 2 bronze positive
acting drain valves that shall drain the hydrant as soon as the main valve is closed.
Spring operation of the drain valve will not be acceptable.
Hydrant drainage shall be provided by installing at least 7 cubic feet of gravel or
crushed stone around the hydrant and below the top of the hydrant supply pipe.
All hydrants shall stand plumb. Hydrant with pumper nozzles shall have hose nozzles
parallel with, and the pumper nozzles perpendicular to, the curb line.
Immediately before installation of a hydrant, the following operations shall be
performed:
• The hydrant shall be thoroughly inspected;
• The hydrant interior shall be thoroughly cleaned;
• The hydrant shall be opened and closed as many times as may be necessary to
determine if all parts are in proper working order, with valves seating properly
and the drain valve operating freely.
Fire hydrants shall be non -freeze and traffic breakaway type and shall be Mueller, or
equal.
The Contractor will supply five hydrants of the color determined by the Town and
Engineer.
The Neighborhoods of Holly Ridge Technical Specifications TS-7
Phase 1 Construction

SECTION 3
WATER SERVICE CONNECTIONS AND METERS
1. SCOPE. This section covers installation of individual house and business service
connections including corporation stops, service line meters, meter setters, and
meter boxes.
2. GENERAL. Materials furnished and installed under this section shall be fabricated
and installed in proper operating conditions in full conformity with drawings,
specifications, engineering data and manufacturer's recommendation and
instructions unless exceptions are noted by the Engineer.
3. LOCATION OF SERVICES. The Contractor shall, where shown on the plans or
instructed by the Engineer, make necessary connection into the main with a tapping
saddle, insert a corporation stop, run the service line, set a meter, meter box and
yolk. Service lines shall be direct bored under all paved roads.
4. TAPPING SADDLES. The Contractor shall furnish and install tapping saddles for all
service taps, unless otherwise indicated on the drawings. Saddles shall be by
McDonald or equal and shall be of the two screw type for 8" or smaller line and
three screw type for lines over 8".
All metal surfaces except stainless steel, bronze, or brass shall be coated with the
manufacturer's standard shop -applied epoxy coating.
5. CORPORATION STOPS. The Contractor shall furnish brass corporation stops with
standard threads on the side for insertion into the tapping saddle and with service
pipe connection complete with coupling and gasket. Outlet connection on the
corporation stop shall be of the compression design and shall be designed for
connection to SDR-9, 200-psi polyethylene tubing. A stainless steel or rigid plastic
insert stiffener shall be installed on the interior of the polyethylene tubing at the
compression connection. Service side threads shall be standard AWWA C-800.
Direct tapping of pipe walls for installation of corporation stops will not be permitted.
Acceptable manufacturers for corporation stops shall be McDonald or equal.
6. METER SETTERS. The Contractor shall furnish brass and/or copper meter setters
with connections required to connect 3/4", 1 ", 1-1/2", or 2" service lines on street side
of installation and 3/4", 1", 1-1/2", or 2" house connection line on property side of
installation. Setters furnished for 3/4" and 1" services shall raise the meter to a point
seven inches above the run of service line. Setters furnished for 1/2" and 2" services
shall raise the meter to a point twelve inches above the run of service line. All
setters shall be equipped with a brass ground lockable dual angle checked valve.
Dual angle check valves shall be of brass construction with stainless steel spring
and plastic poppets and shall have removable back caps for maintenance.
Connection shall be for 3/4", 1 ", 1-1/2", or 2" meter. Setter shall be as manufactured
by McDonald or equal.
The Neighborhoods of Holly Ridge Technical Specifications TS-8
Phase 1 Construction

Meter setters shall have compression inlet connections and shall be designed for
connection to SDR-9, 200-psi polyethylene tubing. A stainless steel or rigid plastic
insert stiffener shall be installed on the interior of the polyethylene tubing at the
compression connection. Outlet connections shall have female iron pipe threads.
7. METER BOXES. Meter boxes shall be manufactured of high -density polyethylene.
Meter box dimensions shall be at a minimum, 17"'in length, 10" in width at the top
and shall be at least 12" tall. Base dimensions shall be at a minimum 15" wide and
21 " in length. Meter box covers shall be of the "drop -in" type with an integral cast
iron meter reader lid, hinged at one side. Meter box bodies shall weigh at least 7
lbs. And covers shall weigh at least 4.5 lbs. Including the cast iron reader lid.
8. SERVICE PIPE.
A. Polyethylene Pipe. Polyethylene service pipe shall be 3/4" premium grade as
manufactured under commercial Standard Specification CA-255-63 and as
approved by the National Sanitary Foundation for 200-psi working pressure by
ASTM 3408 and minimum SDR-9. Connections of polyethylene pipe to
corporation stops at water mains shall be by brass transition pieces to adapt to
male iron pipe threads on corporation to the polyethylene pipe. Connections to
pipe shall be compression type and shall be designed for connections to SDR-9,
200-psi, polyethylene tubing. A stainless steel or rigid plastic insert stiffener
shall be installed on the interior of the polyethylene tubing at the compression
connection.
9. WATER METERS FOR SERVICE CONNECTIONS. The service meters shall be
magnetic drive, positive displacement cold water meters constructed of bronze, and
shall be compatible with the meter setter. The individual house service meters shall
be 3/4 x 3/4 inch, 1", 1-1/2", or 2" meters. Meters shall be type SR-2 reading to the
nearest 100 gallons.
The meters and all connections shall be sealed vapor tight to prevent water
contamination. The system shall be able to operate even if the meter is submerged
in water continuously.
The special service meters shall be the size indicated on the drawings at the
location of the meter. The meter readout shall be in gallons.
All service meters shall be from the same manufacturer.
10. DRAWINGS AND DATA. Complete
drawings covering the item furnished
accordance with the submittal section.
specifications, data, and catalog cuts or
under this section shall be submitted in
The Neighborhoods of Holly Ridge Technical Specifications TS-9
Phase 1 Construction

SECTION 4
PIPELINE PRESSURE AND LEAKAGE TESTING AND DISINFECTION
1. SCOPE. This section covers field hydrostatic pressure and leakage testing and
disinfection of the pipelines set forth herein.
2. GENERAL. Unless otherwise specified, testing of pipelines shall be completed prior
to final cleaning and disinfection.
The Engineer shall be present during- the performances of all testing work and shall
be notified of the time and place of testing at least 3 days prior to commencement of
the work. All work shall be performed to the satisfaction of the Engineer.
A. Water. Water shall be conserved through collection and reuse in subsequent
testing work. Following completion of testing work, the water shall be disposed
of in a manner acceptable to the Engineer. Unless otherwise permitted, the
water shall not be allowed to enter other parts of the pipeline system.
B. Filling and Venting. When filling the line with water, care shall be taken to ensure
that all air valves and other venting devices are properly installed and in the
open position. Hand -operated vent valves shall not be closed until water flows
in an uninterrupted stream from each valve. Care shall be taken to ensure that
the rate at which the line is filled with water does not exceed the venting capacity
of the system.
C. Blocking and Backfilling. Piping shall be adequately blocked, anchored, and
supported before the test pressure is applied.
D. Test Equipment. All necessary piping connections between the line to be tested
and the water source, together with pumping equipment, water meter, pressure
gauges, and all other equipment, materials, and facilities required to perform the
specified tests, shall be provided. All flanges, valves, bulkheads, bracing,
blocking, and other sectionalizing devices required shall also be provided. All
temporary -sectionalizing devices shall be removed upon completion of testing.
Vents shall be provided in test bulkheads where necessary to expel air from the
line to be tested.
Testing pressures shall be applied by means of a force pump sized to provide
and maintain the required pressure without interruption during the testing.
Water meters and pressure gauges shall be accurately calibrated and shall be
subject to review and acceptance by the Engineer.
3. PRESSURE AND LEAKAGE TESTING. After the line to be tested has been filled with
water, the test pressure shall be applied and maintained without interruption for 2
hours plus any additional time required for the Engineer to examine all piping
undergoing the test and for the Contractor to locate all defective joints and pipe
materials.
A. Test Pressure. Unless otherwise noted, the designated piping system shall be
The Neighborhoods of Holly Ridge Technical Specifications TS-10
Phase 1 Construction

subjected to a test pressure of 150-psi measured at the lowest point in the line.
B. Leakage Measurement. Measurement of leakage shall not be attempted until all
rapped air has been vented and a constant test pressure has been established.
After the pressure has stabilized, line leakage shall be measured by means of a
suitable water meter installed in the pressure supply piping on the pipeline side
of the force pump.
C. Allowable Leakage. The term "Leakage", as used herein, shall be the total
amount of water which must be introduced into the line during the leakage test
to maintain the test pressure.
No pipeline shall be accepted if and while it exhibits a leakage rate in excess of
that determined by the following formula:
Where
Q = 0.0075 DLN
Q = allowable leakage in gallons per hour
D = nominal diameter of pipe in inches
L length of section tested in thousand feet
N square root of average test pressure in psi
Whenever the pipeline to be tested contains pipe of different. diameters, the
allowable leakage shall be calculated separately for each diameter and
corresponding length of line. The resulting allowable leakage rates shall be
added to obtain the total allowable leakage for the entire pipeline.
All joints in piping shall be watertight and free from visible leaks during the
leakage test. Each leak which is discovered within the correction period
stipulated in the General Conditions shall be repaired by and at the expense of
the Contractor regardless of any amount that the total line leakage rate, during
the leakage test, may have been below the specified allowable leakage rate.
If the leakage test indicates a line leakage rate exceeding the allowable, the
Contractor shall locate and repair leaking joints and other defective items of
work to the extent necessary to reduce the line leakage to an acceptable
amount.
4. DISINFECTION. (Potable water lines only) After pressure testing, the new water
lines are to be disinfected in accordance with AWWA specifications C651 and as
specified herein. The water lines are to be flushed thoroughly to remove all dirt and
debris, which may have collected in the line. After flushing has been completed, the
pipelines shall be tapped on top at a point furthest from the point that the lines are
to be filled with water. The valve at the end of the line shall then be closed, and the
valve between the new water line and the water system supply shall be opened
slightly to be applied under pressure by an ejector pump (or equal) to the water
entering the new pipeline. Chlorine will be added in sufficient quantities to give an
overall chlorine residual to the water of at least fifty (50) parts per million. The
pipeline is to be valved off and the chlorinated water allowed to remain in the line for
The Neighborhoods of Holly Ridge Technical Specifications TS-11
Phase 1 Construction

twenty-four hours. At the end of this period, the pipeline is to be thoroughly flushed
until no evidence of chlorine exists as determined by the Ortho-Tolidine Test.
No water with a high concentration of chlorine shall be discharged within 1,000 feet
of any stream during the flushing process.
After flushing the line, the Contractor shall furnish sterilized bottles and take water
samples from various points along the line. A minimum of three samples shall be
taken for each chlorinated section. The Contractor shall send the samples to an
approved laboratory for bacteriological analysis. Contractor shall pay for gathering
and sending samples and all lab work. The Owner and Engineer shall be furnished
with copies of the laboratory analysis. If the analysis reveals that no bacteria is
present, the line or lines may be placed into service upon notification of the
Engineer.
The Neighborhoods of Holly Ridge Technical Specifications Ts-12
Phase 1 Construction

SECTION 5
MISCELLANEOUS VALVES
1. SCOPE: This section covers all valves, except where specific requirements are
stipulated in other sections.
2. GENERAL
A. General Equipment Stipulations: The General Equipment Stipulations shall
apply to all equipment furnished under this section.
B. Manual Operators: All valves, except those, which are equipped with power,
actuated operators or are designed for automatic operation, shall be
provided with manual operators. Unless otherwise specified or indicated on
the.drawings, each manual operator shall be equipped with an operating
handwheel.
C. Wrench Nuts: Wrench nuts shall be provided on all buried valves, on all
valves, which are to be operated through floor boxes, and where indicated
on the drawings. Unless otherwise directed by the Owner, all wrench nuts
shall comply with Section 3.16 of AWWA C500. Not less than two operating
keys shall be furnished for operation of the wrench nut operated valves.
D. Rotation: Unless otherwise required by the Owner, the direction of rotation
of the wheel, wrench nut, or lever to open the valve shall be to the left
(counterclockwise). Each valve body or operator shall have cast thereon the
word "OPEN" and an arrow indicating the direction to open.
E. Length Tolerance: Unless otherwise specified, the actual length of valves
shall be within 1/16 inch (plus or minus) of the specified or theoretical length.
F. Ends: Unless otherwise indicated on the drawings or specified, all 3 inch or
larger buried valves shall have push -on or mechanical joint ends; all other 2
1/2 inch or larger valves shall have flanged ends; and all 2 inch or smaller
valves shall have threaded, solder, or welding ends as required by the piping
system in which the valve is to be installed. Unless otherwise indicated on
the drawings, flange diameter or drilling shall conform to ANSI B16.1, Class
125 or ANSI 1316.5, Class 150. Push -on and mechanical joints shall conform
to ANSI/AWWA C111/A21.11. Wafer style valves shall be designed for
installation between ANSI Class 125 flanges.
G. Unions: A union or flanged connection shall be provided within 2 feet of
each threaded end valve unless the valve can be easily removed from the
piping.
H. Shop Painting_ All ferrous metal surfaces of valves and accessories, both
interior and exterior, shall be shop painted for corrosion protection. The
valve manufacturer's standard paint will be acceptable provided it is
The Neighborhoods of Holly Ridge Technical Specifications Ts-13
Phase 1 Construction

functionally equivalent to the specified paint and is compatible with the field
painting specified in the painting section.
1) Materials:
Asphalt Varnish Fed Spec TT-V-51.
Coal Tar Koppers "Bitumastic Super Service Black,"
Tnemec "46-449 Heavy -Duty Black," or Valspar
"35-J-10 Hi -Build Bituminous Coating."
Epoxy
For Liquid Cook "920-W-965 Epicon-MW HB Epoxy,"
Service Koppers "200 HB Epoxy," Tnemec "Hi -Build
Epoxoline Series 66," or Valspar "89 Series Val -
Chem Hi -Build Epoxy."
Rust -Inhibitive Primer Cook "391-N-167 Barrier Coat," Koppers "No. 10
Inhibitive Primer," Tnemec "77 Chem -Prime," or
Valspar "13-R-28 Chromox Primer."
Rust -Preventive Houghton "Rust Veto 344" or Rust-Oleum "R-9."
Compound
2) Surfaces To Be Painted:
Unfinished Interior Surfaces for Liquid
Service
Exterior Surfaces of
Valves To Be Buried,
or Located in Valve Vaults
Exterior Surfaces of All Other Valves
Polished or Machined Surfaces
Operators and Accessories
3. GATE VALVES
Asphalt varnish (2 coats) or
epoxy.
Asphalt varnish or coal tar.
Rust -inhibitive primer.
Rust -preventive compound.
Rust -inhibitive primer.
All 3 inch and larger gate valves shall conform to AWWA C500 as modified
herein. Gate valves installed in vertical piping shall be of solid wedge type.
Gate valves, which are buried or submerged shall be non -rising stem type with
o-ring stem seals and shall be provided with 2 inches square operating nuts.
Gate valves located in a valve vault shall be manually operated by handwheels.
The Neighborhoods of Holly Ridge Technical Specifications TS-14
Phase 1 Construction

All buried or submerged gate valves shall have mechanical joint ends. Gate
valves located in a valve vault shall be flanged ends. All gate valves shall be
designed for a working pressure of 200 psi.
4. CHECK VALVES
Check valves in 3 inch through 12 inch sizes which are installed in water service
pump discharge piping or in other clear water service piping having a working
pressure of 200 psi or less shall be wafer style designed for installation between
two pipe flanges and shall be Marlin "Wafer Check A125HZNSF," TRW Mission
"Duo-Chek II Figure 12 HMP," Valmatic "Dual Disc 88-GAN-SSF," or Valve and
Primer "9000AR1 F" or equivalent as approved by Engineer. Each check valve
shall have a cast iron body, bronze plates, stainless steel springs, stainless steel
hinge pins and stops, teflon spring and hinge bearings, and standard trim for
IBBM construction. All wetted aluminum bronze valve components shall be heat
treated to inhibit dealuminization in accordance with Sec. 2.2 of AWWA C504.
5. BALL VALVES
Unless otherwise shown or specified, all 2-1/2 inch and smaller shutoff valves
shall be ball valves.
Two inch and smaller ball valves for air and water service shall be of bronze or
brass construction with two-piece end entry body, bronze or brass ball, teflon or
Viton stem seal, reinforced Teflon seats and thrust washer, a removable
operating lever, and threaded ends. Valves shall be rated not less than 500 psi
non -shock cold WOG and shall be drip -tight in both directions. Valves shall be
Conbraco Industries "Apollo 70-100 Series," Powell "Fig 421 OT," or Stockham
"S-216" or equivalent as approved by Engineer.
6. TAPPING SLEEVES AND VALVES
Tapping sleeves and valves shall be furnished and installed where required by
the drawings. Each tapping sleeve and valve shall be designed for a minimum
water working pressure of 150 psi and shall be tested at 300 psi.
With the exception of the valve ends and other modifications necessary for
tapping service, tapping valves shall conform to AWWA C500 and shall be
Mueller "No. H-667" or equivalent as approved by Engineer. Each tapping valve
shall be provided with a flanged inlet end designed, faced, and drilled for
attachment to the outlet flange of the tapping sleeve; with an outlet end provided
with a tapping flange for attachment of a standard drilling machine; and also
with a mechanical joint type bell end for connection of the branch main.
Tapping sleeves shall be of the flanged outlet type designed for attachment to
the flanged inlet end of the tapping valve, and shall be provided with mechanical
joint ends at each end of the run. Tapping sleeves shall be Mueller "No. H-615"
or equivalent as approved by Engineer.
The Neighborhoods of Holly Ridge Technical Specifications TS-15
Phase 1 Construction

7. VALVE BOXES
Each valve buried to a depth of 4 feet or less shall be provided with a slide type
valve box. Valve boxes shall be cast iron, extension sleeve type, suitable for the
depth of cover required by the drawings. Not more than one extension will by
allowed with each slide type valve box. Valve boxes shall be not less than 5
inches in inside diameter, shall have a minimum thickness at any point of 3/16
inch, and shall be provided with suitable cast iron bases and covers.
The valve box shall be Dewey Brothers, Inc. VBX-TE-3B or approved equal.
Each valve box must be protected with a concrete valve protector ring with an
outside diameter of 22" to 28," an inside diameter of 8" to 9" and a taper from 2"
on the outside edge to 4" on the inner edge.
The cover shall have cast on the upper surface in raised letters the word
"WATER." Valve boxes shall be painted prior to shipment with a coat of
protective asphaltum paint.
Valve and valve boxes shall be set plumb. Each valve box shall be placed
directly over the valve it serves, with the top of the box brought flush with the
finished grade. After being placed in proper position, earth shall be filled in
around each valve box and thoroughly tamped on each side of the box.
8. DRAWINGS AND DATA
Complete specifications, data, and catalog cuts, or drawings covering the items
furnished under this section shall be submitted in accordance with the
submittals section.
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Phase 1 Construction

SECTION 6
GRAVITY AND FORCE MAIN SEWERS: MATERIALS
1. GENERAL
The work covers the furnishing of all pipe appurtenances and any incidentals
required to complete the sanitary sewer and force main construction as shown on
the drawings and as described in these specifications. All material shall be of the
best commercial quality for the purpose specified and shall be free from defects that
might impair the strength and durability. Also, all materials shall be designed,
constructed, and installed in accordance with the best practices and methods and
shall comply with these specifications as applicable. Prior to the release of any pipe,
the Contractor shall submit and receive the Engineer's approval of shop drawings
and/or manufacturer's material certification of compliance with the specifications.
2. PIPE
A. Ductile Iron: Shall conform to the requirements of ANSI A21.51 (AWWA C151).
See plans and/or bid items for thickness classifications.
1. Joints: Mechanical ASA Specifications A21.11 (AWWA C111). Push on single
gasket conforming to Federal Specifications WW-P-421 b, Type ll.
2. Pipe Lining: Cement mortar with a bituminous seal coat conforming to ANSI
A21.5 (AWWA C104).
3. Exterior Coating: Bituminous in accordance with manufacturer's specifications.
B. PVC Pipe (Gravity Sewers): All PVC (for gravity sewers) Pipe shall conform to
ASTM D-3034, SDR35.
1. Joints: All joints shall use a rubber gasketed system.
2. Installation: Pipe and fittings will be in accordance with ASTM D-2321. Only
Class I, II, III embedment materials will be considered suitable for PVC
applications.
3. Fittings: All fittings shall conform to ASTM D1784.
C. PVC Pipe (Sewer Force Mains): PVC Pipe (for force mains) shall be SDR21 as
specified in the contract documents (Schedule of Bid Items). The pipe shall be
plainly marked with the following information: manufacturer's name, size, material
(PVC) type and grade or compound, NSF Seal, pressure rating and reference to
appropriate product standards. PVC pipe used for construction shall comply to the
following standards:
1) Standard dimension ratio - ASTM D2241, 200 psi pipe SDR 21
2) PVC Compound Material - ASTM D 1869
3) Rubber Coupling Rings - ASTM D 1599
4) Burst Pressure Test, 150 psi - ASTM D 1599, 200 psi, SDR 21-
minimum quick burst pressure 630 psi
5) Impact Strength
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D. Ductile Iron Pipe Restrained Joint: The ductile iron restrained joint pipe shall be
new pipe and shall conform to ANSI A21.51 (AWWA C151). The ductile iron
restrained joint fittings shall be new fittings and shall conform to ANSI A21.10
(AWWA C110). All pipe and fittings shall be cement mortar lined conforming
with ANSI A21.4 (AWWA C104), bituminous coated conforming with ANSI
A21.51 (AWWA C151) and rated at 350 psi working pressure. The pipe and
fittings shall be as manufactured by Clow "SUPER -LOCK", U.S. "TR-FLEX',
American "FLEX -RING". The restrained joint pipe and fittings shall be installed
in strict compliance with the manufacturers recommendations and with the
"Piping Industry Standards".
3. FITTINGS (Sewer Force Mains)
A. PVC: Fittings shall be SCH 80.
B. Restrained Joint Fittings: The ductile iron restrained joint fittings shall be new
fittings and shall conform to ANSI A21.10 (AWWA C110).
All pipe and fittings shall be cement mortar lined conforming with ANSI A21.4
(AWWA C104), bituminous coated conforming with ANSI A21.51 (AWWA C151)
and rated at 350 psi working pressure.
The pipe and fittings shall be either Griffin "SNAP-SOK", Griffin "BOLT-LOK",
American "FLEX -RING" or an approved equal.
All ductile iron fittings shall be lined with cement lining, commonly known as
"enameling" and have a bituminous coating both inside and out.
The Neighborhoods of Holly Ridge Technical Specifications TS-18
Phase 1 Construction

SECTION 7
GRAVITY SEWERS: PIPE INSTALLATION AND TESTING
1. GENERAL
A. Installation of gravity sewers:
The work in this Section covers the installation and testing of all pipes and
appurtenances and incidentals required to complete the sanitary sewer
construction as shown on the drawings and as described in these specifications.
All piping shall be installed by skilled workmen and in accordance with the best
standards for piping installation. Proper tools and equipment for the safe and
convenient handling and installation of the pipe and appurtenances shall be
used. Pipe and accessories shall be handled in such a manner as to insure
delivery, storage and installations which prevent damage.
All pipe and appurtenances shall be carefully examined for defects and no pipe
shall be installed which is known to be defective. If any defective pipe should be
discovered after having been installed, it shall be removed and replaced in a
satisfactory manner by the Contractor at his expense. PVC sewer pipe and
fittings if stored outdoors for long periods shall be protected from direct
exposure to sunlight and properly supported in such a way to prevent sagging
or bending.
The installation of all pipes and appurtenances shall be in accordance with the
applicable ASTM and AWWA Specifications that are made a part of these
specifications by reference. Piping shall be laid to the lines and grades as
indicated on the drawings. The Contractor can use batter boards, laser beam
equipment, or surveying instruments to maintain proper alignment and grade. If
laser equipment is utilized, periodic elevation checks by surveying instruments
shall be made to verify accuracy of grades and alignment. The contractor will be
responsible for the prevention and minimizing of thermal deflections.
The laying of pipe in finished trenches shall be initiated at the lowest elevation,
with the spigot ends pointing in the direction of the flow. All pipes shall be laid
with the ends abutting and true to grade and centered so that the completed
sewer will have a uniform invert.
All joint contact surfaces shall be kept clean and dry until the joint is completed.
Lubricants, primer and adhesives shall be used as recommended by the
manufacturer. Rubber gaskets shall be installed, lubricated, and protected
strictly as recommended by the pipe and/or gasket manufacturer.
The pipe joints shall be placed, fitted, and adjusted in such a workmanlike
manner as to obtain the specified degrees of water -tightness. Pipe trenches
shall be kept as dry as possible during bedding, laying and jointing operations
until sufficient and approved backfill material can be placed along each side- of
the pipe. Dewatering of the trench must be performed by the most expedient
method, which may be by well point.
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Phase 1 Construction'

Any defects due to settlement will be corrected at the Contractor's expense.
Pipe bell holes will be required to be dug sufficiently large to ensure the making
of proper joints. The bottom of the trench shall be shaped to fit the bottom
quarter of the pipe to insure a firm even bearing on undisturbed earth of the
entire length of the pipe. Special precautions shall be exercised to prevent any
pipe or appurtenance from resting on rock or any other hard projection that may
damage the pipe or fitting.
Whenever pipe laying operations are stopped, the open end of the completed
pipe shall always be properly closed with a suitable plug or end board to
prevent the infiltration of any water, sand, earth or other debris. The Contractor
will be responsible to prevent flotation of the pipe and the damage to joint(s) of
the pipe in the event of flooding.
The Contractor shall not lay pipe until the Engineer or his representative has
checked and approved the grade. Any pipe installed without the approval of the
Engineer or his representative shall be removed, uncovered, or relayed if
directed.
Ductile iron pipe shall be installed in accordance with the requirements of the
Ductile Iron Pipe Handbook published by the Cast Iron Pipe Research
Association and AWWA C600.
Polyvinyl chloride (PVC) pipe shall be laid and joints assembled in accordance
to the respective manufacturer's recommendations and applicable sections of
the Uni-Bell PVC Pipe Association recommended standard specifications.
2. EXISTING UTILITY
The Contractor shall be responsible for making field inspection of existing utilities
prior to commencing work. The Contractor shall be responsible for any damage to
existing utilities resulting from his work.
3. HANDLING PIPE AND MATERIALS
Loading and unloading of pipe, valves and accessories shall at all times be
performed with care to avoid damage. The practice of unloading pipe by dropping
from a truck will absolutely not be tolerated. Slings or clamps shall lift pipe rather
than by hooks that could cause damage to the lining.
Sanitary precautions will be taken at all times to prevent pipe from being
contaminated on the ground.
Pipe coating damaged in handling shall be removed from the project or repaired in
a manner satisfactory to the Engineer.
The Neighborhoods of Holly Ridge Technical Specifications TS-20
Phase 1 Construction

4. PIPE BEDDING REQUIREMENTS
It is the intention of these specifications that the trench conditions and class of pipe
bedding provided be adequate to permit the pipe to safely support the loads to be
imposed on the pipe when calculated for the actual field conditions encountered.
The pipe bedding classes will be as defined for these specifications and in ASTM C-
12-77 shall be as follows and it shall be mandatory for the Contractor to employ the
correct bedding within the limits set forth and as shown on the drawing details.
A. Class C bedding: is that condition existing when the trench bottom is undercut
a minimum of four (4) inches below the pipe bell and filled to pipe grade with
No. 57 washed stone in such a manner that the pipe will be bedded in stone to
the mid point of the pipe barrel. The remainder of the soil to ground surface is
compacted to specified density.
1) DUCTILE IRON PIPE
Pipe support for ductile iron sewer pipe shall provide uniform bearing for the
pipe barrel along its entire length. Particular care shall be taken to compact
soil under and around the curve of the pipe to give maximum support. The
trench bedding for ductile iron pipe shall conform to Class C bedding in pipe
depths of 0-14 feet.
2) POLYVINYL CHLORIDE (PVC) PIPE
The foundation for PVC gravity sewer pipes shall be a firm flat bottom trench
of four (4) inches of Class C bedding material (No. 57 washed gravel 1/4" to
3/4" particle size) as defined in ASTM D2321 compacted with bell holes. The
bedding material shall be a minimum thickness of 1/2 the outside diameter of
the pipe, but no less than four (4) inches below the pipe barrel and continue
as backfill to the top of the pipe. Based on the existing soil conditions, the
Engineer may adjust the depth of bedding material required.
5. INSPECTION AND TESTING (GRAVITY SEWERSI
The work in this section shall consist of furnishing all labor, equipment, and services
for the proper inspection and testing of the gravity sewer lines and/or laterals. The
costs of performing the, specified testing shall be included as part of the pipe
installation cost. Visual inspections of individual legs of the gravity sewer shall be
lamped by the Engineer or his representative to insure each leg is straight, uniformly
graded, free from debris or obstructions and exhibit a full circle when viewed. Visible
leaks shall be repaired and eliminated. If any section of the installed lines tested fails
to pass the specified tests, the Contractor shall be responsible for locating the
defects and making the proper corrective repairs at his expense. After the repairs
have been completed, the section shall be re -tested to assure that section meets the
required testing criteria. All tests shall be witnessed by the Engineer or his
representative.
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Phase 1 Construction

A. FLUSHING
1) Any obstructions or sedimentation observed during the visual inspection
or lamping of the gravity sewer lines shall be required to be removed by
flushing or by other acceptable means. If after cleaning any obstruction
still remains, then the lines shall be flushed at a rate of at least 2.5 feet
per second until the fine is cleaned or to the satisfaction of the Engineer.
B. DEFLECTION TEST
1) Deflection test shall be performed on all PVC composite pipes by means
of a rigid go -no-go mandrel that is sized to such dimensions that it will
not "go" when encountering deflection greater than permissible. The test
mandrel shall be constructed at the Contractor's expense. The maximum
allowable deflection or deformation for all installed PVC composite sewer
pipe shall not exceed 5% of the pipe's original internal diameter.
2) Testing shall be conducted no earlier than thirty (30) days after reaching
final trench backfill grade, provided that sufficient water saturation or
rainfall has occurred to thoroughly settle the soil throughout the entire
trench depth and the pipe has been tested for leakage.
3) Flush the line to insure the pipe is clean of any mud or debris that would
hinder the passage of the mandrel. Attach a floating block or ball to the
end of the mandrel pull rope and float the rope through the line. After the
rope is threaded through the line, connect the pull rope to the mandrel
and place the mandrel in the entrance of the pipe. Connect a retrieval
rope to the back of the mandrel to pull it back if necessary. Then remove
all of the slack in the pull rope and place a tape marker on the rope at the
ends of the pipe. Draw the mandrel through the. sewer pipe.
4) If any irregularities or obstructions are encountered, corrective action
shall be taken as required. If excessive deflection is discovered it shall be
located, excavated and the bedding and back -fill replaced to prevent
excessive deflection. Repaired pipe shall be re -tested.
The Neighborhoods of Holly Ridge Technical Specifications Ts-22
Phase 1 Construction

SECTION 8
SERVICE LINES, LATERALS, SEWER WYES
GENERAL
The work in this Section covers the furnishing and installation of all wyes, service
line pipe, clean outs, bends, appurtenances, and labor required to intercept the
house connections to the proposed sewer line.
2. MATERIALS
Materials to be used in service connections shall conform to that set forth in
Section 1 — Materials.
3. INSTALLATION
The Contractor shall anticipate and investigate the most effective location for
installing the service connections as indicated on the plans. He shall lay in wyes
in the gravity mains from which the service lines will extend and be laid. The
service wyes will be laid to pointing down grade and intercepting the main at 45
degrees from horizontal or less depending on field grades. The service line will
be laid to the right of way line at an appropriate grade so that future service
connection will intercept the future house connections. Proposed service
connection locations shall be approved by the Engineer's representative. Pipe
installation shall be in accordance with Section 2.
4. METHOD OF MEASUREMENT AND PAYMENT
A. GRAVITY SERVICE LINE
All work associated with the gravity service line shall be included in the
price submitted in the lump sum bid for the project. This lump sum
amount includes all related work necessary to complete the collection
and service line defined herein and as indicated in the plans including
but not limited to furnishing, transporting, installing all pipe, materials,
joints and jointing material, excavation, required bracing, exploratory
excavation, hauling and proper disposal of waste materials, constructing
bedding, compaction and inspection and all other related and necessary
work required to construct a complete and serviceable collection system
and service line connection.
B. CLEANOUTS IN SERVICE LINE
Cleanouts in service line shall be installed at the property line. Payment
shall be included in the lump sum bid for this project.
The Neighborhoods of Holly Ridge Technical Specifications TS-23
Phase 1 Construction

SECTION 9
PUMP STATIONS
1. GENERAL
The Contractor shall furnish all materials, labor, equipment and all other items
required to furnish and install the pump stations, tested and working, as specified
herein and shown on the plans.
2. PUMPS
A. Pump Stations
Pump shall be a grinder pump. Pump Station shall be discharging through a 4"
and a 6" force main that discharges into a manhole on Borrough's Lane. The 4"
force main will solely be used. during this first phase of construction.
1) OPERATING CONDITIONS
Pumpinq Station No. Pump Flow TDH Speed HP Phase
Rate
1 130 gpm 58 ft. 1750 rpm 15 1
2) MOTOR
Pump Motor for P.S. #1 shall be the sealed submersible type rated 15 HP at
1750 RPM. Motor shall be for single phase, 230 volt. Motors shall be NEMA
B type.
Stator winding shall be of the open type with Class B insulation good for 130
degrees C maximum temperature. Winding housing shall be filled with a
clean high dielectric oil that lubricates bearings and seals and transfers heat
from winding and rotor to outer shell. Air -filled motors which do not have the
superior heat dissipating capabilities of oil -filled motors shall not be
considered equal.
Motor shall have two heavy duty ball bearings to support pump shaft and
take radial and thrust loads. Ball bearings shall be designed for 50,000 hours
B-10 life. Stator shall be heat shrunk into motor housing. Overcurrent
protection on three phase motors should be provided in the control panel.
The common pump -motor shaft shall be of 416 stainless steel.
3) SEAL
Motor shall be protected by a mechanical seal. Seal faces shall be lubricated
by the oil -filled motor housing above seal. Seal faces shall be carbon and
ceramic and lapped to a flatness of one light band. Seal faces of tungsten
carbide are optional.
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4) IMPELLER
The impeller shall be a 261 mm cutting and grinding impeller for high
pressure domestic sewage systems containing Iona fibrous admixtures.
5) PUMP CASE
The volute case shall be cast iron and have a flanged center line discharge.
Discharge flange shall be three (3) inch standard with bolt holes straddling
center line. The volute shall have integrally cast legs for mounting pump on
bottom of wet well.
6) PUMP AND MOTOR CASTING
All castings shall be of high tensile cast iron and shall be treated with
phosphate and chromate rinse.
All fasteners shall be 302 stainless steel.
7) POWER CABLES
Power cables shall be double scaled. Cable entry into cord cap shall be
sealed by a cord grip fitting. Individual wire entry into top of motor housing
shall be sealed by a rubber compression sealing grommet.
Insulation of power cable shall be type SOW/SOW-A.
B. Lift -out Rail System
Rail system shall consist of a combined check valve and seal fitting that mounts
vertically into a stationary discharge casting. A simple downward motion shall
connect pump and combination check valve and seal fitting to the stationary
discharge casting. Check valve and seal fitting shall seal with two (2) "O" rings
and a tapered rubber seal ring into funnel of discharge case. Check valve
flapper shall be spring loaded to prevent water hammer slam. Discharge casting
shall be furnished with right or left hand discharge pipe connections for duplex
systems. Discharge pipe tapping shall be 2" NPT female for standard pipe.
Valve casting and discharge casting shall be painted with a high quality, lead
free, alkyd enamel finish.
An upper guide plate shall be provided to prevent pump and seal fitting from
rising on rails. Guide rails shall be solid stainless steel bar stock, type 316, in
sizes 3/4" to 1" and schedule 40 stainless steel pipe, type 316, in sizes above 1 ".
Hold down pipe shall be 1/2" schedule 40 stainless steel, type 316. Rail support
and mounting bushing shall be mounted to basin wall and shall not be attached
to basin cover or cover frame. Guide rail support shall be adjustable so that
perfect vertical alignment of the rails can be obtained.
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Phase 1 Construction

C. Wet Well Structure
The pumps shall be installed in a precast concrete structure, sized as shown on
the plans, constructed as per the latest revisions of ASTM C890-73, ASTM C891-
78, and ASTM C913-79. The structure shall be furnished with an antifloatation
collar and installed on a minimum 12" stone base.
D. Aluminum Access Door
Aluminum access doors shall be Type K as manufactured by the Bilco
Company, New Haven, Connecticut or approved equal. Frame shall be 1/4"
extruded aluminum with built-in neoprene cushion and with strap anchors bolted
to exterior. Door leaf shall be 1/4" aluminum diamond plate reinforced with
aluminum stiffeners as required. Cast steel hinges shall be bolted to underside
and pivot on torsion bars that counterbalance the door for easy operation. The
door shall open to 90 degrees and lock automatically in that position. A vinyl
grip handle shall be provided to release the cover for closing. Doors shall be
built to withstand a live load of 150 pounds per square foot, and equipped with a
snap lock and removable handle and locking mechanism. Aluminum shall be
mill finish. All surfaces to be in contact with concrete shall be coated with a
bituminous coating. Hardware shall be stainless steel throughout. Installation
shall be in accordance with manufacturer's instructions. The manufacturer shall
guarantee against defects in material or workmanship for a period of five (5)
years.
E. Control Panel and Level Control
The pump station control panel shall be mounted in a NEMA 4X stainless steel
enclosure with outside deadfront design and hasp for padlocking. The panel
shall be designed for 230 volt service. Control shall operate on 120 volts.
The panel shall also be equipped with an alternating relay to reverse the lead
pump selected on each successive start. An override circuit shall start the pump if
the wet well level rises to the "Lag" start elevation.
A terminal strip shall also be provided for easy connection of cords from the
pumps and float switches. To insure proper connections, a schematic wiring
diagram shall be posted inside the panel door. For locations without power
panel, provide 3-10-20A breakers in panel to provide circuits for area light,
duplex receptacle and dialer.
Wet well level shall be controlled by four sealed mercury tube float switches. All
floats shall be provided with 25' of Type SJO flexible cord and shall be attached to
a galvanized or stainless steel bracket mounted at the top of the wet well.
The Neighborhoods of Holly Ridge Technical Specifications TS-26
Phase 1 Construction

F. Panel "PPS"
A load center for branch circuits to feed power to the generator battery charger,
generator block heater, receptacle, automatic dialer, and area light shall he
furnished and installed as shown on the Engineer's drawings. The load center
shall be mounted in a NEMA 4X stainless steel or fiberglass enclosure.
Appropriately sized circuit breakers shall be furnished as shown. Panel to have
copper busses and bolt -on breakers. Provide each panel with nameplate and
typewritten directory.
G. Wet Well Pipinq
Discharge piping inside the wet well shall be 4" schedule 40 stainless steel
unless otherwise shown on the plans.
H. Valve Vault, Valves and Magnetic Flowmeter
The valves and magnetic flowmeter shall be installed in a precast concrete
structure, sized to maintain adequate room for maintenance or a minimum of 4 foot
square inside, constructed as per the latest revisions of ASTM C890-73, ASTM
C891-78, and ASTM C913-79.
1) Plug Valves
Plug valves suitable for wastewater applications shall be of the tight closing,
resilient faced, non -lubricating variety and shall be of eccentric design such
that the valve's pressure member (plug) risen off the body seat contact area
immediately upon shaft rotation during the opening movement. Valves shall
be drop -tight at the rated pressure (175 psi through 12") and shall be
satisfactory for applications involving throttling service as well as frequent or
infrequent on -off service. The valve closing member should rotate
approximately 90 degrees from the full -open to full -closed position and vice -
versa. The valve body and valve plug shall be constructed of cast iron (semi
stop) conforming to ASTM A126, Class B.
2) Check Valves
Check valves shall be epoxy coated cast iron body with bronze mounting,
stainless steel pivot shaft, lever, and lever retention spring or weight in swing
check style. Check valves shall conform to AWWA C508 or latest revision.
Check valves shall be American Flow Control "50 Line" or equal.
3) Magnetic Flowmeter
The magnetic flowmeter shall consist of a flow tube, and pulse transmitter.
The flow tube shall match the size of the force main and shall contain
standard sensors which include a reference coil and an energizer coil.
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These components shall be totally encapsulated within the sensors with
polyurethane, which will isolate the sensor components from the raw
wastewater discharge from the pump station. Each sensor shall be made up
with two large conical measurement electrodes and one grounding electrode
which protrude from the sensor material to make contact with the
wastewater. The flow tubes shall be made of coated carbon steel. The
sensors insert into the flow tube through a side stand pipe connection. Two
.sensors shall be installed in each of the flowtubes. The transmitter energizes
the sensor coils which produce a strong magnetic field which results in a
strong flow signal. Transmitter outputs shall include rate of flow and total
flow displays. The sensor shall be easily removed for cleaning without
having to remove the flow tube from the force main. The pulse transmitters
shall energize the coils in the sensors which provide the resulting flow signal
with complete compensation for noise sources that may contaminate the
performance. The Contractor shall submit shop drawings of the proposed
magnetic flowmeter for Engineer's approval. Installation shall be in
accordance with manufacturer's recommendations. Materials shall include:
Tube: carbon steel epoxy coated
Sensor Material: Polyurethane
Electrodes: 316 Stainless Steel
I. Wet Well and Valve Vault Access Rungs
Access shall be by means of aluminum manhole rungs cast in the concrete wet
well wall. The manhole rungs shall be serrated for traction and a minimum of
12" wide. The top rung shall be maximum of 12" from the outside of the valve
vault. Subsequent rungs shall be set in line vertically and spaced 12" on center
within a maximum of 18" from the bottom of the valve vault.
The Neighborhoods of Holly Ridge Technical Specifications TS-28
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SECTION 10
ELECTRICAL
1. GENERAL
A. Electrical specifications for pump station only.
B. Installation shall comply with the latest edition of the North Carolina State Building
Code, Volume I and Volume X, National Electric Code, local building codes and
ordinances and other national codes and ordinances. In the case of conflict
between the code and the drawings and specifications or between the various
codes, then the most restrictive shall take precedent.
C. Contractor shall provide and pay all licenses, fees, permits, power connection
charges, if any, insurance, etc., required for execution of this work.
D. Contractor shall provide the materials, perform the work and test and pay all fees
necessary to make the electrical system operable and ready for use by the Owner.
E. Guarantee: Equipment, materials and installation shall be guaranteed to be free of
defects for a period of one (1) year after final acceptance of work or in accordance
with the manufacturer's standard guarantee, if longer.
F. It is understood and agreed that these plans and specifications shall be fulfilled in
their true spirit and intent so that any minor materials or devices essential to proper
and convenient operation, required or implied, shall be supplied and installed by
the Contractor without extra charge, even though not specifically called out.
G. Installation shall comply with OSHA standards.
H. The Contractor shall be responsible for his clean up and removal of scrap from the
job site and shall maintain a clean and safe work area.
I. In case of conflict between the plans and specifications or conflict between
information presented on the plans or in the specifications, then the most restrictive
shall take precedent.
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SECTION 11
EARTHWORK
1. GENERAL
The work in this Section covers the furnishing of all labor, equipment and materials
required to complete all excavation, backfilling, sheeting and shoring, dewatering,
compacting, and disposal of excavated material to complete the work as indicated
on the drawings and specified herein, and as directed by the Engineer. Provisions of
this Section shall apply to all pipe work and be performed with requirements of local
and state codes, with requirements of OSHA, and in accordance with federal
requirements.
2. CHARACTER OF EXCAVATED MATERIAL
The Contractor shall satisfy himself as to the nature of material that will be
encountered during the course of the project. The submission of a Proposal shall be
conclusive evidence that the Contractor has investigated the site and is satisfied as
to the conditions to be encountered, as to the character, quality, and quantities of
work to be performed and materials to be furnished, and as to the requirements of
the Contract Documents. All excavation shall be unclassified regardless of the
material encountered.
3. EXISTING UTILITIES
Existing underground utilities and structures which are indicated on the drawings
shall be located by the Contractor before any earthwork operations are begun in
order to avoid conflicts and costly repairs of any utility. If utilities are to remain in
place, adequate means of protection shall be provided during earthwork operations.
Where unforeseen or incorrectly located utilities are encountered during excavation
the Engineer or his representative must be informed immediately for conflict
resolution. Where it is impossible to avoid conflict with existing utilities, the new
construction shall be performed in a manner that will cause the least amount of
interruption to the existing facility. The Contractor shall cooperate with the Owner,
and public and private utility companies, in keeping their respective services and
facilities in operation.
4. DEWATERING
Pumping equipment shall be provided and employed to prevent water and
subsurface or groundwater from accumulating or flowing into excavations and from
flooding the project site and surrounding area. Water shall not be allowed to
accumulate in excavations, as this could result in the softening of foundation
bottoms, undercutting footings, and soil changes detrimental to stability of
subgrades and foundations. The Contractor shall provide and maintain pumps,
sumps, well points, suction and discharge lines, and other dewatering system
components necessary to convey water away from the excavations. The disposal of
conveyed water shall be diverted in such a manner that the natural drainage of the
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area shall not be disturbed. All gutters, drains, sewers, storm drains and culverts
shall be kept clean from surface drainage.
5. SHEETING, SHORING, AND BRACING
The Contractor shall provide sheeting and bracing where necessary to prevent
movement of the walls of excavation and/or to comply with regulations of the
Occupational Safety and Health (OSHA) Act of 1970. Failure to adequately sheet
and brace the walls of excavations shall be at the Contractor's risk and the
Contractor shall be responsible for any damages to persons, pipelines, equipment,
structures, or adjacent property caused by movement of the walls.
When sheeting is used, additional width of trench shall be permitted to
accommodate the thickness of the sheeting and to obtain the minimum sidewall
clearance.
Sheeting and Bracing are considered incidental to the construction of the sewer
improvements.
6. EXCAVATION (General)
Excavation for trenches and utility structures shall be made to indicated alignment
and grade as required by field conditions. Vertical cuts shall be used whenever
possible, but in unstable soils, trenches may be sloped from the top of the
excavation to a point 3.0 feet above the top of the pipe with the width of the trench
from this depth to the bottom of the ditch governed by A below. The bottom four
inches of the excavation shall be excavated by hand. Bell holes shall be excavated
by hand to insure that the pipe is properly supported for its entire length.
A. Trench Width
The maximum width of the trench shall be 24" plus the outside diameter of the
pipe. This width shall also apply to sloped trenches for the last three feet above
the top of the proposed pipe.
B. Excavated Material
Material excavated from the ditch shall be placed (whenever possible) in piles, a
suitable and safe distance from the edge of the trench and along the side of the
trench. When it is necessary to stockpile excavated material, it shall be the
Contractor's responsibility to secure the stockpile areas.
No classification of excavated materials will be made. Excavation and trenching
work shall include the removal and subsequent handling of all materials
excavated or otherwise removed in performance of the contract work, regardless
of the type, character, composition, or condition thereof.
Whenever the bottom of the trench is unstable and does not afford a good
foundation., the Contractor shall immediately inform the Engineer or his
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representative, who will determine the method to be followed for removing such
material as may be necessary and it's replacement with stabilization washed
stone (#57). Subgrades for concrete structures and trench bottoms shall be
firm, dense, and thoroughly compacted and consolidated, free from fines, muck
and mud and sufficiently stable to remain firm and intact under the feet of the
workers.
Excavation for manholes and other appurtenances shall be sufficiently large to
leave at least 12" clear between their outer surfaces and the line of the
excavation or supporting timber.
Any unauthorized excavation below the pipe or structure shall be filled with
sand, gravel, or concrete at the expense of the Contractor.
7. BACKFILLING
Back -filling shall progress as rapidly as the pipe laying, structural work, and testing
permits. The trench shall be backfilled with approved material free from large clods
or stones, (<2" spherical diameter). The initial backfill shall be carefully placed on
both sides of the pipe at the same time and thoroughly tamped around the barrel of
the pipe until enough material has been placed to provide two feet of cover above
the top of the pipe. The remainder of the backfill shall be placed in well compacted,
6-inch layers using approved mechanical tampers. In no case shall the backfill
material be placed in unequal layers on one side of the pipe that might cause pipe
displacement.
Backfilling of structural excavations shall not progress until the Engineer or his
representative has reviewed and accepted the construction below finish grade
including, where applicable, dampproofing, waterproofing, foundation subdrainage,
perimeter insulation, removal of concrete formwork, shoring and bracing, and trash
and debris, and the inspection, testing, approval and recording locations of
underground utilities.
TABLE 02.1 - ASTM 698
Fill, Embankment and Backfill
Density
Under Pavement
98% Standard
Under structures and sidewalks
95% Standard
Under grassed areas
90% Standard
Adjacent to structures
90% Standard
The Engineer shall decide, based upon laboratory tests, if warranted, the suitability
of all material encountered.
The top elevation of the trench shall be graded to the original grade that existed
before excavation. In no case shall material such as old pavement, curbs, bricks or
blocks be placed in the backfill. The Contractor shall be responsible for all
settlement of backfill, fills, and embankments, which may occur within the one-year
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warranty period. Any structures damaged by settlement shall be restored to their
original condition by the Contractor at the Contractor's sole expense.
A. Rock Cut: If rock is encountered in excavation, rock shall be removed to a
depth of 8" below the bottom of the pipe. This 8 inches shall be refilled with
select material. No additional payment will be made for rock or select backfill
material but shall be considered incidental to installation of pipe.
B. Muck: When it is encountered, and when ordered by Engineer's Representative,
the Contractor will haul away and dispose of this unsuitable material. Approved
backfill material shall be hauled in by the Contractor at his expense.
Stabilization stone may be ordered and or authorized by the Engineer or his
representative.
8. EXCESS MATERIAL
Excess material that is suitable for backfill shall be disposed of at sites obtained by
the Contractor. Should either the quantity or the composition of any excess or
unsuitable material dictate that it be removed from the site, the Contractor shall
obtain a place to accommodate it. Prior to removing the excess or unsuitable
material to another site, the Contractor shall transmit to the Owner, with a copy to
the property owner and the Engineer, a signed statement that suitable
arrangements have been made with the property owner for placing the excess or
unsuitable material. Neither the Owner nor the Engineer shall be held liable for
noncompliance with the arrangement.
9. BORROW
When the material excavated is not sufficient to meet the requirements for fill
material, borrow shall be obtained by the Contractor. Borrow material shall be
approved by the Engineer prior to placement. All imported materials will be the
responsibility of the Contractor to locate, sample and testing by a qualified
commercial testing laboratory.
10. SOIL TESTING AND INSPECTION SERVICE
The Owner and the Engineer may check compaction of the backfill at anytime. For
compacted earth and granular backfill in trenches and around structures, the Owner
may employ an independent testing laboratory to make tests on site and will pay all
costs for the first set of tests performed per lift. If compaction fails to meet
specifications, all succeeding tests for that lift shall be at the Contractor's expense.
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SECTION 12
EROSION AND SEDIMENT CONTROL
1. GENERAL
The Contractor shall provide all labor, materials, tools and other items necessary to
furnish and install silt fence and/or other sediment measures as shown on the erosion
control plans. The Contractor shall also comply with the applicable regulations of all
legally constituted authorities relating to pollution prevention, erosion and sediment
control. The Contractor shall keep himself fully informed of all such regulations which
in any way affect the conduct of the work, and shall at all times observe and comply
with all such regulations. In the event of conflict between such regulations and the
requirements of the specifications, the more restrictive requirements shall apply.
The Engineer will limit the area over which construction operations are performed
whenever the Contractor's operations do not make effective use of construction
practices and temporary measures which will minimize erosion, or whenever
construction operations have not been coordinated to effectively minimize erosion, or
whenever permanent erosion control features are not being completed as soon as
permitted by construction operations.
The control measures shall begin prior to land disturbing activity, shall continue during
construction with necessary maintenance until the disturbed land is stabilized. All
areas of the site, which are disturbed, shall be protected. Temporary erosion control
measures shall be removed at the conclusion of the project.
Contractor shall provide ground cover within 30 calendar days after completion of
construction within areas not otherwise used for storage of materials or construction of
project.
All work under this Section shall be in full compliance with the North Carolina
Sedimentation Pollution Control Act of 1973 and all Rules and Regulations
promulgated pursuant to the provisions of this act.
A. EROSION AND SEDIMENT CONTROL MEASURES
The Contractor shall take all measures as required to control erosion and
sedimentation at the construction site, including borrow and waste areas and
temporary access roads, and at off -site areas especially vulnerable to damage
from erosion and sedimentation. All erosion and sediment control measures will
be subject to approval by the Engineer.
Control measures shall be provided as indicated on drawings and specified herein.
Contractor shall maintain and/or replace erosion control measures throughout
duration of project as may be required due to accumulation of sediment or
deterioration of control devices.
The minimum requirements for erosion control, as shown on the Drawings, have
been approved by the Land Quality Section of the North Carolina Department of
Environment and Natural Resources (NCDENR). Other methods of protecting
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structures and facilities may be used at the option of the Contractor and subject to
the approval of the NCDENR.
Additional measures may become necessary upon field inspection by the
NCDENR or other authorities having jurisdiction over the proiect. The Contractor
shall acquire and maintain at the job site throughout the construction period a copy
of Erosion and Sediment Control Planning and Design Manual published by the
N.C. Sedimentation Control Commission and the Department of Natural Resources
and Community Development (now NCDENR).
Any changes required to accommodate subsequent conditions that may develop
or become evident will be compensated for by a duly processed change order.
1) Critical areas to be protected from damage due to severe erosion and
sedimentation, but not limited to, are as follows:
a) Exposed and disturbed areas
b) Steep cuts and fills
c) Open piles of unstable excavated material
d) Existing slopes
e) Wetlands
2) Exposed Areas
Work shall be scheduled so that areas subject to erosion are exposed for the
shortest possible time. Only those trees, shrubs, and grasses shall be
removed that are necessary for construction; those remaining shall be
protected to preserve the aesthetic and erosion control values. Temporary on -
site erosion structures or devices shall be located to preserve the existing
landscape and to minimize erosion, including that from construction traffic.
3) Disturbed Areas
Temporary protection shall be required for disturbed areas until final grading is
completed and permanent vegetation is established, and shall consist of
planting temporary grass cover or other vegetation when feasible. Other short-
term protection shall include covering disturbed areas and topsoil piles with a
mulch of hay, straw, or wood chips, stabilizing with netting, or covering with
plastic sheets. Graded slopes and fills shall be limited to an angle and to
lengths that will maintain stability and allow easy maintenance. Construction
equipment shall not be operated in a way to make the land more susceptible to
erosion, such as leaving tracks up and down slopes. Access roads shall be
located and constructed so as to prevent erosion.
4) Stockpiles
Stockpile areas shall also be selected and maintained by on -site personnel.
Site selections and stockpile design shall incorporate sediment and erosion
control considerations to prevent the potential direct production and delivery of
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sediment to water ways, damage to vegetation that is part of the total sediment
and erosion control plan, and the unnecessary destruction of trees that are
selected for preservation. Temporary or interim stabilization of soil stockpiles
shall be promptly instituted. The existence of critical slopes on stockpiles shall
be avoided. Stockpiling in or immediately adjacent to diversion channels shall
not be allowed because the stockpiled material will provide a direct and high
volume source of sediment to storm runoff. Structural practices shall be
installed on large stockpiles. Their design and implementation shall be
accomplished by competent on -site personnel.
5) Dust Control
The Contractor shall control dust throughout the life of the project within the
project area and at all other areas affected by the construction of the project,
including, but not specifically limited, unpaved secondary roads, haul roads,
access roads, disposal sites, borrow and material sources, and production
sites. Dust control shall not be considered effective where the amount of dust
creates a potential or actual unsafe condition, public nuisance, or condition
endangering the value, utility, or appearance of any property.
The Contractor will not be directly compensated for any dust control measures
necessary, as this work will be considered incidental to the work covered by
the various contract items.
B. SEDIMENT CONTROL MEASURES
1) Silt Fence
Silt fencing may be constructed using standard strength synthetic filter fabric.
Synthetic filter fabric shall be manufactured of propylene, nylon, polyester or
ethylene yarn and shall be certified by the manufacturer or supplier as
conforming to the following requirements:
Physical Property
Filtering Efficiency
Tensile Strength
Extra Strength
(max.) Elongation
Standard Strength
Flow Rate
Requirements
75% (min.)
20%
50lbs./ lin. in. (min.)
30lbs./ lin. in. (min.)
0.3 gal./sq.ft./min. (min.)
*Requirements reduced by 50 percent after 6 months of installation.
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Synthetic filter fabric shall contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0-degree F to 120 degrees F.
If burlap is used, it shall be 10-ounce per square yard fabric; and shall require
hogwire backing on its entire length for stability.
Posts for silt fences shall be either 4-inch diameter wood or 1.33 pounds per
linear foot steel with a minimum length of 5 feet. Steel posts shall have
projections for fastening wire to them. Silt fences shall be inspected
immediately after each rainfall and at least daily during prolonged rainfall. Any
required repairs shall be made immediately.
Should the fabric on a silt fence decompose or become ineffective prior to the
end of the expected usable life and the fence still be necessary, the fabric shall
be replaced promptly.
C. CHECK DAMS
Rock check dams should be constructed according to the detail contained in the
site work details in the drawings. Hand or mechanical placement will be necessary
to achieve complete coverage of the ditch or swale and to ensure that the center of
the dam is lower than the edges.
While this practice is not intended to be used primarily for sediment trapping, some
sediment will accumulate behind the check dams. Sediment should be removed
from behind the check dams when it has accumulated to one-half of the original
height of the dam.
Check dams must be removed when their useful life has been completed. In
temporary ditches and swales, check dams should be removed and the ditch filled
in when it is no longer needed. In permanent structures, check dams should be
removed when a permanent lining can be installed. In the case of grass -lined
ditches, check dams should be removed when the grass has matured sufficiently to
protect the ditch or swale. The area beneath the check dams should be seeded
and mulched immediately after they are removed.
Check dams should be checked for sediment accumulation after each significant
rainfall. Sediment should be removed when it reaches one-half of the original height
or before.
Regular inspections should be made to ensure that the center of the dam is lower
than the edges. Erosion caused by high flows around the edges of the dam should
be corrected immediately.
D. RIP RAP
The rip rap shall be composed of a well -graded mixture down to the 1-inch size
particle such that 50 percent of the mixture by weight shall be larger than the d50
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size as determined from the design procedure. A well -graded mixture as used
herein is defined as a mixture composed primarily of the larger stone sizes but with
a sufficient mixture of other sizes to fill the progressively smaller voids between the
stones. The diameter of the largest stone size in such a mixture shall be 1.5 times
the d50 size.
The minimum thickness of the rip rap layer shall be 1.5 times the maximum stone
diameter but not less than 6 inches.
Stone for rip rap shall consist of field stone or rough unhewn quarry stone of
approximately rectangular shape. The stone shall be hard and angular and of such
quality that it will not disintegrate on exposure to water or weathering and it shall be
suitable in all other respects for the purpose intended. The specific gravity of the
individual stones shall be at least 2.5.
A filter blanket is a layer of material placed between the rip rap and the underlying
soil surface to prevent soil movement into or through the rip rap. Filter blankets
should always be provided where seepage from underground sources threatens
the stability of the rip rap.
The subgrade for the rip rap or filter shall be prepared to the required lines and
grades. Any fill required in the subgrade shall be compacted to a density
approximating that of the surrounding undisturbed material. Brush, trees, stumps
and other objectionable material shall be removed.
Placement of the filter blanket should be done immediately after slope preparation.
For granular filters the stone would be spread in a uniform layer to the specified
depth. Where more than one layer of filter material is used, the layers should be
spread so that there is minimal mixing of the layers.
Placement of rip rap should follow immediately after placement of the filter. The rip
rap should be placed so that it produces a dense well -graded mass of stone with a
minimum of voids. The desired distribution of stones throughout the mass may be
obtained by selective loading at the quarry, controlled dumping of successive loads
during final placing, or by a combination of these methods. The rip rap should be
placed to its full thickness in one operation. The rip rap should not be placed in
layers. The rip rap should not be placed by dumping into chutes or similar methods
that are likely to cause segregation of the various stone sizes. Care should be taken
not to dislodge the underlying material when placing the stones.
The finished slope should be free of pockets of small stone or clusters of large
stones. Hand placing may be necessary to achieve the required grades and a
good distribution of stone sizes. Final thickness of the rip rap blanket should be
within plus or minus one quarter of the specified overall thickness.
Once a rip rap installation has been completed, it should require very little
maintenance. It should, however, be inspected periodically to determine if high
flows have caused scour beneath the rip rap or dislodged any of the stone. If
repairs are needed, they should be accomplished immediately.
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E. EARTH BERMS AND/OR DIVERSION DITCHES AND/OR INTERCEPT DITCHES
The primary purpose of these structures is to divert stormwater runoff to sediment
traps or basins, thus preventing sediment from reaching streams, etc. The
berm/ditch is usually constructed simultaneously by compacting the material just
excavated from the ditch to form the berm.
Earth berm/diversion ditches are normally 12 in. to 18 in. in width and have an
average depth of 12 in. to 18 in.
Side slopes should not exceed 2 horizontal to 1 vertical. If ditch slopes exceed 4
percent, they shall be stabilized with crushed stone.
Whether the berms are temporary or permanent, they shall be stabilized
immediately with seed or other acceptable stabilizer.
The temporary sediment traps shall be removed, the areas regraded and reseeded
permanently.
F. SEDIMENT TRAPS
Sediment traps are depressions which intercept sediment -laden runoff and retain
sediment. The construction is mostly excavating to form a more shallow type earth
containment system. Generally, a crushed stone filter berm outlet is sufficient for
these traps. If earth berms are constructed, they shall be stabilized immediately.
Where trenching occurs across an existing side slope, excavated materials shall be
placed on the higher side of the trench in order for the open trench to assist in
trapping of sediment.
G. MAINTENANCE
Sediment and erosion control practices will not function properly throughout their
designed life span if they are not maintained. Periodic inspection shall be made at
sufficiently frequent intervals to detect any impairment in the ability of the erosion
control facilities installed as part of this plan to continue to function effectively.
Responsibility for maintenance shall be assigned to an individual who has access to
equipment, material and funds required to sustain the maintenance schedule.
Most control structures require work to restore them after each storm. This
maintenance shall be performed to allow the structure to continue to perform the
function for which it was designed.
Vegetative practices require maintenance. Vegetative cover established in the
sediment and erosion control program shall not be allowed to deteriorate and
become ineffective. A fertilization and reseeding program shall be established and
carried out as the construction proceeds. Areas where failures have been
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experienced in the establishment of vegetative protection shall be promptly treated.
The re-establishment of permanent vegetative cover shall be initiated as soon as
possible in an effort to keep the area requiring maintenance work to a minimum.
Information shall be distributed to all persons on the construction site describing
and stressing the importance of the proper installation and maintenance of the
erosion and sediment control procedures included in this plan. The actions and
language of supervisors on the project shall continually emphasize the seriousness
and importance of sound erosion and sediment control procedures.
The approved erosion and sediment control plan must be submitted by Contractor
and any standard conditions relating to Soil Erosion and Sediment Control issued
as part of any permits shall be available at the immediate site of construction activity
at all times.
Once permanent vegetative cover has been established, control devices including
silt fences and stone dams shall be removed. After the construction phase is
complete, permanent vegetation on the areas that have been disturbed shall be re-
established as rapidly as possible. If the completion of the construction activities
does not coincide with a season in which permanent vegetation can be started, an
interim or temporary program is required. This shall include soil stabilization,
mulching, or the establishment of filter strips. In any case, sediment and erosion
controls shall be installed promptly and their maintenance assured.
H. SANCTIONS
Failure of the Contractor to fulfill any of the requirements of this article may result in
the Engineer ordering the stopping of construction operations until such failure has
been corrected. Such suspension of operations will not justify an extension of
contract time.
Failure on the part of the Contractor to perform the necessary measures to control
erosion, siltation, and pollution will result in the Engineer notifying the Contractor to
take such measures. In the event that the Contractor fails to perform such
measures within 24 hours after receipt of such notice, the Engineer may suspend
the work as provided above, or may proceed to have such measures performed.
All erosion and sediment measures maintenance will be the responsibility of the
Contractor.
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SECTION 13
SEEDING AND TURFING
1. SCOPE
This section shall include the furnishing of all labor, materials, equipment, and
incidental items to seed and establish a turf on all areas disturbed by the pipe laying
operations or any other earth disturbing operations. All materials shall be of the best
commercial quality available for the purposes specified. Work consists of soil
preparation, liming, fertilizing and seedbed preparation, grass seeding and mulching,
complete, for all areas within limits of grading in accord with specifications and
applicable drawings.
2. GRADING
Rough grading shall be done as soon as all excavation required in the area has been
back -filled. The necessary earthwork shall be accomplished to bring the existing
ground to the desired finish elevations.
Fine grading shall consist of shaping the final contours for drainage and removing all
large rock, clumps of earth and waste construction material. It shall also include
thorough loosening of the soil to a depth of 6-inches by plowing, discing, harrowing or
other approved methods until the area is acceptable as suitable for subsequent
seeding operations.
3. TOPSOIL
After the subgrade has been fine graded to the satisfaction of the Engineer, topsoil
shall be spread over the area to a uniform depth and density. The soil shall be
uniformly compacted by a light roller to a depth not less than 4-inches, unless other
depths are shown on the Plans. When finished, the surface shall conform to the
finished grade shown or required and shall have a smooth pulverized surface at the
time of seeding. Any irregularities shall be corrected before the fertilizer and seed is
placed. Any settlement or displacement of the topsoil shall be restored to the
established lines and grades at the Contractor's own expense.
Topsoil removed from the excavations, which is approved by the Engineer for use,
shall be placed in the locations and to the depth shown, specified or directed. In the
event the topsoil removed during excavation is unsatisfactory or is inadequate to cover
the requested areas, the Contractor shall furnish the required quantity of satisfactory
topsoil from approved sources off the site. Topsoil furnished from areas off the site
shall be a friable clay loam free from stones, roots, sticks, and other foreign
substances. Such topsoil shall pass a 1/4-inch screen. Topsoil shall not be delivered or
placed in a frozen or muddy condition.
4. LIME
The quality of lime and all operations in connection with furnishing this material shall
comply with the requirements of the North Carolina Department of Agriculture.
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During the handling and storing, the lime shall be cared for in such a manner that it will
be protected against hardening and caking. Any hardened or caked lime shall be
pulverized to its original condition before being used. No lime, fertilizer, or seed shall
be applied when the wind is strong or when the soil is extremely wet or otherwise
unworkable. No rolling shall be done if precipitation after seeding should make the
operation detrimental to the seedbed.
Liming shall be done immediately after grading has reached the final "smoothing"
stage, even though actual seeding may not be done until several months later. Lime
shall be used at 2 tons per acre and shall be spread evenly by means of approved
mechanical spreaders or distributors. When lime is distributed by commercial liming
dealers, sales slips showing the tonnage delivered shall be filed with the Engineer and
shall show the full tonnage required for the acres treated. Lime shall be incorporated
in the top 2 to 3 inches of soil by harrowing, disking, or other approved means.
Lime shall be agriculture grade ground dolomitic limestone. It shall contain not less
than 85 percent of the calcium and magnesium carbonates and shall be of such
fineness that at least 90 percent will pass a Number 10 sieve and at least 50 percent
will pass a Number 100 sieve.
5. FERTILIZER
Fertilizer shall be spread not more than two weeks in advance of seeding. Fertilizer
shall be of a formula specified at the rate of 1000 pounds per acre, for 10-10-10. To
assure full application rate, the acreage in an area to be fertilized during the day shall
be determined, and the required fertilizer delivered to the area. All such fertilizer shall
be protected from damage by weather or otherwise until used. Lump fertilizer shall be
thoroughly pulverized before placing in the distributor. Even distribution shall be
accomplished with approved mechanical spreaders, by spreading half of the rate in
one general direction, and the other half at right angles to the first. Within 24 hours
after spreading, the fertilizer shall be incorporated into the top 2 to 3 inches of soil by
disking, harrowing or other approved methods to provide an adequate seedbed.
Upon written approval of the Engineer a different grade of fertilizer may be used,
provided the rate of application is adjusted to provide the same amounts of plant food.
6. SEEDING
The mixture of seed in all disturbed area shall be the following:
1. April 1 —July 15: 100 pounds/acre Pensacola Bahiagrass
Seed shall have been approved by any agency approved by the Engineer before
being sown, and no seed will be accepted with a date of test more than eight months
prior to the date of sowing. Such testing, however, will not relieve the Contractor from
responsibility of furnishing and sowing seed that meets these specifications at the time
of sowing. When a low percentage of germination causes the quality of the seed to fall
below the minimum pure live seed specified, the Contractor may elect, subject to the
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approval of the Engineer, to increase the rate of application sufficiently to obtain the
minimum pure live seed content specified, provided that such an increase in the rate of
application does not cause the quantity of noxious weed seed per acre or square yard,
as the case may be, to exceed the quantity that would be allowable at the regular rate
of application.
During handling and storing, the seed shall be cared for in such a manner that it will be
protected from damage by heat, moisture, rodents, or other causes.
Immediately following preparation of the seedbed, the seed shall be uniformly applied
by a mechanical spreader. The seed shall be raked lightly into the surface and rolled
with a light hand lawn roller weighing not more than 100 pounds per foot of width.
Seeded areas shall be sprinkled with a fine spray in such a manner as not to wash out
the seed. Seeding shall be done on a "calm" day and only with the approval of the
Engineer or his representative.
The Contractor shall water as necessary and keep all seeded areas in good condition,
and re -seed if and when necessary, until a smooth and uniform grassed area is
established over the entire area seeded and shall maintain these areas in an approved
condition until final acceptance of the Contract. On slopes, the Contractor shall
provide against washouts by an approved method. Any washouts which occur shall be
re -graded and re -seeded until a grass area is established.
7. MULCHING
Straw mulch shall be threshed plant residue of oats, wheat, rye, free from matured
seed of obnoxious weeds or other species that would grow and be detrimental to the
specified grass. It shall be spread uniformly at a rate of two (2) tons per acre in a
continuous blanket over the areas specified not later than two (2) days after seeding.
Thickness of the covering shall be adequate to hold the soil but sufficiently loose and
open to favor the development of the grass.
Mulch shall be held in place by applying a sufficient amount of asphalt or other
approved binding material to assure that the mulch is properly held in place. The rate
and method of application of binding material shall meet the approval of the Engineer
or his representative. Where binding material is not applied directly with the mulch, it
shall be applied immediately following the mulch application. An extra application may
be necessary in the bottom of drainage swales to prevent erosion.
8. MAINTENANCE
Begin maintenance immediately after each portion of grass is planted and continue for
eight (8) weeks after all grass planting is completed. The Contractor shall be
responsible for maintenance, protection, repairing and resulting reseeding and
refertilization at the end of the eight (8) week grass maintenance period. No direct
payment will be made for any maintenance.
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9. FINAL ACCEPTANCE
All areas grassed will be acceptable provided all requirements, including maintenance,
have been complied with and a healthy, uniform stand of specified grass has been
established, free of weeds, bare spots, and surface irregularities.
The Engineer and the Contractor shall inspect the seeding work at the time of the final
inspection of the project. The condition of the seeded areas will be noted and a
determination will made whether maintenance shall be continued in any part beyond
the date of final acceptance.
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SECTION 14
CAST -IN -PLACE CONCRETE
1. SCOPE
This section covers all cast -in -place concrete, including reinforcing steel, forms,
finishing, curing, and other appurtenant work.
2. GENERAL
A. General Requirements. All cast -in -place concrete shall be accurately formed and
properly placed and finished as indicated on the drawings and specified herein.
The Contractor shall inform the Engineer at least 24 hours in advance of the
times and places at which he intends to place concrete.
B. Data and Drawings. All submittals of data and drawings shall be in accordance
with the
submittal section unless otherwise noted herein.
3. MATERIALS
Cement
Fly Ash
Fine Aggregate
Coarse Aggregate
Water
Admixtures
Retarder
Plasticizer
Air -Entraining Agent
Super Plasticizer
ASTM C150, Type I, ll, or Ill.
ASTM C618, Class F, except loss on
ignition shall not exceed 4 percent.
Clean natural sand, ASTM C33. Artificial or
manufactured sand will not be acceptable.
Crushed rock, washed gravel, or other inert
granular material conforming to ASTM C33,
except that clay and shale particles shall
not exceed one percent.
Clean and free from deleterious
substances.
ASTM C494, Type D, nonairentraining
solution of metallic salts of hydroxylated
carboxylic acids; Grace "Daratard-HC"'
Master Builders "MB-HC", Protex "Ptotard"'
or Sika Chemical "Plastiment".
ASTM C494, Type A, nonairentraining
solution of metallic salts of hydroxylated
carboxylic acids; Grace "WRDA-HC" or
Master Builders "MBHC-N".
ASTM C260; Grace "Daravair", Master
Builders "MB-VR", Protex "AES", or Sika
Chemical "AER".
ASTM C494, Type F; W.R. Grace
"Daracem", or Master Builders "Reobuild"
or "440N".
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Reinforcing Steel
Bars, Except Weldable
Bars, Weldable
Beam Stirrups and
Column Ties
Column Spirals
Welded Wire Fabric
Bars Supports
Mechanical Connections
Forms
Prefabricated
Plywood
Fiberboard
Lumber
Chamfer Strips
Form Coating
Wedge Inserts
Polyethylene Film
Membrane Curing Compound
nonyellowing;and Floor Sealer
Manhole Steps
ASTM A615, Grade 60, deformed.
ASTM A706 or A615, Grade 60, deformed,
with maximum carbon equivalent of 0.55.
ASTM A615, Grade 40, deformed.
ASTM A82, cold drawn wire.
ASTM A185 or A497.
CRSI Class 1, plastic protected, or Class 2,
stainless steel protected.
Erico Products "Cadweld T-Series" or
".Lenton", or Richmond "Dowel Bar Splice
System".
Simplex "Industrial Steel Frame Forms",
Symons "Steel Ply", or Universal "Uni-
form".
Product Standard PS1, waterproof, resin -
bonded, exterior type Douglas fir; face
adjacent to concrete Grade B or better.
Fed Spec LLL-B-810, Type II tempered,
waterproof, screen -back, concrete form
hardboard.
Straight, uniform width and thickness, and
free from knots, offsets, holes, dents, and
other surface defects.
Clear white pine, surface against concrete
planed.
Non -Crete "Form Coating", L&M "Debond",
Protex "Pro -Cote", or Richmond "Rich
Cote"; nonstaining and nontoxic after 30
days.
Malleable iron, with galvanized askew -head
bolts, nuts, and washers; Hohmann and
Barnard "WH", Richmond "Peerless", or
Weston "WC50".
Product Standard PS17, 6 mils.
ASTM C-309; min 18 percent solids;
unit moisture loss 0.039 gm/cm2 max;
Gifford -Hill "Sealco 800", ProSoCo " Kure
and Seal", Protex "Acrychlor", or
Sonneborn "Kure-N-Seal".
Steel -reinforced plastic, M.A. Industries
"PS2-PF"; H. Bowen "BOWCO No.93813";
1/2 inch deformed steel bar, ASTM A615,
Grade 60 minimum, totally encapsulated in
copolymer polypropylene, ASTM D4101.
The Neighborhoods of Holly Ridge Technical Specifications Ts-46
Phase 1 Construction

4. PRELIMINARY REVIEW
All tests and reports required for preliminary review shall be made by an
independent testing laboratory at the expense of the Contractor. Reports covering
the source and quality of concrete materials and the concrete proportions proposed
for the work shall be submitted to the Engineer for review before concrete work is
started. Review of these reports will be for general acceptability only and continued
compliance with all contract provisions will be required.
A. Aggregates. Reports on aggregates shall include the following information:
1) Fine Aggregate.
a) Source and type.
b) Gradation.
c) Deleterious Substances.
2. Coarse Aggregate.
a) Source and type.
b) Gradation and abrasion loss.
c) Deleterious Substances.
d) Results of sodium or magnesium sulfate soundness test.
K Mix Design. Using concrete materials acceptable to the Engineer, a tentative
concrete mix shall be designed and tested for each size and gradation of
aggregates and for each consistency intended for use on the work. Design
quantities and test results of each mix shall be submitted for review. Mixes shall
be adjusted in the field as necessary to meet the requirements of these
specifications.
The reports for each tentative concrete mix submitted shall contain the following
information:
• Slump on which design is based.
• Total gallons of water per cubic yard.
• Brand, type, composition, and quantity of cement.
• Brand, type, composition, and quantity of fly ash.
• Specific gravity and gradation of each aggregate.
• Ratio of fine to total aggregates.
• Weight (surface dry) of each aggregate per cubic yard.
• Brand, type, ASTM designation, active chemical ingredients, and quantity of
each admixture.
• Air content.
• Compressive strength based on 7 day and 28 day compression tests.
• Time of initial set.
C. Testing. Aggregates shall be sampled and tested in accordance with ASTM
C33. In addition, the bulk specific gravity of each aggregate shall be determined
in accordance with ASTM C127 and ASTM C128.
The Neighborhoods of Holly Ridge Technical Specifications TS-47
Phase 1 Construction

Two sets of compression tests cylinders, three cylinders per set, shall be made
from each proposed concrete mix. One set of three cylinders shall be tested at
an age of 7 days and the other set shall be tested and stored in conformity with
ASTM C192 and tested in conformity with ASTM C39.
Slump shall be determined in accordance with ASTM C143 and total air content
shall be determined in conformity with ASTM C231.
Initial set tests shall be made at ambient temperatures of 70°F and 90OF to
determine compliance with the initial set time specified herein. The tests at 70OF
shall be made using concrete containing the specified plasticizing and air -
entraining admixtures. The test at 90OF shall be made by using concrete
containing the specified retarding and air -entraining admixtures. Initial set shall
be determined in accordance with ASTM C403.
5. LIMITING REQUIREMENTS
Unless otherwise specified, each concrete mix shall be designed and concrete shall
be controlled within the following limits.
A. Cement Content. The quantity of Portland cement, expressed in pounds per
cubic yard, shall be as indicated in the following table. These minimum cement
quantities shall apply only to concrete containing a specified water -reducing
admixture. If, for any reason, the water -reducing admixture is omitted, the
cement shall be increased 10 percent. At the option of the Contractor, fly ash
may be substituted for up to 1.5 pounds of fly ash each pound reduction in
cement.
Coarse Aggregate Size
From No. 4 Sieve to
Concrete SlS ump
1/2"
3/a"
1"
2 inches
573
545
517
3inches
592
564
536
4 inches
611
583
555
5inches
630
602
573
6inches
649
620
592
B. Total Water Content. Total water content of concrete shall not exceed 5.7
gallons of water per hundred pounds of cement in the mix, or equivalent cement
weight if fly ash is added.
C. Slump. Concrete slump shall be kept as low as possible consistent with proper
handling and thorough compaction. Unless otherwise authorized by the
Engineer, slump shall not exceed 4 inches. When super plasticizer has been
added slump shall not exceed 8 inches.
The Neighborhoods of Holly Ridge Technical Specifications TS-48
Phase 1 Construction

D. Ratio of Fine to Total Aggregates. The ratio of fine to total aggregates based on
solid volumes (not weights) shall be:
Coarse Aggregates
Minimum
Maximum
Size
Ratio
Ratio
1/2 inch
0.40
0.55
3/4 inch
0.35
0.50
1 inch
0.30
0.46
E. Initial Set. The initial set as determined by ASTM C403 shall be attained 5-1/2
hours plus or minus one hour after the water and cement are added to the
aggregates. The quantity of retarding admixture shall be adjusted to
compensate for variations in temperature and job conditions.
F. Total Air Content. The total volumetric air content of concrete after placement
shall be 6 percent plus or minus one percent. Air may be omitted from interior
slabs, which are to be trowel finished.
G. Admixtures. The admixture content, batching method, and time of introduction
to the mix shall be in accordance with the manufacturer's recommendations to
minimize shrinkage and for compliance with these specifications. A water -
reducing admixture shall be included in all concrete.
Prior to using any mixture the Contractor shall receive written authorization from
the Engineer.
Any combination of admixture, which causes premature or local dehydration or
post -compaction settlement of the concrete surface will not be allowed. If such
behavior or any other undesirable characteristics are observed, the use of the
mix design shall be discontinued and an alternate mix design used.
At the option of the Contractor a super plasticizer may be used in all concrete.
Super plasticizer, when used, shall be as specified, as recommended by the
manufacturer, and acceptable to the Engineer.
Easy verification of each admixture dose when dispensed at the site will be
required. Super plasticizer shall be accurately proportioned for each load into a
separate dispensing container prior to any discharge into the truck. When truck -
mounted dispensers are used, no flushing or cleansing of the system with water
will be allowed until after the entire load of concrete has been discharged.
Redosing of concrete with super plasticizer may be done only once when
acceptable to the Engineer. Redosing procedures shall be as recommended by
the manufacturer and acceptable to the Engineer.
H. Strength. The minimum acceptable compressive strengths as determined by
ASTM C39 shall be:
Age Minimum Strength
7 days 2500 psi
28 days 3750 psi
The Neighborhoods of Holly Ridge Technical Specifications Ts-49
Phase 1 Construction

6. STORAGE OF MATERIALS
Cement and fly ash shall be stored in suitable moisture -proof enclosures. Cement
and fly ash, which have become caked or lumpy, shall not be used.
Aggregates shall be stored so that segregation and the inclusion of foreign materials
are prevented. The bottom 6 inches of aggregate piles in contact with the ground
shall not be used.
Reinforcing steel shall be carefully handled and shall be stored on supports, which
will keep the steel from contact with the ground.
7. FORMS
Forms shall be designed to produce hardened concrete having the sharp lines and
dimensions indicated on the drawings. Forms shall conform to ACI 347 and the
following additional requirements.
Forms for surface, which will be exposed to view when construction is completed,
shall be prefabricated plywood panel forms, job -built plywood forms, or forms that
are lined plywood or fiberboard. Forms for exposed surfaces shall be laid out in a
regular and uniform pattern with the long dimension of panel's vertical and all joints
aligned. The forms shall produce finished surfaces that are free from offsets, ridges,
waves, and concave or convex areas, within the tolerances specified herein.
Plywood or lined forms will not be required for surfaces which are normally
submerged or not ordinarily exposed to review, such as the insides of manholes,
basins, and reservoirs. Other types of forms, such as steel or unlined wooden
forms, may be used for surfaces, which are not restricted to plywood or lined forms
and may be used as backing for form linings. Concrete forms are required above all
extended footings.
Flat segmental forms not more than 24 inches wide may be used for forming curved
surfaces 25 feet in diameter.or larger.
Where concrete is placed against gravel or crushed rock which does not contain at
least 25 percent material passing a No. 4 size sieve, such surfaces shall be covered
with polyethylene film to protect the concrete from loss of water. Joints in the film
shall be lapped at least 4 inches. Where concrete is placed against rock, all loose
pieces of rock shall be removed and the exposed surface cleaned with a high-
pressure hose.
A. Design. Forms shall be substantial and sufficiently tight to prevent leakage of
mortar. Forms shall be braced or tied to maintain the desired position, shape,
and alignment during and after concrete placement. Walers, studs, internal ties,
and other form supports shall be sized and spaced so that proper working
stresses are not exceeded.
The Neighborhoods of Holly Ridge Technical Specifications TS-50
Phase 1 Construction

Beams and slabs supported by concrete columns shall be formed so the
column forms may be removed without disturbing the supports for the beams or
slabs.
Wherever the top of a wall will be exposed to weathering, the forms non at least
one side shall not extend above the top of the wall and shall be brought to a true
line and grade. At other locations, forms shall be brought to a true line and
grade, or a wooden guide strip shall be provided at the proper location on the
forms. So that the top surface can be finished with a screed or template for
concrete, which is to be finished to a specified elevation, slope, or contour. At
horizontal construction joints in walls, the forms on the one side shall not extend
more than 2 feet above the joint.
Temporary openings shall be provided at the bottom of the column and wall
form and at other points where necessary to facilitate cleaning and inspection.
B. Form Ties. Form ties shall be of the removable end, permanently embedded
body types and shall have sufficient strength and rigidity to support and
maintain the form in proper position and alignment without the use of auxiliary
spreaders. Cones shall be provided on the outer ends of each tie and
permanently embedded portion shall be at least one inch back from the
concrete face. Form ties for water -bearing walls shall be provided with waterseal
washers located on the permanently embedded portions of the ties at the
approximate center of the wall. Permanently embedded portions of form ties,
which are not provided with threaded ends, shall be constructed so that the
removable ends are readily broken off without damage to the concrete. The
type of form ties use shall be acceptable to the Engineer.
Form ties in exposed surfaces shall be uniformly spaced and aligned in
horizontal and vertical rows.
C. Edges and Corners. Chamfer strips shall be placed in forms to bevel all salient
edges and corners, except the top edges of walls and slabs which are to be
tooled and edges which are to be buried. Equipment bases shall have formed
beveled salient edges for all vertical and horizontal corners unless specifically
indicated otherwise on the drawings. Unless otherwise noted, bevels shall be 3/4
inch wide.
D. Form Removal. Form shall not be removed or distributed until the concrete has
attained sufficient strength to safely support all dead and live loads. Shoring
beneath beams or slabs shall be left in place and reinforced as necessary to
carry any construction equipment or materials placed thereon. Care shall be
taken in form removal to avoid surface gouging, corner or edge breakage, and
other damage to the concrete.
The Neighborhoods of Holly Ridge Technical Specifications TS-51
Phase 1 Construction

8. REINFORCEMENTS
Reinforcements shall be accurately formed and shall be free from loose rust, scale,
and contaminants, which reduce bond. Unless otherwise indicated on the drawings
or specified herein, the details of fabrication shall conform to ACI 315 and 318.
Welded wire fabric will be acceptable in lieu of individually placed bars.
A. Shop Drawings and Bar Lists. Bar lists and drawings for the fabrication and
placing of reinforcement shall be submitted for review.
B. Placement. Reinforcements shall be accurately positioned on supports, spacers,
hangers, or other reinforcements and shall be secured in place with wire ties or
suitable clips.
With the exception of contact splices, the clear distance between parallel bars
shall be not less than 2-1/2 inches. Where reinforcements in beams are placed in
two or more layers, the bars in the upper layer shall be placed directly above the
bars in the lower layer.
Reinforcements shall not be installed for beams or slabs, which are supported
by concrete columns until after the concrete for the column has been placed.
C. Splices. Splices shall conform to the details indicated on the drawings. Splices
at locations other than those indicated on the drawings shall be acceptable to
the Engineer..
Except where indicated on the drawings, welding or tack welding of
reinforcement is prohibited. Where welding is indicated on the drawings,
weldable reinforcing steel having a carbon equivalent of not more than 0.55 shall
be provided, and preheating and welding shall conform to AWS D1.4.
Reinforcements upon which improper or unauthorized we' (ding has been done
shall be removed and replaced.
Whenever bars in tie beams subject to tensile
mechanical connection in compliance with ACI
mechanical connection shall develop in tension
percent of specified yield strength of the spliced
shall be spaced at least 30 inches apart.
9. EMBEDMENTS
loading must be spliced, a full
318 shall be provided. A full
and compression at least 125
bars. Splices in adjacent bars
Anchor bolts, castings, steel shapes, conduit, sleeves, masonry anchorage, and
other materials that are to be embedded in the concrete shall be accurately
positioned in the forms and securely anchored. Conduits shall be installed between
the reinforcing steel in walls or slabs, which have reinforcement in both faces. In
slabs, which have only a single layer of reinforcing steel, conduits shall be placed
under the reinforcement.
The Neighborhoods of Holly Ridge Technical Specifications TS-52
Phase 1 Construction

Unless installed in pipe sleeves, anchor bolts shall have sufficient threads to permit
a nut be installed on the concrete side of the form or template. A second nut shall
be installed on the other side of the form or template, and the two nuts shall be
adjusted so that the bolt will be held rigidly in proper position.
Embedments shall be clean when installed. After concrete placement, surfaces not
in contact with concrete shall be cleaned of concrete spatter and other foreign
substances.
10. BATCH ING AND MIXING
Concrete shall be furnished by an acceptable ready -mix concrete supplier and shall
conform to ASTM C94.
A. Consistency. The consistency of concrete shall be suitable for the placement
conditions. Aggregates shall float uniformly throughout the mass and the
concrete shall flow sluggishly when vibrated or spaded. The slump shall be kept
uniform.
B. Delivery Tickets. A delivery ticket shall be prepared for each load of ready -mix
concrete. The truck operator shall hand a copy of each ticket to the Engineer at
the time of delivery. Tickets shall show the mix identification, quantity delivered,
the amount of each material in the batch, the outdoor temperature in the shade,
the time at which the cement was added and numerical sequence of the
delivery.
11. PLACEMENT
The limits of each concrete pour shall be predetermined by the Contractor and shall
be acceptable to the Engineer. All concrete within such limits shall be placed in one
continuous operation.
Before concrete is placed, forms, reinforcements, water stops, anchor bolts, and
embedments shall be rigidly secured in proper position. All dirt, mud, water, and
debris shall be removed from the space to be occupied by concrete; all surfaces
incrusted with dried concrete from previous placement operations shall be cleaned;
and the entire installation shall be acceptable to the Engineer.
A. Bonding to Hardened Concrete. The surface of hardened concrete upon which
fresh concrete is to be placed shall be rough, clean, sound, and damp. The
hardened surface shall be cleaned of all laitance; foreign substances (including
curing compound), washed with clean water, and wetted thoroughly preceding
placement of fresh concrete.
Coarse aggregate shall be omitted from the first batch or batches of concrete
placed on hardened concrete in wall or column forms. The mortar puddle shall
cover the hardened concrete to a depth of at least 2 inches at every point.
The Neighborhoods of Holly Ridge Technical Specifications TS-53
Phase 1 Construction

B. Conveying Concrete. Concrete shall be conveyed to the point of final deposit by
methods which will prevent separation or loss of moved laterally in the forms
more than 5 feet.
C. Placing Concrete. Concrete shall be placed in approximately horizontal layers of
proper depth for effective compaction; however, the depth of a layer shall not
exceed 24 inches. Each layer of concrete shall be plastic when covered with
the following layer, and the forms shall be filled at a rate of vertical rise not less
than 2 feet per hour. Vertical construction joints shall be provided as necessary
to comply with these requirements.
Concrete shall be thoroughly settled when top finished. All laitance, debris, and
surplus water shall be removed from concrete surfaces at tops of forms by
screeding, scraping, or other effective means.
D. Compaction. During and immediately after placement, concrete shall be
thoroughly compacted and work around all reinforcements and embedments
and into the corners of the forms. Mechanical vibrators shall be used which will
maintain at least 9,000 cycles per minute when immersed in the concrete. Each
vibrator shall be driven by not smaller than a 1-'/2 hp motor. Number and type of
vibrators shall be acceptable to the Engineer.
E. Cold Woather Concreting. Except, as modified herein, cold weather concreting
shall comply with ACI 306. The temperature of concrete at the time of mixing
shall be not less than that shown in the following table for corresponding
outdoor temperature (in shade) at the time of placement:
Outdoor Temperature
Below 30°F
Between 30OF and 450F
Above 45°F
Concrete Temperature
70OF
60OF
450F
When placed, heated concrete shall not be warmer than 80°F.
When freezing temperature may be expected during the curing period, the
concrete shall be maintained at a temperature of at least 50OF for 5 days or 70OF
for 3 days after placement. Concrete and adjacent form surfaces shall be kept
continuously moist. Sudden cooling of concrete shall not be permitted.
F. Weather Concreting. Except, as modified herein, hot weather concreting shall
comply with ACI 306. At air temperature of 90OF or above, concrete shall be
kept as cool as possible during placement and curing. The temperature of the
concrete when placed in the work shall not exceed 90°F.
Plastic shrinkage cracking, due to rapid evaporation of moisture, shall be
prevented. Concrete shall not be placed when the evaporation rate (actual or
anticipated) equals 0.2 pound per square foot per hour, as determined by Figure
2.1.5 in ACI 305.
The Neighborhoods of Holly Ridge Technical Specifications TS-54
Phase 1 Construction

12. TESTING
Field control tests, including aggregate gradation tests, slump tests, air content
tests, and making compression test cylinders, shall be performed by the Engineer
or testina laboratory personnel. The Contractor shall provide all facilities and the
services of one or more employees as necessary to assist with the field control
testing activities.
As stipulated in the quality control section, tests required during the progress of the
work shall be paid for out of the Cash Allowance for Owner paid Quality Control
Testing.
The frequency herein specified for each field control test is approximate. A greater
or lesser number of tests may be made, as required by the Engineer.
A. Aggregate Gradation. Each 100 tons of fine aggregate and each 200 tons of
coarse aggregate shall be sampled and tested in accordance with ASTM D75
and C136.
B. Fly Ash. Each 400 tons of fly ash shall be sampled and tested in accordance
with ASTM C618 and C311, respectively. The Contractor shall supply the
Engineer with certified copies of supplier (source) test reports showing chemical
composition and physical analysis, and certifying that the fly ash complies with
the specifications for each shipment delivered to the concrete supplier. Both the
Contractor and the concrete supplier shall sign the certification.
C. Slump. A slump test shall be made for each 50 cubic yards of concrete. Slump
shall be determined in accordance with ASTM C143.
D. Air Content. An air content test shall be made from one of the first three batches
mixed each day, and from each batch of concrete from which concrete
compression test cylinders are made. Air content shall be determined in
accordance with ASTM C231.
E. Compression Tests. Two sets of four concrete compression test cylinders shall
be made each day when from 25 to 100 cubic yards of concrete are placed.
Two additional sets shall be made from each additional 100 cubic yards, or
major fraction thereof, placed in any one day. Two cylinders of each set shall be
tested at an age of 7 days and the other cylinders shall be tested at an age of 28
days. Compression tests will be evaluated in accordance with ACI 214 and 318.
Test cylinders shall be made, cured, stored, and delivered to the laboratory in
accordance with ASTM C31 and tested in accordance with ASTM C39.
Each set of compression test cylinders shall be marked or tagged with the date
and time of day the cylinders were made, the location in the work where the
concrete represented by the cylinders was placed, the delivery truck or batch
number, the air content, and the slump.
The Neighborhoods of Holly Ridge Technical Specifications TS-55
Phase 1 Construction

F. Test Reports. Test reports shall be submitted to the engineers for review.+
The Neighborhoods of Holly Ridge Technical Specifications Ts-56
Phase 1 Construction

SECTION 15
GRADING, EXCAVATION, PREPARATION, SHAPING ROADBED
1. DESCRIPTION
The work covered by this section consists of the preparation, shaping, and compaction
of either an unstabilized or stabilized roadbed to a condition suitable for placement of
base course, pavement, and shoulders. It shall also include the cleaning, shaping, and
maintenance of roadway ditches; the stripping of existing vegetation; and the
placement and compaction of all materials resulting from the shaping operation. Such
work shall extend over those portions of the project which will be paved under the
contract.
2. CONSTRUCTION METHODS
A. General:
The roadways shall be shaped to conform to the lines, grades, and typical sections
shown on the plans or established by the Engineer. All existing vegetation shall be
stripped from the ground surface wherever shaping of the roadway is to be done. All
suitable surplus material shall be utilized in the construction of the bike path or
stockpiled for use in shoulder construction. Surplus material in excess of that needed
for roadways or shoulder construction shall be disposed of as waste. Additional
material, if needed, shall be obtained from roadway excavation or borrow sources.
All unsuitable material, boulders, and all vegetative matter shall be removed and
replaced with suitable material. Suitable material, when not available from the shaping
or fine grading operation, shall be obtained from roadway excavation or borrow
sources.
Roadway ditches shall be cleaned, reshaped, and maintained in a satisfactory condition
until final acceptance of the project.
The Contractor shall conduct his operations in such a manner as to avoid damage to
any previously constructed structures and facilities.
B. Preparation of Subgrade:
The subgrade shall be shaped to the lines, grades, and typical sections shown on the
plans. Where the Engineer directs that areas of the subgrade are to be stabilized with
aggregate, the subgrade surface in such areas may, subject to the approval of the
Engineer, be left uniformly below grade to provide for the addition of the stabilizer
material.
Material excavated in preparing the subgrade shall. be stored or stockpiled in such a
manner as to not interfere with proper drainage or any subsequent operations of
stabilization, or placing base or pavement.
The Neighborhoods of Holly Ridge Technical Specifications TS-57
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C. Compaction of Subg rcf ade:
All material to a depth of 8 inches below the finished surface of the subgrade shall be
compacted to a density equal to at least 100% of that obtained by compacting a sample
of the material in accordance with AAS-HTO T99 as modified by the Department. Copies
of these modified testing procedures are available upon request from the Materials and
Test Unit.
The subgrade shall be compacted at a moisture content which is approximately that
required to produce the maximum density indicated by the above test method. The
Contractor shall dry or add moisture to the subgrade when required to provide a
uniformly compacted and acceptable subgrade.
Where the subgrade is to be stabilized with lime, aggregate, or cement, the above
density requirements will not apply prior to the incorporation of the stabilizing material
but compaction shall be in accordance with the requirements of Article 50110, 5103, or
5429, as appropriate.
3. TOLERANCES
A tolerance of plus or minus 1/2 inch from the established grade will be permitted after
the subgrade has been graded to a uniform surface.
The maximum differential between the established grade and the graded subgrade
within any 100 foot section shall be 1 /2 inch.
A. PROTECTION OF SUBGRADE
Ditches and drains shall be provided and maintained as may be necessary to
satisfactory drain the subgrade. Where previously approved subgrade is damaged by
natural causes, by hauling equipment, or by other traffic, the Contractor shall restore the
subgrade to the required lines, grades, and typical sections and to the required density
at no additional cost to the Department.
4. PAYMENT
The work covered by this section will be included and paid for in the contract Lump
Sum Bid for the Project.
The above payments will be full compensation for all work covered in this section
including but not limited to all grading, shaping, and compacting of roadways; stripping
existing vegetation; construction of the subgrade; all cleaning, shaping, and maintaining
of the roadway ditches; all hauling; stockpiling of surplus material for the construction of
shoulders; and any necessary disposal of surplus stockpile material as waste.
The Neighborhoods of Holly Ridge Technical Specifications Ts-58
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SECTION 16
BITUMINOUS CONCRETE (ASPHALTIC) PAVING
01, GENERAL
The work covered by this section of the specifications consists of furnishing all
plant, labor, equipment, and materials, and of performing all operations in
connection with the construction of a hot -mix pavement, consisting of a surface
course on a previously prepared base, complete, in strict accordance with this
section of the specifications and the applicable drawings, and subject to the
terms and conditions of the contract.
The bituminous surface course shall be of the type as hereinafter specified or as
shown on the plans, and shall consist of fine and coarse mineral aggregate and
mineral filler uniformly mixed with hot bituminous material as specified, placed
and compacted on a prepared base course to the depth specified or as shown
on the plans.
02. COMPOSITION OF MIXTURE
At least 10 days prior to producing any of the mixture for use in the paving, the
Contractor shall submit a job -mix formula which meets the requirements herein
specified to the Engineer for approval. No asphalt pavement work shall be
undertaken by the Contractor until the Engineer has reviewed the job -mix
formula.
The job -mix formula shall indicate the gradation of each of the several aggregate
constituents to be used in the mixture and shall establish the exact proportion of
each constituent to be used to produce a combined gradation of aggregate
within the appropriate limits stated above.
The job -mix formula shall also indicate the ASTM bulk specific gravity of each
aggregate constituent, the measured maximum specific gravity of the mix at the
optimum asphalt content determined in accordance with ASTM D 2041 of the
referenced specification for at least four different asphalt contents other than
optimum, two of which will be below optimum and two of which will be above
optimum, the percent of asphalt lost due to absorption by the aggregate, and
any other information pertinent to the design of the mix.
After a job -mix formula is established and reviewed, all mixtures furnished under
this Contract shall conform to the requirements and tolerances as stated in the
specifications and as in Table 610-1 in the DOT Standard Specifications for
Asphalt Bases and Pavements.
The Neighborhoods of Holly Ridge Technical Specifications Ts-59
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Table 610-1: Superpave Aggregate Gradation Desian Criteria
Standard
Percent Passing Criteria Control Points
Sieves
Mix Type Nominal Maximum Aggregate Size
4.75mm a
9.5mm c
12.5mm c
19.Omm
25.Omm
37.5mm
mm
Min.
Max.
Min.
Max.
Min.
Max.
Min.
Max.
Min.
Max.
Min.
Max.
50.0
100.0
37.5
100.0
90.0
100.0
25.0
100.0
90.0
100.0
90.0
19.0
100.0
90.0
100.0
90.0
12.5
100.0
90.0
100.0
90.0
9.5
100.0
90.0
100.0
90.0
4.75
90.0
100.0
90.0
2.36
65.0
90.0
32.0 b
67.0 b
28.0
58.0
23.0
49.0
1 19.0
45.0
15.0
41.0
1.18
0.600
0.300
0.150
0.075
4.0 1
.0
4.0
8.0
4.0
8.0
3.0
8.0
3.0
7.0
3.0
6.0
(a) For Type S 4.75A, a minimum of 50% of the aggregate components shall be manufactured
material from the crushing of stone
(b) For Type SF 9.5A, the percent passing the 2.36mm sieve shall be a minimum of 60% and a
maximum of 70%.
(c) For the final surface layer on the specified mix type, utilize a mix design with an aggregate
blend gradation above the maximum density line on the 2.36mm and larger sieves.
Superpave Mix Design Criteria
The aggregate and bituminous material shall be combined in such proportions
as to produce a mixture conforming to the following composition limits as listed
in the attached Table 610-2 in the DOT Standard Specifications for Asphalt
Bases and Pavements and Table 1012-1 Aggregates for Asphalt Bases and
Pavements.
Table 610-2 Superpave Mix Design Criteria
Design
Binger
Compaction Levels
Volumetric Properties (c)
Mix Type
ESALs
PG
No. Gyrations @
VMA %
VFA
%
(f)
millions
Grade
(a)
(b)
NIN
Nd.
Nmex
Min.
VTM %
Min. -
Gmm
Max.
@ N i
S-4.75 A
<0.3
64 - 22
6
50
75
20.0
7.0 -15.0
---
---
SF-9.5 A
<0.3
64 - 22
6
50
75
16.0
3,0 - 5.0
70 - 80
:991.5
S-9.5 B
0.3-3
64-22
7
75
115
15.0
3.0-5.0
65-80
590.5
S-9.5 C
3 - 30
70 - 22
8
100
160
15.0
3.0 - 5.0
65 - 76
<-90.O
S-12.5 C
3 - 30
70 - 22
8
100
160
14.0
3.0 - 5.0
65 - 75
<-90.0
S-12.5 D
>30
76 - 22
9
125
205
14.0
3.0 - 5.0
65 - 75
_<90.0
1-19.0 B
<3
64 - 22
7
75
115
13.0
3.0 - 5.0
65 - 78
<-90.5
1-19.0 C
3 - 30
64 - 22
8
100
160
13.0
3.0 - 5.0
65 - 75
s90.0
1-19.0 D
>30
70 - 22
9
125
205
13.0
3.0 - 5.0
65 - 75
:590.0
B-25.0 B
<3
64 - 22
7
75
115
12.0
3.0 - 5.0
65 - 78
:590.5
B-25.0 C
>3
64 - 22
8
100
160
12.0
3.0 - 5.0
65 - 75
1590.0
B-25.0 D
>3
64 - 22
8 1
100
160
11.0
3.0 - 5.0 1
63 - 75
<-90.0
Design Parameter
Design Criteria
All Mix
1. %Gmm @ N;,,; -
<-98.0% (d)
Types
2. Dust to Binder Ratio (Po ors / Pb J
0.6 -1.4
3. Retained Tensile Strength
85 % Min. e
(a) Based on 20 year design traffic
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(b) When Recycled Mixes are used. Select the binder grade to be added in accordance with
Subarticle 610-3(A)
(c) Volumetric Properties based on specimens compacted to Nd.. as modified by the Department
(d) Based on specimens compacted to N, ,,at selected optimum asphalt content
(e) AASHTO T 283 Modified (No Freeze -Thaw cycle required). TSR for Type S 4.75A, Type B 25.0
and Type B 37.5 mixes is 80% minimum.
(f) Mix Design Criteria for Type S 4.75A may be modified subject to the approval of the Engineer.
Table 1012-1: Aggregate Consensus Properties (a)
Course Aggreate
Fine Aggregate
Sand Equivalent
Flat and Elongated
Angularity (b)
Angularity %
% Minimum
5:1 Ratio
Mix Type
Minimum
% Maximum
AASHTO
AASHTO
ASTM D4791
5821
T 304 Method A
Section 8.4
S-4.75 A
---
40
40
—
SF-9.5 A
S-9.5 A,B
19.
I-19.0 B
75 / -
40
40
10 (c)
B-25.0 B
S-9.5 C
S-12.5 C
1-19.0 C
95 / 90
45
45
10
B-25.0 C
B-37.5 C
S-12.5 D
1-19.0 D
100 / 100
45
N/A
50
N/A
10
10
OGAFC
100 / 100
(a) Requirements apply to the course aggregate blend and/or fine aggregate blend
(b) 95/90 denotes 95% of the course aggreage (+No.4 or +4.75mm sieve) has one fractured face
and 90% has two or more fractured faces
(c) Does not apply to Mix Types SF 9.5 A, or S 9.5 B.
When natural sand is utilized in "C" or "D" level asphalt mixes, do not exceed the
maximum natural sand percentage in the mix design and/or production aggregate
blend detailed in Table 1012-A listed below.
Table 1012-A
Uncompacted Void Content of Fine Aggregate
AASHTO T 304 Method A
Maximum Percent Natural Sand Included in Mix
Design and/or Production*
Less than 42.0
10
Equal to 42.0 to 44.9
_ _
_ 15
20
Equal to 44.9 and greater
* Maximum percent natural sand may be exceeded with approval from Pavement Construction Engineer
upon satisfactory evaluation of pavement performance testing
03. WEATHER LIMITATIONS
-Stabilized aggregate base courses shall not be constructed when the
atmospheric temperature is below 35 degrees F. When the temperature falls
below 35 degrees F., it shall be the responsibility of the Contractor to protect all
areas of completed base course against any detrimental effects, by methods
approved by the Engineer. Any areas of completed base course that are
damaged by freezing shall be reconditioned, reshaped and recompacted by the
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Contractor in conformance with the requirements of this specification without
additional cost to the Owner.
04. PREPARATION OF SUBGRADE
Prior to constructing the base course, the previously constructed subgrade shall
be dry and cleaned of all foreign substances. The surface of the subgrade will
be inspected by the Engineer for adequate compaction and surface tolerances.
Any ruts or soft -yielding spots that may appear in the subgrade, any areas
having inadequate compaction, and any deviations of the surface from the
requirements set forth therein shall be corrected by loosening, removing, and
adding approved material, reshaping and recompacting the affected areas to
line and grade, and to the specified density requirements at the Contractor's
expense. Any unsuitable material or subgrade will be included in the unit price of
respective pavement.
05. PLACING AND MIXING OF MATERIAL
The base material shall not be dumped directly onto the subgrade from trucks.
Dumping shall be either on old pavement or on material already dumped and
spread, and material shall be spread by means of bulldozers or graders of a size
suitable for such spreading. Spreading will begin at the point nearest the source
of supply and all hauling shall be over the material dumped and spread.
Constant machining shall accompany the traffic in order to prevent rutting and to
provide for even compaction. Hauling shall be distributed over the entire width
of the street. Any portions of the layer spread that become segregated shall be
remixed by scarifying and the addition of new material to produce a satisfactory
blend of materials.
06. MANIPULATION AND COMPACTION
After sufficient material has been placed on the subgrade to obtain the specified
thickness of base, it shall be well rolled and machined until thoroughly
compacted. Frequent template checks shall be made to insure that a minimum
amount of patching is necessary after complete compaction is secured. If
patching is required, the base material in place shall be scarified to insure
adequate bonding together of previously placed base and new material. The
base course shall be compacted its full depth to the minimum density
requirements listed in Table 610-4 of the DOT Standard Specifications for
Asphalt Bases and Pavements and density at optimum moisture, as determined
by ASTM D698, latest revision.
Mix Type
Su er ave Mixes
Minimum % of Gmm
(AASHTO T 209
S 4.75A
85.0(a,b)
SF 9.5A
90.0
S 9.5X, S 12.5X, 119.OX,
B 25.OX, B 37.5X
92.0
(a) All S 4.75A pavement will be accepted for densty in accordance with Article 105-3
(b) Compaction to the above specified density will be required with the S 4.75 A mix is applied at
the rate of 100 Ibs/sy (55 kg/mz).
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07. TRANSPORTATION OF BITUMINOUS MIXTURE
The bituminous mixture shall be transported from the paving plant to the site in
trucks having tight, clean, smooth beds which have been oiled with a minimum
amount of approved thin oil to prevent adhesion of the mixture to the truck
bodies. Each load shall be covered with canvas or other suitable material of
ample composition and size to protect it from the weather and to prevent the
loss of heat. ' Deliveries shall be made so that spreading and rolling of all the
mixture prepared for a day's run can be completed during daylight, unless
artificial light satisfactory tot he Engineer is provided. The mixture shall be
delivered to the area to be paved in such manner that the temperature at the
time of dumping into the spreader will not be less than that hereinafter specified.
Any loads wet excessively by rain will be rejected by the Engineer. Hauling over
freshly laid material will not be permitted.
08. PLACING ASPHALTIC SURFACE COURSE
The Contractor shall furnish all equipment, tools, machinery and plant necessary
for handling, preparing, manufacturing and executing completion of this work.
No surface course shall. be laid when the temperature is less than 35 degrees F.
in the shade away from artificial heat. Prior to delivery of surface course
materials, the base course shall be completed for receiving the surface course
material, and shall be kept free from traffic, with the exception of the mixture
vehicles and those other vehicles necessary for the placing of the pavement.
The pavement shall be placed only when weather conditions are suitable. Upon
arrival on work, the mixture shall be laid by an approved type paving machine
and finished to the proper grade for rolling. Asphalt mixtures that have
temperatures of less than 225 degrees F., when dumped into the mechanical
spreader, will be rejected. The mechanical spreader shall be adjusted and the
speed regulated so that the surface of the course will be smooth and of such
depth that, when completed, it will conform to the cross section, grade and
contour shown on the drawings or as specified. Placing of the mixture shall be
as nearly continuous as possible. A sufficient number of experienced shovelers
and rakers shall follow the spreading machine, adding hot mixture and raking
the mixtures as required to produce a course that, when completed, will conform
to all requirements specified herein. In areas where the use of machine
spreading is impractical, the mixture may be spread by hand. The mixture shall
be distributed into place from the dump beds by means of hot shovels and then
spread with hot rakes in a uniformly loose layer of such thickness that, when
compacted. it will conform to the required grade and thickness. The loads shall
not be dumped any faster than they can be properly handled by the shovelers
and rakers.
Prior to the placing of additional asphalt to bring up to grade low places in the
surface existing after the initial placing of asphalt, the area to be filled shall be
thoroughly scarified by asphalt rakes. After additional mixture is placed it shall
be raked carefully so as to be slightly higher than the surrounding area, so that
when properly compacted, it will be at the same grade as the surrounding area.
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Contact surfaces of forms, curbing, gutters, manholes, etc., shall be painted with
a thin uniform coating of cut back asphalt just before the surface mixture is
placed against them. Immediately adjacent to the headers, flush curbing,
gutters, liners, and other structures the surface course rnixture shall he spread
uniformly high so that after compression it will be slightly above the edge of
such structures.
09. COMPACTION ASPHALT SURFACE COURSE
The compression and compaction of the course shall be secured with a ten -ton
tandem roller. All rollers used shall be in first class condition and shall weigh not
less than 200 pounds to the inch width of wheel tread (Contact surface). Each
roller shall be in the charge of a competent and experienced roller operator and
shall be kept in continuous operation during the placing and finishing of the
asphalt surface course until cooled. Rolling will start longitudinally at the side
and proceed towards the center of the pavement, overlapping on successive
trips at least one-half the width of the roller. The pavement surface shall, after
initial compaction, be subjected to diagonal rolling in a weaving fashion so that
tall areas are rolled in two directions in addition to the initial longitudinal sealing.
In large areas where the width permits, the pavement shall also be rolled at right
angles to the original longitudinal sealing. Rolling shall be continued until all
roller marks are elirininated. The motion of the roller shall at all times be slow
enough to avoid displacement of the hot mixture, and any displacement
occurring as a result of the roller or from any other cause shall at once be
corrected by the use of rakes, replacing the mixture where necessary. Rolling
shall proceed immediately after placing in order to obtain maximum
compression and density and, in the event that the rolling operation is not able
to properly keep up with the placing, the mechanical spreader shall stop and no
pavement shall be laid until the rolling is caught up. It is suggested that two
rollers, at a minimum, be in operation during the placing of pavement and more,
if required. Along curbs, headers and similar structures and all places not
readily accessible to the roller, the surface mixture shall be thoroughly
compacted with hot tamps, small rollers, smoothing irons, etc., in order to
produce the desired finish and seal joints. Joints shall be made at the end of the
day's run by use of header planks, and additional planks, shall be placed on the
base course beyond this header in such a fashion as to support the roller off the
base course, sand or any other surface during the compaction stage.
10. TACK COAT
A tack or squeegee coat of hot asphalt grade RS-1 h shall be applied to existing
pavement surface where and as directed by the .Engineer prior to placing the
surface course thereon. This coat shall be applied in quantity not to exceed
1/10 gallon per square yard and in a manner which has been approved by the
Engineer. All castings, the gutter edge and other surfaces which payment rests
against shall be painted with tack coat material by way of a hand brush prior to
the placing of the surface course. All asphaltic cement or other materials which
discolor the surface of concrete structures and items which are spilled or placed
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on such surfaces shall be removed at the Contractor's expense, and his inability
to remove such foreign and disfiguring stains shall result in the complete
removal of the structures so stained or disfigured, and these removed structures
or surfaces shall be replaced at his expense. Particular care shall be taken to
prevent tack coat from getting on gutter areas.
When resurfacing existing pavements, the existing pavement shall be tacked
with RS - 1 h asphalt at the rate of 0.03 gallons per square yard to 0.10 gallons
per square yard. Application of the tack coat shall be allowed sufficient time to
"break" prior to beginning the resurfacing operation.
11 PRIME COAT
All base materials shall receive a prime coat of RC - 30 or MC - 30 asphalt.
Application rate shall be from 0.2 to 0.3 gallons per square yard (application
temperature 90 to 130 degrees F.) This prime coat shall be applied at least 24
hours prior to laying asphaltic concrete surface. If, at the end of 24 hours the
prime coat has not cured properly, additional time shall be allowed so that the
prime coat does not "pick-up" when driven on. Sufficient moisture shall be
applied to the base prior to the priming to insure proper penetration of prime
coat, and to avoid conglobating of prime coat on extremely dusty areas of base.
12 CONNECTIONS WITH EXISTING FACILITIES
Where the bituminous pavement is to be connected with an existing driveway
and/or roadway surface, or other facility, the Contractor will be required to
modify the existing grade in such a manner as to produce a smooth connection.
Where it is necessary to remove existing asphalt surfaces or concrete surfaces
to provide proper meet lines and riding surfaces, the Contractor shall burn or
chip the existing surface so that there will be sufficient depth to provide a
minimum of 1 inch of asphalt concrete, and the waste material shall be disposed
of to the satisfaction of the Engineer. Prior to placing the asphalt concrete, these
areas shall be tacked. Meet lines shall be straight and the edges be vertical.
The edges of meet line cuts shall be painted with liquid asphalt or emulsified
asphalt prior to placing asphalt concrete. After placing the asphalt concrete, the
meet line shall be sealed by painting with a liquid asphalt or emulsified asphalt
and immediately covered with clean, dry sand.
Prior to laying the second strip of asphalt concrete pavement, the edge of the
first strip laid and other contact surfaces such as curbs, manhole frames, and
similar materials shall be painted with emulsified asphalt or liquid asphalt to
provide closely bonded watertight joints. This work shall be done in a manner
that will prevent staining adjacent surfaces not intended to be coated.
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13. ADJUSTMENT OF EXISTING MANHOLES, MONUMENT BOXES, VALVE BOXES
Work covered in this section shall consist of raising or lowering existing manhole
covers, monument boxes, valve boxes, sewer clean -out boxes and inlet frames
to match the grade of the propose* o�.eday.
The walls of existing manholes shall be removed to sufficient depth to provide
for adjustment and the adjustment shall be made with masonry brick, mortar
and portland cement concrete.
Water valve and sewer service clean -out boxes shall be adjusted and placed on
a footing as per the Standard Detail. Sewer main line clean -outs shall be
adjusted and placed on a footing as per Standard Details. Monument boxes
shall be adjusted and placed on a footing as per Standard Details.
14. PROTECTION AND TESTING OF ASPHALTIC SURFACE COURSE
Sections of newly placed and compacted surface course shall be barricaded
and protected from all defects for a period of at least eight hours until they have
become properly hardened by cooling.
The finished surface of the pavement shall be smooth and true to the
established crown and grade. Any defective places shall be corrected after the
first roller pass. When a deficiency is located, sufficient checks in the area
immediately surrounding it shall be made to determine its exact limits.
Depressions shall be corrected by loosening the material with rakes to a depth
of approximately one-half inch. Hot material from the bin of the finishing
machine or a full hot truck shall be added, raked, smooth, and compacted.
Where the irregularity is in the form of a knot, the material shall be loosened to a
depth somewhat greater than the final desired grade, the excess material
removed, the area raked smooth and compacted. The surface shall be checked
by use of a ten foot straight edge applied parallel to the center of the pavement
and any place or areas that very more than one-fourth of an inch as measured
from the bottom of the straight edge to the surface shall be corrected as herein
before specified. After completion of the final rolling, the smoothness of the
pavement shall be checked, and any irregularities that exceed the specified
tolerances or that retain water on the surface shall be corrected by removing the
defective work and replacing with new material, as directed by the Engineer,
without additional cost to the Owner.
A. PAVEMENT SAMPLES
The Contractor shall furnish for test, a sample cut from each completed
street. The areas of base and surface courses so removed shall be replaced
with new mixture and finished so as to conform with the surrounding pavement
by the Contractor at no additional cost.
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15. MEASUREMENT AND PAYMENT
No separate measurement and payment will be made for restoration of
disturbed asphalt (such as raising manhole cover, meter boxes, and valve
boxes, as a result of construction or for the :carious depths of stone subgrade.
The mix design, subgrade thickness and asphalt testing, as specified, shall be
included in the Lump Sum Bid for the project.
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Section 17
Bioretention Areas
Information for this section on Bioretention Areas was gathered from Section 4.0
Bioretention Ames, pages 29-65, in the April 1999 manual of "Stormwater Rest
Management Practices" published by the North Carolina Department of Environment
and Natural Resources (NCDENR), Division of Water Quality (DWQ), Water Quality
Section (WQ).
1. Planting Plan
Appropriate plant species for use in bioretention areas are listed in Tables 16.1.1
through 16.1.3 listed at the end of Section 16. See planting plan on page 18 of
the plan set for specific plants and locations in each bioretention area. The
recommended tree and shrub spacing is as follows:
Table 16.1.4
Tree Spacing (feet)
Shrub Spacing
feet
Total Density
stems / acre
Maximum
19
12
400
Average
12
8
1,000
Minimum
11
7
1,250
Two to three shrubs are to be used per every tree (2:1 to 3:1 ratio of shrubs to
trees). At installation, trees should be 2.5 inches in caliper and shrubs 3 to 4 feet
in height or 18 to 24 inches in spread. Ground cover may be as seeded, or
preferably, plugs. The relatively mature size requirements for trees and shrub are
important to ensure that the installation of plants are readily contributing to the
bioretention process.
A. General Planting Specifications:
1) Root stock of the plant material shall be kept moist during transport from
the source to the job site and until planted.
2) Walls of planting pit shall be dug so that they are vertical
3) The diameter of the planting pit must be a minimum of six inches (6")
larger than the diameter of the ball of the tree
4) The planting pit shall be deep enough to allow'/4 of the ball to be above
the existing grade. Loose soil at the bottom of the pit shall be tamped by
hand.
5) The appropriate amount of fertilizer is to be placed at the bottom of the
pit (see below for fertilization rates)
6) The plant shall be removed from the container and placed in the planting
pit by lifting and carrying the plant by the ball; never by the branches or
trunk.
7) The plant shall be placed upright and in the center of the pit so that the
top of the ball is approximately 1/4 above the final grade..
8) Backfill planting pit with existing soil
9) Make sure plant remains straight during backfilling procedure.
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10) Never cover the top of the ball with soil. Mount soil around the exposed
ball.
11) Trees shall be braced by using 2" by 2" white oak stakes. Stakes shall be
placed parallel to walkways and buildings. Stakes are to be equally
spaced on the outside of the tree hall. Utilizing hose and wire, brace the
tree to the stakes.
Tree and shrub fertilizer shall be a 21-gm, tightly compressed, long lasting, slow
release (2 year) fertilizer tablet with a minimum guaranteed analysis of 20-10-5:
Total Nitrogen (N) - 20%
Water Soluable Organic Nitrogen - 7%
Water Insoluable Organic Nitrogen -13%
Available Phosphoric Acid (P2O5) -10%
Soluble Potash (K2O) - 5%
For containerized trees and shrubs, place the specified fertilizer tablet(s) in the
bottom of the planting pit according to the following rates:
1 gallon Container
1 ea. 21 gm. Tablets
3 gallon Container
2 ea. 21 gm. Tablets
5 gallon Container
3 ea. 21 gm. Tablets
7 gallon Container
5 ea. 21 gm. Tablets
Planting Non -Grass Cover:
a) The ground cover planting holes shall be dug through the mulch with one of
the following: hand trowel, shovel, bulb planter, or hoe (this does not apply
to grasses or legumes)
b) Before planting, biodegradable pots shall be split, and non -biodegradable
pots shall be removed. Root systems of all potted plants shall be split or
crumbled.
c) The ground cover shall be planted so that the roots are surrounded by the
soil below the mulch. Potted plants shall be set so that the top of the pot is
even with the existing grade. The roots of bare roots plants shall be covered
to the crown.
d) Before planting, apply a pre -emergent herbicide to the mulched and planted
ground cover bed.
e) The entire ground cover bed shall be thoroughly watered.
Planting Grass Ground Cover:
Grass seeds shall be tilled into the soil to a depth of at least 2 inches by either
harrowing or discing. Fertilizer shall be applied at the same rate and utilizing the
same process for no -grass ground cover. Grass plugs shall be planted following
the non -grass ground cover planting techniques.
All ground cover shall be fertilized with a 10-6-4 analysis fertilizer as a wet
application at the rate 3 lbs per 100 square feet of bioretention area prior to
planting non- grass ground cover or as part of the grass seed ground cover.
The Neighborhoods of Holly Ridge Technical Specifications Ts-69
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2. Plant Material Layout
Woody plant material should not be placed within the immediate areas of where
flc.-, will be entering the bioretention area. Trees are also to be planted primarily
on the perimeter of the bioretention areas to maximize the shading and
sheltering of bioretention areas and to create a microclimate which will limit the
extreme exposure from summer solar radiation and winter freezes and winds.
See planting plan on page 18 of the plan set for specific plant species used and
locations.
3. Planting Material
Plant material should conform to the current issue of the American Standard for
Nursery Stock published by the American Association of Nurserymen. Plant
material should be selected from certified nurseries that have been inspected by
state or deferral agencies. The botanical (scientific) name of the plane species
should be in accordance with the standard nomenclature such as Gray's Manual
of Botany. All plant material must be propagated, germinated or otherwise
developed from nurseries located in approximately the same Hardiness Zone.
The Contractor shall comply with all specifications in the performance of his or
her work. The responsibilities include any penalties for unnecessarily delayed
work, requests for changes to the design or contract, and exclusions from the
contract specifications such as vandalism to the site.
Balled and burlapped and containerized trees and shrubs should be planted
during the following periods: March 15 through June 30 and September 15
through November 15. Ground cover excluding grasses and legumes can follow
tree and shrub planting dates. Grasses and legumes typically should be planted
in the spring of the year.
The plant and mulch installation for bioretention areas should be performed by a
.professional landscape contractor. The Contractor shall maintain a one (1) year
80% care and replacement warranty for all planting. The period of care and
replacement shall begin after inspection and approval of the complete
installation of all plants and continue for one year. Plant replacements shall be in
accordance with the maintenance schedule.
4. Planting Soil Guidelines
Soils used in the root zone of the bioretention area should be of soft texture and
structure. It is recommended that the planting solids for bioretention have a
sandy loam, loamy sand, or loam texture but must consist of at least 35% sand.
Suitable planting soils for bioretention area are indicated on the soil triangle in
Figure 16.4 listed in the end of Section 16. Infiltration rates greater than 0.50
in/hr are suitable for bioretention. Other types of loamy soils such as silty loams
and sandy clay loams are not suitable for bioretention areas. Furnished planting
soil shall be of uniform composition, free of stones, stumps, roots or similar
objects larger than one inch, brush or any other material or substance which
may be harmful to plant growth, or a hindrance to planting or maintenance
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operations. The planting soil shall also be free of plants or plant parts of
Bermuda grass, Quack grass, Johnson grass, Mugwort, Nutsedge, Poison Ivy,
Canadian Thistle or others as specified.
Prior to installation the planting, soil must be tested and meet the following
requirements and schedule:
Criteria Range Test every
pH range: 5.5 - 6.5 90 cubic yards
Organic Matter: 1.5 - 3.0% 90 cubic yards
Magnesium (Mg): 35 Ibs / acre 500 cubic yards
Phosphorous (P20s): 100 Ibs / acre 500 cubic yards
Potassium (K20): 85 Ibs / acre 500 cubic yards
Soluble Salts :5 500 ppm 500 cubic yards
Planting soil in the bioretention area is to be installed in lifts of 18 inches or less
and lightly compacted. Minimal compaction effort can be applied to the soil by
tamping with a bucket from a dozer or backhoe.
5. Mulch Layer Guidelines
Mulch layers for bioretention areas must consist of either a standard landscape
fine shredded hardwood mulch or shredded hardwood chips. The mulch must
be aged (stockpiled) for a minimum of six (6) months before being applied to .
bioretention areas; twelve (12) months. is optimal. Mulch is to be free of weed
seeds, soil, roots, or any other substance not consisting of either bole or branch
wood and bark. The mulch is to be uniformly applied approximately two (2) to
three (3) inches in depth. Grass clippings are not suitable and thus not allowed
for use as mulch.
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6. Maintenance Guidelines
Description
Method
Fre u ncy
Time of Year
Soil
Inspect and Repair
Visual
Monthly
Monthly
Erosion
Organic
La er
Remulch any void areas
By hand
Whenever needed
Whenever needed
Remove pervious mulch
Once every two or
layer before applying
By hand
years
Spring
new layer(optional)three
Any additional mulch
By hand
Once a year
Spring
Plants
Remove and
replacement of all dead
See planting
3/15 to 4/30 and
and diseased vegetation
specifications
Twice a year
10/1 to 11/30
considered beyond
treatment
Treat all diseased trees
Mechanical or by
Varies, but will
and shrubs
hand
N/A
depend on insect or
disease infestation
Watering plant material
shall take place at the
Immediately after
end of each day for
By hand
completion of
N/A
fourteen consecutive
project
days and after planting
has been completed
Replacement of support
By hand
Once a year
Only remove stakes
stakes
in the Spring
Replace any deficient
By hand
Whenever needed
Whenever needed
stakes or wires
The Neighborhoods of Holly Ridge Technical Specifications TS-72
Phase 1 Construction

MM
Table 17.1.1: "Table 4.3 Recommended Plant Species for Use in Bioretention Areas Shrub
Species"
The Neighborhoods of Holly Ridge Technical Specifications TS-73
Phase 1 Construction

v
Ja
w
u
w
a>
w
a>
w
u
0
0
0
0
,6
00
y7�
a
a
Q
I
is
is
-is
(�
D y
w
w
G
y
C
�
C
N
x
x
x
x
x
x
x
x
x
x
N
N
N
N
G
u.
G
U
M
.l'
q
O
qhq
W
a
E 3
E o
E
Table 17.1.1: "Table 4.3 Recommended Plant Species for Use in Bioretention Areas - Shrub
Species" Continued
The Neighborhoods of Holly Ridge Technical Specifications TS-74
Phase 1 Construction

c�3
r�i
••
z
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z
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a-
z
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z
s�
a
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rc
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3
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oo
v1
n
d
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en
d
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n
d
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ao
d
0o
d
vi
r
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v1
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vY
M
a,
kn
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kn
d*
r
n
•z.
.A
-4
he�'ID
'
4�
u
z
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Ln
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�7
CC
CC
fA
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to
V1
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w
w
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oG
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IM
x
x
x
x
pC
pC
x
x
a
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er
b
IT
eF
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4
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4
It
N
%D
a
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p
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-•G
eFl
x"1
Zxkx
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HOC
5
xX
=a
a
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h
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ro
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q�1'
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hYu
tl9
Y
R,
v,<wcw
d
! W
U
� 'y'S
�
� C
C
d
p• N
" W
Pj C
Ct
Table 17.1.2: "Table 4.4 Recommended Plant Species for Use in Bioretention Areas - Tree
Species"
The Neighborhoods of Holly Ridge Technical Specifications TS-75
Phase 1 Construction

2
/
Z.
ƒ
CL
gag
§A
CO
in
\
�
w
\
$2�&§
t
]
�
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4
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a.2
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a«.
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�2
slam
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2
/
\rx
B)]k§
\\%$
.
§
/d/■k|kkk£&}
-
3
Table 17.1.2: "Tab % 4.4Recommended Plant Species for Use in Bioke§onAreas -Tree
Species" Con,lnu d
The Neighborhoods dHolly Ridge Technical Specifications T-76
Phase 1Costudo

11
Table 17.1.3: "Table 4.5 Recommended Plant Species for Use in Bioretention Areas -
Herbaceous Ground Cover"
The Neighborhoods of Holly Ridge Technical Specifications TS-77
Phase 1 Construction

100%
USDA. -TEXTURAL TRIANGLE
100% cloy
silt
FOR SIORETEi MON
Table 17.4: Soil Triangle of the Basic Textural Classes. From Prince George's Co, 1993
The Neighborhoods of Holly Ridge Technical Specifications TS-78
Phase 1 Construction

FROM :CAuANAUGH &ASSOCIATES FAK NO. :9103924612 Jan. 06 2005 11:57AM P4
NCDENR :
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington, NC 28405 [phone] FAX [phone]
Request for Express permit Revie u
FILL-IN all information below and CHECK required Permli(s).
FAX to Cameron Weaver along with a narrative and vicinity ma o of the project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name__.5co A i Coe 1< _
Company er ,hbof'Inceds o I _
Ac Lf b1Yivt _ I State _ It :R' N- Zip 264�f County�rK!,�,{,L
Phoney # 0 23e - 9 Fax Clio) Z - ., 59 S Email --
PROJECT N
Company A.
Address I e, u' oz City/St;
Phone„(9ro).214-446-2,Fax ie 92-
Lo
r County Ng�.^I�ane,IlCr
,ate?- revnn 4 r,
Ge r�►
---_----------------..�.._--------__--wom�--_._.----
❑ STREAM ORIGINATION CERTIFICATION
[rSTORMWATER [] Low Density ❑ gh Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & GutterHugh Density -Infiltration ❑ Off site
----- -----�---- --_----------------�-----__-_.-_------_-_______.....---_..
❑ COASTAL El Excavation & Fill Bridges & Culverts Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
... --............ -W___ __ .r __.._._.._�-----__-_
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be -disturbed.
❑ WETLANDS (401) ❑ No Wetlands on Site (letter from COE) ❑Wetlands Delineated/No JD
j 1 Greater than 0.1 AC Wetlands Impacted ❑Jurisd'Ictional Determi^ption has been done
❑ Less than 0.1 AC Wetlands Impacted ❑Greater than 0.5 AC Wetlands Impacted
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application
fee, to be charged for subsequent reviews due to the insufficiency of the permit applications.
SUBMITTAL DATES:
SW -
CAMA _
LQS
401
For DENR use only
Fee Split for multiple permits;
Total Fee Amount $

2.1yal I q I wa KO

ROM :CAUANAUGH &ASSOCIATES
FAX.NO. :9103924612 Jan. 06 2005 11:56AM P1
-77
b,
C AVA N AU G H
Solutions rhmuph inWriq and partnership
CAVANAUGiH & ASSOCIATES, P.A.
Consulting Engineers
130 North Front Street .
Wilmington, North Carolina 28401
(910);392-4462 Fax [phone]
Facsimile Cover Sheet
To:
Company:
Fax Number:
From
Date:
Project Number:
Cameron Weaver
NCDENR
910-350-2004
Jeff Holland
1 /6/05.
4.04.011
No. of Pages (Including Cover): g
Comments:
Cameron,
Here is the information we discussed earlier. Please
let me know a date as soon as possible. We would
prefer a Pre -Submittal Meeting date for the week of
January 17-21.

FROM :CAUANAUGH &ASSOCIATES FAX NO. :9103924612
Jan. 06 2005 11:57AM P2
PROJECT NARRKIIVF
The Neighborhoods of Holly Ridge project location is in the Town of Holly Ridge. The
site is approximately 1 1/2 miles south of the intersection of N.C. Highway 50 and U.S.
Highway 17. The first phase of the proposed development includes 12.3 acres. The
developer wishes to construct single-family residences on 46 individual lots. The
proposed development will include a public water distribution system as well as a
sanitary 'sewer line for wastewater disposal. An Erosion and Sedimentation Control Plan
has already been submitted and approved for this first phase.

ROM :CAUANAUGH &ASSOCIATES
4
FAX NO. :9103924612
Nov. 04 2004 05:03PM P1
46�1\
e .CAVANAU G H
Solutions through integrity and partnership
CAVANAUGH & ASSOCIATES, P.A.
Consuhing Engineers
130 North front Strect Suite 202
Wilmbigton, Norrh Carolina 2840I
(91.0) 392-4462 FDX [phone]
Facsimile Cover Sheet
To: L.1Noo, L£,.j t5
Company: N L 04=- V-4 t
Fax Number: 35o - zoo+
From: JG-F�F e..
Date: t1— o4- o#-
Project Number::-. o i
No. of Pages (Including Cover): S
Comments: L w.AuA.�
j"Wt s es 'TW Fb LLOW %AP tWr.4 Z a
—JEFF

FROM .:CAUANAUGH &ASSOCIATES FAX NO. :9103924612: Nov. 04 2004 05:03PM P2
COMP,ARITIVE WATER TABLE DEPTH ANALYSIS
Project Title: Neighhorhoiids of Holly Ridge
Project Engineer: Cavanaugh & Associates, P.A.
Soils Scientist: ling neerin.g ConsmIting Services, Ltd.
Project Location: Holly Ridge, NC (Pee attached map)
DATA
nt:-NO:.:
DEN• K
.241.1
2 �1
_ 54"
J
L
._..40p....
fl
40
I "
48. ...
42"
5 ,6
43"
( ) d=xitci ECS' conwponding lore
location numbers cm their report
On October. 20, 2004, ECS conducted an investigation of the subsurface soil and ground
water conditions at the locations shown on their Site Sketch (enclosed, entitled Figure 1).
S'ubscquently, on November 2nd, 2004, Vincent Lewis of the Wilmington Regional Office
of D.ENR conducted 5 soil borings ir± whioh he gave :bps opinion of the estimated.
elevation of the high water table at the locations shown can the enclosed Site Sketch
(entitled DENR Site Sketch). The table above reflout.s the data collected 'by each entity.

I I
FROM :CAURNAUGH &ASSOCIATES
FAX NO. :9103924612 Nov. 04 2004 05:03PM P3
W;l
4W
ONVUBM
ilJ
.6T
gi

FROM,:CAUANAUGH &ASSOCIATES FAX NO. :9103924612 Nov. 04 2004 05:03PM P4
ENGINEERING CONSMING SERVICirS, Lill.
Geotechn.lcal, it Construction :Materials . Environmental
October 22, 2004
.Mr. Scott Cook
Neighborhoods of Holly Ridge
429 Tong Leaf Drive
Hampstead, NC 28443
ECS, .Ltd. Pr jcet: No. 11081
Subject: Infiltration Testing.
Neighborhoods of Holly Ridge
Holly Ridge, North Carolina
Dear Mr. Cook:
Engineering C:onsuiting Scxvices, Ltd. (ECS) recently conducted an. infiltration evaluation for
the proposed commercial site located near the intersection of NC Hwy 17 and NC Hwy 50 in
IToily Ridge, North Carolina. This letter, with attachments, is the report of our investigation.
Ne➢d lirivestigation,s
On October 20, 2004, ECS conducted an investigation of the subsurface soil and ground water
conditions at: the approximate locations indicated on the provided Site Sketch. The purrose of
our invcstigation was to determine the subsurface; soils and the infiltration rate of the subsurface;
soils. We investigated the subsurf.'ace soil and ground water conditions by drilling seven hand
auger boring to a depth of approximately five to seven feet below the existing ground. surface at
t:he approximate locations indicated on lho site sketch. The test locations were selected by Mr.
Jeff Holland of Cavanaugh and Associates. We visually'classifed the subsurface aoi,ls, The
atutched Infiltration Evaluation :Form provides a summary of the subsurface conditions
encountered at the hand auger boring locations and the result of our infiltration tests.
Our field classifica.ti.ons indicate that, the subsurface soils 3.1. the test locations consisted of silty
fine to medium sands, fine to meditate sands, acid claystraw. Ground water was encountered
deptbs ranging from 6 to 60'inches below prescut: site grade.
We conducted five infiltration tests near hared auger boring locations #1, #2, #3, ##6 and 47.
Infiltration tests were not conducted at locations JA and #5 due to shallow gmundwater. The
infiltration test was conducted within. the upper stratum of sands at 24 inches above seasonal
high ground water levels. The result of the test is suni.marized on the attached lnfiltl•ation
Evaluation sheet and is also listed below.
P. O. Box 10434, Wilmington, NC 28404 a [phone] 9 FAX [phone] . Jacksonville, NC [phone] . www.ecslimited.com
Abordetn. MUD • ALI9nla. GA - Auain. •1'X • %%mare, MD • llurord. (;A* • Chantilly, VA • OIXT14ALm, NC • C:hibap. IL • Dsllan, TX • Frederick MU • Nrodcricl UUCg• VA
Grccuaboro. NC • Cn=1Vi11c. SC • Norfolk, VA • Orlando, FL • Ralcigh. NC • Richmond, VA • Romnoko. VA • San Antonio, TX • willinmchury„ VA • Wilmingion. NC: • Wincbeatok, VA. • York, PA

FROM,:CAUANAUGH &ASSOCIATES FA> NO. :9103924612 Nov. 04 2004 05:04PM P5
infiltraticnt Evaluation
Neighborhoods of Holly Ridgo
holly Ridge, Nnrrh (,:arol.inA
EC.S Projact No. 22.1 ION 1
Infiltration test 41 was performed at a depth of approximately 30 inches below existing grade
and indicated an infiltration rate of 0.075 inches per minute (4.5 in/)z). Infiltration test #2 was
performed at a depth of, approximately 24 inches below existing grade and indicated an
infiltration rate of 0.075 inches per minute (4.5 in/hr). Infiltration test. #3 was perforrtled at a
depth of approximately 24 inches below existing gra(I.e and indicated an infiltration ,rate of
0.225 inches per minute (I3.5 in%hr). Infiltration test #6 was performed at a depth of
approximately 24 inches below existing grade anal indicated an infiltration rate of 0.05 inches
Per minute (3 inlhr). Infiltration (.est #7 was performed at a depth of approxitria,(vly-G inches
below existing grade and indicated an infiltration rate of 0.025 inches per minute (1.5 in/hr).
Please see the attached Sttc sketch for the infiltration test location.
Evaluations
:Based on observations in the hand auger borings, it is our opi')JOn that the seasonal high groulad
water level at the infiltration test locations ranges from a. depth of approximately 30 inches to 54
inches below existing grade.
The lower strattxtn of relatively free -draining .fine to inediuln sands is expected to have
infiltration rates considerably greater than the controlling infiltration rates .for the shaDow qoils.
Tt: is s.lso likely that the seasonal high groundwater conditions and in.(il.lrtition rates can vaiy
across the site due to naturally occurring soil type and because of (.he surface topography.
If you have any questions regarding this report, please do not hesitate to contact us.
Respectfully,
ly,
ENGINEERING CONSULTING SERVICES, LTD.
W.1mlow (30irig, .F31
Staff Engi,neur
Attachments: Site Sketch
Infiltration Evaluation
04a M 6 9)v--
Walid M. Sobh, P. E.
Principal Engineer
NC License No. 22983

rROM,:CAUANAUGH &ASSOCIATES FAX=NO. :9103924612 Nov. 04 2004 05:04PM P6
w .
le J71 102&W
""'• zeaer
® UPLANDS
�m
WeluLammm
#1
#7 uz
UPLANDS
WETLANDS
uruNDs
3UM, n.
we1LANDs AREA 2
14M saw, s�
UPLANDS L
0
UPLANDS
AREA
� �z �rr3 0
r
UPLANDS ®WLANDS
A _
1
WETLANDS #6 1
W ANDS AREA #5
imn sa.n.
b
f
UPL!l4DS I
#4
REFERENCE: FIGUF
INFILTRATION Lq
SITE PLAN PROVIDED BY Ecs LTD
CAVANAUGH & ASSOCIATES, Neighborhoods i
P.A. Holly Ridge, Nc
IN ELECTRONIC FORMAT ENGINEERING
CaNSULTING AWN
1y�
SERVICES,LTD WEGi2aa2-2004

FROM 46qUANAUGH &ASSOCIATES
FAX NO. :9103924612 Nov. 04 2004 05:04PM P7
Engineering 'CoundOng Services, Ltd,
Inf .11tration Evaluation
Job Number 11081 Location: Holly Ridge, NC
Job Narne: Neighborhoods of Holly Ridge
100/04
0-54"
Gray T= Silry Fine to Medium SAND
Ciround water viaN encountered at 60
jJIGIJUS belOW ALLIfWA grade
54-60"
Brown Silty Fine to Medium SANT)
Infiltratimi Test *I/Rajv=0-075
in/min
60-84"
Gray VAiitc. Fine to M eeliam SIt'ND
Seasonal I Ij&b Water Levei at 54"
2
10/20/04
0-414"
Gray Ter) Brown Silty Fine to Medium SAND
Grouml wear was encotnitaW at 60
inches below Akrfaca grade
48-72"
Cymy White Fine to Medium SANT)
ln'iilLr&Lir)nTe-.;t *2/RaW--'0.075
in/min
SCRAronal High Water.Lcycl at 48"
3
10120VO4
0-48"
Black Ciray Silty Fine Lc) Medium SAND
C."Prounrl water was cucountored al. 60
inches below mUrface grade
48-78"
I Cie -ay Fine to Medium SAND
I
infiltration 'rest 013/Rate,=0.225
in/min
Seasonal High Water level at 4X"
1 4.
10/26/04
0-601,
Ony Wbitc Fine to Medium SAND
Grmind water was encountnTzri Fit 6
inches below surfime grade
5
10/20/04
0-24"
Rlack Gray Silty Fine to Modiurn SA I N 1)
Orwincl water wm encomitcl-ed ai 24'
hichc s below surface grade
24-:60"
Gray Finct-oMexburnSAND

,FROM :-CAUANAUGH &ASSOCIATES
FAX NO. :9103924612 Nov. 04 2004 05:05PM PS
Engineering C .onqulfin&Seryiccs, Ltd.
Infiltration Evaluation
:lob 'Number: 11081 Location: flollyRidge, NC
icib Name: Neighborboods of Holly Ridge
U
jtijr,60�m q& ,
`V"
..........
6
10/20J04
0-42"
Gray Ton' Siby Fine to Medium SAND
Ground water was encounterrAl ot 48
inches below surfw.e; grade
42-60"
Dark Gray+ Silky Tine to Medium SAND
Infiltration Tw.it *6/11atc---0.05 in/min
60-72"
Gray W14itc Finc to Medhan %AKD
Seasonal High Water bevel ai. 42"
7
10/20/04
0-30"
Black Tan Silty Finc 1* Medium SAND
Ground water was encountered at 36
inches below surface grade
30-48"
Gray Clay
lnfilwafit)n Teqt #7/1kater-0.025
ffiftnin
48-84"
Gray Whitc Finc. to Medium SAND
scasong.] Fligb Water Level at 30"