WQ0037702_Regional Office Historical File Pre 2018

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
May 12, 2015
Art Van Wingerden, Project Manager
VJK Development Group, L.L.C.
16400 Huntersville Concord Road
Huntersville, NC 28078
Subject: Permit No, WQ0037702
VJK Development Group, L.L.C.
Covington — Phase IA
Wastewater Collection System Extension
Lincoln County
Dear Mr. Wingerden:
Donald R. van der Vaart
Secretary
In accordance with your application received on March 26, 2015, and additional information received on
April 6, 2015, we are forwarding herewith Permit No, WQ0037702, dated May 12, 2015, to the VJK
Development Group, L.L.C. for the construction and operation of the subject wastewater collection
system extension. This permit shall be effective from the date of issuance until rescinded, and shall be
subject to the conditions and limitations as specified therein. This cover letter and supplement shall be
considered a part of this permit and are therefore incorporated therein by reference,
Please pay particular attention to the following conditions contained within this perr
Condition I1.4:
Requires that the wastewater collection facilities be properly operated and maintained
in accordance with 15A NCAC 2T .0403 or any individual system -wide collection system
permit issued to the Permittee.
It shall be responsibility of the VJK Development Group, L.L.C. to ensure that the as -constructed project
meets the appropriate design criteria and rules. Failure to comply may result in penalties in accordance
with North Carolina General Statute §143-215.6A through §143-215,6C, construction of additional or
replacement wastewater collection facilities, and/or referral of the North Carolina -licensed Professional
Engineer to the licensing board.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right
to request an adjudicatory hearing upon written request within 30 days following receipt of this permit.
Thus request must be in the form of a written petition, conforming to Chapter 150E of North Carolina
General Statutes, and filed with the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh,
NC 27699-6714. Unless such demands are made, this permit shall be final and binding.
Mooresville Regional Office, 610 East Center Avenue, Mooresville, North Carolina 28115
Phone: [phone] Internet: www,ncdenr.gov
An Equal opportunity 4 Affirmative Action Employer — Made in part by recycled paper

VJK Development Group, L.L.C.
WQ0037702
If you need additional information concerning this matter, please contact James Beane at (704) 663-
1699 or via e-mail at [e-mail].
. Jay Zimmerman
Division of Water Resources
by Michael L. Parker
Regional Supervisor
Water Quality Regional Operations Section
Mooresville Regional Office
cc: Donald L. Munday, P,E., Piedmont Design Associates, P.A.
Mooresville Regional Office
Water Resources Central Files
PERCS (electronic copy)

NCDENR
STATE OF NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
WASTEWATER COLLECTION SYSTEM EXTENSION PERMIT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as
amended, and other applicable Laws, Rules, and Regulations, permission is hereby granted to the
VJK Development Group, L.L.C.
Lincoln County
for the construction and operation of approximately 2,532 linear feet of 8-inch gravity sewer as part of
the Covington — Phase IA project, and the discharge of 8,400 gallons per day of collected
domestic/commercial wastewater into the Killian Creek WWTP existing sewerage system, pursuant to
the application received March 26, 2015, and additional information received on April 6, 2015, and in
conformity with 15A NCAC 2T; the Division's Gravity Sewer Minimum Design Criteria adopted February
12, 1996 as applicable; the Division's Minimum Design Criteria for the Fast -Track Permitting of Pump
Stations and Force Mains adopted June 1, 2000 as applicable; and other supporting data subsequently
filed and approved by the Department of Environment and Natural Resources and considered a part of
this permit.
This permit shall be effective from the date of issuance until rescinded and shall be subject to the
specified conditions and limitations contained therein.
mit issued this the 12th day of May, 2015.
for S. Jay Zimmerman
Division of Water Resources
By Authority of The Environmental Management Commission
Permit Number: WQ0037702

SUPPLEMENT TO PERMIT COVER SHEET
VJK Development Group, L.L.C. is hereby authorized to:
Construct, and then operate upon certification the aforementioned wastewater collection extension.
The sewage and wastewater collected by this system shall be treated in the Killian Creek Wastewater
Treatment Facility (NC0088722) prior to being discharged into the receiving stream.
Permitting of this project does not constitute an acceptance of any part of the project that does not
meet 15A NCAC 2T; the Division's Gravity Sewer Minimum Design Criteria adopted February 12, 1996 as
applicable; and the Division's Minimum Design Criteria for the Fast -Track Permitting of Pump Stations
and Force Mains adopted June 1, 2000 as applicable, unless specifically mentioned herein. Division
approval is based on acceptance of the certification provided by a North Carolina -licensed Professional
Engineer in the application. It shall be the Permittee's responsibility to ensure that the as -constructed
project meets the appropriate design criteria and rules.
Construction and operation is contingent upon compliance with the Standard Conditions and any Special
Conditions identified below.
SPECIAL CONDITIONS
If, at any time, the additional wastewater flow volume made tributary to this sewer extension is believed to
exceed the value permitted herein, a modification shall be requested for this permit from the Division of
Water Resources to properly allocate the subject wastewater flow,
STANDARD CONDITIONS
This permit is not transferable. In the event there is a desire for the wastewater collection facilities to change
ownership, or there is a name change of the Permittee, a formal permit request shall be submitted to the
Division accompanied by documentation from the parties involved, and other supporting materials as may be
appropriate. The approval of this request shall be considered on its merits and may or may not be approved,
2. This permit shall become voidable unless the wastewater collection facilities are constructed in accordance
with the conditions of this permit; 15A NCAC 2T; the Division's Gravity Sewer Minimum Design Criteria
adopted February 12, 1996 as applicable; the Division's Minimum Design Criteria for the Fast -Track Permitting
of Pump Stations and Force Mains adopted June 1, 2000 as applicable; and other supporting materials unless
specifically mentioned herein.
This permit shall be effective only with respect to the nature and volume of wastes described in the
application and other supporting data.
4. The wastewater collection facilities shall be properly maintained and operated at all times. The Permittee
shall maintain compliance with an individual system -wide collection system permit for the operation and
maintenance of these facilities as required by 15A NCAC 2T .0403, If an individual permit is not required, the
fallowing performance criteria shall be met as provided in 15A NCAC 2T .0403:
The sewer system shall be effectively maintained and operated at all times to prevent discharge to land or
surface waters, and to prevent any contravention of groundwater standards or surface water standards.
b. A map of the sewer system shall be developed and shall be actively maintained.

c. An operation and maintenance plan including pump station inspection frequency, preventative
maintenance schedule, spare parts inventory and overflow response has been developed and
implemented.
d. Pump stations that are not connected to a telemetry system shall be inspected every day (i.e. 365 days
per year). Pump stations that are connected to a telemetry system shall be inspected at least once per
week.
e. High -priority sewer lines shall be inspected at least once per every six -months and inspections are
documented.
f. A general observation of the entire sewer system shall be conducted at least once per year.
g. Overflows and bypasses shall be reported to the appropriate Division regional office in accordance with
15A NCAC 2B .0506(a), and public notice shall be provided as required by North Carolina General Statute
§143-215.1C.
h. A Grease Control Program is in place as follows:
1. For public owned collection systems, the Grease Control Program shall include at least biannual
distribution of educational materials for both commercial and residential users and the legal means to
require grease interceptors at existing establishments. The plan shall also include legal means for
inspections of the grease interceptors, enforcement for violators and the legal means to control
grease entering the system from other public and private satellite sewer systems.
2. For privately owned -collection systems, the Grease Control Program shall include at least bi-annual
distribution of grease education materials to users of the collection system by the permittee or its
representative.
3. Grease education materials shall be distributed more often than required in Parts (1) and (2) of this
Subparagraph if necessary to prevent grease -related sanitary sewer overflows.
i. Right-of-ways and easements shall be maintained in the full easement width for personnel and equipment
accessibility.
j. Documentation shall be kept for Subparagraphs (a) through (i) of this Rule for a minimum of three years
with exception of the map, which shall be maintained for the life of the system.
5. Noncompliance Notification:
The Permittee shall report by telephone to a water resources staff member at the Mooresville Regional Office,
telephone number [phone], as soon as possible, but in no case more than 24 hours or on the next
working day, following the occurrence or first knowledge of the occurrence of either of the following:
a. Any process unit failure, due to known or unknown reasons, that renders the facility incapable of
adequate wastewater transport, such as mechanical or electrical failures of pumps, line blockage or
breakage, etc.; or
b. Any SSO and/or spill over 1,000 gallons; or
c. Any SSO and/or spill, regardless of volume, that reaches surface water
Voice mail messages or faxed information is permissible, but this shall not be considered as the initial verbal
report. Overflows and spills occurring outside normal business hours may also be reported to the Division of
Emergency Management at telephone number [phone] or [phone]. Persons reporting any of
the above occurrences shall file a spill report by completing and submitting Part I of Form CS-SSO (or the most
current Division approved form) within five days following first knowledge of the occurrence. This report must
outline the actions taken or proposed to be taken to ensure that the problem does not recur. Part 11 of Form

CS-550 (or the most current Division approved form) can also be completed to show that the SSO was beyond
control.
6. Construction of the gravity sewers, pump stations, and force mains shall be scheduled so as not to interrupt
service by the existing utilities nor result in an overflow or bypass discharge of wastewater to the surface
waters of the State,
7. Per 15A NCAC 2T,0116, upon completion of construction and prior to operation of these permitted facilities,
the completed Engineering Certification form attached to this permit shall be submitted with the required
supporting documents to the address provided on the form. A complete certification is one where the form is
fully executed and the supporting documents are provided as applicable. Any wastewater flow made tributary
to the wastewater collection system extension prior to completion of this Engineer's Certification shall be
considered a violation of the permit and shall subject the Permittee to appropriate enforcement actions.
If the permit is issued to a private entity with an Operational Agreement, then a copy of the Articles of
Incorporation, Declarations/Covenants/Restrictions, and Bylaws that have been appropriately filed with the
applicable County's Register of Deeds office shall be submitted with the certification.
A complete certification is one where the form is fully executed and the supporting documents are provided as
applicable. Supporting documentation shall include the following:
a. One copy of the project construction record drawings (plan & profile views of sewer lines & force mains)
of the wastewater collection system extension. Final record drawings should be clear on the plans or on
digital media (CD or DVD disk) and are defined as the design drawings that are marked up or annotated
with after construction information and show required buffers, separation distances, material changes,
etc.
b. One copy of the supporting pump station design calculations (selected pumps, system curve, operating
point, buoyancy calculations, available storage if portable generator(s) or storage greater than longest
past three year outage reliability option selected) for any pump stations permitted as part of this project.
c. Changes to the project that do not result in non-compliance with this permit, regulations, or the Minimum
Design Criteria should be clearly identified on the record drawings, on the certification in the space
provided, or in written summary form.
Prior to Certification (Final or Partial): Permit modifications are required for any changes resulting in non-
compliance with this permit (including pipe length increases of 10% or greater, increased flow, pump station
design capacity design increases of 5% or greater, and increases in the number/type of connections),
regulations, or the Minimum Design Criteria. Requested modifications or variances to the Minimum Design
Criteria will be reviewed on a case -by -case basis and each on its own merit. Please note that variances to the
Minimum Design Criteria should be requested and approved during the permitting process prior to
construction, After -construction requests are discouraged by the Division and may not be approved, thus
requiring replacement or repair prior to certification & activation.
8. A copy of the construction record drawings shall be maintained on file by the Per tittee for the life of the
wastewater collection facilities,
9. Failure to abide by the conditions and limitations contained in this permit; 15A NCAC 2T; the Division's Gravity
Sewer Design Criteria adopted February 12, 1996 as applicable; the Division's Minimum Design Criteria for the
Fast -Track Permitting of Pump Station and Force Mains adopted June 1, 2000 as applicable; and other
supporting materials may subject the Permiteee to an enforcement action by the Division, in accordance with
North Carolina General Statutes §1.43-215,6A through §143-215.6C, construction of additional or replacement
wastewater collection facilities, and/or referral of the North Carolina -licensed Professional Engineer to the
licensing board.

r
11

FAST TRACK ENGINEERING CERTIFICATION
Permittee: VJK Development Group, L.L.C. Permit No. WQ0037702
Project: Covington — Phase IA Issue Date: 05/12/15
Complete and submit this form to the permit issuing regional office with the following:
• One copy of the project record drawings (plan & profile views and detail drawings of sewer lines) of the wastewater
collection system extension. Final record drawings should be clear on the plans or on digital media (CD or DVD
disk) in pdf format. Record drawings should indicate the design and the marked up changes during construction,
• Supporting design calculations (selected pumps, system curve, operating point, available storage if portable
generator(s) or storage greater than longest past three year outage reliability option selected) for any pump stations
permitted as part of this project
• Changes to the project should be clearly identified on the record drawings or in written summary form. Permit
modifications are required for any changes resulting In non-compliance with this permit, regulations or
minimum design criteria. Modifications should be submitted prior to certification.
This project shall not be considered complete nor allowed to operate until the Division has received this Engineer's
Certification and all required supporting documentation. Therefore, it is highly recommended that this certification
be sent in a manner that provides proof of receipt by the Division.
PERMITTEE'S CERTIFICATION
1, , the undersigned agent for the Permittee, hereby state that this project has
been constructed pursuant to the applicable standards & requirements, the Professional Engineer below has
provided applicable design/construction information to the Permittee, and the Permittee is prepared to operate &
maintain the wastewater collection system permitted herein or portions thereof.
Signature
Date
ENGINEER'S CERTIFICATION
0 Partial © Final
as a duly registered Professional Engineer in the State of North Carolina,
having been authorized to observe (0 periodically, 0 weekly, 0 full time) the construction of the subject project
for the Permittee hereby state that, to the best of my abilities, due care and diligence was used in the observation
of the construction such that the construction was observed to be built within substantial compliance of this
permit; 15A NCAC 02T; the Division's Gravity Sewer Minimum Design Criteria adopted February 12, 1996 as
applicable; the Division's Minimum Design Criteria for the Fast -Track Permitting of Pump Stations and Force
Mains adopted June 1, 2000 as applicable; and other supporting materials.
North Carolina Professional Engineer's
Seal, signature, and date:
SEND THIS FORM & SUPPORTING DOCUMENTATION
WITH REQUIRED ATTACHMENTS TO THE FOLLOWING ADDRESS
DIVISION OF WATER RESOURCES
WATER QUALITY REGIONAL OPERATIONS SECTION
MOORESVILLE REGIONAL OFFICE
610 EAST CENTER AVENUE, SUITE 301
MOORESVILLE, NC 28115
The Permittee is responsible for tracking all partial certifications up until a final certification is received. Any
wastewater flow made tributary to the wastewater collection system extension prior to completion of this
Engineer's Certification shall be considered a violation of the permit and shall subject the Permittee to appropriate
enforcement actions.

rUNT
E OF NORTH CAROLINA
Y OF Lincoln
Permit No. f Cb3?' 2Z
HOME/PROPERTY OWNERS' OPERATIONAL AGREEMENT
This AGREEMENT made pursuant to G.S. 143-215.1 (dl) and entered into this 27th day of
March, 2015 , by and between the North Carolina Environmental Management
Commission, an agency of the State of North Carolina, hereinafter known as the COMMISSION; and
Covington HOA , a non-profit corporation organized
and existing under and by virtue of the laws of the State of North Carolina, hereinafter known as the
ASSOCIATION.
WITNESSETH:
1. The ASSOCIATION was formed for the purpose, among others, of handling the property, affairs and
business of the development known as Covington Subdivision Phase 1A
(hereinafter the Development); of operating, maintaining, re -constructing and repairing the common
elements of the lands and improvements subject to unit ownership, including the wastewater collection
system with pumps, wastewater treatment works, and/or disposal facilities (hereinafter Disposal System);
and of collecting dues and assessment to provide funds for such operation, maintenance, re -construction
and repair.
2. The ASSOCIATION desires, to construct and/or operate a Disposal System to provide sanitary sewage
disposal to serve the Development on said lands.
3. The ASSOCIATION has applied to the COMMISSION for the issuance of a permit pursuant to G.S. 143-
215.1 to construct, maintain, and/or operate the Disposal System.
4. The Development was created subject to unit ownership in the dwellings units, other improvements and
lands through filing of a Declaration of Unit Ownership (hereinafter Declaration), pursuant to Chapter 47C
or 47F of the North Carolina General Statutes.
5. The COMMISSION desires to assure that the Disposal System of the Development is properly
constructed, maintained and operated in accordance with law and permit provisions in order to protect the
quality of the waters of the State and the public interest therein.
NOW, THEREFORE, in consideration of the promises and the benefits to be derived by each of the parties
hereto, the COMMISSION and ASSOCIATION do hereby mutually agree as follows:
1. The ASSOCIATION shall construct the Disposal System and/or make any additions or modifications to
the Disposal System in accordance with the permit and plans and specifications hereafter issued and
approved by the COMMISSION, and shall thereafter properly operate and maintain such systems and
facilities in accordance with applicable permit provisions and law.
2. The ASSOCIATION shall provide in the Declaration and Association Bylaws that the Disposal System
and appurtenances thereto are part of the common elements and shall thereafter be properly maintained
and operated in conformity with law and the provisions of the permit for construction, operation, repair,
and maintenance of the system and facilities. The Declaration and Bylaws shall identify the entire
wastewater treatment, collection and disposal system as a common element which will receive the highest
priority for expenditures by the Association except for Federal, State, and local taxes and insurance.
FORM: HOA 08-13 Page 1 of 2

The ASSOCIATION shall provide in the Declaration and Association Bylaws that the Disposal System
will be maintained out of the common expenses. In order to assure that there shall be funds readily
available to repair, maintain, or construct the Disposal System beyond the routine operation and
maintenance expenses, the Declaration and Association Bylaws shall provide that a fund be created out of
the common expenses. Such fund shall be separate from the routine maintenance fund allocated for the
facility and shall be part of the yearly budget.
4. In the event the common expense allocation and separate fund(s) are not adequate for the construction,
repair, and maintenance of the Disposal System, the Declaration and Association Bylaws shall provide for
special assessments to cover such necessary costs. There shall be no limit on the amount of such
assessments, and the Declaration and Bylaws shall be provided such that special assessments can be made
as necessary at any time.
5. If a wastewater collection system and wastewater treatment and/or disposal facility provided by any city,
town, village, county, water and sewer authorities, or other unit of government shall hereinafter become
available to serve the Development, the ASSOCIATION shall take such action as is necessary to cause the
existing and future wastewater of the Development to be accepted and discharged into said governmental
system, and shall convey or transfer as much of the Disposal System and such necessary easements as the
governmental unit may require as condition of accepting the Development's wastewater.
6. Recognizing that it would be contrary to the public interest and to the public health, safety and welfare for
the ASSOCIATION to enter into voluntary dissolution without having made adequate provision for the
continued proper maintenance, repair and operation of its Disposal System, the ASSOCIATION shall
provide in the ASSOCIATION Bylaws that the ASSOCIATION shall not enter into voluntary dissolution
without first having transferred its said system and facilities to some person, corporation or other entity
acceptable to and approved by the COMMISSION by the issuance of a permit.
7. The ASSOCIATION shall not transfer, convey, assign or otherwise relinquish or release its responsibility
for the operation and maintenance of its Disposal System until a permit has been reissued to the
ASSOCIATION'S successor.
8. The agreements set forth in numbered paragraphs 1, 2, 3, 4, 5, 6, and 7 above shall be conditions of any
permit issued by the COMMISSION to the ASSOCIATION for the construction, maintenance, repair and
operation of the Disposal System.
9. A copy of this agreement shall be filed at the Register of Deeds in the County(ies) where the Declaration is
filed and in the offices of the Secretary of State of North Carolina with the Articles of Incorporation of the
Association.
IN WITNESS WHEREOF, this agreement was executed in duplicate originals by the duly authorized
representative of the parties hereto on the day and year written as indicated by each of the parties named below:
FOR THE ENVIRONMENTAL
MANAGEMENT COMMISSION
S. Jay Zimmerman, Director
Division of Water Resources
(Date)
FORM: HOA 08-13
Covington HOA
Name of ASSOCIATION
Art VanWingerden, Manager
Print N e and Title
3/30 15
(Date)
Page 2 of 2

z
0
ILL
Z
0 11 h, 704-875-1371
Telephone
USE THE TAB KEY TO MOVE FROM FIELD TO FIELD
Owner/fermi
VJK Development Group
Full Leg
Signk
y, municipality, HOA, utility, etc.)
I Name and Title (Please'' 15A NCAG 2T .0106 az1 for authorized signing officials)
Application Number:
(to be completed by (WR)
The legal entity who will own this system is:
Individual ❑ Federal ❑ Municipality Q State/County
d 16400 Huntersville Concord Road
z
Mailing Address
NC
State
Facsimile
Protect (Facility) Information:
Covington Phase IA b.
Brief Project Name (permit will refer to t
Contact Person:
a. Donald L. Munday, PE Design Engineer
Name and Affiliation of Someone Who Can Answer Questions About this Appl'ic
Priv
e Partnership ❑ Corporation © Other (specify):
e. Huntersville
City
1 g. 28078
Zip Code
E-mail
Ob. 704-664-7888
Phone Number
Project is New ❑ Mo 9i6cation
Owner is 0 Public (skip to Ito rn B(3)
name)
n existing permit
Private (go
If private, applicant will be:
Ej Retaining Ownership (i.e. store, church, single office, etc.) o
© Leasing units (lots, townhomes, etc, - skip to Item B(3))
Selling units (lots, townhomesx etc, - go to Item B(2b))
in o iln Water a- nd Sewer District
rasiewater Treatment Facility (WWTF) Treating War:
A_
Killian Creek WWTP
`5a, East Lincoln Water and Sews
District
Owner of Downstream Sewer 'E
( al
The origin on m of this wastewater is (check
.Residential Subdivision
❑ Apartments/Condominiums
D Mobile Home Park
• School
El Restaurant
• Office
Volume of wastewate
o be alloc
ADO not include future fio
at apply):
❑ Retail (Stores, shopping centers)
© Institution
0 Hospital
© Church
© Nursing Home
❑ Other (specify).
incoin
County Wh
dmunday
E-mail
tion, Permit No.: WQR
n 2(a))
2b. If sold, facilities owned by a (must choose one)
❑ Public Utility (Instruction D)
Homeowner Assoc./Developer (Instruction E)
ater From This Project
1,4b. 0088722
WWTF Permit No.
Gravity
Force Main
or eernaitted for this particular project: 8,400
viousty permitted allocations
nstream e
1 a©% Domestic/Commercial
% Industrial
(Attach Description)
% Other
(Attach Description)
on F
gallons per day
if the permitted flow is zero, Indicate why:
0 Pump Station, Outfall or Interceptor Line where flow will be permitted m subsequent permits that connect to this line
0 Flow has already been allocated in Permit No.
❑ Rehabilitation or replacement of existing sewer with no new flow expected
(see 15A NGAC 02T .0303 to determine if a permit is required)
FTA 08-13 APPLICATION
Page 4 of 6

►J
the flow calculations used in determining the permitted flow in accordance with 15A NCAC 2T .0114 for
9. Provide wastewater
the value in Item B(7) AND/OR the design flow for line or pump station sizing if a reduced or zero flow is being requested in
Item B(7). Values other than that in 15A NCAC 2T .0114 (b) and (c) must be supported with actual water or wastewater use
data in accordance with 15A NCAC 2T .0114 (f).
35 single family detached homes at 240 GPD each= 8,400 GPD
10. Summary of Sewer Lines to be Permitted (attach additional sheets if necessary)
Size (inches)Length
8
(feet)New
2532
Gravity or Additional
Force Main
G
W
7
.
--
11. Summary of Pump Stations wl associated Force Mains to be Permitted (attach additional sheets as necessary)
1Zp-'
Z
0
Pump Station Location ID: (self chosen - as shown on plans/map for reference)
VLongitude:
Latitude:
Z
0
1,
Q
0
Design Flow
(MGD)
Operational Point
GPM @TDH
Power Reliability Option
1 - permanent generatorwlATS;
2 - portable generator w/MTS
Force Main Size
Force Main Length
LL
Pump Station Location ID: (self chosen - as shown on plans/map for reference)
~
Longitude: Latitude:
W
O.
m
Design Flow
(MGD)
Operational Point Power Reliability Option
GPM @TDH 1 -permanent generator wIATS;
. 2 - portable generator w/MTS
Force Main Size
Force Main Length
12.
•
(RO
Will the wastewater flow in the proposed sewer lines or pump stations be able to be directed to another treatment facility?
Yes ® No If Yes, permit number of 2nd treatment facility :
— if "yes" to 3,12 please contact the Central Office PERCS Unit)
13. Does the sewer system comply with the Minimum Design Criteria for the Permitting of Pump Stations and Force Mains
(latest version), the Gravity Sewer Minimum Design Criteria (latest version) and 15A NCAC Chapter 2T as applicable?
Yes ❑ No If No, please reference the pertinent minimum design criteria or regulation and indicate why a
variance is requested. SUBMIT TWO COPIES OF PLANS, SPECIFICATIONS OR CALCULATIONS
PERTINENT TO THE VARIANCE WITH YOUR APPLICATION
FTA 08-13 APPLICATION
Page 5 of 6

14. Have the following permits/certifications been submitted for approval for the system or project to be served?
Wetland/Stream Crossings - General Permit or 401 Certification?
Sedimentation and Erosion Control Plan?
Trout Buffer Waiver?
Stormwater?
Yes ❑ No
®Yes ❑No
❑ Yes ❑ No
❑ Yes ❑ No
❑ N/A
❑ N/A
® NIA
® N/A
15. Does this project include any high priority lines (15A NCAC 02T .0402 (2)) involve aerial lines, siphons, or interference
manholes)? These lines will be considered highpriority and must be checked once every six months
Check if Yes: 0 and provide details:
l a.
Owner/Perrmitttee's Certification: (Signature of Signing Official and Project Name)
I, 4/4 1e'- ,�t�f� ��; , attest that this application for Covington Phase IA has
been reviewed by me and-fs accurate and complete to the best of my knowledge. 1 understand that if all required parts of
this application are not completed and that if all required supporting documentation and attachments are not included, this
application package is subject to being returned as incomplete. Note: In accordance with North Carolina General
Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement representation, or
certification in • ny application shall be guilty of a Class 2 misdemeanor, which may Include a fine not to exceed $10, 000
as well as co $25,000 per violation.
Signing i i,- Signature
3/////5--
Date
ENGINEERING DESIGN DOCUMENTS MUST BE COMPLETED PRIOR TO SUBMITTAL OF THIS
APPLICATION. THESE DOCUMENTS MUST INCLUDE PLAN AND PROFILE OF SEWERS, THEIR PROXIMITY
TO OTHER UTILITIES, DESIGN CALCULATIONS, ETC. REFER TO 15A NCAC 02T .0305
Q. Professional Engineer's Certification: (Signature of Design Engineer and Project Name)
1, Donald L. Munday ,attest That this application for Covington Phases IA has
been reviewed by me and is accurate, complete and consistent with the information in the engineering plans, calculations,
and all other supporting documentation to the best of my knowledge. 1 further attest that to the best of my knowledge the
proposed design has been prepared in accordance with the applicable regulations, Gravity Sewer Minimum Design
Criteria for Gravity Sewers adopted February 12, 1996, and the Minimum Design Criteria for the Fast -Track Permitting of
Pump Stations and Force Mains adopted June 1, 2000 and the watershed classification in accordance with Division
guidance. Although other professionals may have developed certain portions of this submittal package, inclusion of these
materials under my signature and seal signifies that I have reviewed this material and have judged it to be consistent with
the proposed design. Note: In accordance with NC General Statutes 143-215.6A and 143-215.6B, any person who
knowingly makes any false statement representation, or certification in any application shall be guilty of a Class 2
misdemeanor which may include a fine not to exceed $10,000 as well as civil penalties up to $25,000 per violation.
a. Donald L. Munday
Professional Engineer Name
2b. Piedmont Design Associates, PA
Engineering Firm
2c. 125 E. Plaza Drive, Suite 101
Mailing Address
d. Mooresville
City
g. 704-664-7888 kh. 704-664-1778
Telephone I Facsimile
.2e, NC f. 28115
I State Zip
2i. [e-mail]
E-mail
,��rl r rr ,� t '�,, >"
NC PE Seal, Signature & Date
FTA 08-13 APPLICATION Page 6 of 6

STAI b OF NORTH CAROLINA
COUNTY OF Lincoln Permit No.
HOME/PROPERTY OWNERS' OPERATIONAL AGREEMENT
This AGREEMENT made pursuant to G.S. 143-215.1 (d1) and entered into this 30th day of
October 2014{. , by and between the North Carolina Environmental Management Commission, an
agency of the State of North Carolina, hereinafter known as the COMMISSION; and
_Covington (Burton Creek) HOA , a non-profit corporation organized and existing
under and by virtue of the laws of the State of North Carolina, hereinafter known as the ASSOCIATION.
WITNESSETH:
1. The ASSOCIATION was formed for the purpose, among others, of handling the property, affairs and business of the
development known as _Covington (Burton Creek) -
(hereinafter the Development); of operating, maintaining, re -constructing and repairing the common elements of the lands
and improvements subject to unit ownership, including the wastewater collection system with pumps, wastewater treatment
works, and/or disposal facilities (hereinafter Disposal System); and of collecting dues and assessment to provide funds for
such operation, maintenance, re -construction and repair.
2. The ASSOCIATION desires, to construct and/or operate a Disposal System to provide sanitary sewage disposal to serve
the Development on said lands.
3. The ASSOCIATION has applied to the COMMISSION for the issuance of a permit pursuant to G.S. 143-215.1 to
construct, maintain, and/or operate the Disposal System.
4. The Development was created subject to unit ownership in the dwellings units, other improvements and lands through
filing of a Declaration of Unit Ownership (hereinafter Declaration), pursuant to Chapter 47C or 47F of the North Carolina
General Statutes.
5. The COM1\rIISSION desires to assure that the Disposal System of the Development is properly constructed, maintained al
operated in accordance with law and permit provisions in order to protect the quality of the waters of the State and the publi
interest therein.
NOW, THEREFORE, in consideration of the promises and the benefits to be derived by each of the parties hereto, the
COMMISSION and ASSOCIATION do hereby mutually agree as follows:
1. The ASSOCIATION shall construct the Disposal Syeoeicatio Srhereaftmakeeyssuedions or moifications to and approved by the the Disposal an
System in accordance with the permit and plans and sp
shall thereafter properly operate and maintain such systems and facilities in accordance with applicable permit provisions at
law.
2. The ASSOCIATION shall provide in the Declaration and Association Bylaws that the Disposal System and appurtenance
thereto are part of the common elements and shall thereafter be properly maintained and operated in conformity with law an
the provisions of the permit for construction, operation, repair, and maintenance of the system and facilities. The
Declaration and Bylaws shall identify the entire wastewater treatment, collection and disposal system as a common element
which will receive the highest priority for expenditures by the Association except for Federal, State, and local taxes and
insurance.

3. The ASSOCIATION shall provide in the Declaration and Association Bylaws that the Disposal System will be maintaine
out of the common expenses. In order to assure that there shall be funds readily available to repair, maintain, or construct
the Disposal System beyond the routine operation and maintenance expenses, the Declaration and Association Bylaws shall
provide that a fund be created out of the common expenses. Such fund shall be separate from the routine maintenance func
allocated for the facility and shall be part of the yearly budget.
4. In the event the common expense allocation and separate fund(s) are not adequate for the construction, repair, and
maintenance of the Disposal System, the Declaration and Association Bylaws shall provide for special assessments to cover
such necessary costs. There shall be no limit on the amount of such assessments, and the Declaration and Bylaws shall be
provided such that special assessments can be made as necessary at any time.
5. If a wastewater collection system and wastewater treatment and/or disposal facility provided by any city, town, village,
county, water and sewer authorities, or other unit of government shall hereinafter become available to serve the Developmei
the ASSOCIATION shall take such action as is necessary to cause the existing and future wastewater of the Development tc
be accepted and discharged into said governmental system, and shall convey or transfer as much of the Disposal System anc
such necessary easements as the governmental unit may require as condition of accepting the Development's wastewater.
6. Recognizing that it would be contrary to the public interest and to the public health, safety and welfare for the
ASSOCIATION to enter into voluntary dissolution without having made adequate provision for the continued proper
maintenance, repair and operation of its Disposal System, the ASSOCIATION shall provide in the ASSOCIATION Bylaws
that the ASSOCIATION shall not enter into voluntary dissolution without first having transferred its said system and
facilities to some person, corporation or other entity acceptable to and approved by the COMMISSION by the issuance of a
permit.
7. The ASSOCIATION shall not transfer, convey, assign or otherwise relinquish or release its responsibility for the operatic
and maintenance of its Disposal System until a permit has been reissued to the ASSOCIATION'S successor.
8. The agreements set forth in numbered paragraphs 1, 2, 3, 4, 5, 6, and 7 above shall be conditions of any permit issued by
the COMMISSION to the ASSOCIATION for the construction, maintenance, repair and operation of the Disposal System.
9. A copy of this agreement shall be filed at the Register of Deeds in the County(ies) where the Declaration is filed and in th
offices of the Secretary of State of North Carolina with the Articles of Incorporation of the Association.
IN WITNESS WHEREOF, this agreement was executed in duplicate originals by the duly authorized representative of the
parties hereto on the day and year written as indicated by each of the parties named below:
FOR THE ENVIRONMENTAL MANAGEMENT COMMISSION
_Covington (Burton Creek) HOA
Name of ASSOCIATI
Thomas A. Reeder, Director �( agture)
Division of Water Resources ' L /� /1 /� Gct , j,.,
� '! r7r y1 G� f .7 SC r�Xut �-. �7-'
Print Name a Titl `'
/D/.30 /V
(Date)
(Date)

FORM WSCAS 08-13
WATERSHED CLASSIFICATION ATTACHMENT
FOR SEWER SYSTEMS
Applicant Name
yaKtDevelaiMI t"Group,lLI C
Professional Engineer.Naine;: `:,
Donald' L-.younday
Project Name'
Covington Sub'di'vi`sion
Engineering Firm Name
Pie`dmbntiDesign'Assosiates-il PA
Location
ID
Name of Waterbody'
County
River
Basin
Waterbody Stream
index No.
Waterbody
Classification
tletriarrqditilblitary,ZUB Moil
1 102
Lincoln
Cat
WS4IV iC'�
W.VatLakENorman
A2
Unnamed tributary of Burton
Creek, Lake Norman
Lincoln
Catawba
(f lOOZ
WS4IV;,:CA
L
1
J
[
_
-
1
I
L
1 I
L 1
1
1
1
r 1
L 1
[ 1
I. -1
l 1
r I
1 1
1 [
1:
i [
I 1
l
. 1
-- 1
1
1 J
I i
f. 1
C l
=
1
[- 1
I 1
. 1
[ J
L 1
f -1
i- I
L I
- 1
17
[
[ I
1
1
r
1
' If unnamed, indicate "unnamed tributary to X. where X is the named waterbody to which the unnamed tributary joins.
l certify that as a Registered Professional Engineer in the State of
North Carolina that l have diligently followed the Division's instructions
for classifying waterbodies and that the above classifications are
inclusive of the .stated project, complete and correct to the best of my
knowledge and belief
PE Seal, Signature and Date
* * END OF FORM WSCAS 08-13 YY*
Page 1 of 1
FORM: WSCAS 08-13

VIVO
Division of Water Resources
State of North Carolina
Department of Environment and Natural Resources
Division of Water Resources
Flow Tracking/Acceptance for Sewer Extension Applications
(FTSE 08-13)
Project Applicant Name: VJK Development Group, LLC
Project Name for which flow is being requested: Covington - Phase IA
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: Killian Creek WWTP
b. WWTP Facility Permit #: NC 0088722
All flows are in MGD
c. WWTP facility's permitted flow 1.680
d. Estimated obligated flow not yet tributary to the WWTP 0.533
e. WWTP facility's actual avg. flow
f. Total flow for this specific request
g. Total actual and obligated flows to the facility
h. Percent of permitted flow used
0.894
0.008
1.427
84.9
II. Complete this section for each pump station you are responsible for along the route of this
proposed wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A) (B) (C) (D)=(B+C) (E)=(A-D)
Design Obligated,
Pump Average Daily Approx. Not Yet Total Current
Station Firm Flow** Current Avg. Tributary Flow Plus
(Name or Capacity,* (Firm / p f), Daily Flow, Daily Flow, Obligated Available
Number) MGD MGD MGD MGD Flow Capacity***
#37 4.17 1.668 0.894 0.533 1.409 0.259
415 2.52 1.008 0.694 0.522 1.216 -.208
#04 0.32 0.128 0.102 0.005 0.107 0.021
403 0.186 0.074 0.025 0.005 0.030 0.044
* The Firm Capacity of any pump station is defined as the maximum pumped flow that
can be achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking
factor (pf) not less than 2.5.
*** A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the WWTP where the Available Capacity is < 0.
Page 1 of 6
FTSE 08-13

III. Certification Statement:
I Don Chamblee certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the
receiving wastewater treatment facility and that the flow from this project is not anticipated to
cause any capacity related sanitary sewer overflows or overburden any downstream pump station
en route to the receiving treatment plant under normal circumstances, given the implementation
of the planned improvements identified in the planning assessment where applicable. This
analysis has been performed in accordance with local established policies and procedures using
the best available data. This certification applies to those items listed above in Sections I and II
plus all attached planning assessment addendums for which I am the responsible party.
Signature of this form indicates acceptance of this wastewater flow.
Signing Official Signature
ZI(3,S- b-S3
Date
Page 2 of 6
FTSE 08-13

lv
FTSE PLANNING ASSESSMENT ADDENDUM (PAA)
Submit a planning assessment addendum for each pump station listed in Section II where Available
Capacity is : 0.
Pump Station (Name or Number):
Given that:
a. The proportion and amount of Obligated, Not Yet Tributary Daily Flow (C) accounts for
51.8 % and 0.008 MGD of the Available Capacity (E) in Pump Station
15 ; and that
b. The rate of activation of this obligated, not yet tributary capacity is currently approximately
0.009 MGD per year; and that
c. A funded Capital Project that will provide the required planned capacity, namely
Lowesville Sewer Project is in design or under construction with
planned completion in FY 2016 ; and/or
d. The following applies:
The County currently has a Lowesville sewer project which will double the capacity
at pump station #15. The County currently has the project planned for FY 20I6 to start
the design, permitting and construction process.
Therefore:
Given reasonably expected conditions and planning information, there is sufficient justification
to allow this flow to be permitted, without a significant Iikelihood of over -allocating capacity in
the system infrastructure.
I understand that this does not relieve the collection system owner from complying with G.S.
143-215.67(a) which prohibits the introduction of any waste in excess of the capacity of the
waste disposal system.
31zr4o )S
Signing Official Signature Date
Page 3 of 6
FTSE 08-13

III
Instructions for: Flow Tracking/Acceptance for Sewer Extension Permit Applications (FTSE) and
Planning Assessment Addendum (PAA)
Section I
a. WWTP Facility Name: Enter the name of the WWTP that will receive the wastewater flow.
b. WWTP Facility Permit #: Enter the NPDES or Non -Discharge number for the WWTP receiving the
wastewater flow.
c. WWTP facility's permitted flow, MGD: From WWTP owner's NPDES or Non -Discharge permit.
d. Estimated obligated flow not yet tributary to the WWTP, MGD: This includes flows allocated to
other construction projects not yet contributing flow to the collection system. Flows allocated through
interlocal agreements or other contracts not yet contributing flow to the collection system are also
included. For POTWs that implement a pretreatment program, include flows allocated to industrial
users who may not be using all of their flow allocation. Please contact your Pretreatment Coordinator
for information on industrial flow tributary to your WWTP.
As of January 15, 2008 the POTW should have reviewed flow allocations made over the last two
years and reconciled their flow records, to the best of their ability, so it is known how much flow has
been obligated and is not yet been made tributary to the WWTP, in accordance with local policies and
procedures employed by the reporting entity.
The obligated flow not yet tributary plus actual flow will be reconciled annually for systems at less
than 60% of permitted flow used. Annual updates shall be submitted to the appropriate Regional
Office by January 15 of each year and cover the previous calendar year.
Semi -Annual updates shall be required when the percent of permitted flow used reaches 60%. Semi-
annual time period are defined as January 1 through June 30 and July 1 through December 31. Semi-
annual updates shall be submitted to the appropriate Regional Office by July 15 and January 15 of
each year.
Quarterly updates shall be required when the percent of permitted flow used reaches 80%. Quarters
are defined as Qtr1 (Jan -Feb -Mar); Qtr2 (Apr -May -Jun); Qtr3 (Jul -Aug -Sep); Qtr4 (Oct -Nov -Dec).
Quarterly updates shall be submitted to the appropriate Regional Office by April 15, July 15, October
15 and January 15 of each year.
e. WWTP facility's actual avg. flow, MGD: Previous 12 month average.
f. Total flow for this specific request, MGD: Enter the requested flow volume.
g. Total actual and obligated flows to the facility, MGD Equals [d + e f]
h. Percent of permitted flow used: Equals [(g / c)* 100]
Page 4 of 6
FTSE 08-13

Fir'
For example:
On January 15 a POTW with a permitted flow of 6.0 MGD, reported to the Regional Office that there
is 0.5 MGD of flow that is obligated but not yet tributary. The annual average flow for 2007 is 2.7
MGD. There is a proposed flow expansion of 0.015 MGD.
The first Form FTSE submitted after January 15, 2008 may have numbers like this:
c. = 6.0 MGD
d. = 0.5 MGD
e. = 2.7 MGD
f. = 0.015 MGD
g. = 3.215 MGD
h. = 53.6%
The next Form FTSE may be updated like this with a proposed flow expansion of 0.102 MGD:
c. = 6.0 MGD
d. = 0.515 MGD
e. = 2.73 MGD
f. = 0.102 MGD
g. = 3.349 MGD
h.=55.8%
Each subsequent Form FTSE- will be updated in the same manner.
Section II
List the pump station name or number and approximate pump station firm capacity, approximate design
average daily flow (A) approximate current average daily flow (B), and the obligated, not yet tributary
flow through the pump station (C) for each pump station that will be impacted by the proposed sewer
extension project. Calculate the total current flow plus obligated flow (D=B+C) and the available
capacity (E=A-D). Include the proposed flow for this project with other obligated flows that have been
approved for the pump station but are not yet tributary (C).
Firm capacity is the maximum pumped flow that can be achieved with the largest pump out of service as
per the Minimum Design Criteria.
Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor (pf) of
not less than 2.5.
If the available capacity (E) for any pump station is < 0, then prepare a planning assessment for that pump
station if the system has future specific plans related to capacity that should be considered in the
permitting process.
(A) (B)
Design
Firm Average
Pump Station Capacity Daily Flow
(Name or Number) MGD (Firm 1 pf)
Approx.
Current Avg.
Daily Flow,
MGD
Kaw Creek PS 0.800 0.320 0.252
Valley Road PS 1.895 0.758 0.472
(C) (D)=(B+C) (E)=(A-D)
Obligated,
Not Yet Total Current
Tributary Flow Plus
Daily Flow, Obligated Available
MGD Flow Capacity*
0.080 0.332 -0.012
0.135 0.607 0.151
Page 5 of 6
FTSE 08-13

Planning Assessment Addendum Instructions
Submit a planning assessment addendum for each pump station listed in Section II where available
capacity is < 0.
A planning assessment for Kaw Creek PS (see example data above) may be performed to evaluate
whether there is significant likelihood that needed improvements or reductions in obligated flows will be
in place prior to activating the flows from the proposed sewer extension project.
If the system decides to accept the flow based on a planning assessment addendum, it is 'responsible to
manage the flow without capacity related sanitary overflows and must take all steps necessary to
complete the project or control the rate of flow to prevent sanitary sewer overflows.
The planning assessment may identify a funded project currently in design or construction, or a planned
project in the future not yet funded but in a formal plan adopted by the system. The system should
carefully weigh the certainty of successful timely project completion for any expansion, flow
management diversion or infiltration and inflow elimination projects that are the foundation of a planned
solution to capacity tracking and acceptance compliance.
For example:
Given that:
a. The proportion and amount of obligated, not yet tributary flow accounts for 24 % and 0.080
MGD of the committed flow in Pump Station Kaw Creek; and that
b. The rate of activation of this obligated, not yet tributary capacity is currently approximately 0.01
MGD per year; and that
c. A funded capital project that will provide the required planned capacity, namely
is in design or under construction with
planned completion in ; and/or
d. The following applies:
The master plan and ten year capital plan contain recommended scope and funding for a capital project
entitled Kaw Creek Pump Station upgrade with funding planned in July 2014. This project is planned to
add 0.100 MGD to the firm capacity of the pump station by October 2015. Inclusion of this proposed
capital project as a condition of this Flow Tracking/Acceptance for Sewer Extension Permit Application
elevates this project's priority for funding and construction to be implemented ahead of the activation of
obligated, not yet tributary flows in amounts that exceed the firm pump station capacities identified in
Section II above.
Therefore:
Given reasonably expected conditions and planning information, there is sufficient justification to allow
this flow to be permitted, without a significant likelihood of over -allocating capacity in the system
infrastructure.
Page 6 of 6
FTSE 08-13

PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite #101
Mooresville, NC 28115
Phone: [phone] Fax: [phone]
Email [e-mail]
March 11, 2015
RE: Covington Subdivision Phase IA
To whom it may concern:
Engineering
Surveying
Planning
RCNC CN RYD WR
s 015
W Ros
MOORESVILLE REGIONAL OFFICE
This project consists of 8" gravity sanitary sewer line to serve 35 single family homes in
Covington Subdivision Phase IA in. Lincoln County, North Carolina, This permit will add flow for
35 lots (35 lots @ 240 GPD each) and 8,400 GPD. This sewer system connects to an existing
pump station (LCPW Pump Station #3) along Blades Trail which is part of the system owned by
East Lincoln Water and Sewer District.
Please call me if you have any questions, thank you.
Piedmont Design Associates, P.A.
John H. Hart
Design Technician

COUNTY OF LINCOLN, NORTH CAROLINA
115 WEST MAIN STREET, 2" FLOOR CITIZENS CENTER, LINCOLNTON, NORTH CAROLINA
28092
DEPARTMENT OF PUBLIC WORKS
PHONE [phone]
FAX [phone]
March 2.3, 2015
Attention,:
Mr. Donald L. Munday P.E.
Piedmont Design Associates, PA
125 E. Plaza Dr., Suite 101
Mooresville, NC 2811,5
RE: Covington — Phase LA
Mr% Munday,
REGENE NR/DWR
1166 2 6 2.1.
WORDS
MOORE$VILLE REGIONAL OFF
FIECEIVEDiNCOENR/DWR
6 2015
WORDS
IVOOFIESVILLE REGIONAL OFFICE
This letter is in response to the request for flow acceptance received. March 16, 2015 for Covington Phase
IA development, The Lincoln County Sewer System currently has available capacity at the Killian Creek
Wastewater Treatment Plant to treat this domestic wastewater. Covington Phase IA is currently
requesting 35. Lots with a total flow of (8,400) Eight thousand four hundred gallons of additional flow
into LS-03.
For your permits, the receiving sewer treatment facility is the Killian Creek WWTP, Permit NC,
0088722, Lincoln County Sewer System is the collector, Permit # WQCS 00149,
Please be advised that effective immediately, Lincoln County will no longer be named as the
permittee on NCDENR system applications. Privyte developers must make applications to
NCDENR in their name and the system will only be accepted and transferred to the County after a
complete 'final inspection and receipt of other applicable documentation.
If construction of this project is not started within two (2) years of the date of this approval, the
approval will be rescinded and a new request and approval will be required. Please notify Lincoln
County Public Works in writing when the construction of this project is initiated..
included in this mailing are the Flow Tracking/ Acceptance for Sewer Extension Permit Applications
(FTSE — 08/13) with the County's portion completed.
If you have any questions, please do not hesitate in calling me at [phone].
Sincerely,
0±L
Chris Henderson
Engineering Associate
Cc: File
\sitixtivikions & developmcnts&ovirqton (former buctorl creek: subdwision0;eWer wilahrhy fetrer-covakplori ph ra -trikk001 Skim:

COUNTY OF LINCOLN, NORTH CAROLINA
11 5 WEST MAIN STREET, 2^I) FLOOR CITIZENS CENTER, LINCOLNTON, NORTH CAROLINA 28092
DEPARTMENT OF PUBLIC WORKS
PHONE [phone]
FAX [phone]
March 23, 2015.
Attention:
Mr. Donald L. Munday P.E.
Piedmont Design Associates, PA
125 E. Plaza Dr., Suite 101
Mooresville, NC 28115
RE: Covington -- Phase IA
Dear Mr. Munday,
RACE VEDfNCDI NR JWi
WOROS
MOORESVILLE REC1ONAL OF
We have reviewed the proposed plans for the proposed waterline extension f r the Covington Phase IA
Water Main on Burton Lane and 13lades Trail. It has been determined that at this time there is adequate
water supply and pressure in the L..incoln County Water System (PSW 1D#001-55-035) to serve the
proposed 35 lot residential site. In accordance with the included hydraulic water model analysis, a static
pressure of 88 psi and a fire flow of 710 gpm at 20 psi can be expected in this subdivision from the
County Water System.
Please be advised that effective immediately, Lincoln County will no longer be named as the
perrnittee on NCDENR water system applications. Private developers must make applications to
NCDENR in their name and the system will only be accepted and transferred to the County after a
complete final inspection and receipt of other applicable documentation.
Included in this mailing is the Application for Approval of Engineering Plans and Specifications for
Water Supply Systems (DENR-2136 rev031.1612012) with the County's portion completed.
If construction of this project is not started within two (2) years of the date of this approval, the
approval will be rescinded and a new request and approval will be required. Please notify.
Lincoln County Public Works in writing when the construction of this project is initiated.
If you have any questions, please do not hesitate in
Sincerely,
Chris Henderson
Engineering Associate
Cc: File
at [phone].

WATER SYSTEM
CALCULATIONS
FOR
R CRIvED/NC
*CROS
O RESVILLE REGIONAL OFFICE
COVINGTON SUBDIVISION
(FORMERLY BURTON CREEK)
PHASE IA
DENVER, LINCOLN COUNTY, NORTH CAROLINA
March 11, 2015
PREPARED FOR:
VJK Development Group, LLC
16400 Huntersville Concord Road
Huntersville, NC 28078
Phone: [phone]
PREPARED BY:
Piedmont Design Associates, P.A.
Suite 101, Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]

Covinfton-Phase 1-020415.wtg
Project Engineer: Donald L Munday
Date: 2/412015
Scenario: 20 psi Residual
Covington Subdivision Phase 1
Active Scenario: 20 psi Residual
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115-www.pdapa.com
NCBELS License No.: C-1007
{iii l crrfin to
rrrtmiii►
Bentley WaterCAD V8i (SEL.ECTseries 5
j08.11.05.61:
Page 1 of

Title
Engineer
Company
Date
Notes
Project Inventory: Covinfton-Phase 1-020415.wtg
Covington Subdivision - Phase 1
Active Scenario: 20 psi Residual
Covington Subdivision - Phase 1
Donald L. Munday
Piedmont Design Associates, PA
2/4/2015
Scenario Summary
ID
Label
Notes
Active Topology
Physical
Demand
Initial Settings
Operational
Age
Constituent
Trace
Fire Flow
Energy Cost
Transient
Pressure Dependent Demand
Failure History
SCADA
User Data Extensions
Covinfton-Phase 1-020415kMg
Project Engineer: Donald L Munday
Date: 2/4/2015
51
20 psi Residual
Created: 03/06/08 11:33:40 AM
Base -Active Topology
Base -Physical
Base -Demand
Base -Initial Settings
Base -Operational
Base -Age Alternative
Base -Constituent
Base -Trace Alternative
Fire How-20 psi
Base -Energy Cost
Base Transient
Base Pressure Dependent Demand
Base Failure History
Base SCADA
Base -User Data
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115 - wwwJpdapa.com
NCE3ELS License No.; C-1007
Bentley WaterCAD V8i (SELECTseries 5)
[08J11,05,611
Page 1 of 3

Project Inventory: Covinfton-Phase 1-020415.wtg
Covington Subdivision - Phase 1
Active Scenario: 20 psi Residual
Scenario Summary
Steady State/EPS Solver Calculation 20 psi Residual
Options
Transient Solver Calculation Options Base Calculation Options
Network Inventory
Pipes
Junctions
Hydrants
Tanks
Reservoirs
Customer Meters
SCADA Elements
Pumps
- Constant Power
- Custom Extended
- Design Point (1 Point)
- Multiple Point
-Standard (3 Point)
-Standard Extended
-Constant Speed - No Pump
Curve
15 -Constant Speed - Pump
Curve
13 -Shut Down After Time Delay
0 -Variable Speed/Torque
0 -Pump Start - Variable
Speed/Torque
1 Pump Stations
0 Variable Speed Pump
Batteries
0 PRV's
1 PSV's
0 PBV's
0 FCV's
0 TCV's
0 GPV's
1 Isolation Valves
0 Spot Elevations
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Covinfton-Phase 1-020415.wtg
Project Engineer. Donald L Munday
Date: 2/4/2015
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115 - www.pdapa.com
NCBELS License No.: C-1007
Bentley WaterCAD V8i (SELEC7series 5)
[08.11.05.81]
Page 2of3

Project Inventory: Covinfton-Phase 1-020415.wtg
Covington Subdivision - Phase 1
Active Scenario: 20 psi Residual
Transient Network Inventory
Turbines 0 Rupture Disks
Periodic Head -Flows 0 Discharges to Atmosphere 0
Aft Valves 0 Orifices Between Pipes 0
Hydropneumatic Tanks 0 Valves With Linear Area
0
Change
Surge Valves 0 Surge Tanks 0
Check Valves 0
Pressure Pipes nventory
2.0 (in)
6.0 (in)
80 (in)
969.00 ft
3,182.00 ft
2,958.00 ft
96.0 (in)
All Diameters
1.00 ft
7,110.00 ft
Covinfton-Phase 1-020415.wtg
Project Engineer Donald L. Munday
Date: 2/4/2015
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115 - www.pdapa,com
NCBELS License No,: C-1007
Bentley WaterCAD V8i (SELECTsenes 5)
(08.11,05.511
Page 3 of 3

FlexTable: Junction Table
Covington Subdivision - Phase
Active Scenario: 20 psi Residual
ID Label Elevation Zone Demand Demand Hydraulic 'Pressure
(ft) Collection (gpm) Grade (psi)
_ (ft)
250
J-1
821.80
<None>
<Col lectlon: 0
items>
0
1,028.10
89.3
252
]-2
805.33
<None>
<Collection: 0
items>
0
1,028.10
96.4
254
J-3
817.77
<None>
<Collection: 0
items>
0
1,028.10
91.0
256
J-4
814.09
<None>
<Collection: 0
items>
0
1,028.10
92.6
258
J-5
813.92
<None>
<Collection: 0
items>
0
1,028.10
92.7
260
J-6 Prop FH
796.78
<None>
<Collection: 0
items>
0
1,028.10
100.1
262
J-7 Prop. BO
796.89
<None>
<Coilectlon: 0
items>
0
1,028.10
100.0
264
J-8
800.37
<None>
<Collection: 0
[tems>
0
1,028.10
98.5
266
J-9
792.36
<None>
<Collection: 0
items>
0
1,028.10
102.0
269
J-10 Prop. FH
803.01
<None>
<Collection: 0
items>
0
1,028.10
97.4
271
J-11
798.25
<None>
<Col[ection: 0
items>
0
1,028.10
99.4
273
J-12 Prop. FH
807.62
<None>
<Collection: 0
items>
0
1,028.10
95.4
275
J-13 Prop BO
812.78
<None>
<Collection: 0
items>
0
1,028.10
•93.2
Covinfton-Phase 1-020415.wtg
Project Engineer Donald L. Munday
Date: 21412015
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115 - www.pdapa.com
NCBELS License No.: C-1007
Bentley WaterCAD V8i (SELECTseries 5)
[08.11.05.611
Page 1 of 1

P-1
251 P-2
253 P-3
255 '', P-4
257 P-5
259 P-6
261 P-7
263 P-8
265 P-9
267 P-10
268 P--11
270 P-12
272 P-13
274 P-14
7 P
523.04 R-1 PMP-1
290.00 PIMP-1 J-1
283.48 ! J-1 J-2
453.66 3-2 J-3
591.00 ! 3-3 J-4
838.38 J-4 J-5
937.45 J-5 J-6 Prop FH
369.10 3-6 Prop FH J-7 Prop. B©
469.88 3-4 J-8
321.52 3-8 J-9
1,137.62 3-3 3-8
468.30 J-5 3-10 Prop, FH
275.80 J-10 Prop. FH J-11
348.61 3-2 3-12 Prop. FH
323 86 3-12 Prop. FH J-13 Prop BO
C©vinfton-Phase 1-020415.wtg
Project Engineer: Donald L. Munday
date: 2/4/2015
FlexTable: Pipe Table
Covington Subdivision - Phase 1
Active Scenario: 20 psi Residual
96.0 PVC
6.0 PVC
8.0 PVC
8.0 PVC
8„0 PVC
8,0 PVC
6.0 PVC
2.0 PVC
8.0 PVC
8,0 PVC
6.0 PVC
6.0 PVC
2.0 PVC
6.0 PVC
2.0 PVC
150.0 False
130.0 False
130.0 d False
130.0 False
130.0 ` False
130.0 False
130.0 a False
130.0 { False
130.0 False
130.0 - False
130.0 False
130.0 False
130.0 False
130.0 ° False
130.0 False
Lass floYkr,.
'Coerficlent'
Local).
0.000
0,000
0.000
0.000
0.000
0.000
0.000
0.000
0,000
0.000
0.000
0.000
0.000
0.000
0.000
Piedmont DesignAssociates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115 - www.pdapa.ccrrn
NCBELS License No.: C-1007
e
Headloss`
Gradien
f
0 ` 0.00 0.000 True
0 ' 0,00 0.000 False
0 0,00 0.000 False
0 0.00 0.000 False
0 0,00 0.000 False
0 0.00 0.000 False
0 0.00 0.000 False
0 0;00 0.000 False
0 0,00 0,000 False
0 0.00 0.000 False
0 ° 0.00 0.000 False
0 0.00 0.000 False
0 0.00 0.000 False
0 0.00 0.000 False
0 0.00 0,000 False
Bentley Wate
ADV
:s
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ELECTsenes 5)
108.11.05,611
Page 1 of 1

Test requested by:
Date of Test:
Personnel Present :
Lincoln County Public Works
Citizens Center
115 W. Main Street
Lincolnton, NC 28092
Hydrant Flow /Pressure Test Report
DorialdrMunday_ -_
.1/27/2015°
Time of Test :
1:45p:m
Project:
Phone: [phone]
Fax: [phone]
Sheet
1
of
. 'Covington:.._ _
Chris Henderson, John Hawkins
Pressure Zone: . Eastern- -, Central
Elevation of Water in Storage Tank (ft)
Elevation of Water in Storage Tank (ft)
Number of High Service Pumps Online
,1004._
1007:4_
Tank Name
Tank Name
Western,
benver
East Lincoln
Tank Online (y/n)
Tank Online (y/n)
One (1)-at,0larit None at Denvef
Y
;710 _.
Location of Flow Test
FLOW (GPM)
. 20
PRESSURE (PSI)
Map
Location
A
Address
4096'Rabin .Larie_
NORTHING
(NCSP ft.)
649066.
EASTING
(NCSP ft.)
1413334, _,
ELEV.
( ft.)
Map
Location
Address
NORTHING
(NCSP ft.)
EASTING
(NCSP ft.)
ELEV.
(ft.)
Location of Pressure Test
88. -,
STATIC PRESSURE (P51)
B
Inteection M beer Run arid
- Blades Trail
6464445' ,
14117,71
'
792 , •
_ 88
RESIDUAL PRESSURE (PSI) .
Map
Location
2.
Address
NORTHING
(NCSP ft.)
EASTING
(NCSP ft.)
ELEV.
(ft.)
Location of Other (tap)
`_ 'NA' ..
STATIC PRESSURE (PSI)
C
Intersection: of Burton Lane
, and Bay Pdinte,Drive
.
649371.
14132d6;_ _..
820'
. NA '
RESIDUAL PRESSURE (PSI)
Map
Location
Address
NORTHING
(NCSP ft.)
EASTING
(NCSP ft.)
ELEV.
(ft.)
Location of Other
STATIC PRESSURE (PSI)
. n/a:' .
-
N/A _
_ N/A,
�- _-,. N/A :
N/A . _,
RESIDUAL PRESSURE (PSI)
Notes:
XASsbradsians 6 awempmenssl +sron(Farmer Burton Creek SubdMsianUM15a127 1OWTEST REPOSTModbeerW2712aMida PM
password ]cpw

75 150
OP FOR HYDRANT FLOW/PRESSURE TEST
e9
1 inch .1-- 150 fee - **WitePA
300
Feet
PROJECT Covington
Date: 01/27/2015
Time:01:45 PM
`.k%Z.V.‘t"bi'X'ttIV°.'".` • .* \'‘4N•
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••, • .4. *.k.
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PIEDMONT DESIGN ASSOCIATES, P.A. Engineering
125 East Plaza Drive, Suite 101 Surveying
Mooresville, North Carolina 28115-8812 Planning
Telephone [phone] Fax [phone]
NCBELS License No.: C-1007
Job No.: 2013-08-10-EC
Project: Covington Subdivision Phase 1
Lincoln County, NC
Date: 02/04/2015
Revision:
Existing Fire Hydrant Model Data - Provided by Lincoln County Public Works 01/27/15
Input Static Pressure in PSI: 88
Input Hydrant test Flow in GPM: 710
Input Hyd. test Flow Residual in PSI: 20
Input Design Dpessure in PSI:
Three -Point Pump Curve Coordinates
Discharge
Head
PS!
-
203.10
88.00
488.32
124.63
54.00
710.00
46.16
20.00
Design Pressure must be between
54 Static and Flow Test Residual
Test
Qr Qf Hr Hf Static Residual Pdesign
488.32 710.00 34.00 68.00 88.00 20.00 54.00
Qr = Qf * [(Hr/Hf)"0.54]
Qr = Flow available at the desired fire flow residual pressure
Qf = Flow during test
Hr = Pressure drop to desired residual pressure (Static - Design)
Hf = Pressure drop during fire flow test (Static - Residual)

Pump Definition Detailed Report: EX FH 4096 Burton Lane
Covington Subdivision - Phase 1
Active Scenario: 20 psi Residual
Element De
ID
Label
149
EX FH 4096
Burton Lane
Notes
Pump Definition Type
Pump Definition Type
Shutoff Flow
Shutoff Head
Design Flow
Standard (3
Point)
0 gpm
203.10 ft
488 gpm
Design Head 124.63 ft
Maximum Operating Flow
Maximum Operating Head
710 gpm
46.16 ft
Pump Efficiency Type
Pump Efficiency Type
Constant Efficiency
Constant Motor Efficiency 100.0 %a
Efficiency
100.0 9'0 Is Variable Speed Drive? False
Transient (Physical)
nertia (Pump and Motor)
Speed (Full)
Covinfton-Phase 1-020415.wtg
Project Engineer Donald L. Munday
Date: 214/2015
0.000 Ib•ft2
0 rp
Specific Speed
Reverse Spin Allowed?
SI= 25,.
US=1280
False
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115 - www.pdapa.cor
NCBELS License No.: C-1007
Bentley WaterCAD V8i (SELECTseries 5)
(08,11,05,61]
Page 1 of 2

Pump Definition Detailed Report: EX FH 4096 Burton Lane
Covington Subdivision - Phase 1
Active Scenario: 20 psi Residual
Element Details
ID
Label
149
EX FH 4096
Burton Lane
Notes
Pump Definition Type
Pump Definition Type
Shutoff Flow
Shutoff Head
Design Flow
Standard (3
Point)
0 gpm
203.10 ft
488 gpm
Design Head 124.63 ft
Maximum Operating Flow
Maximum Operating Head
710 gpm
46.16 ft
Pump Efficiency Type
Pump Efficiency Type Constant Motor Efficiency 100.0 %
Efficiency
Constant Efficiency 100.0 % Is Variable Speed Drive? False
Transient (Physical)
Inertia (Pump and Motor) 0.000 Ib•ft2
Speed (Full) 0 rpm
Specific Speed
Reverse Spin Allowed?
SI=25,
US=1280
False
Covinfton-Phase 1-020415.wtg
Project Engineer. Donald L. Munday
Date: 2/4/2015
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115 - www.pdapa.com
NCBELS License No.: C-1007
Bentley WaterCAD V81(SELECTseries 5)
[08.11.05.61]
Page 1 of 2

225,00
200.00
175.00
150.00
125»0
00.0
75,0
50.00
25.0
0.00
Pump Definition Detailed Report: EX FH 4096 Burton Lane
Covington Subdivision - Phase 1
Active Scenario: 20 psi Residual
Graph
50 100 150 200 250 300 350 400 450 500 550 6a00 6 a0 700 750 80
Flow (gpm)
C©vinttort-PM1ase 1-020415.wtg
Project Engineer. Donald L. Munday
Date: 2)4/2015
3
60.0
50.0
40.0
0.0
• 20.0
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 -Mooresville, NC 28115 - www,pdapa.ccom
NCBELS License f4o.. C-1007
Bentley WaterCAD V81 (SELECTseries 5)
(08.11.05.61]
Page 2 of 2

Fire Flow Node FlexTable: Fire Flow Report
Covington Subdivision - Phase 1
Active Scenario: 20 psi Residual
Label
Zone Fire, Flow Satisfles:Fire, Fire Flow Fire, Flow Flow(Total Flow; (Total Pressure Pressure Pressure: Pressure Junction.w/
Iterations ,Flow. ,(Needed) ;(Available), ,Needed)' 'Available). (Residual) (Calculated, '(Zone,Lower .(Calculated` 'Minimum'
Constraints?, (gpm) (gpm) '(gpm) '(gpm) Lower Limit). Residua!) Limit) Zone Lower Pressure
(Psi)' (psi): (psi) Limit) (Zone)
_ __ .(psi)! _
J-1
3-2
J-3
J-4
J-5
3-6 Prop FH
J-7 Prop. SO
3-8
J-9
J-10 Prop. FH
3-11
J-12 Prop. FH
3-13 Prop BO
<None>
<None>
<None>
<None>
<None>
<None>
<None>
<None>
<None>
<None>
<None>
<None>
<None>
2
18
2
3
2
2
15
18
18
2
15
18
15
True
True
True
True
True
True
False
True
True
True
False
True
False
500
500
500
500
500
500
500
500
500
500
500
500
500
691
690
684
685
670
640
150
684
684
658
173
676
153
500
500
500
500
500
500
500
500
500
500
500
500
500
691
690
684
685
670
640
150
684
684
658
173
676
153
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.1
26.1
20.1
20.2
20.1
20.0
20.6
25.6
27.8
20.1
20.6
22.4
20.5
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
21.8
20.1
21.2
20.0
22.9
20.0
85.2
20.1
20.1
22.1
83.9
20.1
85.0
3-3
3-1
J-1
J-3
3-3
3-7 Prop. BO
3-1
3-3
3-3
J-11
3-1
3-13 Prop BO
3-1
Pressure Pressure Junctionw/.- Is Fire'Flow
(System (Calculated Minimum Run
Lower Limit) SystemPressure; Balanced?
'(psi) ',Lower Limit) (System)
(psi).
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
(N/A)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
PMP-1
True
True
True
True
True
True
True
True
True
True
True
True
True
Covinfton-Phase 1-020415.wtg
Project Engineer. Donald L. Munday
Date: 2/4/2015
Piedmont Design Associates, PA
125 East Plaza Drive, Suite 101 - Mooresville, NC 28115 - www.pdapa.com
NCBELS License No.: C-1007 .
Bentley WaterCAD V8i (SELECTseries 5)
[08.11.05,61]
Page 1 of 1

WATER AND SEWER SYSTEM
SPECIFICATIONS
FOR
COVINGTON SUBDIVISION
(FORMERLY BURTON CREEK)
PHASE IA
DENVER, LINCOLN COUNTY, NORTH CAROLINA
March 11, 2015
PREPARED FOR:
VJK Development Group, LLC
16400 Huntersville Concord Road
Huntersville, NC 28078
Phone: [phone]
PREPARED BY:.
Piedmont Design Associates, P.A.
Suite 101, Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]

WATER AND SEWER SYSTEM
SPECIFICATIONS
FOR.
g.
UNC
PU UC
COVINGTON SUBDIVISION
(FORMERLY BURTON CREEK)
PHASE IA
DENVER, LINCOLN COUNTY, NORTH CAROLINA
February 24, 2015
PREPARED FOR:
VJK Development Group, LLC
16400 Huntersville Concord Road
Huntersville, NC 28078
Phone: [phone]
PREPARED BY:
Piedmont Design Associates, P.A.
Suite 101, Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]

LINCOLN COUNTY
STANDARD SPECIFICATIONS
TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
Section ,Description
02110 Clearing and Grubbing
02210 Unclassified Excavation.and Grading,
02222'. Excavating, _Backfiiling & Compacting for Utilities
02512 Gravel Surface Access Roads and, Parking Areas
02575. Paving, Repair.& Resurfacing,
02601 Manholes, Drop Connections & Conflict Manholes
02665 Water Lines, Valves & Appurtenances
02668. Water Service Connections .:::. ..
02730 Force Mains:and Gravity;Sewer
'02731. Sewer Service Laterals
02831 Chain Link Fencing
02933. Seeding and •Mulching
03300 ,Cast -in -Place Concrete,
11307 Sewage Submersible Pumping Station
11309 Sewage;Grinder Pumping'Station
16231 Packaged Engine Generators, Diesel
16415 Automatic Transfer Switches
Pace Number
02110-1 To 0211072
02210-1 To 02210=7
02222.-1 To.07? -7
02512-1 To 02512-.1.
:02575-1 To 02575-3,
02801-1 To.02601-3
,.02665-1 To 02665=9
..., 02688-1 To 02668-2
1.02730-1 To,02730-12
,' .02731-1 To 02731-2
02831-1 To 02831-3
02933-1 'To 02933-5
03300-1 To03300-13
11307-1 To 11307-7 -
11309-1 To 11309-3
16231=1 To'16231-10
16415-1 To 16415-5
These specifications shall be used for: water and sewer construction projects in which ownership will
be transferred to Lincoln: County .Public Works. Additional specifications ;May be added 'by the,
Engineer to, address items specific :to the particular project ..However, any deviations from :the;
specifications herein shall be approved by Lincoln County Public Works. ,
NOTE:
1. The Engineer referred to in these specifications is -the Engineer of Record far :the Project, The
Engineer shall be responsible for observing the methods and' materials and .certifying that
construction:was in conformance with the approved plans and specifications
2. Lincoln County Public Works is not 'responsible for any cost ,or Claim s ,associated with,
construction projects not specifically owned by Lincoln'County Public Works..

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02110
CLEARING AND GRUBBING
1. DESCRIPTION
1.1 The clearing work covered by this section consists of cutting, removing and properly disposing of
vegetation and debris. Trees specifically identified on the plans to be preserved shall be
adequately delineated and flagged by the CONTRACTOR, such that the balance of the work may
be performed in a safe and harmless manner in the vicinity of preserved trees. Such tree
preservation will be considered part of the work and shall be in conformance with applicable local
codes and regulations. Clearing and grubbing shall be performed in areas as called for on the
plans, the limits of which shall coincide with the construction limits and in general shall extend five
(5) feet beyond top of cut and toe of fill, not to exceed the limits of Lincoln County Public Works'
property or easement,
1.2 Related Work
Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1,2,1 Reference the following specifications for related work:
02210 Unclassified Excavation and Grading
1.2.2 Clearing and grubbing activities shall conform to the applicable sections of the most recent
publication of "Standard Specifications for Roads and Structures", published by the North Carolina
Department of Transportation, except that grubbing shall be performed on all cleared excavation
and embankment areas and shall include the complete removal of all stumps, roots and
embedded debris.
1.3 The grubbing work covered by this section consists of removing and properly disposing of all
surface vegetation and debris. Where the material being removed is high in organic matter
content, such as root mat and other vegetative matter, it shall be considered vegetation and
removed as part of the work of grubbing.
1,4 The work of clearing and grubbing shall also include the removal and satisfactory disposal of
crops, weeds and other annual growth, fences, steps, walls, chimneys, column footings, other
footings, foundation slabs, basements, other foundation components, signs, junked vehicles, and
other rubble and debris, and the filling of holes and depressions. This work shall also be
performed in all non wooded areas within the construction limits, shown on the project plans upon
which seeding and mulching, sprigging or sodding is to be performed.
As a part of the work of clearing and grubbing, the CONTRACTOR will be required to cut off and
plug at the right of way or construction limits, as directed by the ENGINEER, any private water or
sewer line intercepted during the construction of the project, as well as cut off and remove from
the construction area any septic tank or portion thereof during the construction of the project.
1.5 Clearing and grubbing operations shall be completed sufficiently in advance of grading operations
as may be necessary to prevent any of the debris from the clearing and grubbing operations from
interfering with the excavation or embankment operations.
2. MATERIALS
D2 0-1
Lincoln Gounty/04-2012

Topsoil shall be considered to mean original surface soil, typical of the area, whichis capable of
supporting native .plant growth, and shall be free of large stones, roots, brush, waste construction
debris and other undesirable material.
3. INSTALLATION
3.1 Clearing and grubbing shall be performed in areas as called for on the plans, the limits of which.
shall coincide with the construction limits and in general shall extend 5 feet beyond top of cut or
toe of fill, not to exceed the limits of the OWNER'S property. Clearing and grubbing activities shall
conform to applicable Sections of the most current edition of Standard Specifications for Roads
and Structures", published by the North Carolina Department of Transportation, except that
grubbing shall be performed •on all cleared excavation and embankment areas and shall include
the complete removal of all stumps, roots and embedded debris.
3.2 The CONTRACTOR shall perform all clearing .and grubbing operations before construction
operations begin.
3.2.1 Where adjacent areas within the site but outside the limits of construction are disturbed es a result
of clearing and grubbing. activities, the CONTRACTOR shall remove all debris and restore to the
original grades and equal or better condition.
3.2.2 The CONTRACTOR shall exercise caution to protect and maintain all existing utilities and
underground works which are to remain. Any existing utilities or underground works which are to
remain that are disturbed during construction shall be repaired or replaced at the
CONTRACTOR's expense.
3.2.3 The CONTRACTOR must comply with all local, state and federal laws, ordinances and
regulations in the removal and disposal of clearing and grubbing of all vegetation, timber, waste
and all surface debris that must be hauled from the Project Site. No burning of materials. will be
allowed on site. The CONTRACTOR shall properly dispose of all cleared materials at his
expense, in conformance with all applicable local and state laws and ordinances with the
exception of any materials to be reused or recycled as directed elsewhere in this contract.
3.3 Stripping and Storage of Topsoil
All topsoil suitable for reuse, in the opinion of the ENGINEER, shall be stripped to its full depth; all
topsoil to be moved shall be free of large stone, roots, brush, .waste construction materials and.
other undesirable matter.
3.3.1 Topsoil stripping shall be accomplished from all topsoiled areas to be disturbed.
3.3.2 Existing lawn sods may be 'left, to decompose with the topsoil. Heavier stands .of weeds .and
grasses shall be removed as directed by the ENGINEER prior to the stripping operations.
3.3.3 The topsoil shall be kept separate from other excavated materials and stored in stockpiles, the
location of which shall be as directed by the ENGINEER. Topsoil shall be stockpiled so that it
shall not be subject to abnormal erosion and loss, and so that it does not impede the flow of
drainage runoff. The directed locations of topsoil stockpiles will, when construction sequence
permits, be located in areas that have previously been graded. to design rough grade.
END OF SECTION
02110-2 Lincoln Ccunty104.-2012

SECTION 02210
UNCLASSIFIED EXCAVATION AND GRADING
PART 1-- GENERAL
1.1 DESCRIPTION
Work in this section includes the excavation, undercut excavating, grading, earthwork and compaction
required as shown on the plans and all other associated miscellaneous items of earthwork construction,
as shown on the plans. The CONTRACTOR shall furnish all materials, labor, equipment and incidental
items necessary to complete this portion of the work as detailed on the plans and as called for in these
Specifications.
1.2 Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1.2,1. Ail unclassified excavation shall be In accordance with the applicable sections of the most recent
publication of the "Standard Specifications for Roads and Structures", published by the North
Carolina Department of Transportation, unless otherwise directed herein.
13 RELATED WORK
Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
Reference the following specifications for related work:
02110 Clearing and Grubbing
02222 Excavating, Backfiliing & Compacting for utiliti
02933 Seeding and Mulching
ASTM D698C
State Highway Specifications referred to in Section 1,2.1
1..4 DEFINITIONS
Trench Rock: That rock within the trenching limits that must be removed for utility
construction,
Rock: That rock which must bee removed by blasting to permit reaching one foot
below the design finish grade.
eotechnical Engineer, also, know as the "Project Geotechnicai Engineer : Professional soils
engineer hired by the contractor and approved by the Engineer for this project.
Surveyor: Licensed surveyor hired by the Contractor and approved by the Engineer for
this project.
PART 2 - PRODUCT
2.1 Topsoil shall be considered to mean original surface soil, typical of the area, which is capable of
supporting native plant growth, and shall be free of large stones, roots, brush, waste, construction debris
and other undesirable material or contamination.
2.2 All fill used for site grading operations should consist of a clean (free of organics and debris) low
plasticity soil (plasticity index less than 30).
02210-1
Lincoln County/04-2012

PART 3 - EXECUTION
3:1 GENERAL REQUIREMENTS
3. f .1 In the event a subsurface Investigation report has been prepared for the project, all excavation,
filling.and grading shall be performed in accordance with the recommendations of the subsurface
report, and under the direction of the project geotechnical engineer.
3.1.2 Construction stakeout will be by a licensed .survey firm provided by the CONTRACTOR. Exact
locations and grade points are to be staked or fixed by the surveying firm :before construction.
The CONTRACTOR shall not disturb any benchmarks, reference stakes or property line
monuments. In the event it becomes necessary to remove any benchmark, reference stake or
property line monument in the performance of the work, the CONTRACTOR shall reference such
points in preparation for replacement if any such points are disturbed.or darnaged, they shall be
replaced by a Registered Land Surveyor In:the state where the work is located.
3.1.3 Existing utility lines (either .overhead or underground), sidewalks, fencing, pavement or other
structures shown on the :drawings,, shown to the CONTRACTOR or mentioned in the plans and.
specifications shall be kept free of damage by the CONTRACTOR's operations. It shall be the
responsibility of the CONTRACTOR to verify the existence and location of all underground utilities
within .the Project Site. Any existing construction damaged by the CONTRACTOR shall be
restored to an equal condition as that existing; at the timepriorto damage. If any existing utility is
inadvertently damaged during construction, the -CONTRACTOR shall notify the utility; the
ENGINEER arid Lincoln County Public Works of said damaged utility at once so that emergency
repairs Maybe made.
3.2 UNCLASSIFIED EXCAVATION
3.2.1 'Upon completion of the stripping operations, and after all excavation of the site has been
completed to the lines and grades shown on the drawings, the exposed subgrade in cut areas
should be proofrolled as specified herein for areas to receive fill. Any areas which deflect, rut or
pump excessively, during the proofrolling or fail to 'lighten up" after successive passes should be
undercut to suitable soils and replaced with compacted fill.
3.2.2 Rock in the bottom of roadway cuts shall be excavated tv a depth of 1 foot below the roadbed
and ditches. Rock in building pad areas shall be excavated to a depth of 1 foot below finished
grade or as indicated on the grading plans.
3.2.3 The CONTRACTOR shall provide all sheeting, shoring, underpinning and bracing required to hold
the sides of the excavation and forthe protection of all adjacent structures.
3.3 BLASTING
3.3.1 Any and all blasting operations shall be conducted in strict accordance with existing ordinances
and regulations relative to storage and use of explosives. Blasting shall be done only by
experienced men and extreme caution and care shall. be exercised to prevent injury to persons or
damage to any pipe, Mains, wires, drains, :buildings, railroad tracks or other property above or
below the surface of the ground. The CONTRACTOR shall use safety nets or .other equivalent
measures to reduce the possibility of flying rock as a result Of blasting operations.
3.3.2 The CONTRACTOR shall submit blasting plans to the ENGINEER for review and :shallnot
proceed with blasting "operations until approval has been granted. As directed by the
ENGINEER, blasting operations shall be•monitored to insure that vibration levels produced by
blasting are within tolerable limits.
3.3.3 All, Federal, State and Local permits required to perform blasting operations shall be obtained.
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Lincoln County/04-2012

3.4 DEWATERING
3,4.1 The CONTRACTOR shall control the grading in all areas so that the surface of the ground will be
properly sloped, diked or ditched to prevent water from entering into excavated areas. The
CONTRACTOR shall maintain sufficient personnel and equipment to promptly and continuously
remove all water, from any source, entering or accumulating in the excavation or other parts of
the work. All water pumped or drained from these areas shall be disposed of in a suitable
manner without damaging adjacent property or other work under construction.
3,5 EMBANKMENTS, FILLS, AND BACKFILLS
3.5.1 Upon completion of the stripping operations, the exposed subgrade in areas to receive fill should
be proofrolled with a loaded dump truck or sirnilar pneumatic -tired vehicle with a minimum loaded
weight of 20 tons, under the supervision of the geotechnical engineer. The proofrolling procedure
should consist of four complete passes of the exposed areas with two of the passes being in a
direction perpendicular to the preceding ones, Any areas which deflect, rut or pump excessively
during the proofrolling or fail to "tighten up" after successive passes should be undercut to
suitable soils and replaced with compacted fill.
3.5.2 Embankments and fills shall be constructed at the locations and to the lines and grades indicated
on the drawings. Material shall be placed in horizontal layers not to exceed 8 inches in loose
depth and thoroughly compacted prior to placing each following layer. All fill material shall be free
from roots or other organic material, trash, and from all stones having any one dimension greater
than 6 inches. Stones larger than 4 inches, maximum dimension, shall riot be permitted in the
upper 6 inches of fill or embankment. Fill areas shall be kept level with graders or other approved
devices.
Embankment and fill compaction shall be accomplished by thoroughly compacting each layer with
sheep foot rollers, pneumatic rollers, and mechanical tampers in places inaccessible to rollers, or
other equipment. When material has too much moisture, grading operations shall be limited to
drying soil by spreading and turning for drying by the sun and aeration. When material is dry,
moisture shall be added by sprinkling by approved means.
3.5.4 All embankments and fills shall be compacted to the following percentages of the maximum dry
density as determined by the Standard Proctor Density Test, ASTM D-698, Method C.
3.5..5 The following table shall be used unless otherwise specified:
Type Fill or
Embankment
TABLE OF COMPACTION
Zone
Minimum
Density %
Structure All Depths 100
Roadway and Top 12 Inches 100
Parking Remainder 95
Embankment types are defined as follows:
Structure - beneath concrete slabs of buildings, floors, foundations, etc.
Roadway and Parking - beneath all roads, streets, truck operations, and automobile parking lots.
02210-3
Lincoln County/04-2012

3.5.6 Where backfilling is required after the completion of drainage structures, all forms, trash; and
construction debris shall be removed from excavation before backfilling begins. ;Backfill shall be
placed in horizontal layers of 6 inches in loose depth. Compaction shall conform to requirements
In the above table. Heavy rollers, crawler equipment, trucks or other heavy equipment shall not
be used for compacting backfill within 5 feet of structure walls or other facilities which may be
damaged by their weight or operation. No backfilling shall begin until concrete and masonry walls
are property cured.
3.5.7 The CONTRACTOR shall carry the top of embankments, fills, or backfills to the surrounding
grade so that upon compaction and subsequent settlement, the grade will be at proper elevation.
Should settlement occur during the guarantee period of the contract, the CONTRACTOR shall
provide sufficient fill to bring area up to finished grade and shall reseed as required.
3.6 PROOFROLLING SCHEDULE
3.6.1 Proofrolling under the observation of the Geotechnical Engineer will be performed using a loaded
dump truck or similar pneumatic -tired vehicle with a minimum loaded weight of 25 tons as
specified herein and as follows:
3.6.2 Immediately following stripping, all areas to receive fill shall be proofrolled as specified herein.
3.6.3 Immediately following the completion of excavation to proposed grades in cut areas, proofrolling
shall be performed as specified herein.
3.6.4 Immediately priorto stone base course placement in pavement areas and following final floor slab
preparation, all subgrade areas will be proofrolled. Any local areas which deflect, rut or pump
under the roller shall be undercut and replaced with compacted fill material as specified herein.
3.7 'SOIL INSPECTION AND TESTS
3.7.1 All excavated and fill material shall be removed, selected, placed and compacted under
supervision of a representative of a commercial soils testing laboratory, at no cost to Lincoln
County Public Works. A commercial soils testing laboratory shall be a Firm properly equipped to
perform such compaction tests and who has in their 'employment a Professional Engineer
experienced in testing and soil mechanics. The laboratory representative shall have the authority
to approve or disapprove the condition of the subgrade on which fill is to be placed, filled material,
placement methods, compaction methods, and shall make compaction density tests as necessary
to determine that the specified density is obtained. The laboratory shall be notified before any cut
is made or fill is placed in order that the laboratory representative may be present during all
grading operations. The Contractor shall remove. replace, recompact and retest ail fills failing to
meet the density requirements at no cost to Lincoln County Public Works.
3.7.2 Field density tests shall be performed by Lincoln County Public Works' testing agency for each
one foot of fill material placed at the following frequency:.
3.7.3 A minimum of one field density test shall be made for each 5,000 square feet of fill placement in
building areas.
3.7A A minimum of one field density test shall be made for each 10,000 square feet of fill placement in
all other areas where pavement Is to be placed.
3.7.5 Prior to final acceptance, the Geotechnical Engineer and Surveyor shall submit certification
specifying that the project compaction criteria and subgrading elevations have been satisfactorily
obtained. This certification should be in the form of a letter accompanied by a stamped as -built
drawing showing spot elevations.
02210-4
Lincoln Countyl04-20 t 2

3.8 BORROW AND WASTE MATERIALS
3.6.1 Borrow: In the event borrow material is required, the borrow material shall be checked for
suitability for compaction and approved by the soils testing laboratory. Borrow excavation shall
be performed in accordance with the most current referenced State Highway construction
Specification in which State the project is located except where modified herein.
3.8.2 Waste: Excavated materials not suited for backfill and excavated material in excess of that
needed to complete the work shall be wasted on the project site where directed by the
ENGINEER or hauled off the property. Waste areas shall be left in a graded and sloped condition
to allow natural drainage of surrounding area,
3.9 RESIDUAL SOIL AREAS
3.9.1 If proofrolling indicates that on -site virgin soils supporting any roadway, parking, building or other
structural areas are not adequate as determined by the Geotechnical Engineer, then these
unsuitable areas shall be repaired. The necessary repair procedure shall be determined by the
Soils Engineer and may include scarifying, drying and recompaction procedures or undercutting
and replacement procedures,
3.10 FINAL GRADING
3.10.1 On completion of all grading, all graded areas (except building pads and pavement areas in rough
grading contracts and all cut slopes steeper than 4:1 slope) shall be provided with 4 inches of
topsoil and brought to the finished grades shown on the drawings. Areas disturbed by operations
of the CONTRACTOR shall be properly returned to their original condition with a topsoil covering
of 4 inches.
3.10.2 After the entire graded area has been brought to the finished grades shown on drawings, all
areas shall be left smooth and free from erosion, ridges, ditches and evidence of ponding. Final
grades shall be free from all roots, debris, rock and soil lumps and left in readiness for seeding.
3.10.3 Prior to acceptance of the entire project, the CONTRACTOR shall correct all embankments and
graded areas of all damages due to washes, settlement, erosion, equipment ruts or any other
cause at his expense.
3.10,4 The CONTRACTOR shall stabilize all disturbed areas, unless otherwise directed, by seeding and
mulching per Section 02933 of these specifications or other means of stabilization called for by
the contract drawings.
3,11 CLEAN-UP
3.11.1 Upon completion or termination of the work, the CONTRACTOR shall remove from site all
equipment, waste materials and rubbish resulting from his operations.
END OF SECTION
02210-5
Lincoln County -2 2

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02222
EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES.
1. DESCRIPTION
The CONTRACTOR shall furnish all labor, material, equipment, and supplies, and shall perform
all earthwork including excavation and backhll, ;pavement removal, sheathing, bracing, shoring,
pumping or bailing, dewatering, restoration and cleanup, all as 'indicated, specified "and/or
necessary to complete the work:
1.1 .Any reference to standard specifications refers to the most current publisheddateof the following,
specification unless otherwise noted. •
1,2 Related Work
Reference the following specifications for related work:
02575 Pavement Repair and Resurfacing
02933 `Seeding and Mulching
1.2.1. Any reference to NCDOT standard specifications Was obtained from the '"Standard Specifications
for Roads and Structures" published by the North Carolina Department of Transportation:. Unless
otherwise noted, the most current date published applies.
2. MATERIALS
2.1 Fill Material shall be classified as ML-low plasticity silt or, better by the Unified Soil Classification
System and tabulated below: • -
Unified Class. Description ,
Class'I 1/4" - 1'-1/2 well .graded ,stone including coral,
slag, cinders, crushed stone'and crushed' shells
' ClassII GM Coarse gravel well graded' - `
GP Coarse gravel poorly graded
SW Coarse sands well graded
SP Coarse sands poorly,graded
' Class Ill GM Silty-sandy.gravel
GC ' Clayey-sandygravei -
SM Silty -'sands •
SC I, .Clayey -'sands .. -
Class IV _ ML Inorganic silts and fine sands
Fill material shall exhibit a plasticity index of less than 20 and. Standard Proctor maximum density
at optimum ,moisture greater than 90.pounds per cubic foot. The following materials are
unacceptable " ' '
Unified Class Description
Class IV , CL Inorganic clays - low plasticity .-
'MH Inorganic elastic silts
CH Inorganic clays high plasticity
Class V OL Organic silts '
' OH Orga[ric'clays
` PT' Highly organic soil'
02222-1.
Lincoin County/04 2012

2.2 Washed Stone
Stone material where indicated shall be crushed stone or gravel of strong, durable nature and
shall conform to standard size No. 57 per NCOOT Section 1000.
2.3 Class C Concrete
Minimum 28-day compressive strength of 2000 psi.
3. CONSTRUCTION
3.1 Existing Facilities
3.1.1 Existing Utilities Shown on the Drawings
It shall be the CONTRACTOR'S responsibility to conduct the work in such a manner as to avoid
damage to or interference with any utilities services shown on the drawings. If such damage,
interference, or interruption of service shall occur as a result of his work, then it shalt be the
CONTRACTOR's responsibility to promptly notify the ENGINEER of the occurrence and to repair
or correct it immediately, at his own expense, and to the satisfaction of the ENGINEER and
Lincoln County Public Works.
3.1.2 Existing Utilities Not Shown on the Drawings
It shall be the CONTRACTOR's responsibility to exercise all reasonable precaution in the
performance of the work to avoid damage to or interference with any utilities services, even
though not shown on the drawings. If such damage, interference, or interruption of service shall
occur as the result of this work, then the CONTRACTOR's responsibility will be the same as
stipulated in Paragraph 3.1.1 above.
3,2 Excavation and Backfill,- General Requirements
3.2,1 Pavement, gutters, sidewalks, aprons and curbs which will be disturbed by excavation shall be
removed and disposed of as a part of ordinary excavation. That which is to be removed shall be
cut or sawn along clean straight lines from that which is to remain. Remove enough such that a
minimum of twelve inches of undisturbed earth remain between the excavation and that which is
to remain..
3.2.2 Where required, and as approved by the ENGINEER, sheeting and bracing shall be used to
prevent injury to persons, caving of trench walls and to conform with all governing laws and
ordinances. Sheeting and bracing shall be left in place until the trench is refilled to a safe limit.
The top portion may then be removed, but the lower portion shall remain undisturbed.
3.2.3 It is the responsibility of the CONTRACTOR to provide an adequate dewatering system where
required. The system shall be capable of removing any water that accumulates in the excavation
and maintaining the excavation in a dry condition while construction is in progress. The surface of
the ground shall be sloped away from the excavation or piping provided to prevent surface water
from entering the excavation. Disposal of water resulting from the dewatering operation shall be
done in a manner that does not interfere with normal drainage, and does not cause damage to
any portion of the work or adjacent property. All drains, culverts, storm sewers and inlets subject
to the dewatering operation shall be kept clean and open for normal surface drainage. The
dewatering system shall be maintained until backfilling is completed or as otherwise directed by
the ENGINEER. All damage resulting from the dewatering operation shall be repaired by the
CONTRACTOR to the satisfaction of the ENGINEER and Lincoln County Public Works and at no
cost to Lincoln County Public Works.
3.2 The CONTRACTOR shall erect, maintain, and safeguard temporary bridges, walkways, or
crossings where it is necessary to maintain traffic. Where trenches are open in the vicinity of
pedestrian or vehicular travel lanes, suitable carriers will be constructed and maintained and the
02222-2
Lincoln County/O4-2012

work will be further protected from sunset to sunrise with a sufficient number of lights or flares to
fully protect the public from accidents:on• account of construct on:• •
3.3 If ,the specified depth for foundations; proves insufficient° to reach firm ground, ;the ENGINEER
shall be notified and will furnish, instructions for proceeding with the .work. •
3.4 Rock, wherever used as a name for excavation material, shall Mean boulders exceeding one-half
cubic yard in volume or solid ledge rock; which in the opinion of, the ENGINEER,requires for its
removal drilling and blasting, or wedging .or sledging .and barring. The CONTRACTOR shall
excavate the same as near the neat lines of the trench as practicable and he shall take all due:.
precautions in the pursuance of the work. The CONTRACTOR will be held strictly responsible for
all injury to life, to public and private property.
3.4.1 Rock shall be.:removed from the eXcavation to the following limits:
Trenches = The diameter of the pipe plus 12 inches on each side, extending eight inches
• • below the, pipe wall and bell.
Structures-.124nches :beyond 'the vertical 'plane of the 'structure on all sides and On the
;bottom onlyto the depth necessary for proper'installation.
3.5 Bleating
Prior to commencing any -blasting operations the CONTRACTOR shall notify the ENGINEER and
either the Local Fire -Department Fire Prevention Section or the Lincoln County Fire Marshal (as
applicable) and, :obtain blasting permits as required. The CONTRACTOR :must famish proof
(certification) of insurance specifically covering, any and all obligations assumed pursuant to the
use of explosives.
Ali blasting operations shall be conducted in strict,accord_ance-with any,and all decrees, rules,
regulations, ordinances, laws 'as .may be imposed by any regulatory body and/or agency having
.jurisdiction over the work relative .to -handling, transporting, use and -storage of explosives.
Blasting shall,. be 'done only 'by 'competent and experienced men whose activities shall be
'conducted. -in a• workmanlike manner. Satisfactory information must ,be ;provided to the
ENGINEER; that the blaster.:meets or exceeds the qualifications enumerated:in the most current
edition of OSHA' Regulations Part 1926, Subpart U, Section 1926.901 - Blaster Qualifications. _
The CONTRACTOR .shall protect _all structures from the effects Of the blast and repair any
resulting damage. If the CONTRACTOR repeatedly uses excessive blasting charges or blasts :in
an .unsafe or improper Manner, the ENGINEER may direct the CONTRACTOR, at -no cost to
Lincoln County Public Works, to employ an independent blasting consultant to supervise the
preparation for each:blast and approve the quantity of each charge
3.5.1 Overburden
Undisturbed overburden may .be deemed adequate in lieu of matting but only after the actual
depth of the .undisturbed overburden has been :determined and adjudged sufficient by the
ENGINEER, Under no circumstances will loose orfill overburden be adequate without the use of
weighted mats.
3.5.2 Permission to'Blast .
The CONTRACTOR shall not be allowed to;biast before 9.a.m or after 3 p.m. without approval of
the ENGINEER and Lincoln CountyPublia,Works.. Blasting' will not occur within any rights -of -way,
• maintained by any agency (D.10 T., R:R., Gas, Lincoln Co inty Public Works, etc.) without specific
approval of the controlling agency and only in accordance with their respective requirements {as
exceeded herein) The CONTRACTOR shall be held responsible for any and all injury to persons
or damage to public or private property..
35.3 The CONTRACTOR shall not use excavated rock as backfiilmaterial. Dispose of rock which is,
surplus or not suitable for use` as rip rap: ` • •
02222-3
' Linea% County104,2012

3.5.4 Monitoring
The CONTRACTOR shall notify the ENGINEER prior to any blasting, Additionally, the
CONTRACTOR and/or ENGINEER shall notify Lincoln County Public Works before any charge is
set. Following review by the Lincoln County Public Works regarding the proximity of permanent
structures to the blasting site, the Lincoln County Public Works may direct the CONTRACTOR to
employ, at the expense of the CONTRACTOR, an independent, qualified specialty sub -contractor,
approved by Lincoln County Public Works, to monitor the blasting by use of seismograph, identify
the areas where light charges must be used, conduct pre -blast and post -blast inspections of
structures, including photographs or videos, and maintain a detailed written log.
3.6. Structure Excavation and Backfill
3.6.1 Structure Excavation shall be made at the locations shown on the plans and to the exact
subgrade required. Bottom of excavations shall be level and in firm,, solid material, with soft
material or voids treated as specified. Excavated areas shall be kept free of water during the
construction period. Where earth will stand, footing trenches may be cut to the exact size of the
footings; otherwise, forms shall be used. Where necessary, sides of excavations shall be shored
and sheathed, or cofferdams built, as required for protection of the work and personnel.
3.6.1.1 Wherever excavation for a foundation extends below the water table or where specifically
indicated on the plans, washed stone shall be placed to a minimum thickness of 12 inches, unless
otherwise shown, prior to placing the foundation, The washed stone shall be compacted to 90%
of maximum as determined by the Standard Proctor test (ASTM 0698).
3.6.1.2 If the specified depth for foundations proves insufficient to reach firm ground, the ENGINEER
shall be notified for furnishing instructions and proceeding with the work.
3.6.1.3 An adequate dewatering system shall be provided at all structure excavations and elsewhere as
directed by the ENGINEER. If a well -point system is used; the CONTRACTOR shall submit plans
to the ENGINEER for approval. The system shall be capable of removing any water that
accumulates in the excavation and maintaining the excavation in a dry condition while
construction is in progress. The surface of the ground shall be sloped away from the excavation
or piping provided to prevent surface water from entering the excavation. Disposal of water
resulting from the dewatering operation shall be done in a manner that does not interfere with
normal drainage, and does not cause damage to any portion of the work or adjacent property. All
drains, culverts, storm sewers and inlets subject to the dewatering operation shall be kept clean
and open for normal surface drainage. The dewatering system shall be maintained until
backfilling is complete or as otherwise directed by the ENGINEER. All damage resulting from the
dewatering operation shall be repaired by the CONTRACTOR to the satisfaction of the
ENGINEER and Lincoln County Public Works and at no cost to Lincoln County Public Works.
3.T' Structure Backfill shall be e- done with material free from large clods, frozen earth, organic material
or any foreign matter, and shall evenly and carefully be placed and tamped in horizontal layers.
Compaction equipment specifically designed for these purposes must be present and operational
at the job site and shall be utilized throughout to obtain uniform compaction, The degree of
compaction and the density shall be determined by the most current Standard Proctor Test
(ASTM 0696), with compaction requirements as follows:
02222-4
2

Percent of Maximum Density
at Optimum Moisture Location
100 Top 12" of fill under pavement, surfacing or structures
95
Full depth beneath all roads - paved or unpaved,
driveways, sidewalks and undercut backfill for structure
excavation
95 All other areas not defined above
3.7.1 No backfill shall be placed against a structuralwall until all connecting structural members are in
place. It shall be the CONTRACTOR's responsibility to provide compaction to such a degree that
subsidence after placing shall not be detrimental to the stability or appearance of the structure,
adjacent ground, or paved areas. The CONTRACTOR shall provide adequate protection to all
structures during backfilling and shall use every precaution to avoid damaging or defacing them In
any way. CONTRACTOR shall be responsible for the protection of all structures from damage or
flotation prior to backfill being placed.
3.7.2 Unless otherwise approved by the ENGINEER, liquid -retaining structures shall not be backfilled
until tested for leakage.
3.8. Unstable Suberade
Should unstable soil, organic soil, or soil types classified as fine-grained soils (silts and clays) by
ASTM D-2487 be encountered in the bottom of pipe trenches or structure. excavations, such soils
shall be removed to a depth and width determined by the ENGINEER, properly disposed of and.
shall be backfilled with crushed stone conforming to the most current •Department of Transpor-
tation Specifications, Size 57. Placement shall not exceed 12-inches loose and compacted to
90% of the dry density determined by the most current Standard Proctor Test ASTM D698 (Class
C concrete may be substituted in place of #57:stone at the CONTRACTOR's option. A 24-hour
cure must be given before proceeding with the work).
3.9. Site Grading
Site grading shall conform to the grades indicated by the finish contours on the plans. Where
topsoil, pavement, gravel or crushed stone surfacing and other items are shown, rough grade
shall be finished to such depth below finish grade as necessary to accommodate these items. All
areas where structures are to be built on fill shall be stripped to such depth as necessary to
remove turf, roots, organic matter and other objectionable materials.
3.9.1 Excavation shall be made to the exact elevations, slopes and limits shown on the plans. Material
excavated may be used as fill material as long as it meets the material requirements established
herein. Acceptable material must be stockpiled neatly onsite and clear of all unsuitable materials
to be removed from the site.
3.9.2 Fill shall incorporate only acceptable materials defined herein. It shall not contain organic
material, roots, debris or rock larger than 6 inches in diameter.
3.9.2.1 Where fill is to be placed, all existing vegetation, roots and other organic matter down to 12 inches
below grade shall be stripped and disposed of as directed.
3.9.2.2 After clearing existing vegetation, at the ENGINEER's discretion, the site may require proof rolling
to insure that all .unstable material has been removed. Proof rolling shall be done in the
ENGINEER's presence, utilizing a loaded durnptruck or sirnilar pneumatic -tired vehicle with a
minimum loaded weight of 25 tons..
02222-5
Lincoln cauntyl04-2012

3.9,2,3 Fill shall be placed in successive compacted layers not to exceed 6 inches compacted thickness.
Each layer shall be spread evenly and compacted as specified below before the next layer is
placed,
3,9.2.4 Rock shall not be incorporated in fill sections supporting pavement or structures,
3.9.2.5 Where natural slopes exceed 3:1, horizontal benches shall be cut to receive fill material. Slopes
of less than 3:1 and other areas shall be scarified prior to placing fill material.
3.9.2.6 Borrow material, as required, shall be provided by the CONTRACTOR at his own expense.
Borrow material on site may be utilized provided it complies with these specifications.
3.10. Compaction
Unless otherwise noted, each layer of fill and backfill and the top 12 inches of existing subgrade
material in cuts shall be compacted by approved equipment as specified below. The degree of
compaction and the density shall be determined by the most current Standard Proctor Test
(ASTM D698).
Percent of
Max, Dry Density at
Optimum Moisture Content
Top 12 inches of fill under
Pavement, structures or surface 100%
Fill under roads and structures 95%
Fill and backfill in other areas 95%
Material too dry for proper compaction shall be moistened by suitable watering devices, turned
and harrowed to distribute moisture, and then properly compacted. When material is too wet for
proper compaction, operations shall cease until such material has sufficiently dried.
3,11. Compaction Tests
The CONTRACTOR shall provide compaction tests by an independent testing agency selected by
the CONTRACTOR and approved by the ENGINEER. The compaction tests shall be taken at
appropriate locations and frequency to demonstrate that the backfill (or fill) has been placed to
meet the minimum compaction density required. The testing agency shall submit written test
records to the ENGINEER for all compaction tests performed. Minimum testing shall be one test
per 500 CY of material placed at the ENGINEER's option and one test per 10,000 square feet of
fill placed for every foot of fill thickness.
In the event that the soil compaction is not in compliance with these specifications, then the
CONTRACTOR shall take corrective action, at no cost to Lincoln County Public Works, to
compact the soils within the limits of the specifications. The ENGINEER shall be notified within 24
hours of any failing compaction tests. Any retesting of failed areas shall be perforrned only after
corrective measures have been made by the CONTRACTOR to bring the compacted soils into
compliance. AU retesting shall be performed with the ENGINEER present.
3,12. Site Restoration
3 12.1 General
All surfaces disturbed by the CONTRACTOR in the work shall be restored to a condition equal to
or better than that which existed prior to commencement of the work, except as otherwise
specified herein.
3 12.2 Pipe drains, headwalls, catch basins, curbs arid gutters, and all incidental drainage structures shall
be restored using like materials and details at no additional cost to the Lincoln County Public
Works. The CONTRACTOR shall maintain drainage during construction.
02222-6
Lincoln County/04-2012

3.12.3 All cuts, fills and slopes shall be neatly dressed off to the required grade or subgrade, as indicated
on the plans.
3.12.4 Grassed areas shall be restored at no additional cost to Lincoln County Public Works. Disturbed
areas shall be covered with two (2) inches of topsail, furnished by the CONTRACTOR from an
approved source and of approved quality, then shall be fertilized, and seeded to match existing
adjoining areas. All ditches shall be restored to their existing grade, line and cross section.
3.12.5 Paved surfaces shall be restored in accordance with the provisions of Section 02575.
END OF SECTION
02222-7
llncen Countyl04-2012

UNCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02575
PAVING REPAIR AND RESURFACING
1. DESCRIPTION
This section covers cutting and replacing pavement for the installation of utilities as shown on the
plans and as specified herein. Any reference to sections of state specifications shall be in
conformance with the state specifications referred to in the Section 1,2.1 Related Work.
1.1. Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted,
1,2, Related Work
See the following sections for related specifications:
02222 Excavating, backfilling & Compacting for Utilities
03300 Cast -in -Place Concrete:
MP 1 AASHTO
M81 AASHTO
M82 MSHTO
T96 AASHTO
T176 AASHTO
1.2,1.. Any reference to NCDOT standard specifications was obtained from the 'Standard Specifications
for Roads and Structures" published by the North Carolina Department of Transportation. Unless
noted, the most current date published applies,
2. MATERIALS
2 1 Aggregate Base Course shall be in accordance with the NCDOT 1010 Type B. Aggregate base
course material shall consist of crushed stone, crushed stone, crushed or uncrushed gravel and
other similar materials displaying hard, strong durable particles free from adherent coatings. Ail
aggregate shall be from and approved sources In accordance with NCDOT Section 1005,
2.2 Bituminous Paving
2.2.1 Bituminous Prime Coat: Cut -back asphalt used as prime coat shall conform to NCDOT Section
800.
2.2.2 Bituminous Base Course: Shall conform to NCDOT Section 630, Articles 1 through 4, Type HB.
2.2.3 Bituminous Tack Coat: Shall conform to NCDOT Section 605, Articles 1 through 9.
2.2.4 Bituminous Surface Coat: Shall conform to NCDOT Section 645, Type 1-2,
2.3. Portland Cement Course
Shall be composed of Portland Cement, coarse aggregate, fine aggregate and air entraining
agent in accordance with Section 03300. Other admixtures may be added with the ENGINEER's
approval. All concrete shall be Class A concrete with a minimum of 3500 psi compressive
strength at 28 days. The concrete shall be air entrained to provide an air content of 4.5 percent
plus or minus 1.5 percent.
02575-1
Lincoln County/04-2012

3. CONSTRUCTION
3.1 pavement Cutting: Where the existing pavement is to be cut for Installation of pipe or other
utilities, the CONTRACTOR shall cut the pavement neatly in advance of trenching. All pavement
shall be cut to a straight edge with the method of cutting subject to approval of the ENGINEER.
Pavement shall be cut 12 inches wider on each side of the excavated area. Ragged or irregular
edges wilt be redone at no cost to Lincoln County Public Works. Concrete pavement shall be cut
with a suitable concrete saw cutting equipment.
3.2 Trench Backfillinq: Shallbe in accordance to plans or as specified elsewhere herein.
3.3 Aggregate Base Course shall be placed and compacted in accordance with NCDOT Section 520,
Article 8. The base course shall be placed at the same time with the trench backfilling.
3.3.1 If the base course is designed to be used as a temporary travel surface, the additional thickness
shall be placed, compacted and maintained until the permanent surface is placed. When
preparing the base course for the final surface course, the base course material shall be undercut
to the thickness to accommodate the surface course(s) and removed from the site, unless
otherwise directed by the ENGINEER. The final thickness of the base shall be within a tolerance
of plus or minus 1/2 inch of the base thickness required on the plans.
3.3.2 Backfilling with soil above an elevation to accommodate the final base thickness, to be cut-out
and replaced with base material at a later date, will not be allowed.
3.4 Prime Coat
Shall be applied to non -bituminous base course beneath bituminous plant mixed pavements
unless otherwise shown in the plans. The prime coat shall be applied only when the surface to be
treated is dry and the atmosphere temperaturein the shade is 40° F or above. Prime coat shall
not be applied when the weather is foggy or rainy. The base shall be clear of debris, dirt, clay or
other deleterious material prior to placing the prime coat.
3.4.1 Application of the prime coat shall consist of asphalt grade AASHTO 81 for Grade RC-70 except
Kinematic viscosity at 140° F, centistokes shall be a minimum of 30 and a maximum of 60; the
distillate, percentage of volume of total distillate to 680°F, shall be as follows:
To 374°F 15 minimum
To 437°F 55 minimum
To 500°F 75 minimum
To 600°F 90 minimum
and the residue from the distillate to 680°F volume percentage of sample difference shall be a
minimum of 50 or of shall be of asphalt grade AASHTO 82. The prime coat shall be applied at a
rate of 0.18 to 0.45 gallons per square yard at an application temperature of 90° to 130°F.
3.5 pituminious Concrete Surface Course, Type 1-2
The surface course shall conform to NCDOT Type 1-2. Pavement shall be replaced within the
same week that it is cut. If Inclement weather delays pavement replacement, the CONTRACTOR
shall not cut additional pavement until he has notified the ENGINEER and received specific
permission and instructions. Any deviation from this schedule could subject the CONTRACTOR
to immediate shut -down or non-payment of additional work performed until pavement repair is
complete.
3.5.1 The bituminous plant mix placement and compaction shall conform to NCDOT Section 610,
Section 401.11 through 401.39. If directed by the ENGINEER, density control and determination
shall be in Accordance to NCDOT Section 610, Article 11.
02575-2 Ltncan County/04-2012

Portland Cement Concrete shall be placed over a compacted sub -base of CABC stone with the
surface damp at time of placement The concrete patch shall equal the thickness of the
surrounding pavement, but shall not be less than 4 inches thick. The concrete shall be handled to
prevent segregation and kept free from mud, soil or other foreign matter.
3,6.1 Concrete placement shall not be undertaken or shall be discontinued when any of the following
conditions exist:
3.6.1.1. When the descending air temperature in the shade and away from artificial heat reaches 40°F.
3.6,1.2. When the subgrade or base course is frozen.
3.6.13. When the temperature of the concrete mix exceeds 90°F.
3.6.1.4..When the time after botching exceeds 90 minutes.
3.6.2 Concrete finishing shall consist of screeding and floating to assist consolidation. The surface
texture shall closely resemble the texture of the surrounding pavement. A uniform surface texture
shall be applied by burlap dragging or other method acceptable to the ENGINEER. The use of
excessive water during finishing will not be permitted.
3..3 Concrete curing shall be accomplished with spray compounds, polyethylene film or other methods
acceptable to the ENGINEER. In no instance shall the method of curing be allowed to damage
the finished surface. Any concrete with excessive surface damage will be considered defective
work and removed and replaced at the CONTRACTOR's expense.
3.6.4 Concrete shall be protected from cold for a minimum of 72 hours through thermal blankets or
other means acceptable to the ENGINEER. Thermal protection will be required whenever the air
temperature Is expected to fall below 40°F. Concrete damaged as the result of freezing shall be
removed and replaced at the CONTRACTOR's expense.
END OF SECTION
02575-3
Lincoln County O -2012

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02601
MANHOLES, DROP CONNECTIONS AND CONFLICT MANHOLES
1. DESCRIPTION
The CONTRACTOR shall furnish all labor, materials, equipment and supplies and shall perform
all work necessary for the construction of all manhole drop connections and conflict manholes
complete and ready for use. The manhole drop connections and conflict manholes shall be
constructed at the locations and grades shown or established by the ENGINEER and shall
conform to the details shown on the Plans.
1.1. Related Work
See Section 02730, Force Mains and Gravity Sewers for related specifications.
1,2. References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
ASTM Specifications as listed.
AWWA Specifications as listed.
1.2.1. Any reference to NCDOT standard specifications was obtained from "Standard Specifications for
Roads and Structures", published' by the North Carolina Department of Transportation. Unless
otherwise noted, the most current date published applies.
2. MATERIALS
Materials for manholes shall be new and furnished by the CONTRACTOR in accordance with the
following requirements:
2.1. Manholes shall be precast reinforced concrete sections conforming to ASTM C-478 and to the
following:
2.1.1. Tops shall be eccentric cone where cover permits unless shown otherwise on the drawings and
flat slab tops otherwise. Bottoms shall be integrally cast unless the CONTRACTOR proposes to
use specialty bases ('Dog -House") at points of connection to existing sewer mains. Any special
bases or riser used rnust be detailed in shop drawings and submitted to Lincoln County Public
Works for approval. Manhole wall and base dimensions shall conform to C-478 or to the
minimum dimensions shown on the drawings.
2.1.2. Manhole supplier shall design manhole sections to resist earth loads and to resistuplift resulting
from buoyant forces calculated with ground water table at the ground surface.Walt and/or base
dimensions. shall be increased accordingly.
2.1.3. Pipe connection shall consist of an approved continuous boot of 3/8 inch minimum thickness
neoprene as shown on the drawings conforming to ASTM C-923. Boots shall be either cast into
the manhole wall or installed into a cored opening using internal compression rings. Installed boot
shall result in a water -tight connection meeting the"performance requirements of ASTM C-443.
2.2. Frames and Covers shall be of domestic manufacture good quality cast iron of uniform grain,
conforrning to ASTM A48, Class 30 or better, constructed in accordance with Lincoln County
Public Works Standard Detail SS-1 and as shown on the Plans.
02601-1 Lincoln County/04.2012

2.3. Concrete (poured in place)
Air entrained Portland Cement Concrete having minimum twenty-eight (28) day compressive
strength of 3000 psi.
2.4, Joint Sealant
Butyl Rubber based conforming to AASHTO M-198, type B - butyl rubber, suitable for application
temperatures between 10 and 100 degrees F
2.5. 0-Rine or Gasket (CONTRACTORs Option)
ASTM C-443
2.6. Sand Cement
Portland Cement: ASTM C50, Type I
Sand: Clear, sharp, graded from fine to coarse, ASTM C-144
Water: Clean and potable
Mixture: One (1) part cement, two (2) parts sand
2.7. Pipe and Fitting
Same as sewer pipe
2.8. Precast Grade Rings shall be no Tess than 4" In height and conform to ASTM C 478.
2.9. Washed Stone
Stone material, crushed stone or gravel shall be strong, durable and conform to standard size No.
57 per NCDOT Section 1000.
2.10. Coatings
CONTRACTOR shall submit a coating proposal for approval by Lincoln County Public Works and
the ENGINEER for all force mains and low pressure sewer force mains connecting to all new and
existing receiving manholes and the next two "downstream" manholes.
3. CONSTRUCTION
3.1. Excavation for all sanitary manholes shall be carried to a depth such as to provide a minimum of 6
inches of washed stone bedding material below the bottom of structures and extend to a minimum
width of 8 inches beyond each side of structures.
3,2. Should unstable soil, organic soil, or soil types classified as fine-grained soils (sifts and clays) by
ASTM D-2487 be encountered at the bottom of excavations, such soils shall be removed to a
depth and width determined by the ENGINEER and properly disposed of. The resulting undercut
shall be backfilled with washed stone. Placement and compaction shall conform to applicable
earthwork specifications.
3.3. Manholes shall be constructed of precast reinforced concrete with cast iron frames and covers in
accordance with details shown on the Plans.
3.4. Invert channels shall be smooth and accurately shaped to semi -circular bottom conforming to the
inside of the adjacent sewer sections. Inverts shall be formed of concrete, and no laying pipe
through manholes will be permitted. Changes in size and grade shall be made gradually and
evenly. The minimum bending radius of the trough centerline shall be 1.5 times the pipe I.C. A
minimum'" radius shall be provided at the intersection of 2 or more channels. Depressions, high
spots, voids, chips or fractures over %" in diameter or depth shall be filled with sand cement and
finished to a texture reasonable consistent with that of the formed surface.
02601-2 r onot Cnttr-2crt 2

3.5. Precast concrete bottom sections, risers, and top sections shall be fabricated such that when
assembled, they provide a manhole conforming tothe depth required. The CONTRACTOR shall
be responsible for the furnishing and constructing manholes such that the completed assembly is
flush (0.1 foot above) finished grade or at other elevations as may be shown on the drawings. No
manhole assembly will be accepted or paid for that will allow surface water inflow to occur through
the cover due to poor attention to construction grades.
3.6. Sections are to be assembled so as to provide a plum structure with uniform bearing at all joints
and at the base slab. Joints shall be thoroughly cleaned to remove dirt and foreign material. The
butyl rope sealant shall be unrolled directly against the base of the spigot. Leave the protective
paper in place until the sealant is fully in place. Overlap rope from side to side, not top" to bottom.
Joints to be plastered smooth inside and outside of manhole with a cement grout. Joints shall be
water -tight
3.7. Pipes shall project into the manhole 2-inches and shall be mechanically sealed with a molded
neoprene boot.
3.8. Manhole frames and. covers shall be set flush (0.1 foot above) with the finished grade or as
otherwise shown on the drawings. Precast adjustment (grade) rings shall be used as required.
No more than 8 vertical inches of grade ring will be allowed per manhole. Seal frame to
adjustment ring, or cone section with butyl sealing rope and completely grout the ring to the top
manhole section.
3.9. Drop connections shall be constructed In accordance with Lincoln County Public Works Standard
Detail SS-4 and as shown on the Plans.
3.10.1. Conflict Manholes and Manhole Alternates shall be constructed in accordance with details shown
on the plans.
3.11. Force main or Low Pressure Sewer Force Main receiving manholes and thenext two
"downstream" manholes, shall be cleaned, prepared, a moisture barrier applied, and coated, in
accordance with coating manufacturer's specifications, with a corrosion barrier. This applies to
both new and existing manholes:
4. TESTING
All manholes shall be tested in accordance with the Infiltration/Exfiltration Test in Section 02730,
unless otherwise directed by the ENGINEER. Testing results shall be provided to Lincoln County
Public Works. Lincoln County Public Works shall be notified 72 hours in advance of any testing.
END OF SECTION
02601-3 Lincoln County/04-2012

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02665
WATER LINES, VALVES, AND APPURTENANCES
1. 1)SCRIPTION
The CONTRACTOR shall furnish all labor, materials, equipment and supplies and shall perform
all work necessary for the construction of water lines, valves and appurtenances; complete,
disinfected, tested and ready far use. The water lines and valves shall be constructed of the size
and at the locations shown on the plans.
1 1.
Related Work
See the following Sections for related specifications
02222, Excavating, Backfliting & Compacting for Utilities
02933, Seeding & Mulching
1.2. References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
AWWA Specifications as listed.
ASTM Specifications as listed.
NSF Specifications as listed.
2. MATERIALS
Ali materials for water line shall be new and shall be furnished by the CONTRACTOR in
accordance with the following requirements unless shown otherwise an the plans.
2.1. Water Lines, 2 Inch Through 24 inch
2.1,1. Ductile Iron Pipe, 3 Inch and 4 Inch
Pipe: AWWA C151 "Ductile Iron Pipe, Centrifugally Cast in Metal Molds or Sand Lined Molds, for
Water and Other Liquids." Thickness Class 51 unless shown otherwise on the drawings
Fittings: AWWA C110, grey or ductile iron; or AWWA C153, ductile iron
compact fittings
Joints: AWWA C111 push -on or mechanical for general buried service; AWWA C115 flanged for
exposed service unless shown otherwise. Flange material shall match pipe material.
Linings: AWWA C104 cement lining, standard thickness, bituminous exterior seal coat
2.1.2. Ductile Iran Pipe, 6 Inch through 24 Inch
Pipe:AWWA C151 "Ductile Iran Pipe, Centrifugally Cast in Metal Molds or Sand Lined Molds, for
Water and Other Liquids."' Thickness Class 50 unless shown otherwise on the drawings.
Fittings:AWWA C110, grey or ductile iron; or AWWA C153, ductile iron compact fittings
Joints: AWWA C111 push -on or mechanical for general buried service; AWWA C115 flanged for
exposed service unless shown otherwise. Flange material shall match pipe material
Linings: AWWA C104 cement lining, standard thickness, bituminous exterior seal coat
2.1.3. PVC Pipe, 2 Inch and 3 Inch
Pipe: ASTM D-2241 "Polyvinyl Chloride (PVC) Pressure Water Pipe". Pipe provided shall be iron
pipe size. Pipe shall be pressure rating 200 (SDR 21) unless otherwise shown on the drawings.
All PVC pipe shall bear the National Sanitation Foundation (NSF) potable water logo.
Fittings:Cement lined, gray -iron or ductile iron conforming to AWWA C104 and C110 or compact
ductile iron fittings conforming to AWWA C153 for fittings size 4-inch through 12-inch. Fittings
less than 4-inch shall be PVC, Class 200, IPS with bells conforming to ASTM 3139 and gaskets
conforming to ASTM F477.
02665-1
Lincoln Courrty/04-2012

Joints: Pipe; elastomeric gasket, push -on joints, conforming to ASTM F477 and ASTM 3139.
Joints may be either integral bell and splgot or couplings.
2.1.4. PVC•Pipe, 4 Inch through 12 inch
Pipe: AWWA C900 "Polyvinyl Chloride (PVC) Pressure Pipe for Water' Pipe provided shall be
cast iron pipe equivalent O.D. Pipe shall be working pressure rated Class 200 (DR 14) unless
shown otherwise on the drawings. All PVC pressure pipe shall bear the National Sanitation
Foundation Seal (NFS).
Fittings: Cement lined, cast or ductile, Iran fittings conforming to AWWA C110, or compact ductile
iron fittings conforming to AWWA C153
Joints: Pipe; elastomeric gasket, push -on joints, conforming to, AWWA C900 and C111. Joints
may be either integral bell and spigot or couplings.
2.2. Valves
2.2.1. Gate Valves - 2"through 24" shall be resilient -seated, cast iron body, conforming to AWWA C509,
latest revision. Sealing mechanism shall provide zero leakage at the water working pressure
against the line flow from either direction and be designed such that no exposed metal seams,
edges, screws, etc. are within the waterway in .the closed position. The gate shall not be wedged
into a pocket nor slide across the seating surface to obtain tight closure. All intemal and external
ferrous surfaces of the valve, including the interior of the gate, shall be coated with a protective
coating conforming to AWWA C550, latest revision. Coating shall be applied to castings prior to
assembly to assure all exposed areas will be covered. Valves shall be rated at 250 psi working
pressure. Unless otherwise noted, underground valves shall have an operating nut and exposed
valves shall have a hand wheel operator. Operating nut shall be 2"x2°, open left.
2.2.2. Gate Valve Actuators (16" and larger")
Valves 16" and larger, far working pressures greater than 50 psi shall be provided with a spur or
bevel gear operator and a bypass. Bypass .valves shall be the same design as the parent valve.
Gear ratios and bypasses shall conform to AWWA C509. Valves shall be rated at 250 psi
working pressure. Valves shall be Kennedy, Mueller, US Pipe, or approved equal.
2.2.3. Tapping Sleeves and Valves shall be the type designed for making connections to existing water
lines without loss of water or interruption of service. Sleeves shall be either a stainless steel
tapping sleeve and shall conform to AWWA C223 or the cast iron split repair type which shall
conform to AWWA C110 suitable for 250 psi working pressure. The cast iron split repair type
shall be used for any size on size connection to existing water lines. All tapping sleeves
shall be installed per manufacturer's recommendations .and shall comply with all current
applicable AWWA Standards. Joints shall be suitable for the intended use. Valves shall be the
same construction as standard AWWA gate valves, complete with operating nut and suitable for
250 psi working pressure. Tapping valves to be Mueller T-2360-16 or approved equal. All
Tapping Sleeves shall be hydrostatically pressure tested to 200 psi for a minimum of 1 hour
prior to conducting a tap on existing water lines. Lincoln County Public Works and the ENGINEER
shall be notified 72 hours In advance of any tap on existing water lines.
2.2.4. Butterfly Valves (Larger than 24 Inch)
All .valves on water mains larger than 24-inches in diameter, except tapping valves, shall be direct
bury butterfly valves with mechanical joint ends conforming to all requirements. of AWWA C504.
Unless otherwise shown on the construction plans, all butterfly valves shall be Class 250B.
Each butterfly valve shall be furnished with a manual operator equipped with a .2" square
operating nut. The operator shall open the valve when the operating nut is turned to the left or
'counterclockwise. The valve and operator shall be assembled for installation in a horizontal line
with the main valve shaft horizontal and the operator shaft and operating nut aligned vertically to
02065 2 iincoln couniyr04-2012

accept a valve key operated from the surface. Butterfly valves shall be shop painted for buried
service in accordance with AWWA C504.
2.2.5, Valve Boxes
2,2,5,1. Each valve buried in the ground shall be providedwith an approved type 0 valve box and cover.
The boxes shall be adjustable screw type, Southern Meter 562-S, 24-inch, 36-inch or approved
equal.
2.2.5.2. The valve boxes shall be made of close -grained gray cast iron, in three pieces, comprising the
lower or base pieces which shall be belied at the bottom to fit around the stuffing box gland and
rest on the valve bonnet, the upper part of which shall be flared on the lower end to telescope on a
socket to recelve the cap or cover. The cap or cover shall have the word "Water' cast on the
upper surface in raised letters. All castings shall be thoroughly cleaned and heavily coated with
asphalt or coal -tar varnish.
2.2.5.3. Each valve box shall be provided with a concrete valve marker/protector as detailed on the plan
2.25.4. Each valve box shall be fitted with an extension stem for use with the buried service non -rising
stern valves, The stem shall be of solid metal and used to extend the position of the 2" operating
nut within 6 inches of grade. Each stem shall be fitted with a self -centering disk below the
operating nut to keep the stem aligned in the valve box and minimize the amount of grit that can
enter the valve box,
2.2,6. Air Valves for water lines shall be A.RI. Flow Control Accessories, Model #D-040 designed for a
minimum of 200 psi pressure and installed as shown in Lincoln County Public Works Standard
Detail WL-5.
2.2,7, Air Valve Manholes shall be precast concrete sections conforming to ASTM C-478 as shown in
Lincoln County Public Works Standard Detail WL-5. All air valve manholes shall be 5 feet in
diameter. Tops shall be eccentric cone where cover permits unless otherwise shown. Frame and
cover shall be good quality domestic manufacture conforming to ASTM A48, Class 30 or better,
Cover shall be a solid heavy duty casting with the word 'Water cast In the lid.
2.3. Fire Hydrants
2.3.1. Fire Hydrants shall conform to the standard specifications of the American Water Works
Association (C502-80) and shall be of the three (3) way type. The hydrant valve opening shall not
be less than four and one-half - (4-%) inches. Each hydrant shall be equipped with two (2) two
and one-half - (2-112) inch hose connections and one (1) steamer connection, The hydrants shall
be fitted with bell ends to accommodate the spigot end of six (6) inch ductile iron or PVC Plastic
Pipe and have the standard one and one-half inch pentagon left opening operating nut. Hydrants
to be Mueller Centurion A-421 or A-423, Kennedy Guardian K-81. All hydrants shall be painted
yellow prior to approval and acceptance. All hydrants shall be new and manufactured within the
same year as installation in accordance with Lincoln County Public Works Standard Detail WL-1,
2.3.2, The barrel of the hydrant shall be of proper length to permit a three -and -one half (3-14) foot bury.
The valve shall be designed to close against the pressure of the distribution system and remain
closed In the event of the upper part of the barrel being broken.
2.3.3. A flange shall be provided, above ground level, to permit adjusting the facing of the hydrant The
hydrant shall be so designed and constructed as to permit replacement of the upper portion of the
barrel without digging in accordance with Lincoln County Public Works Standard Detail WL-1.
02665-3
Lincoln County/04-2012

2.3.4. Each nozzle shall have a cast iron cap, suitably attached to the hydrant barrel by means of a
chain. Nozzle caps shall be provided with leather gaskets.
2.3.5. Hose nipples shall be of the removable type and shall conform to the existing hose nipples In use
by Lincoln County Public Works. On a new system they shall have National Standard Threads on
the hose connection side unless otherwise directed by the ENGINEER. The CONTRACTOR shall
check existing nipples before ordering.
2.3.6. Fire hydrants shall be spaced at a maximum distance of 1,000 feet so as to provide coverage
from any single hydrant of 500 feet.
2.3.7. All fire hydrants furnished for this project shall be of the type known as "breakable" in order that
the hydrantbarrel may be broken without damaging the lower portion of the hydrant in case of an
accident.
2.3.8. All fire hydrants shall have a blaze orange metal ring placed on the pumper nozzle (4-1/2")
opening or "bagged" out of service at the time the hydrant is set in place. Only Lincoln County
Public Works personnel shall remove the ring or bag after the hydrant is accepted. Lincoln County.
2.4. Steel Encasing Pipe shall be smooth wall, meeting or exceeding ASTM A 139 Grade B 35,000 psi
minimum yield strength with minimum wall thickness as defined below and in accordance with
Lincoln County Public Works Standard Detail WS-4.
— —
CARRIER PIPE
—
Casing Pipe
- — — -
Wall Thickness
D.O.T. RR
r
Recommended
Min. Tunnel
6-Inch Ductile Iron
12"
.250"
.281"
48"
8-Inch Ductile Iran
16"
.250"
.312"
48"
10-Inch Ductile Iron
16"
.250"
.344"
48"
12-Inch Ductile Iron
20"
.250"
.375"
48"
16-Inch Ductile iron
24"
.312"
.469"
48"
18-Inch Ductile Iron
30"
.312"
.469"
48"
20-Inch Ductile Iron
30"
.375"
.501"
48"
24-inch Ductile Iron
36"
:375"
.532"
48"
2.5. Carrier Pipe Supports within Steel Casing shall be steel plate, cold formed structural collar with
flanges and a minimum of four support legs welded to the collar. Each support leg shall have a
foot or skid welded on the end extending beyond the front and back edge of the collar. The front
and rear of each foot shall be angled inwardly towards the collar to serve as a stable, effective
skid during installation of the carrier pipe. The carrier support shall be securely fastened to the
carrier pipe with a heavy duty %" grade 5 bolt and locking nut passing between the flanges,
compressing the collar against the carrier pipe. The support device shall be a "Spider" or
approved equal.
2.6. Bedding Material shall consist of washed coarse gravel. Gravel material shall be crushed stone or
gravel of strong durable nature and shall conform to the standard size No. 57 per -the most current
State Department of Transportation or Highways Construction Specifications.
02665-4
Lincoln County/04-2012

2,7. Utility Line Marking Tape shall be acid and alkali resistant polyethylene film six inches wide and 4
mil thick. The tape shall be manufactured with integral wires for backing or other means to enable
detection by a metal detector when the tape is buried up to three feet. The metallic core of the
tape shall be encased in a protective jacket or by other means to prevent corrosion. The tape
shall bear a continuous printed marking describing the specific utility, le, %water, The tape shall
be accessible through all valve boxes.
3. INSTALLATION
3.1. Trench Excavation and Back II
3 1.1. Excavation shall conform to the lines and grades shown on the drawings. The lines of excavation
of trenches shall be made so there will be a clearance of at least eight (8) inches on each side of
the barrel of the pipe. The depth of the trench shall be such that the top of the pipe shall not be
less than three feet below finished grade. Excavation shall not be carried below the established
grades and any excavation below the required level shall be backfilled and thoroughly tamped at
the CONTRACTOR's expense. Bell holes shall be excavated accurately by hand as required by
manufacturers specifications.
311. During excavation, the CONTRACTOR shall separate materials suitable for backfill from those
which are not as defined in Paragraph 3.5 of this section. Suitable material shall be stockpiled
near the trench for use as backfilt Unsuitable material shall be removed immediately or shall be
stockpiled separately for dewatering or drying or for later removal,
3.1.3. Should unstable soil, organic soil, or soil types classified as inorganic clays or inorganic silts
(Class IV, Unified soil classification CL or lower) be encountered at the bottom of pipe trenches or
structure excavations, such soils shail be removed to a depth and width determined by the
ENGINEER and property disposed of offsite. The resulting undercut shall be backfilled and
compacted with sandy soils which meet or exceeds the requirements of Class I or Class II soils,
Unified Class SP or better. Placement and compaction shall conform to specifications herein.
3.1.4. All necessary dewatering, pumping, and bailing shall be performed in such a manner as to keep
the trench in a satisfactory condition for pipe laying.
3.1.5. Do not use the following materials for pipe foundation or
trench backfill within the zones indicated below,
All zones: material classified as peat (PT) or organic (OL)(OH) under the Unified Soil
Classification (USC) System, ASTM D2487 or material too wet or too dry to achieve minimum
compacted density requirements
Six inches beneath pipe: soft or unstable material and rock
Beside pipe: Any material containing more than 75% fines passing #200 sieve
Where no excavated material is suitable for backfill, furnish suitable material from borrow sites.
3.1.6. Backfilling shall be done with material free from large clods, frozen earth, organic material or any
foreign matter,
3.1,6.1. Around the pipe and to a depth of 12 inches above the pipe the backfill shall be carefully placed
and compacted in layers not to exceed 6-inches compacted thickness. The backfill material shall
be select and free of rock. Do not place backfill material on either side of the water main that is
finer than the material upon it is placed. Backfill with coarser material to the top of the pipe,
02665-5
Lincoln County/CA.2012

3.1.6.2. Twelve (12) inches above the crown of the .pipe the backfill may contain rock but less than 6
inches in diameter. Backfill layers shall be horizontal and not exceed 12 inches loose thickness or
8 inches compacted.
3.1.6.3 Compaction shall be performed •with suitable pneumatic compactors or approved equal.
Compaction equipment specifically designed for trench compaction shall be present and
operational at the jobsite and shall be utilized throughout the length and depth of the trench to
achieveuniform compaction density.
3.1.6.4. Compaction Density shall be determined by the Standard Proctor Test (ASTM D698) and shall
meet the minimum standards in Section 02222, Excavating, Backfilling & Compacting for Utilities.
3.1.6.5. Surplus material shall be disposed of by the CONTRACTOR at his expense.
3.1.6.6. Clean shouldersand pavement of excess material immediately after backfilling is complete.
3.2. LAYING -WATER .MAINS, HYDRANTS AND. SPECIALS
Proper and suitable tools for the safe and convenient handling and laying of pipe shall be used,
and great care shall be taken to prevent the pipe coating from being damaged, particularly on the
inside of the pipes.
3.2.1. All pipe shall be carefullyexamined for cracks and other defects and no pipe or castings shall be
laid which is known to be defective. If any pipe or other casting is discovered to be cracked,
broken or defective, after ;being laid, it shall be removed and replaced by sound pipe, without
further charge..
3.2.2. Before ,laying the inside of the bell, the outside of the spigot of the pipe shall be thoroughly
cleaned.
3.2.3. Pipe shall be laid to conform accurately to the lines and grades established by the ENGINEER.
The pipe shall be properly bedded as shown on the plans and per manufacturer
recommendations.
3.2.4. Lateral Separation of Sewers and Water Mains
Water mains shall be laid at least 10 feet laterally from existing or proposed sewers, unless local
conditions or barriers prevent a 10-foot lateral separation —in which case the water main is laid in a
separate trench, with the elevation of the bottom of the water main at least 18 inches above the
top of the sewer, or the water main islaid in the same trench as the sewer with the water main
located at one side on a bench of undisturbed earth, and with the elevation of the bottom of the
water main at least 18 inches above the top of the sewer.
3.2.5. Crossing a Water Main Over a Sewer
Whenever it is necessary for water main to cross over a sewer, the water main shall be laid at
such an elevation that the bottom of the water main is at least 18 inches above the top of the
sewer, unless local conditions or barriers prevent an 1B inch vertical separation -in which case
both the water main and sewer shall be constructed of ferrous materials and with joints that are
equivalent to water main standards for a distance of 10 feet on each side of the point of crossing.
Where this vertical .separation cannot be obtained, the sewer shall be constructed of AWWA
approved water pipe, pressure tested in place without leakage prior to backfilling. The sewer
manhole shall be of watertight construction and tested in place.
02665-6
Lincoln counly/04 -MI 2

3.2.6. Crossing a Water Main Under a Sewer
Whenever it is necessary for a water main to cross under a sewer, both the water main and the
sewer shall be constructed of ferrous materials and with joints equivalent to water main standards
for a distance of 10 feet on each side of the point of crossing. A section of 10 feet on each side of
the point of crossing. A section of water main pipe shall be centered at the point of crossing.
3.2.7. Water lines shall not pass through or come into contact with any sewer manhole.
3.2,8. Concrete Blocking
All bends, tees and plugs, shall be blocked with 3000 psi concrete from the pipe to undisturbed
ground to the dimensions shown in the Standard Details. Plant mix concrete is preferred although
field mix concrete (Secrete or equal) may be used as long as it is properly mixed in clean
containers with potable water. The concrete shall receive a 24-hour cure before being backfilled.
The concrete placed against a plug shall contain a weakness plane (using heavy paper to make
this joint), so that when struck with a hammer, it will separate and allow the plug to be removed. If
the ground is soft, restrained joint fittings shall be used as directed by the ENGINEER.
Restrained joint shall be Megalug, Series 1100 as manufactured by EBAA Iron.
3.2,8. Valves, Specials and AU Other Appurtenances are to be placed as shown on the drawings or at
the location and in the manner designated by the ENGINEER. Any omissions of any of these
appurtenances shall be corrected by the CONTRACTOR and the same set as originally planned
without expense to Lincoln County, Over each valve a valve box is to be firmly set. Each valve
box shall be provided with a standard concrete valve box protector/marker as shown in the
Standard Details and fitted with an operating nut extension, as required.
3.2.10. Hydrants shall be set true to grade, with the standpipe plumb. The base of the hydrant shall rest
upon a slab of stone or concrete not less than 3.2 inches thick and 12 inches square, Beneath
and around the base of the hydrant and to a point one foot above drip, at least a quarter of a yard
of clean, crushed stone shall be placed, and the trench filled with earth. All other construction
requirements shall be according to the detail on the plans.
3.2.11. Boring and Jacking
Where required, smooth wall steel pipe shall be jacked through dry bores slightly larger than the
pipe, bored progressively ahead of the leading edge of the advancing pipe. As the boring and
jacking operation progresses, each new section of the encasement pipe shall be butt -welded to
the section previously Jacked in place.
3.2.11.1. Unacceptable bores are those with excessive deflection or deflections in the bore resulting in
less than 30 inches of soil cover above the casing or the bore has a defection of more than 12
inches from target location per the lines and grades established by the ENGINEER, where upon
the direction of the ENGINEER, shall require the bore to be abandoned. The abandonment
procedure will consist of cutting off the excess pipe, capping the remaining pipe in place, then
filling the abandoned pipe with Portland cement grout (1:3 parts cement to sand) at sufficient
pressure to fill all voids before moving to a new location.
3.2.11.2, The carrier pipe shall be fully supported along its entire Iength within the casing pipe. Support
may be accomplished by securely fastening pressure treated lumber to the carrier pipe or by
using "spiders." Either method shall be first submitted to the ENGINEER for approval, detailing
the means of fastening the support devices and spacing of supports.
02665-7
Linc en County/0 2

3.2.11.3. Length of encasements shall be determined as follows
Cut sections - Ditch line to ditch line
Fill sections - 5 feet beyond toe of slope
Curb sections - 3 feet beyond curb
Future highway or railroad RAN - Extend full width of R/W or unless otherwise advised
3.2.11.4. Materials and workmanship shall also be governed by the requirements set for by the agency
issuing the encroachment (Railroad, Department of Transportation, Pipeline Co., etc.). Any
specific conditions other than listed herein pertaining to the encroachment are listed in the Special
Conditions.
3.2.12. Utility Line Marking Tape shall be placed above all PVC pipe used. The marking tape shalt be laid
continuously in the trench backf ll approximately 12" above the pipe.
3.2.13. Tests
3.2.13.1 The Lincoln County Public Works Department shall be notified 72 hours prior to testing. All tests
shall be witnessed by Lincoln County Public Works personnel. In addition, CONTRACTOR shall
provide a written report of test results to Lincoln County Public Works Department for approval
prior to placing water line in service. The pressure/leakage test of water mains shall be in
accordance with Standard AWWA C600-82. The allowable leakage shall not exceed that
determined by the following formula:
L = SDP"
133,200
L = Allowable leakage in gallons per hour
S Length of line tested in feet
D = Nominal diameter of pipe, in inches
P = Average test pressure, in psi -1.50 average system pressure in the area,
but not less than 150 psi.
3.2.13.2. Wherepracticable, pipe lines shall be tested in lengths between line -valves or plugs of no more
.than 2,000 feet.
3.2.13.3. Pipe lines shall be tested before backfilling at .joints, except where otherwise required by
necessity, local ordinance or public convenience.
3.2.13.4. Duration of test shall be not less than 2 hours where joints are exposed, and .not less than 24
hours where joints are covered, unless directed by the ENGINEER and approved by Lincoln
County Public Works..
3.2.13.5. All visible leaks at exposed joints, and all leaks evident on the surface where joints are covered,
shall be repaired and leakage minimized, regardless of total leakage as shown by test.
3.2.13.6. Ali pipe, fittings, and other material found to be defective under test shall be removed and
replaced at the CONTRACTOR's expense.
3.2.13.7. Lines which fail to meet tests shall be repaired and retested as necessary, until test requirements
are complied with.
3.2.13.8. Pipe lines with resilient gasket materials should be held under normal operating pressure at least
3 days before testing.
3.3. Disinfection
02665-8 Lincoln County/04.2012

Before being placed in service, all new mains and repaired portions of, or existing mains shall be
thoroughly flushed then chlorinated according to AWWA Standard C651 Section 5.2, Continuous -
Feed Method (latest revision). This method shall be followed as outlined below with the exception
that the lines shall be disinfected by the addition and thorough distribution of a chlorine solution in
concentration sufficient to produce a chlorine residual of at least 50 milligrams per liter (or PPM),.
in accordance to Section .2203 of the "Rules Governing Public Water Supplies",
3.3.1. Preliminary Flushing
Before being chlorinated, the main shall be filled to eliminate air pockets and shall be flushed to
remove particulates. The flushing velocity in the main shall not be Tess than 2.5 ft/s unless the
Lincoln County Public Works, ENGINEER or job superintendent determines that conditions do not
permit the required flow to be discharged to waste. Table 1 shows the rates of flow required to
produce a velocity of 2.5 ft/s in pipes of various sizes. Note that flushing is no substitute for
preventive measures during construction. Certain contaminants, such as caked deposits, resist
flushing at any feasible velocity.
Table 1. Required Flow and Openings to Flush Pipelines (40 psi Residual Pressure in Water Main)
Flow Required to Produce
2,5 ft/s (approx.)
Velocity in Main
porn
100
200
400
600
900
1600
Pipe
Diameter
In.
4
6
8
10
12
16
Water from the existing distribution system or other approved source of supply shall be made to
flaw at a constant, measured rate into the newly laid water main. to the absence of a meter, the
rate may be approximated by methods such as placing a Pitot gauge in the discharge or
measuring the time to fill a container of known volume..
2. At a point not more than 10 ft downstream from the beginning of the new main, water entering the
new main shall receive a dose of chlorine fed at a constant rate such that the water will have not
less than 3,30 mg/L chlorine residual. To assure that this concentration is provided, measure the
chlorine concentration at regular intervals using appropriate chlorine test kits.
3, During the application of chlorine, valves shall be positioned so that the strong chlorine solution in
the main being treated will not flow into water mains in active service. Chlorine application shall
not cease until the entire main is filled with heavily chlorinated water. The chlorinated water shall
be retained in the main for at least 24-hours, during which time all valves and hydrants in the
treated section shall be operated to ensure disinfection of the appurtenances. A 24-hour residual
of 10-mg/L shall be produced in all parts of the line.
3.3.1.4, Direct -feed chlorinators, which operate solely from gas pressure in the chlorine cylinder, shall not
be used for application of liquid chlorine. The preferred equipment for applying liquid chlorine is a
solution -feed, vacuum -operated chlorinator and a booster pump, The vacuum -operated
chlorinator mixes the chlorine gas in solution water; the booster pump injects the chlorine -gas
solution into the main to be disinfected. Hypochlorite solutions may be applied to the water main
with a gasoline or electrically powered chemical -feed pump designed for feeding chlorine
solutions. Feed lines shall be of such material and strength as to safely withstand the corrosion
caused by the concentrated chlorine solutions and the maximum pressures that may be created
by the pumps,. All connections shall be checked for tightness before the solution is applied to the
main.
02665-9
Lincoln County/04-2Q12

3.3.1.5. Highly chlorinated water shall not be released into the distribution system or to the environment.
The chlorinated water shall remain in the line until the chlorine residual drops below 5 PPM or
dissipated by other prior approved method. After this period, the water will be wasted by pumping
into the air to dissipate the remaining chlorine residual. Pumping shall be at a rate not to exceed
25 GPM. Pressure and nozzle size shall be such as to produce an 8 foot (vertical) spray. If
dissipation cannot be achieved by pumping into the air the CONTRACTOR shall dechiorinate by
an approved method, approved by NCDENR, Lincoln County Public Works, and the ENGINEER,
which allows no chlorine residual to be discharged to the environment, at no cost to Lincoln
County Public .Works. The system should then be flushed with potable water and the sampling
program started. Sampling shall consist of taking one representative sample every 5000 feet and
at each blow -off. The samples shall' then be tested by a state -approved laboratory for indication
of bacteriologically satisfactory water. Three (3) copies of this laboratory test shall be submitted to
:the ENGINEER and to Lincoln: County Public Works Department.
END OF SECTION
02665-10
Lincoln County104-2012

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02668
WATER SERVICE CONNECTIONS
1. DESCRIPTION
Water service connections shall include tapping the main line and providing all saddles,
corporation stops, fittings, service lines, copper setters, meters, meter boxes and other incidentals
required for proper installation.
1.1 References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
AWWA Specifications as listed,
ASTM Specifications as listed,
2. MATERIALS
Shop drawings, catalog cuts and related data for service pipe and appurtenances shall be
submitted to the ENGINEER for approval.
2.1. Copper Setter (Meter Setter) shall be of copper and brass, domestic manufacture and of the
proper size for the service on which they are installed. The setters shall be equipped with a dual
check valve outlet and padlock wings on the key valve. Suitable adapters for coupling to service
pipe shall be provided. Copper setters shall be Mueller or approved equal,
2.2. Corporation Stops shall be of brass, domestic manufacture and of the proper size for the service
on which they are installed. Where dictated by the tapping angle, eighth or quarter bend
couplings shall be provided. Suitable brass adapters for coupling to service pipe shall be
provided. Corporation stops shall be Mueller H-15008 or approved equal in 3/4 inch and 1 inch
sizes.
2.3. Tapping Saddles shall be of 85-5-5-5 brass with flat hinged single strap. Straps shall be the wide
flat type with bottom plate width not less than one-half the pipe diameter on which it is to be
installed. Top plates shall have a thick boss to permit full thread length. The seal between the
pipe and top plate shall be provided through a neoprene gasket permanently cemented to the
underside of the clamp body in accordance with the most current Lincoln County Public Works
Standard Detail WL-6,
2.4. Service Pipe and Fittings
2,4.1, Copper Tubing
Tubing: ASTM Specification B-88
for Type K seamless annealed
Fittings: AWWA C800 Compression Fittings
2.5 Pipe Connection Clamps shall be of stainless steel.
02668-1
LIncoin County/04-2012

2.6. Meters
2.6.1. General
Water meters shall be approved type as manufactured by Master Meter that has met the
requirements of the Standard Specifications for Water Meters, as adopted by the American Water
Works Association and in accordance with the most current Lincoln County Public Works
Standard Detail WL-6 and WL-7.
2.7. Meter Boxes sized/" thru 2" shall be Mueller McCullough E-Z setter in accordance with the most
current Lincoln County Public Works Standard Detail WL-6.
2.7.1 Meter Vaults sized 3" and larger shall be in accordance with the most current Lincoln County
Public Works Standard Detail WL-7.
3. INSTALLATION
3.1. Taps
Proper size taps shall be made on the distribution line. A corporation stop, with the proper bend
and service pipe adapter, shall be installed in the tap. As shown in the most current Lincoln
County Public Works Standard Detail WL-6, WL-7, and WL-9. •
3.2. Service Pipe shall be connected to the corporation stop adapter with a suitable compression
fitting. Pipe shall be cut to the required length and properly laid in the service ditch. Adequate
provisions shall be made to protect against expansion and contraction.
3.3. Backfill of ditches and cleanup of the work area shall meet approvalof the ENGINEER.
END OF SECTION
02668-2
Lincoln Caunty/O4-2012

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02730
FORCE MAINS AND GRAVITY SEWERS
PESCRIPTIQN
The CONTRACTOR shall furnish all labor, materials, equipment and supplies and shall perform
all work necessary for the construction of the sewers, complete, tested and ready for use, The
sewers shall be constructed to the lines and grades shown and shall be the size shown on the
plans.
Related Work
See the following sections for related specifications.
02222, Excavating, Backfilling & Compacting for Utilities
02933, Seeding and Mulching
1.2. References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
AWWA Specifications as listed.
AEC MILP —23236
WEF Manual of Practice No. FD-5
2, MATERIALS
All materials for sewer pipe shall be new and shall be furnished by the CONTRACTOR in
accordance with the following requirements unless shown otherwise on the plans.
2.1. Gravity Sewers (8-Inch Through 16-Inch)
2.1.1. Ductile Iron Pipe
Pipe: AWWA C151 "Ductile Iron Pipe, Centrifugally Cast in Metal Molds or Sand ined Molds, for
Water and Other liquids." Thickness Class 51 for push -on and MJ pipe and Class 53 for
flanged pipe, unless shown otherwise on the drawings
Fittings'. AWWA C110, grey or ductile iron, or compact ductile iron conforming to AWWA C153
Joints: AWWA C111 push -on unless shown otherwise
Linings: AWWA C104 cement lining, standard thickness, bituminous seal coat
2.1.2. PVC Pipe
Pipe: ASTM 03034; "Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings." SOR 35 with
a minimum cell classification of 12454-B
FittingsrASTM 03034. Fittings in sizes through 8" shall be molded in one piece with elastomeric
joints and minimum socket depths as specified in Sections 6.2 and 7.3.2. Fittings 10" and
larger shall be molded or fabricated in accordance with Section 7.11 with manufacturer's
standard pipe bells and gaskets
Joints: ASTM 03212, Elastomeric gaskets conforming to ASTM F477
2.1.3, PVC Ribbed Sewer Pipe
Note: Must obtain approval from Lincoln County Public Works prior to use.
2.1.4. High Strength Steel Pipe
2.1.4.1. Pipe: Welded or seamkass, manufactured in accordance with ASTM A..53 for welded and
seamless pipe and/or ASTM 139 for welded straight -seam steel pipe. All steel shall be grade B,
35,000 psi yield strength with wall thickness 0.250" unless otherwise specified on plans,
02730-1
Lincoln County/N-2012

2.1.4.2. Linings: One of the following shop applied linings shall be applied on the Inside of the pipe barrel.
Coal tar lining 3/32-Inch minimum thickness in accordance with AWWA 203
Coal tar epoxy lining 20 mils (dry). minimum thickness conforming to Mil-P-23236 Typel,;Class II
2.1.4.3. Couplings: Shall be a reducing steel coupling when making a reduction in pipe size, changing
class of pipe, or for making connections between any two kinds of pipe. The coupling shall consist
of one cylindrical steel middle ring, two steel follower rings, two resilient gaskets and a set of steel
trackhead bolts. The middle ring shall have a conical flare at each end to receive the wedge
portion of the gaskets. The follower rings shall confine the outer ends of the gaskets. Tightening
the bolt shall draw the follower rings toward each other, compressing the gaskets in the spaces
formed by follower rings, middle ring flares and pipe surface. This shall make a flexible leak -proof
seal. Bolts and nuts shall be of high grade, high strength steel. Center ring, glands, bolts and nuts
shall receive one coat of primer.
2.1,4.4. Protective Coating: The outside of steel pipe, nuts, bolts and couplings shall receive one coat
coal tar epoxy to 10 mils minimum thickness. Coatings shall be shop applied to pipe and field
applied to couplings.
2.2. Force Mains
2.2.1. Ductile Iron Pipe (3-Inch Through 12-Inch)
Pipe: AWWA C151 "Ductile Iron Pipe, Centrifugally Cast In Metal Molds or Sand Lined Molds, for
Water and Other Liquids." Thickness Class 51 for push -on and MJ pipe and Class 53 for flanged
piles
Fittings: AWWA C110, grey or ductile iron
Joints: AWWA C111 push -on or mechanical for general buried service; flanged for exposed
service
2.2.2. PVC Pipe (4-inch Through 12-Inch)
Pipe: AWWA C900 'Polyvinyl Chloride (PVC) pressure pipe. Pipe provided shall be cast iron
pipe equivalent O.D. Pipe shall be pressure Class 200 (DR=14)
Fittings: Cement lined, cast or ductile Iron fittings conforming to AWWA C110, or compact ductile
iron conforming to AWWA C153
Joints: Pipe, elastomeric gasket, push -on joints, conforming to AWWA C900. Joints may be
either integral bell and spigot or couplings. Fittings; AWWA C111, push -on
2.2.3, PVC Pipe (1-inch Through 4-Inch)
Pipe: ASTM D-2241 "Polyvinyl Chloride (PVC) pressure water pipe. Pipe provided, shall be iron
pipe size, Pipe shall be pressure Class 200 (SDR 21).
Fittings: Cement lined, gray -iron or ductile iron conforming to AWWA C104 and C110 for fittings
size 4-inch through 12-inch or compact fittings conforming to AWWA C153. Fittings less than 4-
inch shall be PVC, Class 200, IPS with bells conforming to ASTM F477.
Joints: Pipe or compact ductile iron fittings conforming to AWWA C153, elastomeric gasket,
push -on joints, conforming to ASTM F477 and ASTM 3139. Joints may be either integral bell and
spigot or couplings.
2.3. VALVES FOR LOW PRESSURE SEWER
All valves on pressure sewer mains shall be plug or ball valves as specified .below. Valve
operation shall be open left.
2.3.1 PLUG VALVES: All valves on pressure sewer mains shall be eccentric plug valves as follows:
Plug valves shall be as manufactured by Dezurik Corporation, Milliken Valve Co., Keystone Valve,
or approved equal.
02730-2
Lincoln Couniyf04.2012

Buried valves four -inches and larger and other valves specifically indicated shall have mechanical
joint ends conforming to ANSI A21.11. Buried valves three inches and smaller shall have
schedule 80 threaded ends and shall be connected to the pressure main by schedule 80 PVC
threaded by socket adapters.
Buried plug valves shall have 2-Inch operating nuts within 10-inches to 15-inches below finish
grade. Extension stems, stem guides, operating levers, and other miscellaneous Items required
for a complete installation shall be provided in accordance with the requirements and
recommendations of the manufacturer. Buried plug valves shall be provided with adjustable valve
boxes. Valve boxes shall be cast iron conforming to ASTM A-48, Class 30, Valve box castings
shall be fully bituminous seal coated. Valve box shall be Tyler 462A or approved equal. All valve
boxes shall be supported independently from the valve so that no force or weight is transferred to
the valve or pipe connections.
2.3.2 Thermoplastic bail valves: Thermoplastic ball valves shall be used at each service connection
and shall be made of PVC Thermoplastic. The valves shall be furnished with Teflon seats smooth
true union ends, Thermoplastic ball valves shall be a manufactured by Hayward, Incorporated or
approved equal.
2.3.3 Thermoplastic ball check valves: Thermoplastic ball check valves shall be used at each service
connection arid shall be made of PVC Thermoplastic. The valves shall be furnished with
elastomeric seats and true union ends. Thermoplastic ball check valves shall be as manufactured
by Hayward, Incorporated or approved equal.
2.3 4 Valve Boxes: A valve box shall be installed at every buried plug valve. The box shall not transmit
shock or stress to the valve or adjacent piping and shall be centered and plumb over the operating
nut, with the box cover flush with the pavement or other existing surface.
2.4 Air Valves
2,4.1. Sewage Air and Vacuum Valves in sewer force mains shall be the type specifically designed for
use with sewage. Valves shall be designed to vent large quantities of air when the line is being
filled arid to allow air to re-enter the line when "it is being drained. Overall height of valve body
without accessories shall be not less than 15 inches. Materials shall include cast iron body and
cover, bronze float stem and guide, rubber seat and stainless steel float. Valves shall be
furnished with provisions for backflushing. Valves shall be designed for working pressure of 200
psi. All Combination Air Relief Valves shall be in compliance with Lincoln County Public Works
Standard Detail SS-9,
2.4.2. Sewage Air Release Valves in sewer force mains shall be the type designed for use with sewage.
Valves shall be designed to operate (open) while pressurized allowing entrained air in a sewage
force main to escape through the air release orifice and prevent media from escaping. Materials
shall include cast iron body and cover, rubber seat, stainless steel float stern arid internal
linkages. The valves shall be sized according to the detail drawings and designed for minimum
working pressures of 200 psi. All Sewage Air Release Valves shall be in compliance with Lincoln
County Public Works Standard Detail SS-9,
2.5. Steel Encasing Pipe shall be smooth wail meeting or exceeding ASTM A-139, Grade 8 35,000 psi
minimum yield strength with a minimum wall thickness as defined below:
02730-3
lJneoln County/04-2012

CARRIER PIPE
Casing Pipe
Thickness
D.O.T. R.R
Recommended* Min.
Tunnel
6-Inch Ductile iron
14"
.250"
.281"
48"
8-Inch Ductile Iron
18"
.250"
.281"
48"
10-Inch Ductile Iron
20"
.250"
.344"
48"
12-inch Ductile Iron
22"
.250"
.375"
48"
16-Inch Ductile Iron
28"
.312"
.469"
48"
18-Inch Ductile Iran
30"
.312"
.469"
48"
20-Inch Ductile Iron
32"
.375"
.501"
48"
24-Inch Ductile Iron
36"
.375"
.532"
48"
2.6. Carrier Pipe Supports within Steel Casing shall be steel plate, cold formed structural collar with
flanges and a minimum of four support legs welded to the collar. Each support leg shall have a
foot or skid welded on the end extending beyond the front and back edge of the collar. The front
and rear of each foot shall be angled inwardly towards the collar to serve as a stable, effective
skid during installation of the carrier pipe. The carrier support shall be securely fastened to the
carrier pipe with a heavy duty %' grade 5 boft and locking nut passing between the flanges,
compressing the collar against the carrier pipe. The support device shall be a "Spider" or
approved equal.
2.7. Utility Line Marking Tape shall be acid and alkali resistant polyethylene film six inches wide and 4
mil thick. The tape shall be manufactured with integral wires, foil backing or other means to
enable detection by a metal detector when the tape is buried up to three feet. The metallic core of
the tape shall be encased in a protective jacket or by other means to prevent corrosion. The tape
shall bear a continuous printed marking describing the specific utility, i.e. "SEWER."
2.8. Trench Excavation and Backfiif
2.8.1. Excavation shall conform to the lines and grades shown on the drawings. The linesof excavation
of trenches shall be made so there will be a clearance of at least eight (8) inches on each side of
the barrel of the pipe. Excavation shall not be carried below the established grades and any
excavation below the required level shall be backfilled and thoroughly tamped at the
CONTRACTOR's expense. Bell holes shall be excavated accurately by hand.
2.8.2. During excavation, CONTRACTOR shall separate' materials suitable for backfiil from those
defined unsuitable. Do not use the following materials for pipe foundation or trench backfill within
the zones indicated below:
All zones: material classified as peat (PT), organic soil (oL)(ON) under the Unified Soil
Classification (USC) System, ASTM D2487 and all materials too wet or too dry to
achieve minimum compacted density requirements.
Six inches beneath pipe: soft or unstable material and rock.
Beside pipe: any material containing more than 75% fines passing #200 sieve,
02730-4
Lincoln County/04-2012

Suitable material shall be stockpiled near the trench for use as backfill. Unsuitable material shall
be removed immediately or shall be stockpiled separately for dewatering or drying and later
removal. Where no excavated material is suitable for backfill, furnish suitable material from
borrow sites at no additional cost to Lincoln County Public Works.
2.8,3. All unstable soil, organic soil, or soil types classified as inorganic days and inorganic elastic silts
(Class 1V, Unified Class CL or lower) that are encountered at the bottom of pipe trenches or
structure excavations shall be removed to a depth and width determined by the ENGINEER and
property disposed of. The resulting undercut shall be backfilled and compacted with sandy sods
which meets or exceeds the requirements of Class i or Class II soil, Unified Class SP or better.
Placement and compaction shall conform to the compaction specifications herein and on the
plans.
2.8.4, All necessary dewatering pumping, and bailing shall be performed in such a manner as to keep
the trench in a satisfactory condition for pipe laying.
2.8.5. Backfilling shall be done with material free from large clods, frozen earth, organic material and any
foreign matter.
2.8.5.1. Around the pipe and to a depth of 12-inches above the pipe the backfill shall be carefully placed
and compacted in layers not -to -exceed 6-inches compacted thickness. The backfill shall be select
and free of rock. Do not place backfill material on either side of the gravity sewer that is finer than
the material upon which it is placed. Backfill with coarser material to the top of the pipe.
2,8.5,2. Twelve (12) inches above the crown of the pipe the backfill may contain rock but less than 6-
inches in diameter. Backfill layers shall be horizontal and not exceed 12-inches loose or 8-inches
compacted.
2.8.5.3, Compaction shall be performed with suitable pneumatic compactors or approved equal
equipment. Compaction equipment specifically designed for trench compaction shall be present,
operational and at the jobsite at all times. Compaction equipment shati be utilized throughout the
length and depth of the trench to achieve uniform compaction density.
2,8.5A. Compaction density shall be determined by the Standard Proctor Test (ASTM D698) and shall
meet the minimum standards in Section 02222, Excavating, Backfilling & Compacting for Utilities.
2,8.5.5. Surplus material shall be disposed of by the CONTRACTOR at his expense.
2.8.5.6, Clean shoulders and pavement of excess material immediately after backfilling is complete.
2.9. Laving Sewers
2,9.1. Gravity Sewers
All sewers shall be laid and jointed In accordance with approved manufacturer's recommendations
and shall be laid true to line and grade proceeding upgrade with the spigot pointing in the direction
of flow. The sections of pipe shall be laid and fitted together so that, when complete, the sewer
will have smooth and uniform invert, with full-length of the barrel resting on the french bottom or
bedding prepared for the pipe. Holes shall be excavated to accommodate pipe bells, The pipe
shall be kept thoroughly clean. Each pipe shall be inspected for defects before lowering pipe into
trench. Water shall not be allowed to rise around joints until they have been made tight.
2.9.1.1. All gravity sewer shall be bedded in accordance with Section D, Pipe Bedding and Backfilling
Chapter 9 Section D Page 183 in WPCF (WEF) manual of Practice NO. FD-5 (ASCE Manual No.
60), ASTM 02321 for Flexible Pipe (PVC) and Section F2.9 page 202 in WPCF (WEF) Manual
02730-5
Lincoln CountW04-2012

No. FD-5 for Rigid Pipe (Ductile Iron) Chapter 9, Section F2.9 for the proposed depth of sewer,
and as detailed in the contract drawings.
2.9.1.2. The exposed end of all pipes shall be closed by means of an approved plug to prevent earth or
other substances from entering the pipe. The Interior of the sewer shall be kept free from all dirt,
cement or superfluous materials of every description as the work progresses.
2.9.2. Force Mains
All pipe for force main sewers shall be laid and jointed in accordance to approved manufacturer's
recommendations, contract drawings and as specified herein.
2.9.2.1. Each pipe shall be inspected for defects before lowering pipe into the. trench. Any defective pipe
shall be immediately removed from the site.
2.9.2.2. Water shall not be allowed to rise around the joints until they have been made tight. The exposed
end of all pipes shall be closed by means of an approved plug to prevent earth or other foreign
substances from entering the pipe. The interior of the pipe shall be kept clean and free of all dirt,
stone or foreign material as work progresses.
2.9.2.3. The force mains shall be properly bedded according to the manufacturer's recommendations,
contract drawings and the minimum standards defined below.
All Pipe IN ROCK OR WET TRENCHES: Washed stone bedding from 4-inches below pipe to
springline of pipe.
ALL OTHER CONDITIONS: Hand carve trench to shape of lower quadrant of barrel
2.9.2.4. Concrete Blocking
All bends, tees and plugs shall be blocked with 3000 psi concrete from the pipe to undisturbed
ground to the dimensions shown on the plans. Plant mix concrete is preferred although field mix
concrete (Secrete or equal) may be used as long as it is properly mixed outside of the trench in
clean. containers with potable water. The concrete mix shall be placed and rodded or
consolidated by suitable means to minimize volds and shall receive a 24-hour cure before being
backfilled. If the ground is soft, restrained joint fittings shall be used as directed by the
ENGINEER.
2.9.2.5. Utility Line Marking Tape shall be placed above all PVC pipe used in the force main construction.
It shall be placed between lifts of backfill approximately 12" above the top of the pipe.
2.9.3 LOW PRESSURE SEWER
2.9.3.1 Lincoln County Public Works will NOT be the Permittee or accept any responsibility for new Low
Pressure Sewer Systems. Lincoln County Public Works will only be the receiving entity for
permitting thru NCDENR. The "Private" low pressure sewer system will be responsible for
maintaining compliance with the NCDENR Permit.
2.9.3.2 Pressure sewer main shall be installed In accordance with the Standard Recommended Practices
for UNDERGROUND INSTALLATION OF FLEXIBLE THERMOPLASTIC SEWER PIPE, ASTM
D 2221. The following exceptions shall betaken to the Standard:
2.9.3.3 Installing Valves and Fittings: Valves and fittings shall be installed in the manner specified for
cleaning laying and jointing pipe. Valves shall be installed at locations shown on the Plans and/or
as:directed by the Engineer.
2.9.3.4 Alignment and Grade: Unless specifically approved by the Engineer, the curb must be in place
and,backfilled, and the area between curb and street right-of-way line graded smooth and to
finished grade before thepressure sewer mains are installed. The pressure sewer mains shall be
installed on the opposite side of the road from the water main and six feet behind the curb except
02730-6
Lincoln Counryl04-20t2

as shown on the approved plans or as directed by the Engineer. The pressure sewer shall be laid
and maintained at the required lines and grades with fittings and valves at the required locations,.
spigots centered in bells, and valve stems plumb.
2,9.3.5 Depth of Pipe Installation: Unless otherwise indicated on the Plans, or required by existing utility
location, all pipes shall be installed with the top of the pipe at least 4.4' below the edge of the
adjacent roadway pavement or 4,0' below the ground, about the pipe, whichever is greatest.
2.9,3.6 The contractor is instructed to check construction plans and Lincoln County Public Works
Standard Details for additional requirements. The Contractor may be required to vary the depth of
the pipe to achieve minimum clearance from existing utilities while maintaining the minimum cover
specified whether or not the existing pipelines, conduits, cables, mains, etc., are shown on the
plans. Pressure sewer shall be installed with 12 inches clearance above other utilities or 18-
inches clearance below other utilities.
2.9.3.7 Service Connections: On 3-inch and smaller mains, the 1.5" laterals shall be connected to the
street main with schedule 80 PVC solvent weld wyes. On 4-inch and larger mains, the 1.5 inch
laterals shall be connected to the street main with a MJ tee plugged and tapped for a threaded by
solvent weld schedule 80 PVC Adapter. The 1.5" service lateral shall be completed to the
property line where a service connection box shall be installed. The service connection shall
contain the following fittings in accordance with the Details: 45 degree solvent weld elbow, solvent
weld nipple, two (2) true union solvent vveld ball valves, solvent weld 1.5` x 1.5" x 1.5" tee, true
union ball check valve, The top of the 1.5" tee shall have 1,5" x .75" reducing bushing and a brass
.75" hose bib
2,9.3.8 Service Boxes and Lids: All service connections and clean outs shall be placed in an
appropriately sized box, in accordance with the Details, and shall be as manufactured by Brooks
Products Company (36 Series) or approved equal. Plastic lids shall be furnished with "snap lock"
taps, and imprinted with the words "PRESSURE SEWER."
2.9.4. Borind and Jacking
Where required, smooth wall or spiral weld steel pipe shall be jacked through dry bores slightly
larger than the pipe, bored progressively ahead of the leading edge of the advancing pipe. As the
boring and jacking operation progresses, each new section of the encasement pipe shall be butt -
welded to the section previously jacked in place.
2.9.4.1. Obstructions encountered during the boring and jacking operation or deflections in the bore
resulting in less than 30 inches of soil cover above the casing, shall require the bore to be
abandoned. The abandonment procedure consists of cutting off the excess pipe, capped then
filled with Portlandcement grout (1:3 parts cement to sand) at sufficient pressure to fill all voids
before moving to a new location.
2.9.4.2. The carrier pipe shall be fully supported along its entire length within the casing pipe. Support
may be accomplished by using "spiders." This method shall be first submitted to the ENGINEER
for approval, detailing the means of fastening the support devices and spacing of supports,
2.9.4.3. Length of encasements shall be determined as follows.
Cut sections - Ditch line to ditch line
Fill sections - 5 feet beyond toe of slope
Curb sections - 3 feet beyond curb
Future highway or railroad R/W - Extend full width of RIW or unless otherwise noted.
2.9.4.4. Materials and workmanship shall also be governed by the requirements set for by the agency
issuing the encroachment (Railroad, Department of Transportation, Pipeline Co., Etc.). Any
specific conditions other than listed herein pertaining to the encroachment are listed in the Special
Conditions,
02730-7
Linodn Countyl04-2012

3. INSTALLATION OF JOINTS
3.1. Mechanical Joints
The socket, gasket or spigot of the pipe shall be cleaned of all foreign matter. The gland shall be
slipped on the spigot end, followed by the gasket and the pipe end pushed into the bell. The ring
gasket shall be properly seated so that it is totally confined under pressure within the bell. The
loose gland shall be moved into position against the face of the gasket and the nuts and bolts
loosely assembled with the fingers and then made up tight with a suitable ratchet wrench.
3.2. Push -On Joints
The joint shall be thoroughly cleaned, prepared, lubricated and installed In accordance with the
requirements, instructions and recommendations of the manufacturer and ENGINEER.
3.3. Solvent Cements Joints
The joint shall be thoroughly cleaned, prepared and installed in accordance with the requirements,
instructions and recommendations of the manufacturer and ENGINEER.
3.4. Grooved Joints
Joints shall be installed in accordance with manufacturers' published Installation instructions.
3.5. TESTING
All pipe installations shall be tested as specified herein. Tests shall be performed by
CONTRACTOR in the presence of the ENGINEER and Public Works Department representative
or his representative and a Public Works Department representative. Testing shall not be
performed until such time .that all work which may affect the results of the testing has been
completed. Where a test section fails to meet test requirements, CONTRACTOR shall make
corrections as specified herein and retest the section. The correct/retest procedure shall continue
until such time as test requirements are met. All gravity lines will be ramped by the ENGINEER or
his representative, and a testing report shall be provided to the Public Works Department. No
gravity sewer lines shall be tested for a minimum of 30 days from the date of installation.
3.5.1. Air Test: All gravity sewer pipe
3.5.1.1. Procedure
3.5.1.1.1. Air test shall be conducted in strict accordance with the testing equipment manufacturer's
Instructions, including all recommended safety precautions. No one will be allowed in the
manholes during testing. Equipment used for air testing shall be equipment specifically designed
for this type of test, and is subject to approval of the ENGINEER.
3.5.1.1.2. The test shall be performed only on clean sewer mains after services are installed and the pipe
is completely backfilled. Clean sewer mains by propelling snug fitting inflated rubber ball through
the pipe with water. After completely cleaned, plug all pipe outlets with suitable test plugs. Brace
each plug securely.
3.5.1.1.3. For pipe within test sections above the ground water table, add air slowly to the portion of the
pipe installation under test until the intemal air pressure is raised to the starting pressure of 4
psig. After the starting pressure it obtained, allow at least two minutes for air temperature to
stabilize, adding only the amount of air required to maintain pressure. When pressure decreases
to 3.5 ;psig, start stopwatch. Determine the time that is required for the internal air pressure to
reach 2.5 psig.
3.5.1.1.4. For pipe with test sections below the ground water table, determine the starting pressure for the
test section, in psig, as follows.
Determine the maximum depth of pipe within the test section in feet.
02730-8 Uncain coontyr04.2092

Multiply this depth by 0,67 and add 9.3 feet.
Multiply the result in part 2 by 0.43 and round to the nearest 0.5 psig„ After this starting pressure
is obtained, continue the test in accordance with the procedure in the paragraph above.
3.5.1.2, Requirement
The test section shall be acceptable if the elapsed time for pressure drop of 1.0 psig is greater
than the sum of the times shown below for all pipe sizes within the test section. No test shall be
Bess than one minute in duration.
PIPE DIAMETER (INCHES),
LENGTH .4 6 8 10 "l2 15 18 21 24
25 0:04 0:10 0:18 0:28 0:40 1:02 1:29 2:01 2:38
50 0:09 0:20 0:35 0:55 1:19 2:04 2:58 4:03 5:17
75 0:13 0:30 0:53 1:23 1:59 3:06 4:27 6:04 7:55
100 0:18 0:40 1:10 1:50 2:38 4:08 5:56 8:05 10:34
125 0:22 0:50 1:28 2:18 3:18 5:09 7:26 9:55 11:20
150 0:26 0:59 1:46 2:45 3:58 6:11 8:30
175 0:31 1:09 2:03 3:13 4:37 7:05 "'
200 0:35 1:19 2:21 3:40 5:17 "" 12:06
225 0:40 1:29 2:38 4:08 5:40 "' 10:25 13:36
250 0:44 1:39 2:56 4:35 °" 8:31 11:35 15:07
275 0:48 1:49 3:14 4:43 0 0 9:21 12:44 16:38
300 0:53 1:59 3:31 le
10:12 13:53 18:09
350 1:02 2:19 3:47 "" 8:16 11:54 16:12 21:10
400 1:10 2:38 °' 6:03 9:27 13:36 18:31 24:12
450 1:19 2: 50 6:48 10:38 15:19 20:50 27:13
500 1:28 sq 0 5:14 7:34 11:49 17:01 23:09 30:14
3.5.1.3. Corrective Measures
If elapsed time is less than the specified amount, CONTRACTOR shall locate and repair leaks
and repeat the test until elapsed time exceeds the specified amount.
InfiltrationJExfiitration Test (Use All Manholes)
3.5.2,1. 'The use of this method for sewer pipe, in lieu of air tests may be used as an alternate t
with prior approval from Lincoln County Public Works Department.
3.5.2.2, Procedure
3.5.2.2.1, Infiltration: Immediately following a period of heavy rain, a test of work constructed up until that
time shall be made. Three measurements shall be made at one (1) hour intervals to compute the
amount of the infiltration. Tests for manholes only shall be conducted on individual manholes.
Tests for pipe and manholes shall be performed on test sections not exceeding 600 linear feet of
collector sewer and shall include both pipe and manholes. In the event that sufficient rain does
not occur before the date of completion, the CONTRACTOR shall be required to conduct the tests
at any time during a 30-day period following this date. Should the ENGINEER determine that
certain pipe or manholes cannot be tested by infiltration methods; the ENGINEER may direct the
02730-9
Lincoln Countym4-2O12

filling of lines and the measurement of exfiltration. The allowable rate of exfiltration shall be the
same as for infiltration.
3.5.2.2.2. Exfiltration: Determine test sectionsas outlined for infiltration tests. Install a temporary water
plug at the inlet and outlet of the test section. FLIT test section with clean water up to the bottom of
the lowest manhole frame within the test section. Allow time for saturation .of pipe and manholes
refilling test section as required. Beginning with a full test section, allow at least eight (8) hours to
elapse without adding water. Measure the water level at the beginning and end of the elapsed
time above. Compute the volume of water lost in gallons per hour.
3.5.2.3. Test Requirements
The rate of water loss/gain shall be less than the rate, in gallons per hour, calculated for the test
section using the following allowances:
Sewer main and manholes with or without service laterals; 100 gallons per 24 hours per inch of
sewer main diameter per mile of sewer main (gpdfin-mi)
Manholes only; 1 gallon per24 hours per vertical foot (*manhole
3.5.2.4. Corrective Measures
If actual leakage rate is greater than required leakage rate, CONTRACTOR shall locate and repair
leaks and repeat the test until actual leakage is Less than the required rate.
3.5.3. Deflection Test
3.5.3.1. Use all gravity sewer, 8-inch diameter through 15-inch diameter except ductile iron.
3.5.3.2. Procedure
Tests shall be performed by the CONTRACTOR in the presence of the ENGINEER, and a Lincoln
County Public works Representative no sooner than thirty (30) days after completion of backfill.
The Lincoln County Public Works Department may require a second test within the guarantee
period of the project. 'A nine (9) arm mandrel and proving ring, as manufactured by Wortco,
Inc. or an approved equal, will be provided by the contractor. The mandrel shall be manually
pulled, from manhole, through the entire length of mainline pipe. The mandrel and proving ring
shall remain the property of the CONTRACTOR.
3.5.3.3. Requirement
All pipes shall allow passage of the test mandrel. The mandrel and proving ring shall be sized at
5% less than the ASTM dimension for the pipe in accordance with the following table:
02730-10 unpin Gounty!04-2012

NOM. DIA
10"
12"
15"
10'°
12"
ASTM D3034
SDR 35
m
7.28"
9.09"
10.7
16" 13.20"
L = Mandrel Contact Length
D = I.D. of Proving Ring
ASTM D2680
D
7.40"
11.22"
14,09"
3,5.3.4, Corrective Measures
All pipe that fails the deflection test shall be removed, replaced and retested at no additional
expense to Lincoln County Public Works.
35,4. Force Main Pressure Test
3.5.4.1 The pressure/leakage test of water mains shall be in accordance with Standard AWWA
C3.500-82. The allowable leakage shall not exceed that determined by the following formula:
L = SD'P°'5 / 133,200
L Allowable leakage in gallons per hour
S = Length of line tested in feet
D _ Nominal diameter of pipe, in inches
P - Average test pressure, in psi -1.50 average system pressure in the area,
but not less than 100 psi.
3.5.4.2. Where practicable, pipe lines shall be tested in lengths of no more than 2,000 feet.
3.5,4.3. Duration of test shall be not less than 2 hours where joints are exposed, and not Iess than 24
hours where joints are covered, unless directed by the ENGINEER.
3.5.4.4. All visible leaks at exposed joints, and all leaks evident on the surface where joints are covered,.
shall be repaired and leakage minimized, regardless of total leakage as shown by test.
All pipe, fittings, and other material found to be defective under test shall be removed and
replaced at the CQNTRACTQR's expense.
3.5.4.8. Lines which fail to meet tests shall be repaired and retested as necessary, until test requirements
are complied with.
Low Pressure Sewer Testing: The water for testing purposes' can be taken from the nearest
available water main under the supervision of the Engineer's Inspector and leakage will be
measured by the Inspector with a meter furnished by the Contractor. If a service connection or
other openings are not available for the purposes of expelling air, the Contractor shall provide air
release of sufficient size (as determined by the ENGINEER).
The test pressure will be 100 PSI at the low point of the section undertest. Allowable leakage will
be determined by Table 6, AWWA C-600 (See Section XIV,Q-1.b.) or by the formula 1=0.000083
DS where S is the length of pipe under test and D is the pipe diameter. Add 0.0050 gaVhr. for
each 1 36 inch lateral. During the last stages of the test and without any reduction in pressure
progressing from the end opposite the test pump, each mainline valve will be closed and pressure
released to deterrnine if the valve is holding pressure (minimum 10 minutes per valve closing).
02730-11
Uii oln County/04-2012

END OF SECTION
02730-12 Lincoln County/04-2012

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02731
SEWER SERVICE LATERALS
1 DESCRIPTION
This section covers the installation of sewer service laterals, Sewer laterals shall be installed at
the locations shown on the plans or where directed by the ENGINEER of record.
1.1 Related Work
See Section 02933, Seeding and Mulching and Section 02575, Paving Repair and Resurfacing for
related specifications.
1.2. References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
CISPI Specifications as listed,
ASTM Specifications as listed.
2, MATERIALS
2.1 Wyes or Saddles shall be standard 45 degree pattern fittings or saddles as specified herein. For
ductile iron use factory made wye fittings with 0-ring joints on the run of the wye. For ABS
composite sewers, PVC composite sewers, or SDR 35 PVC sewers use either field installed
solvent cemented saddles or factory made wye fittings with either solvent cemented saddles or 0-
ring joints on lateral pipe. Branch joint shall be as specified for lateral pipe or shall be fitted with
an approved adapter at the bell of the branch.
2.2, Pine, 6 inch and smaller
Use one of the following.
CISPI 301 "No -Hub" cast iron soil pipe with joints consisting of neoprene gasket and stainless
steel clamp and shield
ABS plastic sewer pipe conforming to ASTM 02751, SDR 35, with solvent cement joints and all
required marking
PVC plastic sewer pipe conforming to ASTM 03034, SDR 35, with either solvent cement or
elastomeric gasket joints and all required marking
2.3. Bends shall be either one (1) 1/8 bend (45 degree) or two (2) 1/16 bends (22 I/2 degree) of the
same material and joint as used for pipe. Use Sweep (long radius) bends If available.
2A. Adapters shall be approved type, submittal required. Adapters shall be rubber coupling with
stainless steel clamps or shall utilize compressible donut designed for the purpose. Adapters
shall be equal to those made by Femco.
3 INSTALLATION
Service laterals shall be properly installed at the locations designated or as required to best
service the property. All wyes, bends, stacks or service pipe and other appurtenances shall be
provided as required for each connection. The location of service lateral shall be marked on curb.
02731-1
Unooln County/04-2012

3.1. Field Engineering
The CONTRACTOR shall be responsible for detailed design of each service lateral using
approved materials, criteria as specified in this section and shown on the drawings and the
following procedure:
Use alignment, minimum slope and minimum cover criteria to install the laterals as shown in the
Standard Details.
3.2. Wyes shall be installed with the branch turned to the proper direction and to the angle determined
above. Wyes shall be firmly supported.
3.3. Bends shall be placed in the .wyes using care to obtain proper alignment. Bends shall be
adequately supported.
3.4. Stack pipe shall be installed at Wye connections, to the elevation determined above. Pipe shall be
carefully aligned and adequately supported.
3.5. Service pipe shall be installed to the proper line and grade from the sewer line to each property
line. Suitable plugs or caps shall be placed in the end of the service lines and suitable markers
installed for location purposed. Care should be taken during installation to minimize disturbing the
developed lots. Laterals should be located to minimize the amount of service line set and bends
used.
3.6. Connection to manholes shall be similar to sewer connections to existing, manholes as shown in
the Lincoln County Public Works Standard Detail SS-7.
3.7. Record Drawings
CONTRACTOR shall keep and provide the Lincoln County Public Works an accurate record of
each service location according to the Lincoln County Standard Detail SS-7. Such information
should be` maintained during construction on a field set of bluelines and should also include all
wyes, bends, length of service line, whether or r not a stack was installed, and length and angle of
stack.
3.8. Tests
Sewer service laterals shall pass infiltration and/or air test as specified for gravity sewers.
END OF SECTION
02731-2
Lincoln County/04-2012

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02831
CHAIN LINK FENCING
1. DESCRIPTION
This section covers the installation of chain link fence and gate materials as shown an the plans.
The CONTRACTOR shall furnish all labor, material, equipment, supplies and cleanup to complete
the fence installation as specified herein.
Related Work
Reference the following specifications for related work:
Chain Link Fence Manufacturers Institute (CLMI) Standards:
Industrial Steel Specification for Fence -posts, Gates, and Accessories
Standards for Chain Link Fence Installation
Federal Specifications:
FS RR-F-191/A Fencing, Wire and Post, Metal (Chain Link Fence Fabric)
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted.
1.2. Submittals
Shop drawings covering design, complete layout and installation details for the work of this
section.
MATERIALS
All materials shall be new and be furnished by the CONTRACTOR in accordance with the
following requirements.
2.1. Framework
Posts, rails braces and fittings shall be hot -dip galvanized, 2.0 oz/sq.ft. co
2.1.1. Line Posts
2.50 inch OD Schedule 40 steel pipe; steel "H" columns, nominal weight 4.1 IbIft, or 2.25 x 1.70-
inch steel "C" Sections, nominal weight 2.73 lb/ft.
2.1.2. Terminal and Gate Posts
3.0-inch OD Schedule 40 steel pipe; or 3.5 x 3.5-inch steel roll formed sections, nominal weight
5.14 Iblft; except that double -leaf gate posts shall be 4.00-inch OD Schedule 40 steel pipe or
larger as recommended by the fence manufacturer,
2.1.3. Too and Brace Rails
1.625-inch OD Schedule 40 steel pipe or 1.625 x 1.25-inch steel channel sections with suitable
couplings
2.1.4. Gate Frame
2.0-inch OD Schedule 40 steel pipe welded at comers or as bled wi
2.1.5. Post Tops
Cast steel or malleable iron combination type with barbed wire extension arms; tops shall be
designed to exclude rnoisture from posts and to hold top rail.
2.1.6. Fittings
Pressed steel or malleable cast iron
02831 -1 Lincoln Counry/04-2012

:2.1.7. F.xtensiori Arms
East steel :designed to hold three strands of barbed wire at a 45 degree angle with the top strand
12 inches abovethe fence fabric and 12 inches out from the fence line -
2.1.8. Truss'Rod
0375-inch OD
2.2. Fabric . :
9 gage steel wire woven in 2 inch mesh, 0.40: ozlsq:ft. aluminum coated, knuckled at one selvage
and twisted at the other
2.3. Tension Wire
7 gage spiraled or crimped steel wire, 0.40 ozlsq. ft. aluminum coated.
2.4. Barbed Wire
Three 12 gage steel stranded line wires with 14 gage steel wire barbs in 'a four:point pattern
spaced 5 inches.on center, 0.3 o ►sq. ft. aluminum coating
2.5. Gate Hardware
Fork type with -gravity drop, center gate stop and drop rod, mechanical keepers and two 180
degreegate hinges per leaf
2.6. Footing Concrete
Class. B, 2500 psi 28-day compressive strength
3. INSTALLATION
Line posts shall be evenly spaced at intervals not exceeding 8 feet and in true alignrrient with the
designed fence ° line. All posts shall be set plumb at least 36 inches deep in a concrete footing.
Footings shall not be less than 9-inch diameter for line posts and 12-inch diameter for terminal
and gateposts. Top of footings should be crested slightly to shed water.
3.1. Top: Rails :shall pass through line post tops to form a continuous brace. Cornerposts shall be
provided with acenter brace rail installed midway between the top rail and ground level extending
to the first line post and securely trussed diagonally from the line post back to the terminal. post.
All rails shall be securely fastened to posts.
'3.2. Fence Fabric shall, be stretched between terminal posts;or:at maximum intervals of 100 feet;
whichever is less. The bottom of the fabric shall- be positioned 2 inches above finish grade..
Fabric shall be fastened to the top rail, line posts and branches with wire ties spaced not more
than 15 inches on center and attached to terminal and .gate posts with tension bars and tension
chlps. Tension wire shall be stretched along fabric bottom six inches above finish grade; Fabric
shall be attached to tension Wire with tie wires spaced 24`inches.oncenter:
3.3. Extension Anns shall be installed with: the arms inclined outward. Barbed wire shall be properly
stretched and securely fastened to the extension arm.
3.4. Gates shall be installed with fabric and barbwire overhang to match fence. :Fabric shall be
securely fastened to the frame. Diagonaltrus_s rods shall be provided as required to ,prevent sag
or twist. Gates shall be property Installed with all hardware and; accessories to insure that they
02831-`2
Ltnco1a 6004ty104-2Q12

open and dose freely without binding. A concrete footing at least 12 inches deep and drop rod
retainer shall be provided at the center of double gate openings.
3.5. Submittals
Shop drawings and catalog cut sheets showing the complete layout and details of the fence and
gate installation shall be submitted for review to the Lincoln County Public Works Department.
END OF SECTION
02831-3
Lincoln County/04-2012

SECTION 02933
SEEDING AND MULCHING
1. DESCRIPTION
The work covered by this section consists of furnishing all labor, materials, and equipment to
perform all necessary operations to topsoil, fine grade, fertilize, mulch and maintain temporary
and permanent seeding of all graded, cleared, or disturbed areas during construction. The work
covered by this section shall be in conformance with the latest version of local and state
Department of Transportation requirements.
1.1.
Related Work
See following sections for related work.
02110, Clearing and Grubbing
02210, Unclassified Excavation and Grading
SS-A617A, FS Liquid Mulch Binder
The work covered by this section shall be in conformance with the applicable sections of the most
recent publication of the "Standard Specifications for Roads and Structures", published by the
North Carolina Department of Transportation and with Section 6.11 of the "Erosion and Sediment
Control Planning and Design Manual" published by the Land Quality Section of the North Carolina
Department of Natural Resources and Community Development unless otherwise stated herein.
All seed shall be certified by the N.C. Crop Improvement Association.
2. MATERIALS
2.1. Topsoil
Topsoil shall be from stockpiles created from stripping and required excavation. Should additional
topsoil be required in excess of that obtained from stripping and excavation, the contractor shall
obtain material from other sources on the site where authorized by Lincoln County Public Works,
or from approved sources off the site. The topsoil shall be natural, friable soil, possessing
characteristics of representative soils in the vicinity which produce heavy growths of crops of
grass. It shall be obtained from naturally well -drained areas, shall be reasonably free from
subsoil, brush, objectionable weeds, and other litter and shall be free from toxic substances, clay
lumps, stones, roots and other objects larger than 1 inch in diameter, or any other material which
might be harmful to plant growth or be a hindrance to grading, planting, and maintenance
operations.
2.2. Fertilizer
Fertilizer shall be the product of an approved commercial fertilizer manufacturer and shall be 5-
10-5 grade, uniform in composition, free -flowing material suitable for application with approved
standard equipment. The fertilizer shall conform to the applicable State fertilizer laws and shall be
delivered to the site in bags or other convenient containers each fully labeled and bearing the
name, trademark, and warranty of the producer.
2.3. Lime
Lime shall be ground limestone containing not less than 85% of total carbonates and shall be
ground to such fineness that at least 50% will pass through a 100-mesh sieve and at least 90%
will pass through a 20-mesh sieve. Coarser materials will be acceptable provided the specified
rates of application are Increased proportionately on the basis of quantities passing the 100-mesh
sieve, but no additional payment will be made for the increased quantity.
2.4. Mulch
2933-1 Lincoln Countyl04-2012

Mulch shall be straw from wheat or oats. Material fear securing mulch may be one of the
following.
Mulch Netting: Lightweight plastic, cotton, jute, wire orpaper nets shall be used.
Peg and Twine: Bailing twine and soft wood pegs 1/2" x 1" x 12".
Liquid Mulch Binder RC-2 cut back asphalt conforming to the requirements of Federal
Specifications SS-A67IA, and asphalt emulsion shall conform to the requirements of
Federal Specification SS-A-674, Type V.
Seed: Seed used shall bear the official "certified seed" label inspected by North Carolina
Crop Improvement Association. Seed that has become wet, moldy, or otherwise damaged
in transit or storage will not be acceptable.
INSTALLATION
3,1. Seedbed Preparation
3.1.1, Clearing
Prior to or during grading and tillage operations, the ground surface shall be well drained., cleared
of all brush, roots, stones larger than 2 Inches in diameter, or any other matenal which may hinder
proper grading, tillage, or subsequent maintenance operations,.
3.1.2, Fine Grading
Areas to be seeded shall be graded as shown on the drawings or as directed and all surfaces
shall be left in an even and property compacted condition so as to prevent the forrnation of
depressions where water will stand. Areas to be topsoiled shall be graded to a smooth surface
and to a grade that will allow topsoifing to finished grade.
3.1.3. Topsoiling
immediately prior to placing topsoil, the subgrade, where excessively compacted by traffic or other
causes, shall be Loosened by scarifying to a depth of at least 2 Inches to permit bonding of the
topsoil to the subgrade. Topsoil shall be uniformly spread by approved equipment in sufficient
quantity to provide a compacted layer of 4 inches in thickness over the designated areas and in
such manner that planting can proceed with little additional soil preparation or tillage. Topsoil
shall not be placed when the subgrade is frozen, excessively wet, extremely dry, or in a condition
otherwise detrimental to the proposed planting or to proper grading. Topsoil shall be graded to
the lines indicated or as directed and any irregularities in the surface resulting from topsolling or
other operations shall be corrected to prevent formations of depressions where water will stand.
3.1.4. Tillage
After topsoiled areas required to be seeded have been brought to the grades shown on the plans
and as specified, they shall be thoroughly tilled to a depth of 3 inches by approved methods, until
the condition of the soil is acceptable to the ENGINEER. Any objectionable undulations or
irregularities in the surface resulting from tillage or other operations shall be removed before
planting operations are begun. The work shall be performed only during periods when
satisfactory results are likely to be obtained. When conditions are such, by reason of drought,
excessive moisture or other factors that results are not likely to be satisfactory, the ENGINEER
will stop the work and it shall be resumed only when, in his opinion, the desired results are likely to
be obtained.
2933-2
Lincoln County/042012

3.2. Lirestone, Fertilizer and Seed
3.2.1. General
Seasonal limitations for seeding operations, the kinds and grades of fertilizers, the kinds of seed,
and the rates of application of limestone, fertilizer, and seed shall be as shown in the seeding
schedule.
3.2.2. Limestone, fertilizer, and seed shall be applied within 24 hours after completion of seedbed
preparation unless weather and soil conditions are unfavorable for such operations.
3.3. Limestone and Fertilizer
Limestone may be applied as a part of the seedbed preparation, provided it is immediately worked
into the soil. If not so applied, limestone and fertilizer shall be distributed, uniformly over the
prepared seedbed at a specified rate of application and then harrowed, raked, or otherwise
thoroughly worked or mixed into the seedbed.
3.3.1. if liquid fertilizer is used, storage containers for the liquid fertilizer shall be located on the project
and shall be equipped for agitation of the liquid prior to its use. The storage containers shall be
equipped with approved measuring or metering devices which will enable the ENGINEER to
record at any time the amount of liquid that has been removed from the container. Application
equipment for liquid fertilizer, other than a hydraulic seeder, shall be calibrated to insure .that the
required rate of fertilizer is applied uniformly.
3.4. Seeding
Seedshall be distributed uniformly over the seedbedat the rate indicated in the seeding schedule,
and immediately harrowed, dragged, raked, or otherwise worked so as to cover the seed with a
laYer of soil. The depth of covering shall be as directed by the ENGINEER. if two kinds of seed
are to be used which require different depths of covering, they shall be sown separately.
3.4.1. When a combination seed and fertilizer drill is used, fertilizer may be drilled in with the seed after
limestone has been applied and worked into the soil. If two kinds of seed are being used which
require different depths of covering, the seed requiring the lighter covering may be sown
broadcast or with a special .attachment to the drill, or drilled lightly following the initial drilling
operation.
3.4.2. When a hydraulic seeder is used for application of seed and fertilizer, the seed shall not remain in
water containing fertilizer for more than 30 minutes prior to application.
3.4.3. Immediately after seed has been properly covered, the seedbed shall be compacted.
3.5. Modifications
When adverse seeding conditions are encountered due to steepness of slope, height of slope, or
soil conditions, the ENGINEER may direct or permit that modifications be made in the above
requirements which pertain to incorporating limestone into the seedbed; covering limestone, seed,
and fertilizer; and compaction of the seedbed.
3.5.1. Such modifications may include but not be limited to the following.
3.5.1.1. The incorporation of limestone into the seedbed may be omitted on (a) cut slopes steeper than
2:1 (b) on 2:1 cut slopes when a seedbed has been prepared during the excavation of the cut and
is still in an acceptable condition, or (c) on areas of slopes where the surface of the area is too
rocky to permit the incorporation of the limestone.
2933-3 Lincoln Counlyl04-2012

3,5.1.2. The rates of application of limestone, fertilizer, and seed on slopes 2:1 or steeper or on rocky
surfaces may be reduced or eliminated.
3.5.1.3. Compaction after seeding may be reduced or eliminated on slopes 21 or steeper, on rocky
surfaces, or on other areas where soil conditions would make compaction undesirable.
3.6. Mulch
3.6.1. General
All seeded areas shall be mulched.
3.62, Mulching
Mulch shall be applied within 36 hours after the completion of seeding. Care shall be exercised to
prevent displacement of soil or seed or other damage to the seeded area during the mulching
operations.
3,6.3. Mulch shall be uniformly spread by hand or by approved mechanical spreaders or blowers that will
provide an acceptable application. An acceptable application will be that which will allow some
sunlight to penetrate and air to circulate but also partially shade the ground, reduce erosion, and
conserve soil moisture.
3.6.4. Mulch Binding
Mulch shall be held In place using devices approved by the ENGINEER as per manufacturer's
recommendations. During application, the CONTRACTOR shall take adequate precautions to
prevent damage to structures or appurtenances,
3.7. fvlaintenance
3.7.1. General
The CONTRACTOR shall be responsible for the proper care and maintenance of the seeded
areas until the work under the entire contract has been completed and accepted by the
ENGINEER and Lincoln County Public Works. Maintenance shall consist of repair and
replacement of eroded areas, watering, refertilizing, reliming, reseeding, and remulching as
necessary to provide an even, fixed growth of grass. In addition, the CONTRACTOR shall
provide protection against traffic and shall erect the necessary barricades and waming signs
immediately after planting is completed.
3.7.2. Mowing
The seeded areas shall be mowed with approved mowing equipment. If weeds or other
undesirable vegetation threaten to smother the planted species, such vegetation shall be
removed.
3.8 Inspection and Testing
3,8,1 Fertilizer and Lime
The ENGINEER shall be furnished with duplicate copies of invoices for all fertilizer and lime used
on the project invoices for fertilizer shall show the grade furnished. Invoices for lime shall show
total minimum carbonates and minimum percentages of the material furnished that pass 100-
mesh and 20-mesh sieve. Upon completion of the project, a final check of the total quantities of
fertilizer and lime used will be made against the total area topsoiled and seeded, and if the
minimum rates of application have not been met, the ENGINEER may require the distribution of
additional quantities of these materials to make up the minimum application specified.
2933-4 Lincoln County/04-2012

3.8.2 Seed
The ENGINEER shall be furnished duplicate signed copies of a statement from the Vendor,
certifying that each container of seed delivered is fully labeled and in full accordance with the
specifications in this section.
END OF SECTION
2933-5
Uncorn County104-2012

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 03300
CAST -IN -PLACE CONCRETE
1. DESCRIPTtQN
1.1. The work covered by this section consists of all cast -in -place concrete work and related items as
shown on the plans and as specified herein.
1.2. The CONTRACTOR shall furnish all equipment, tools, labor and materials necessary to complete
the work In accordance with the plans and specification.
1.3 Related Work
1.3.1 These Specification Documents affecting work in this Section include, but are not necessarily
limited to, General Conditions, Special Conditions, and Sections in Division 1 of these
Specifications.
1,3.2 National Codes affecting work in this Section of the Specifications:
ACI Codes as stated in Part 2 and 3 of this Section
ASTM Codes as stated in Part 2 and 3 of this Section
U. S Army Corps of ENGINEERs Standard Specifications as stated in Part 2 and 3 of this
Section
National Ready Mixed Concrete Association's Plant Certification Check List
1.4 Quality Assurance
1.4.1 Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the
necessary crafts and who are completely familiar with the specified requirements and the
methods needed for proper performance of the work of this Section.
1.4.2 An independent testing laboratory shall be retained by the Contractor and approved by Lincoln
County Public Works to perform material evaluation tests as required by these Specifications, and
all test reports or results shall be submitted to Lincoln County Public Works for evaluafion and
approval prior to final acceptance.
1.4.3 The CQNTRACTORs performing the concrete work shall have a minimum of two (2) years
experience on comparable concrete projects.
1.4.4 The concrete supplier's plant equipment and facilities shall meet all requirements of the *Check
List for Certification of Ready Mixed Concrete Production Facilities* of the National Ready Mixed
Concrete Association and ASTM C94,
1 5 Submittals
1.5.1 Comply with the pertinent provisions of Section 01340 (Shop Drawings, Product Data and
Samples).
1.5.2 Submit proposed concrete mix designs for approval. Submit two copies of each laboratory trial
mix design proposed in accordance with ACI 301, Method 1, which is based on trial batches and
requires an average strength 1200 psi greater than the specified strength; or ACI 301, Method 2,
03300-1 Lincoln Gounty/04 -20 12

which is based on at least 30 consecutive strength tests of a similar mix obtained within the past
year. The cost of this work is to be borne by the CONTRACTOR.
1.5.3 Submit manufacturer's specification with application Instructions for proprietary materials and
items, including curing compounds, form release agents, admixtures, patching compounds and
others as required by the ENGINEER.
1.5.4 Submit reinforcing steel shop drawings and manufacturer's data for approval to the ENGINEER
before work is started.
1.5.4.1 Metal Reinforcement Shop drawings shall show complete information for placing reinforcement,
including type or shape of each bar, dimensions to ends of bars, amount of concrete (clear) cover,
spacing of bars, number of bars at each location .and other pertinent dimensions. All wall
reinforcing steel shall be detailed and shown in elevations of the walls. Shop Drawings of the
following items shall be submitted to the ENGINEER for review prior to fabrication or delivery to
the job site.
1.5.5 Concrete Tests: Two copies of all concrete test results shall be submitted to the ENGINEER.
Each test report shall indicate the specific structure where the concrete was placed.
1.5.6 Other: For each batch (truckload) of concrete, the concrete supplier shall provide a delivery ticket
in accordance with ASTM C94. The ticket shall also indicate the time the concrete is pieced. One
copy of each delivery ticket shall be furnished to the ENGINEER or his representative.
CONTRACTOR shall keep another copy of each delivery ticket at the job site until final
acceptance.
2. MATERIALS
2.1. General
2.1.1. Class of Concrete: All concrete shall be Class A, as hereinafter specified, except where
specifically noted otherwise.
2.1.2. References: Materials and work ,shall conform to therequirements of all specifications,
standards, codes and recommended practices referenced herein. References to specifications,
standards, codes, etc., shall mean the latest edition or revision in effect at the time of bid opening,
unless otherwise specified. In conflicts between referenced standards and this specification, or
thls specification and the local building code, the more stringent requirements shall govern.
2.1.3. Publications: CONTRACTOR shall keep the following publications on file at the site at all times
during construction.
ACI SP 15 Field Reference Manual; Specification for structural concrete .for buildings with
selected ACI and ASTM references.
ACI 311 Recommended Practice for Concrete Inspection
ACI 315 Manual of Standard Practice for Detailing Reinforced Concrete Structures
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 350R Concrete Sanitary Engineering Structures
2.1.4. General Specifications: Concrete work shall conform to all requirements of ACI 301,
"Specifications for Structural Concrete for Buildings," except as modified by these contract
documents.
03300-2 Lincoln County/04.2012

2.2. Testino and Inspection
Materials and operations shall be tested and inspected as work progresses. Failure to detect
defective work will not prevent rejection when the defect is discovered, nor shall it obligate the
ENGINEER or Lincoln County for final acceptance. Testing agencies will be selected or approved
by the ENGINEER, and shall meet the requirements of ASTM E329.
2.2.1. Concrete Testing: CONTRACTOR shall have a qualified technician from an independent
laboratory take samples, prepare specimens and perform on -site testing, at the CONTRACTOR's
expense. Technician shall be on site prior to starting the pour and shall remain on site until the
pour is completed. He shall immediately notify the CONTRACTOR and ENGINEER of any
concrete that does not meet the specifications. CONTRACTOR shall also pay the cost of
qualification of proposed materials, establishment of mix designs in accordance with ACI 301,
shipment of specimens to the testing laboratory, laboratory testing and reports, and additional
testing required if initial tests Indicate that the material may be substandard (even if the additional
test reveals that the material Is satisfactory). A copy of all reports shall be provided to the Lincoln
County Public Works Department. The following tests shall be the minimum required.
2.2.1.1. Samples from which test specimens are made shall be secured in accordance with ASTM C172
requirements for composite samples. Specimens shall be molded and cured in accordance with
ASTM C31. Specimens shall be tested In accordance with ASTM C39. Four strength specimens
shall be taken for.each 50 cu. yd., or fraction thereof, of each mix design of concrete placed in any
one day, one tested at 7 days, two tested at 28 days and one to be retained as a spare.
2.2.1.2. Slump test shall be made in accordance with ASTM C143. One test shall be made from each
sample taken for a strength test specimen, or whenever the consistency of concrete appears to
vary. If the slump in any test is outside the design range, at least one strength specimen shall be
taken from that sample.
2.2.1.3. Entrained air content shall be determined in accordance with ASTM C231 or ASTM C173, as
applicable. One test shall be made from each sample taken fora strength test specimen.
2.2.1.4. Temperature of each sample taken for a strength test specimen shall be determined.
2.2.1.5. Unit weight, yield and air content (gravimetric) of concrete shall be determined in accordance with
ASTM C138.
2.3. Evaluation and Acceptance
2.3.1. Field Conditions: Concrete materials and operations shall be tested and inspected prior to
concrete being placed. Whenever a concrete truckload is rejected for any reason, the truck will
not be allowed on the site for at least three hours. The contents of rejected truckloads shall
remain the property of the concrete supplier and shall be disposed of properly off the site.
2.3.2. Failure to meet the maximum time limits as specified In ASTM C94 for mixing and placing of
concrete, or if concrete has attained its initial set before placing, will result in rejection of each
individual truckload. No tests shall be performed and the delivery ticket shall remain at the site
with the reason for rejection written thereon.
2.3.3. Failure to meet the requirements of the tests specified herein will result in rejection of each
individual truckload.
2.3.4. Laboratory Testing: Evaluation and acceptance based on laboratory testing shall be in
accordance with ACI 318, except that the ENGINEER will be the referenced "building official".
03300-3
Lincoln County/04-2012

2.4. Submittals
CONTRACTOR shall make the following submittals to the ENGINEER. The ENGINEER shall
provide one (1) copy to the Public Works Department once approved.
2.4.1. Mix Designs: Submit two copies of each laboratory trial mix design proposed in accordance with
ACI 301, Method 1, which is based on trial batches and requires an average strength 1200 psi
greater than the specified strength; or ACI 301, Method 2, which is based on at least t 30
consecutive strength tests of a similar mix obtained within the past year.
2.4.2. Shop Drawings of the following items shall be submitted to the ;ENGINEER for review prior to
fabrication or delivery to the job site.
2:4.2.1. Metal Reinforcement: Shop drawings shall show complete information for placing reinforcement,
including type or shape of each bar, dimensions to ends of bars, amount of concrete (clear) cover,
spacing of bars, number of bars at each location and other pertinent dimensions. All wall
reinforcing steel shall be detailed and shown in elevations of the walls.
2.4.2.2. Other Materials and Products: Catalog cuts and other descriptive data shall be submitted .for all
manufactured materials and products to be used in the work.
2.4.3. Concrete Tests: Two copies of all concrete test results shall be submitted to the ENGINEER.
Each test report shall indicate the specific structure where the concrete was placed.
2.4.4. Other: For each batch (truckload) of concrete, the concrete supplier shall provide a delivery ticket
in accordance with ASTM C94. The ticket shall also indicate the time the concrete is placed. One
copy of each delivery ticket shall be furnished to the ENGINEER or his representative.
CONTRACTOR shall keep another copy of each delivery ticket at the job site until final
acceptance.
2.5. Materials and Products
2.5.1. Cement: ASTM C150, Type I or 11. Air -entraining cement shall not be used. Cement used in the
work shall correspond to that upon which the selection of concrete proportions was based. Only
one brand and manufacture of approved cement shall be used for exposed concrete.
2.5.1.1. Type 1'il cement shall be used,where specifically noted on the plans or when prior written approval
has been obtained by the CONTRACTOR from the ENGINEER.
2.5.2. Aggregates: ASTM C33. Local aggregates notcomplying with ASTM C33 may be used provided
it can be shown by special test or a record of past performance that these aggregates produce
concrete of adequate strength and durability.
2.5.2.1. Fine Aggregate shall be clean, sharp, natural sand.
2.5.2.2. Coarse Aggregate shall be Size No. 57, 67 or 467.
2.5.3. Water shall be fresh, clean and potable.
2,5.4. Admixtures: When requested, a qualified concrete technician employed by the admixture
manufacturer shall be available to assist in proportioning concrete materials for optimum use, and
to advise on proper use of the admixture and adjustment of concrete mix proportions to meet job -
site and climatic conditions.
03300-4. uacoin County/04-2012

2.5.4.1. Water Reducing Admixture "Eucon WR-75" by Euclid Chemical Co., "Pozzoiith 122N" by Master
Builders, "Plastocrete" by Sika Chemical Corp., or equal. Admixture shall conform to ASTM
C494, Type A, and shall not contain more than 1% chloride ions.
2,5.4,2. High Range Water Reducing (HRWR) Admixture (Superplasticizer): "Eucon 37" by Euclid
Chemical Co., "Sikament" by Sika Chemical Corp., "Melmenr by American Admixtures Co., or
equal. Admixture shall conform to ASTM C494, Type F or G, and shall not contain more than 1%
chloride ions,
2.5.4,3. Non -Corrosive Accelerator: "Accelguard 80" by Euclid Chemical Co,, "Daraset"' by W. R. Grace,
or equal. Admixture shall conform to ASTM C494, Type C or E, and shall not contain more than
1% chloride ions.
2.5.4,4, Air -Entraining Admixture: ASTM C260
2,5.4.5. Retarding Admixture: "Eucon Retarder 75" by Euclid Chemical Co., "Pozzolith 300R" by Master
Builders, or equal. Admixture shall conform to ASTM C494, Type 8 or D, and shall not contain
more than 1% chloride ions.
2.5.4.6, Fly Ash: ASTM C618. Quantity of fly ash shall be less than 25% of the combined weight of
cement and fly ash.
2.6. Curing Materials
2.6.1. Waterproof Sheet Material: ASTM C171.
2.6.2 Curing Compounds: "Super Pliocure" by Euclid, "Super Floor Coat" by Euclid, or "Masture Kure -
CRC" by Master Builders or equal. Product shall be a curing, sealing and hardening product with
approximately 30% solids and shall meet the requirements of ASTM C-309.
2,7. WATERSTOPS shall be steel plate, 1/8 x 6-inch; except where non-metallic waterstops are
specified or noted on the plans.
2.7.1 Waterstops at submerged expansion joints shall be the dumbbell or center bulb type, and shall be
of rubber, PVC, styrenebutadiene or neoprene. Unless otherwise noted, dumbbell type shall be
3/8 x 6-inch with 3/4-inch end bulbs and center bulb type shall be 1/4 x 6-inch with 5/8-inch end
bulbs and 1-1/8 inch center bulb,
2.8. Non -Shrink Grout
Non-metallic conforming to "Corps of ENGINEERS Specification for Non -Shrink Grout" CRD-C-
621, Type D; "Euco N-S" by Euclid Chemical Co., "Masterflow 713" by Master Builders, Crystex"
by L & M Construction Chemicals, or equal.
2.9. ,Bonding Compound
2.9.1. Not Exposed to Water after Placement: Polyvinyl acetate, rewettable type; "Euco Weld" by Euclid
Chemical Co., "Weldcrete" by Larsen, "Everbond" by L & M Construction Chemicals, or equal.
2.9.2 Exposed to Water after Placement: "SBR Latex" or "Flex -Con" by Euclid Chemical Co., "Sikatop"
polymer when used with "Sikatop" by Sika Chemical Corp., "Everbond" by L & M Construction
Chemicals, or equal. Epoxy adhesives may also be used.
03300-5
Lincoln County/04-2012

2.10. METAL REINFORCEMENT shall be reinforcing steel or welded wire fabric, as shown on the
plans. If requested, manufacturer's certificates showing conformance with the specifications shall
be furnished to the ENGINEER.
2.10.1. Reinforcing Steel shall be deformed steel bars conforming to ASTM A615, Grade 60 unless
otherwise noted.
2.10.2. Welded Wire Fabric: ASTM A185.
2,11. JOINT FILLERS shall be preformed bituminous self-sealing type conforming to ASTM D994,
unless otherwise noted.
2.12 Formwork
2.12.1. Forms for Exposed Concrete shall be of plywood, and shall provide continuous, straight, smooth
surfaces. Plywood shall be B-B Piyform, Class I Exterior, 5/8-inch thick minimum. Metal and
other types of forms shall be used only upon approval of the ENGINEER. Symons forms with
plywood, or equivalent, shall be acceptable.
2.12.2. Forms for Unexposed Concrete may be of undressed square -edge tongue -and -groove lumber, or
of plywood.
2.12.3. Form Oil shall be a Tight colored, non -staining form coating compound. Form oil for steel forms
shall be rust -preventive type.
2.12.4. Form Ties shall be factory fabricated, adjustable length type designed to, prevent from deflection
and spelling of concrete surfaces upon removal. Ties shall be of the type to have metal not less
than 1 inch from exposed concrete surfaces. Wire ties will not be permitted where wire is
embedded in finished concrete. Form ties fabricated at the job site will not be acceptable. Ties in
liquid -retaining structures shall have a waterstop in the middle of the tie.
2.12.5, Vertical sides of excavations may be used for placing concrete in lieu of forms, provided that the
sides are clean cut and remain stable while the concrete work is being accomplished.
2.13. MATERIAL STORAGE: Storage of materials shall be subject to approval of the ENGINEER and
shall be such that damage from water, freezing and other sources is prevented. No damaged or
deteriorated material shall be used for concrete.
2.13.1, Cement shall be stored in enclosed shelters to prevent damage from moisture. Supporting floors
shall be at least 1 foot above ground or otherwise suitably protected against moisture penetration.
2.13.2. Aggregates shall be stored in separate piles, and in such manner as to prevent inclusion of dirt
and other foreign materials.
2.13.3. Admixtures: Dry admixtures shall be stored as specified for cement. Liquid admixtures shall be
protected from freezing and from settling out of solution.
2.13.4. Metal Reinforcement shall be stored off the ground, protected from the weather, and so that it can
be easily identified.
2.13.6. Other Materials shall be suitably stored to prevent damage or misuse.
03300-6 Lincoln counryf04-2012

2,14. Selection of Proportions
Concrete shall be composed of cement, fine and coarse regate, water and the required
admixtures. Proportions of ingredients shall produce concrete of the proper consistency that
works readily into corners and angles of forms and around reinforcement without excessive
segregation or bleed water forming on the surface, concrete that provides resistance to freezing,
thawing and other aggressive actions; and concrete that meets the strength and other
requirements specified herein. Proportioning of materials shall be in accordance with ACI 211.1,
ACI 318 and ACI 301 (Method 1 or Method 2).
2.15, Concrete Quality
Concrete work shall conform to all requirements of ACI 301, except where specificafly modified by
the plans and specifications for this project. Concrete shall be composed so as to obtain the
following compressive strengths at 28 days.
Class AA 4000 psi
Class A 3500 psi
Class B 2500 psi
Class C 2000 psi
Note: Water -cement ratio requirements may be more restrictive than the strength
requirements.
2.15.1. Minimum Cement Content for Class A Concrete shall be 517 Ib.fcu. ydfor coarse aggregate size
No. 467, and 564 ibicu, yd, for coarse aggregate size No. 57 or 67.
2.15.2, Air -Entrained Concrete: Concrete exposed to the weather or in liquid -retaining structures shall be
air -entrained, Total air content required shall be 5-1f2% + 1% for coarse aggregate size No. 487,
and 6% + 1% for coarse aggregate size No. 57 or 67. The design mix shall be based on the
midpoint of the applicable range, and the field delivered concrete shall be within that range.
2.15,3. Air content shall be measured in accordance with ASTM C173, or ASTM C231.
2.15.4. Slump shall be determined in accordance with ASTM C143.
2.15.5. Maximum slump for wails shall be 3 inches prior to addition of the HRWR admixture. Admixture
shall be added in sufficient quantities to provide a minimum slump of 5 inches prior to placement
of concrete.
2.15.6. The maximums specified above may be increased to 8 inches by using the HRWR admixture.
However, slump will be checked prior to the addition of the HRWR admixture, and shall meet the
restrictions specified above,
2.16. HARDENING OF CONCRETE: Concrete shall be adjusted to produce the required
hardening for various climatic and }job -site conditions. The rate of hardening shall be as foil
Ambient Admixture
Temperature (ASTM C494)
Under 50 degrees F Type E (accelerating)
Over 80 degrees F Type D (retarding)
50 degrees F to Type A (normal rate of hardening)
80 degrees F
03300-7
Lincoln Co inlyla4-2012
of

2.17. Admixtures -
All other concrete shall contain a water reducing admixture: All thin slabs, less: than 8 inches
thick, placed at,airtemperatures below 50 degrees F, 'shall contain, the specified non -corrosive
accelerator. *All concrete required to be air -entrained shall contain an approved air -entraining
admixture. When increased ultimate and/or early strengths are required, the appropriate
admixture shall be used. -
2.18. Water-Cerment'Ratio
Class A concrete or better shall havea maximum water -cement ration of 0.45. When used, fly ash
shall be included with the cement to deferrnine the water -cement ratio.
3. INSTALLATION
•
3.1. Construction' of Forms
Forms forconcrete shall conform to the shapes, lines and dimensions of the members_ as shown
on the plans, and -shall be sufficiently tight to prevent leakage of mortar. forms shall have.
sufficient strength to withstand forces from the' placement and vibration of concrete„ and shall be
properly braced or tied together to .maintain position and shape.
3.11.. Design: Formwork rk shall be designed for loads, ,lateral pressure and allowable ,stresses
accordance with ACI 347.. Alt tolerances, preparation of form surfaces, removal of forms,
reshoring and removal strength shall be in accordance with API 301. Design, Engineering and
Construction' : of formwork shall be the responsibility of the CONTRACTOR.
3.1.2. Erection of Forms:
3.1.21; Forms shall be erected to the sizes; shapes and dimensions shown ,on the plans, true to line end
grade.: Forrns shall be fabricated to permit easy removal without damage to concrete.
3,12.Z All formwork shall be :provided with adequate cieanout openings to ,permit inspection and easy
cleaning- Wood chips, sawdust, dirt and other debris shah be removed just "before concrete is
placed..
3.1.2.3. All exposed comers and edges of forms shall be: provided with 'a 3/4-inch chamfer. Chamfer
Strips shall be of wood, metal, PVC or rubber.
3.1.2.4. Contact surfaces of forma shall be oiled and allowedto dry before reinforcement is placed. Form
oil shall be applied in accordance with ;the manufacturer's instructions. Alt excess oil shall be
re"rrroved.
Forms to be re -used in the work shall be thoroughly clean and free of splits,'distortion and other
damage: Re -used forms shall be oiled as. specified for new'forms.
3.1,3. Extreme Weather Requirements: During cold weather, forms Shall ,be kept free from frost or ice.
In hot weather, forms shall be properly prepared to prevent foss of water prior to placing concrete,
and shall be well oiled and sprinkled as necessary to keep them cool.
3.2. Concrete Reinforcement
Reinforcement shall be accuratelyformed to the required, lengths, dimensions and shaPes as
shown on the plans, :prior to shipment to the job site. Shop drawings shall be reviewed prior to
fabrication. All bans shall be bent cold, unless otherwise directed by the ENGINEER. Bars
partially embedded in concrete shall notbe field bent, unless otherwise shown on the plans or
03300-8
Lincoln countyr64-2012.

specifically permitted by the ENGINEER, All requirements for reinforcement not shown on the
plans or specified herein shall be in accordance with ACI 315,
3.2.1. Shipping and Handling: Reinforcement shall be delivered to the job site tied in bundles so as to
be easily handled, and tagged with non -rusting metal tags showing shop drawing numbers.
3,2.2, Placing: Reinforcement shall be carefully and accurately placed as shown on the plans, and
adequately secured in position by concrete, metal or other approved chairs, spacers or ties to
prevent displacement during the concrefing operation. At the time concrete is placed,
reinforcement shall be free from thick rust, mill scale, ice, frost, oil, grease or other coatings that
destroy or reduce the bond,
3.2.3. Splices: Unless otherwise noted, splices In reinforcement shall be Class C in accordance with
ACI 318. All splices shall be approved by the ENGINEER, and shall be securely tied with wire or
cable clamps.
3.2.4, Cutting of reinforcement in the field will not be allowed, unless specifically approved by the
ENGINEER.
3.2.5. Concrete Protection: Unless otherwise noted, the minimum cover of concrete over reinforcernen
shall be in accordance with ACI 318 or shall be as shown on the plans.
3.2.6. Exposed Reinforcing Bars intended for bonding with future work shall be adequately protected
against corrosion.
3.2.7. Field Bending of reinforcement is strictly prohibited, except where specifically approved by the
ENGINEER on a limited basis for each particular case. When approved, field bending shall be
done using cold bends conforming to all applicable codes; heat will not be allowed.
3.3. JOINTS AND EMBEDDED ITEMS shall be provided where shown on the plans or as directed by
the ENGINEER,
3.3.1. Joints not shown on the plans shall be made and located to least impair the strength of the
structure, and shall be approved by the ENGINEER.
3.3.1.1. All reinforcement shall be continued across construction and contraction joints, unless noted
otherwise; keys and dowels shall be provided as directed by the ENGINEER.
3.3.1.2. Joint filler shall be placed in all expansion and isolation joints.
3.3.1.3. Contraction joints shall be formed, tooled or sawed approximately equal to 1/4 the thicknesses of
the member.
3.3.1.4. All joints in liquid -retaining structures shall be provided with a waterstop, unless otherwise directed
in each instance by the ENGINEER.
3.3.1.5. Dowel length into adjoining concrete shallbe considered a minimum of full splice length, and shall
conform to all requirements for splices as specified above.
3.4. SUBMERGED EXPANSION AND CONTRACTION JOINTS shall be provided as detailed on the
plans. Ali manufactured products shall be applied in accordance with the manufacturer's
instructions.
03300-9
4-2012

3.4.1. Other Embedded Items: All sleeves, wall.pipe, nipples, inserts, anchors, hangersand other
embedded items required for adjoining work .or for its support shall be placed prior ,to placing
concrete, and shall be positioned accurately and supported, against:displacement.
3.5. Mixina and Placing
CONTRACTOR shall provide access for delivery .andsufficient equipment and manpower to
rapidly place all concrete. All work shall be done in accordance wall ACI 304.
3.5,1. Preparation of Equipment and Place of Deposit Before placement of concrete, equipment used
for mixing and transporting, concrete shall be thoroughly cleaned: All formwork shall be complete;
snow, ice, water and debris shall be removed from within forms. . Expansion` joints material,
anchors and other embedded items shall be properly secured in position. Subgrades shall be
sprinkled sufficiently to eliminate Water loss from the concrete. Concrete shall not be placed on
frozen ground. All laitance andother unsound material shall be removed from hardened concrete
before additional concrete is placed.
3.5.2. Ready -Mixed Concrete shall be batched,. mixed 'and transported in accordance with ASTM C94.
Plantequipment and facilities shall conform to the "Checklist for Certification of Ready Mixed
Concrete Production Facilities" of the National Ready -Mixed Concrete Association.
3.5.3. Job -Mixed Concrete: For job -mixed Concrete, mixer shallbe rotated. at a. speed recommended by
the manufacturer. If mixer performance tests are not made, each batch of 1 cu. yd or less shall
be mixed for at least 1 minute after all materials are in the mixer. Mixing time shall be Increased
15 seconds for each additional cubic yard or fraction thereof. Entire' batch shall be discharged
before the mixer is recharged.
3.5.4. Coneying: Concrete shall be handled from the mi
xer ixer to final deposit rapudly by methods that will
prevent segregation or loss of ingredients to maintain the required quality of concrete.
3,5.5. Depositing Concrete shall be deposited 'continuously, when continuousplacement is not
possible, construction joints shall be !boated 'es approved by the ENGINEER. Concrete shall be
placed as nearly as possible to its final position to` avoid :rehandling or flowing, A tremie, pump or
chute shall be used where a lift is between 5 and 12 feet, A pumpshall be used where a lift Is.
more than .12,feet.
3.5.5.1:. Concrete shall be consolidated by vibration. Concrete shall be worked around reinforcement,
embedded itenna and into corners to eliminate all air or stone pockets and other causes of
honeycombing,. pitting or planes of weakness. Internal vibrators shall be used on concrete 6
inches or more in thickness. Form or. surface vibration may be used On sidewalks or concrete
Tess than 6 inches thick, instead' of internal vibration. Consolidation shill be done in accordance
with the recommendations of ACI
3.55.2. Internal `vibrators shall be inserted and withdrawn approximately every 18 'inches for '5 to 15
seconds. Vibrators shall have a minimum frequency of 8000 rpm, with amplitude to consolidate
Y
effectivel . Vibrators shall be operated by competent workmen. Use of vibrators, to transport
concrete will not be allowed.
3.5.5.3. flat chutes shall not be Used. :Chutes shall 'be deep with rounded bottoms and constructed of .or
Tined With 'Metal.'
3.5.5:4, Concrete shall not'be dumped in piles' and then spread' horizontally. Concrete shallbe placed in
uniform layers 1 to 111/2feet thick,and nodded or vibrated to consolidate the various layers.
03300-10 Lincoln County/04-2012

3.5.6.5. Construction joints shall be limited to those shown on the plans, unless additional construction
joints are approved by the ENGINEER. Surface shall be roughened to remove the soft mortar
and expose the coarse aggregate. Prior to placing new concrete, hardened concrete shall be
cleaned and dampened. On horizontal joints, first layer of new concrete shall be 4 to 5 inches
thick and shall be of the same mix as the concrete in the wall, except that the coarse aggregate is
omitted,
3,5.5.6. Waterstops shall be provided at all construction joints of liquid -retaining structures. Joints of steel
waterstops shall be butt welded; joints of non-metallic waterstops shall be made by gluing or
vulcanizing.
3.6 Cold Wgather conditions
All concrete work during cold weather shall be done in accordance with ACI 306. Calcium
chloride will not be permitted as an accelerator.
3.6.1, Temperature of concrete delivered at the job site shall conform to the following:
Air Tem_peratu% Concrete Temperature
30 to 45 degrees F 55 to 80 degrees F
0 to 30 degrees F 60 to 80 degrees F
Below 0 degrees F 65 to 80 degrees F
3.6.2. Water heated to above 100 degrees F shall be combined with the aggregates before cement is
added. Cement shall not be added to water to aggregates having a temperature greater than 100
degrees F.
3.6 3, When the outdoor temperature is less than 40 degrees F, the temperature of the concrete shall be
maintained at not less than 50 degrees F for the required curing time, Arrangements shall be
made before placement to maintain the required temperature without injury from excessive heat,
Where combustion heaters are used, precautions shall be taken to prevent exposure of concrete
and workmen to exhaust gases containing carbon dioxide and carbon monoxide.
17 Hot Weather Conditions
All concrete work during hot weather shall be done in accordance with ACI 3
3.7,1. Temperature of concrete delivered at the job site shall not exceed 90 degrees F. Ingredients shall
be cooled before mixing to prevent concrete temperature in excess of 90 degrees F.
3.7.2. Provisions shall be made for windbreaks, shading, fog spraying, sprinkling or wet cover when
necessary.
3.7.3. Concrete exposed or subject to rapid evaporation due to hot weather, drying winds and sunlight
may be protected by a set -retarding admixture, applied in accordance with the manufacturer's
recomrnendations.
3,8. Curing and Protection
Immediately following placement, concrete shall be protected from premature drying, hot and cold
temperatures, rain, flowing water and mechanical injury. Materials and methods of curing shall be
approved by the ENGINEER. Final curing shall continue for not less than 7 days,
3.8.1. Approved methods of curing include ponding, continuous sprinkling, fog spray, wet burlap or mats,
clean sand kept continuously wet, curing compound and waterproof sheet material.
0 00-11
Lincoln Caun1yI94-2012

3.8.2. If a waterproof sheet material is used for curing, it shall be placed over the wetted surface of fresh
•
concrete as soon as practicable without marring the surface. Each sheet shall be overlapped' and
firmly secured in placed toinsure' moisture seal.
3.83 If a curing compound is used, two coats shalt be applied at `right angles to each other. The
product.shal! Meet the requirements for curing compounds in the materials and products section
of thesespecificat€ons. The product "shall be applied in accordance with the manufacturer's
recommendations.
3.9. Removal of Forms. -
Forms shallbe .removed in such a manner as to insure complete safety of the structure and to
prevent damage to concrete. Unless specifically approved otherwise by the ENGINEER form'
removal shall be as specif€led, below.
3.9:1, wall and Column Forms: Formwork not supporting the weight, of the concrete,, such as wall and
column forms and side forms of beams and, girders shall remain in place a minimum of 12 hours.
3.9.1.1. On vertical surfaces of liquid -retaining etruchires, forms shall -be left in place, ,.or the surface
:covered with burlap and the concrete kept wet, for atleaet'seven days.
3.9.2. Bottom Forms .for beams and girders shall not be disturbed for at least .six .days, and auxiliary
supports shafl'b'e maintained until the concrete reaches' its design °strerigtl .
3.9.3. Elevated Slab Forms shall not be disturbed for at Ieast.seven days, and siabsshall be adequately
supported for at "least 28 days Auxiliary slab supports, acceptable to the ENGINEER, may be
.provided to"support slabs at the center of the clearsp'an..
3.10. CONCRETE FINISHES: All exposed concrete surfaces shall be true to the required lines and
contours, and shall be free from stone: pockets or honeycomb..
3.10:1. Patching and Repair: Allimperfect or honeycomb spots and tie holes shall be chipped out to firm
concrete and patched' with cement grout immediately after form removal and before concrete is
thoroughly dry. Fins shall' be removed and repaired as necessary: Patching and repair shall be
done so that the patched and repaired; areas appear as' a homogeneous part of the main
concrete:
3.10.1,1, Edges of honeycomb spots shall be perpendicular to the surface or slightly undercut; no
featheredgeswill be permitted:' Area to be patched, including adjacent surfaces extending at least
6 inches in all directions from the patched area,: shell be dampened. to prevent absorptionof water
from the patching mortar. if patching is .not done within seven days after form removal, an
approved bonding compound (as specified} shall'. be applied prior to:patching. Defective areas
shall not be ,patched until permission is obtained from the ENGINEER in each specified case.
Cement and sand shall be obtained from the concrete supplier so as to match adjacent work.
3.10.2. Formed •Concrete:. Concrete which: is not formed as shown on the plans, is out of level or
alignment, or is defective in appearance,, shall be corrected or' replaced to the ENGINEER's
:satisfaction at CONTRACTOR'. expense. '
3.10.2.1. Concrete surfaces not exposed to view surfaces more than 1 foot below finished grade and
interior surfacesof tanks and basins more than 1 foot below the water level' need not be finished
;except for correcting imperfect spots.
03300-12
•
- tint in countylo4.2012

3.10.2,2, Unless otherwise noted, all exposed concrete surfaces, including exterior and interior of
buildings and exposed basin and tank wails, shall be given a trowel and float finish using a
cement -base waterproof coating material such as Thoroseal Plaster Mix or equal. The material
shall be mixed and applied in accordance with the manufacturer's instructions to provide a smooth
uniform dense finish without holes, voids, uneven surfaces or other defects. Work shall be done
to the satisfaction of the ENGINEER. Rubbing concrete with stones or similar abrasives will not
be permitted.
3.10.2.3. Tops of wails and walk beams shall be screeded to a uniform surface and finished with a wood
float.
3.10.3. Flatwork: Surfaces shall be screeded to the elevations and profiles indicated before bleedwater
accumulates. Finishing shall not be started until all bleedwater has disappeared frorri the surface.
3,10.3.1. Float Finish: Bottoms of tanks and slabs not otherwise specified shall be power floated to a true
plane so that depressions between high spots will not exceed 5/16-inch under a 10-foot
straightedge. Surfaces shall be refloated immediately to a uniform texture. Hand float shall be
used in areas inaccessible to power floats.
3,10,3.2. Broom or Belt Finish: Exterior slabs shall be given a float finish as specified above. A broom or
burlap belt shall then be drawn at right angles to the long dimension to obtain a textured finish.
3.11. Walks
Concrete walks shall be provided where shown on the plans. Walks shall be 4 inches thick,
unless otherwise noted, Contraction joints shall be provided every 5 or 6 linear feet, cut to a depth
of 1-Inch with a small radius -jointing tool. Expansion joints shall be provided at 50-foot intervals
and at crosswalks, curbs and other structures, and shall be made with premolded bituminous joint
filler. Walks shall be brought to the proper grade and cross section with a float, and finished with
a broom or brush at right angles to the direction of traffic. All edges shall be tooled with a small
radius -edging toot.
3.12. Concrete
foundation conditions, additional concrete shall be placed under footings of
structures, as directed by the ENGINEER. This additional concrete shall be Class C. The joint
between the Class C concrete and foundation concrete shall be coated with a bonding compound.
3.13. Grout
Cement -sand grout shall be pumped into existing pipes being abandoned in place shown on the
plans. Grout shall consist of 1 part Portland cement and 2% parts sand by weight. Sand shall be
a maximum diameter of 1/8-inch.
END OF SECTION
03300-13 r rn rn tt a 2O12

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 11307
SEWAGE SUBMERSIBLE PUMPING STATION
1. DESCRIPTION
The CONTRACTOR shall furnish all labor, materials, equipment and supplies and shall perform
all work necessary for the complete construction of submersible pumping station as shown on the
plans and specified herein.
1.1 Related Work
See the following specifications for related work:
Section 02222 Excavating, Backfilling & Compacting for Utilities
Section 02512 Gravel Surface Access Roads and Parking Lots
Section 02601 Force Mains and Gravity Sewers
Section,02831 Chain Link Fences and Gates
Section 02933 Seeding and Mulching
Section 03300 Cast -in -Place Concrete '
1.2.. •References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
AWWA Specifications as Listed.
ASTM ' Specifications as listed.
1.4 Submittals
1.4.1 Shop Drawings shall be submitted to the ENGINEER and Lincoln County ,Public Works for
approval and shall include:
1.4.1.1 Outline drawings showing equipment and shipping dimensions and weights, 'location of
accessories, and clearances required.
1.4.1.2 Certified factory test and characteristic curves showing field performance for each pump.
1.4.1.3 Wiring and schematic diagrams including accessories.
1.4.1.4 Recommended spare parts list
1.4.2 Service `Manual shall be furnished for all mechanical equipment specified in this section. The
manual shall contain a description of the equipment, a complete accessory and parts list, and
complete installation, operation and maintenance instructions. Two copies of the manual shall be
submitted for approval within 30 days after approval of the shop drawings. After approval of the
manual, six (6) additional copies shall be furnished.
2. MATERIALS
All, materials for the pumping stations shall be new and shall be fumished by the CONTRACTOR
in accordance with the following requirements:
2.1 pumps
CONTRACTOR's shall furnish two (2) non -clog submersible centrifugal type sewage pumps
conforming to the following:
11307-1
Lincoln Coumyf104-2012

2.1.1. The pump volute, motor and seal housing shall be high quality gray cast iron, ASTM A-48, Glass
25. The,pump discharge shallbe fitted with a 4" standard ASA 125 lb. flange, faced and drilled.
All external mating parts shall be machined and Buna N Rubber 0-ring sealed on a beveled edge.
Gaskets shall not be acceptable. All fasteners exposed to the pumped liquids shalt be 304.
stainless steel.
g p shall rotate on two (2) perrrmanently lubricated bearings..
2.1.2 These shall .tie heavy-duty single row ball bearings, double row sealed grease pack bearings are
not acceptable.
The pump shaft, shall be solid 303 stainless steel, designed with a sufficient diameter with
minimum overhang to reduce shaft deflection and bearing wear.
2.1.3 Seals:. •Each pump shall have a tandem mechanical shaft seal system_ The upper set of the
tandem seals• shall Operate in an oil chamber "located below the stator housing. The set shall
contain, one stationary tungsten carbide ring and one positively driven rotating carbon ring,
functioning as an independent secondary barrier between the pumped liquid and the stator
housing. The :lower tandem set shall function as the primary barrier between the pumped liquid
and`the'stator housing. This set shall consist of a stationary ring and a positively driven rotating
ring both being tungsten carbide.
Each seal Interface shall be held in contact by its own spring system. The seals shall not require
maintenance or adjustment, but shall be easily replaceable.
The pump shall be equipped with a seal leak detection probe.and warning system. This shall be
designed:to,alert maintenance personnel` of lower seat failure without having to take the unit out of
service for inspection or requiring access for checking seal chamber oil level and consistency.
There shall be ,an electric probe or seal failure sensor installed in the seal chamber between the
two tandem mechanical seals. If the lower seal fails, contaminants which enter the seal chamber
;shalt be detected by the sensor and send a signal to operate the specified Warning device.
Units equipped with,opposed`,mechanical Seals_ shall not be acceptable.
2.1.4 Impeller: The impeller Shall :be two vane, enclosed non -clogging and have pump out vanes to
prevent grit and other materials°from collecting in the seal area. The impeller shall be. capable of
passing a minimum 3-inch solid sphere and shall not be coated: to improve efficiency.
Impellers must be dynamically balanced :and shall be slip fit to a tapered shaft and key driven.
The impeller shall be fastened to the shaft with a 300 series stainless steel washer and bolt.
A volute case wear ring shali`be provided to minimize impeller wear. The wear ring shall be alloy
230 brass ASTMB-43 and held by 300 stainless steel fasteners. The wear ring shall be field
replaceable.
2.1.5 Pump:Performance
Each pimpand proper) the necessary characteristics, be approved by Lincoln County Public
WorkEach ump must have t
selected to perform under the.following operating conditions:
Capacity of J.-kW: gpm et a TDH of to feet
,rTCapacity of � T gpm at a TDH of 1;feet
With a shutoff head of feet
Speed:-1;aWN RPM
11307-2
Unco1n Cdunt IOd-2O12

Impeller Diameter: inches
Maximum Sphere passage: 1 , *t3 inches
Pump specifications shall be designated by the Project ENGINEER.
2.1.6. Motors: Each pump shall have a U/L listed, hermetically sealed, submersible type, electric motor
of Mhp,gErpm for operation atvolt," phase at hertz power designed for use in hazardous
locations and for general use in pumping sewage. The motor shaft shall be stainless steel. The
motor shall be provided with thermal overload protection and a moisture detection system. The
motor shall be designed for continuous duty, capable of sustaining a minimum of 10 starts per
hour.
2.1.7. Rail Assembly: The pumps shall be mounted on rail assembly for removal without entering 'the
wetwell. The pump shall be connected vertically to the stationary discharge elbow by use of a
hydraulic sealing flange with no metal -to -metal contact.
2.1.8. Pump Controls: Control Panel shall be provided as specified and shown on the electrical plan.
The pump control panel shall contain all operating controls and instruments which include circuit
breakers, pump run indicators, alternating relay, pump mode selector .(M-O A), high pump
temperature indicator, high water level indicator with reset, high water level alarm (audible and
visual) with silence button, elapsed time meters, motor starters and overload relays. Separate
circuit breakers shall also be provided for each pump and auxiliary device.
2.1.9 Lubricants: Equipment manufacturer shall furnish, for initial operation far each piece of
equipment, the proper lubricants, of each type needed. Each type of lubricant shall be furnished
in a separate sealed container which shall be clearly labeled showing the type of lubricant,
equipment for which its use is intended, and instructions for use.
2.1.10 Spare Parts: The manufacturer is to furnish the OWNER, the following spare parts for each piece
of equipment.
• Bearings
• Seals
• Starter Coil
• Relay
2.1.11 Auto Dialer: Provide Raco Guard -it auto dialer and telephone line connection.
2.1.12 Odor Control`. The DEVELOPER shall submit an Odor Control System Proposal for approval by
Lincoln County Public Works and install the approved, sized based on the design parameters, as
set forth by the pump station design ENGINEER and by final approval of Lincoln County Public
Works.
All units are to be installed per the manufacturer's recommendations and operational prior to the
'Lift Station being. placed into service.
2.2 Wetwell
Shall be constructed of precast reinforced concrete manhole sections conforming to ASTM C-478.
Joints shall be made to receive rubber gasket, butyl mastic rope sealer, or a non -shrink type grout
especially made for this purpose. Wetwell bottom shall be integrally cast with extended base and
walls shall conform to C-478 or to minimum dimensions shown on the drawings. On any new or
existing wetwell that receives sewage from a force main or low pressure sewer system, the
CONTRACTOR shall submit a coating proposal for approval by Lincoln County Public Works and
the ENGINEER. This shall apply also to the next two 'upstream" 'manholes, which shall be
11307-3
Lincoln Caunty104-2012

cleaned, prepared, a moisture/corrosion barrier applied, and coated, in accordance with coating
manufacturer's specifications. This shall apply to both new and existing manholes and wetwells.
2.2.1. Wetwell supplier shall design manhole sections to resist earth loads and to reslst uplift resulting
from buoyant forces calculated with groundwater table at finished grades. Wall and/or base
dimension shall be increased accordingly.
2.2.2. Concrete and Mortar: 3000 psi
2.2.3, Manhole Steps: Section 02601
2.2.4. Wetwell Cover: Shall be constructed of aluminum with 1/4" thick one-piece aluminum extruded
frame, having a continuous concrete anchor as pert of the frame. Door panels shall be 1/4" thick
aluminum diamond plate capable of withstanding 300 pounds per square foot. All hardware and
hinges shall be stainless steel with tamper -proof fasteners. Doors shall open 90 degrees and be
kicked in this position with a stainless steel positive locking arm and aluminum release handle.
Doors shall close flush with the top of the frame and be fully supported around the perimeter on a
%" wide lip,
2.3 aping
Alt piping shall be ductile iron.
2.4. Valves
Valves and appurtenances shall be the type, size and class shown on the plans. Valves shall
have a heavy cast iron body with standard flanged ends, Class 125 with operating devices as
specified or shown. Valves shall be at least the same class as the pipe on which they are used.
All exposed valves shall be shop primed. Insofar as possible, all valves shall be by the same
manufacturer.
2.4.1, Plug Valves: Shall be eccentric of the nonlubricated type with resilient faced plugs. Valve bodies
shall be ASTM A126 Class B cast iron according to AWWA C504. Valves shall include the
following features:
2.4.1.1. Plugs shall be resilient faced cast iron, ASTM A126 Class B. The resilient covering shall be
neoprene or hycar and suitable for use with sewage.
2.4,1,2. Sleeve metal bearings shall be used which are sintered, oil impregnated and permanently
lubricated stainless steel conforming to type 316 ASTM A743 Grade CF.8M or AISI Type 317 L.
Nort-metallic bearings are not acceptable.
2,4.1.3. Valve shaft seals shall conform to AWWA C504 and AWWA C507 utilizing a multiple v-nrig that
externally adjustable and repackable under pressure.
2.4.1.4. Valve actuators shall be of the lever type for all valves 6" and smaller.
2.4.2. Swing Check Valves: Shall be bronze mounted with rubber faced bronze clapper disc seated by a
bronze clapper arm against a bronze seat ring. The clapper shall have a lever and spring to
assist closure. The spring tension shall be adjustable to set the speed of closure of the valve to
the operating conditions in field. The clapper shall be secured to a stainless steel shaft set in
bronze bushings. Bushings shall be secured to the valve body with cap screws and sealed with
2.5 Lgy0 Control System
11307-4
Uncoin Countd04-2012

The level controIsystern shall start and stop the pump motors in response to.changes in wet well
level; as set forth herein. ,•
2.5.1 Pump Controls: Control Panel shall: be a NEMA 4X enclosure and shall' be provided by, the pump
manufacturer as specified and shown on the ;plan. The pump control panel shall contain all
operating controls' and :instrumentswhich include circuit breakers, pump run indicator, pump
mode selector (H-0-A), high pump temperature indicator, high water level indicator with reset,
high water level. alarm (audible and visual) with silencebutton, elapsed time meter, motor starter
and overload relay._ Separate circuit breakers shall also be provided for each: pump and auxiliary
device. •
2.5.2 Pump operation shall be controlled by level floats in the wetwell as shown. in the Lincoln County
Public Works Details. The pump shall start when the water level in the wetwell. reaches the pump
on float elevation. The pump shall stop .• when the waterlevel in the wetwell reaches the 'pump off
level. The lag pump. shall start when the water level In the wetwell reaches the lag pump on float
elevation. The high level:alarm shall start when the level In,the wetwell reaches the ENGINEERS
design elevation.
2.6. Fencinq Section 02831.
2.7.. ;Pump Hoist: Shall consist of a: boom and Winch assembly with a minimum capacity of 2 times the
weight of specified pump and motor: The hoist assembly must be removable from a mounting
base permanently attached to the wetwell. The hoist shall be stainless steel construction
containing 30 feet of stainless steel cable and safety hook, having a 24-inch minimumwith
enclosed gears and a 4:1 ratio. The pump hoist shall be a Teern Stainless Steel, Series 5124
portable davit crane, capacity to 2000 Ibs:, with, a M3 model stainless steel winch,: a 304 stainless
steel wire rope for the ENGINEER designed length, arid a stainless steel pedestal base instilled
to manufacturer's specifications:
3: •HANDLING AND INSTALLATION
•
3.1., Handling: All equipment shall .be carefully handled and protected :from. damage while in storage
and -during installation. Equipment shall be protected frorn the weather at all times. Equipment
damaged by the Weather, handling or construction shall be immediately repaired or replaced to
the:ENGINEER's •andlor Lincoln: County Public Works' satisfaction.
3.2. :Installation: •Equipmentshall be installed in strict accordance with the manufacturer's Instructions
and approved shop drawings. All anchor bolts, piping, valvesand appurtenances required for a
complete installation shall be provided.
3.3. Excavation, Backfillinq, and Compacting of Pumpin,OStation
All excavation, backfiliing and ;compactions for the pumping station ,shall be done in accordance
with Section 02222 of these specifications.
3,4 . Access Road and Parking Area
All construction of the indicated road and parking area shall be installed_ in accordance with
Section 02512 of these specifications.
3.5. •Fencing
All fencing Installation shall be installed in accordance with Section 02831 of these specifications.
3.6. .Electrical Work
11307-5. Lmcoin Countyt04-2612

All electrical installation work shall be done in accordance with the requirements of Division No. 16
of these specifications.
4. SERVICE
Equipment manufacturer shall furnish allinstructional and assistance necessary for proper
installation and operation of all equipment specified herein and in related sections. After
installation, a qualified service representative of the equipment manufacturer shall inspect the
complete installation, make adjustments as needed and place the equipment in permanent
operation. Field tests shall be performed with the ENGINEERs and a representative of Lincoln
County Public Works present to insure proper operation.
After assured of proper performance the service representative shall review with Lincoln County
Public Works and the ENGINEER the equipment installed demonstrating the operating methods
and standard maintenance practices for the equipment installed.
4.1 Shop Drawings shall be submitted to the ENGINEER. ENGINEER shall obtain approval of shop
drawings from Lincoln County Public Works before approving the shop drawings. Shop drawings
shall include:
4.1.1 Outline .drawings showing equipment and shipping dimensions and weights, location of
accessories, and clearances required.
4.1.2 Certified factory test and characteristic curves showing field performance for each pump.
4.1.3 Wiring and schematic diagrams including accessories.
4.1.4 Spare parts list.
4:2 Service Manual two copies shall be furnished to Lincoln County Public Works for all mechanical
equipment specified in this section. The manual shall contain a description of the equipment, a
complete accessory and parts list, .and complete installation, operation and maintenance
instruction.
END OF SECTION
11307-6
Lincoln County104-2012.

LINCOLN'COONTY STANDARD SPECIFICATIONS .
SECTION 11309.
- • , SEWAGE GRINDER PUMPING STATION ,
1, DESCRIPTION: Contractors/plumbers shall fumish all labor. Materials, equipment and
Supplies and shall perform all work necessary for the complete installation of sewage
grinder pumping stations in Lincoln County. A complete system for each individual
residence shall be providedby a Single. manufacturer to ensure compatibility of the
equipment and single source responsibility for the equipment In addition, a Subdivision
Developer shall ensure that all pumps within a given subdivision are compatible within
the County low pressure sewer system. All contractors/plumbers shall be approved by
Lincoln •COunty Public Work for the inatallation -Of :grinder pump Systems covered by
these Specifications,
•
, •
2. MATERIALS: All purnping station materials shall be new and, shall be furnished by the
Contractor/Plumlier in accordance with the following requirements:.
2.1. New installations: Contractors shall furnish a grinder sewage pumpconforming to the.
following: • •
2,1.1. Pump Construction : Each pump shall have a recessed type impeller, an integrally built in
grinder unit' and submersible type motor. Grinder assembly shall consist of a grinder
impeller and a shredding ring. ' The impeller shall be of the recessed !Tornado" type to
provide an open unobstructed passage through the volute. •
2:1.2. Nino Performance: Each pump must have the necessary characteristics and be
properly selected to perform Under the following operating conditions:
•• . Capacity(GPM) • TDH(feet)
•0 • • •100
• 15 88-90
2.1.3. Motors:- Each pump shall have a LI& listed, hermetically, sealed, submersible type,
electric motor of the following specifications:
HP - • .2
RPM . 3500, ..
VOltage/Phaseiliiiz .2.10/1 /80
y I ,
The motors shall be designed for use in hazardous locations and for general use in
pumping sewage. The motor shall have thermal overload protection.
2:1 4. Pump Control Panel: The pump control panel Shall be .provided as specified in a UL
labeled NEMA 4X weather-proof encloiure. A high-water level alarm sensor with a
visible and audible alarm shall be provided. The audible alarm shall be equipped with
silence and reset switches. '
2.2. Wetwell: Shall be construdted of fiberglass reinforced plastic, high density polyethylene,
concrete or other approved Material suitable for wastewater appliCations. The wetwell
shall be designed to resist uplift resulting frombuoyant forces calculated with
groundwater table at finished grades,
e • , •
11399,f
LltiOn Cppnty/94-el

2,3 Force Main: The force main shall be constructed of 1-112" Schedule 40 PVC pipe from
the wetwell discharge to the service connection box located on the property line. The
pipe shall be installed with as few bends as possible and no bends sharper than 45
degrees. The force main shall be installed with a minimum of 18" of clean backfill,
2,4. Maintenance and Repair; Contractors/Plumbers shall be approved by Lincoln County
Public Works before providing maintenance and repair services. These services shall be
provided in accordance with these specifications to maintain or restore pumping station to
a like new, fully operating condition. Maintenance and repair work shall be warranted for
a period of one year from the date of service.
3. FIANDLJNQ AND INSTALLATION:
3.1. Handling: All equipment shall be carefully handled and protected from damage while in
storage and during installation. Equipment shall be protected from the weather at all
times.
3.2. Installation: Equipment shall be Installed in strict accordance with the manufacturer
instructions and approved shop drawings by a trained installer. All anchor bolts, piping,
valves and appurtenances required for a complete installation shall be provided. The
installer shall be responsible for the complete installation of each grinder unit and shall
guarantee proper operation of each unit, All new pump station installations shall include
a 1-year warranty period from the day the pump station is placed in service. The
warranty shall include all parts and labor.
4. SERVICE: The equipment manufacturer shall furnish all instruction and assistance
necessary for proper installation and operation of equipment. After installation, a
qualified service representative of the equipment manufacturer shall inspect the complete
installation, place the equipment in permanent operation, instruct the Owner's personnel
in operation and maintenance, and perform field tests to insure proper operation.
The local service representative or maintenance provider shall respond to calls for
service within one (1) hour of receiving a call for service. Furthermore, the local service
representative or maintenance provider shall maintain sufficient spare parts and spare
pumps to provide replacement or repair within 24 hours of receiving a call for service. All
work performed should carry a one year warranty. Lincoln County Public Works
assumes no responsibility for pump service, installation, maintenance, or repair.
PREQtJALIIFJCATION: Pump station suppliers/system installers shall have at least 25
installations of similar size. Pre -qualification information shall be submitted to Lincoln
County Public Works by each supplier/system installer before work is perfoimed,
5.1. Shop drawings shall be submitted to Lincoln County Public Works for approval and shall
include:
5.1.1. Outline drawings showing equipment, location of accessories and clearances required.
5.1.2. Wiring and schematic diagrams including accessories.
5.1.3. A complete parts and spare parts list.
5.1.4. A complete 24-hour call for service personnel list with emergency contact information.
11309-2`
ncoln Countytt04-2012"""

5.1.5. A complete list of qualified installers and service: representatives with emergency contact
;information.
5.1.6. A certification letter which states that the unit meets the minimum requirements and that
the focal representative will keep and maintain a 10% minimum replacement inventory.
5.1.7.. A certified factory pump performance curve for the specified unit based an the minimum.
requirements of this specification.
5.2 Service Manual shall :be: furnished for .all equipment. .The manual shalt contain a
description. of equipment, complete accessory and parts list, and complete installation,
operation and 'maintenance instructions. Two copies of the manual shall be submitted
with the shop drawings. •
5.3. If the.equipmeit supplied deviates from this specification, the supplier shall provide a list
of specific deviations from these specifications, including paragraph number and the
nature of the deviation: '
END OF SECTION
,11309-3 tincolr County/64-2D 2

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 16231
PACKAGED ENGINE GENERATORS, DIESEL
General Requirements
It is the intent of this specification to secure emergency standby generators that have been prototype
tested, factory built, production tested, site tested, of the latest commercial design, together with all
accessories necessary for a complete installation as detailed in the specifications herein,
A. The equipment supplied shall meet the requirements of NFPA 70, National Electrical Code (latest
version), along with applicable local and state codes and regulations.
B. All equipment shall be new from a firm which manufactures the generator and assembles the
standby generator sets in the United States as a matched unit so that there is one -source
responsibility for warranty, parts, and service through a local manufacturer's authorized distributor
with factory -trained and certified service personnel.
C. Equipment shall meet the applicable UL standard(s) as a system or as component system parts
as required by the local authority having jurisdiction.
1.2 Approved Manufacturers
Equipment and services required in this specification shall be provided by Detroit Diesel, Caterpillar,
Kohler, or Olympian Power Systems. The system sizing shall be based on pumps and other loads the
systems will be required to power. Equipment shall be provided that can adequately supply the loads
indicated,
1.3 Submittals
Submittals to be included with the proposal shall include items A through D. Project close-out submittals
shall include items E & F.
A. Six sets of submittal data shall include prototype test certification and specification sheets showing
all standard and optional accessories to be supplied; schematic wiring diagrams; dimension
drawings; and interconnection diagrams identifying by terminal number, each required
Interconnection between the generator set and a future automatic transfer switch. Submittal
drawings shall clearly show equipment plan view dimensions and mounting details.
A mark-up copy of this specification with notations clearly showing all deviations and ! or
exceptions to these Specifications.
C. Voltage drop calculations under worst case motor starting for loads at each site as indicated on
the plans.
D. A letter detailing local service capability and service response guarantee.
E. Four sets of operating and maintenance instruction manuals shall be supplied for the engine,.
generator, governor, voltage regulator, and auxiliary system components as specified herein.
F. Testing Results.
1.4 To assure that the equipment has been designed and built to the highest reliability and quality standards,
the manufacturer and local representative shall be responsible for three separate tests: design prototype
tests, final production tests, and site tests.
16231-1
Lincoln Couni /J4

A. Design Prototype Tests: The engine / generator set and accessories shall not be subjected to
prototype tests since the tests are potentially damaging.;Rather, similar design prototypes and pre-
production models, which will not be sold, shall have been used for the tests. Testing shall be
performed to nameplate ratings and prototype test programs shall include the requirements of
NFPA 110 and the following:
1. Maximum power (kW).
2. Maximum motor starting (kVA) at 25% instantaneous voltage dip.
3. Alternator temperature rise by embedded thermocouple and by resistance method per
NEMA MG1-22.40.
4. Governor speed regulation under steady-state and transient conditions.
5. Voltage regulation and generator transient response.
6. Fuel consumption at 1/4, 1/2, 3/4, and full load.
7. Harmonic analysis, voltage waveform deviation, and telephone influence factor.
8. Three-phase:short circuit tests.
9. Alternator cooling air flow.
10. Torsional analysis testing to verify that the generator set is free of harmful torsional
stresses.
11. Endurance testing.
B. Final Production Tests: Each generator set shall be.tested under varying, loads with guards and
exhaust system in place: Testing shall be.performed to nameplate ratings and tests shall include:
1. Single-step load pickup.
2. Transient and steady --state governing.,
3. Safety shutdown device testing.
4. Voltage regulation.
5, Rated Power.
6. Maximum Power.
7. Upon request, arrangements to either witness these tests will be made, or certified test
records shall.be sent to the Owner prior to shipment.
C. Site Tests: installation check, start-up, and load bank tests shall be performed by the
manufacturer's local representative. Lincoln County Public Works, ENGINEER, regularoperators,
and the maintenance staff shall be notified of the time and date :of the site tests. Provide
necessary fuel for testing. The tests shall include:
1. Fuel, lubricating oil, and antifreeze shall be checked for conformity to the manufacturer's
recommendations, under the environmental conditions present and expected.
2. Accessories that normally function while each set is standing by shall be checked prior to
cranking the engines. These shall include: 'block heaters, battery chargers, generator
strip heaters, etc.
3. Start-up under test mode to check for exhaust leaks, path 'of :exhaust gases outside
buildings, cooling air flow, movement during starting and stopping, vibration during_
running, normal and emergency line -to -line voltage, and phase rotation.
4. NFPA-110 testing with an external load bank connected to .the system to load the
generator to the nameplate kW rating with verification of single-step load pickup.
5. Perform automatic start-up by means ofsimulated power outage to test automatic
starting, transfer of the load, and automatic shutdown. Engine coolant temperature, oil
pressure, and battery charge level along with generator voltage, amperes, and frequency
shall be monitored throughout the test.
1.5 Warranty and Service
A. The emergency generator systems shall be warrantedindividually for 1 year from the date of the
site start-up to be free from defects in material and workmanship in accordance with the
manufacturers published warranty. ;Optional 2-year and 5-yearwarranties shall be available upon
request.
16231
Llncoin county104-2012

B. Service Contract: The engine -generator distributor shall furnish factory trained, certified, and
warranted personnel and maintain a 24-hour parts and service capability, and show, at time of
submittal, that they are regularly engaged in a maintenance contract:program to semi-annually
inspect and test run the engines to perform manufacturers recommended preventative
maintenance service on the equipment furnished. This service agreement shall include operation
of the equipment under simulated power failure conditions, adjustment of generator and
switchgear controls as required, and certification in Lincoln County Public Works' maintenance log
of repairs made and proper functioning of all engine and auxiliary systems. This service contract
shall be provided at no additional charge to Lincoln County Public Works for a period of 2 years
from date of startup of the generator set. At Lincoln County Public Works' option, the service
agreement shall be renewable on a year-to-year basis, thereafter, with the costs being paid by
Lincoln County. Public Works.
G_ Service Response: A factory certified service shop with factory trained and certified personnel.
shall be located within a one hour radius of Lincoln County, North Carolina. Service response shall
be guaranteed to be eight hours or less upon receipt of service call notification.
1.6 Equipment
A. The standby generator sets shall be rated continuous standby, kW 1` kVA, / volts,
phase, wire, 80% power factor, .at 1000 feet altitude, 1OFF:
(To be specified by Project Engineer).
B. Oversizedalternators shall be provided as required for motor starting capability.
C. Each generator set shall be capable of starting motors Indicated on the plans with a maximum
voltage dip of 25%. Generators will power primarily motor loads with some miscellaneous loads.
Maximum voltage dip shall be determined for worst case scenario.
D. Vibration isolators shall be provided between the engine -generators and heavy=duty steel bases.
1.7 Engine
Each engineshall operate at a governed speed of 1800 rpm. Each engine shall be equipped with the
following:
A. Engine -driven or electric fuel transfer pump capable of lifting fuel 4.7 feet, fuel filters, and a fuel
distribution system with an electronic isochronous governor capable of +f-0.5% steady-state
frequency regulation over an operating temperature range of -0 Cto +85°C.
B. Cast iron sleeved cylinders.
C. 2 flexible fuel lines with single wire braid sheath, rated 300°F and 100 psi ending in pipe thread.
D. 12-Volt positive engagement solenoid shift -starting motor.
E. Automatic battery charging alternator with solid-state voltage regulation, 25-ampere minimum.
F. Battery(ies) capable of delivering the manufacturer's recommended minimum cold -cranking amps.
required at 0°F, per SAE standard J-537 shall be supplied along with the required battery rack(s)
and battery cables mounted within the generator weather protective housing.,
G. 10-Ampere automatic float and equalize battery charger mounted inside the weather protective
housing with +1-1 % constant voltage regulation from no load over +/-10% AC input line variation,
current limited during engine. cranking and short circuit conditions, temperaturecompensated for
ambient conditions from -=40°C to 60°C, 5% accurate voltmeter and ammeter, fused, reverse
polarity and transient protected. Alarm circuit board for lowbattery voltage, high battery voltage,
16231-3
Llncafn County/04-2012

and battery charger malfunction shall be provided and wired to provide annunciation on the control
panel. Battery charger shall be 3nd party listed.
H. Positive displacement, full pressure lubrication oil pump, cartridge oil filters, dipstick, and oil drain.
I. The generator set supplier shall furnish lubricating oil to fill the crankcase as recommended by the
manufacturer.
J. Dry -type replaceable air cleaner elements for heavy-duty application.
K. Each naturally aspirated or turbocharged engine shall be fueled with No. 2 diesel, liquid -cooled by
a unit -mounted radiator. Blower fan, water pump, thermostat, and radiator duct flange shall
properly cool the engines in 105°F ambient with up to 0.5 inches H2O static pressure on the fan.
Radiator shall include a duct flange adapter for connection to the discharge air vent.
L. The generator set supplier shall furnish 50% ethylene glycol antifreeze solution to fill the engines
cooling system.
M. Block heater: Thermostatically controlled to maintain engine coolant at not less than 90°F in a
32°F ambient. Bock heater(s) shall be 3`d party listed. Coordinate branch circuitry requirements of
block heaters with installing contractor.
N. Gas proof, stainless steel, flexible exhaust bellows with threaded NPTorflanged connections. shall
be supplied.
O. Critical grade exhaust silencer(s) shall be coated to be temperature and rust resistant with integral
condensate drain. Exhaust silencers shall limit noise: to 85 dBA at 10'.
P. Each engine shall be equipped with prealarm switches and safety shutdown switches to protect
the engines from the following:
1. Low oil pressure prealarm.
2. High coolant temperature prealarm.
3. Low coolant temperature prealarm.
4. Low oil pressure shutdown.
5. High coolant temperature shutdown.
6. Low coolant level shutdown.
1.6 Generator
A. The alternator shall be salient -pole, brushiess,12-lead reconnectable, of 2/3 pitch to eliminate the
third harmonic, self -ventilated of drip -proof construction with amortisseur rotor windings and
skewed for smooth voltage waveform. The insulation shall meet the NEMA standard (MG1-22.40)
for Class H and be vacuum impregnated with epoxy varnish to be fungus resistant per MIL 1-
24092. Temperature rise of the rotor and stator shall be limited to NEMA Class F, 130°F 140°C.
The excitation system shall be .of brushless construction controlled by a solid-state voltage
regulator located in the controller.
1. The voltage regulator must be capable of maintaining voltage within +1- 1% at any
constant load from 0 to 100% of rating. The regulator must be isolated to prevent tracking
when connected to SCR loads, and provide individual adjustments for voltage range,
stability, and volts -per -hertz operation, and be protected from the environment by
conformal coating.
2 Voltage level adjusting rheostat shall be furnished external to the automatic voltage
regulator. Minimum adjustment range shall be +/-10%.
B. Upon 1-step application of any load up to 100% of the rated Toad at 0.8 power factor, the voltage
dip shall not exceed 20% and shall recover to +1- 2% of rated voltage within 1 second.
18231-4
Llnooln County104-2012

C. The generator shall be capable of sustaining at least 250% of r
under a 3-phase symmetrical short by inherent design or by
boost system.
d current for at least 10 seconds
addition of an optional current
A resettabie line current sensing circuit breaker with inverse time versus current response shall be
furnished which protects the generator from damage due to its own high current capability. This
breaker shall not trip within the 10 seconds specified above to allow selective tripping of down-
stream fuses or circuit breakers under a fault condition. This breaker shall not automatically reset,
preventing restoration of voltage if maintenance is being performed. Field current -sensing breaker
will not be acceptable.
E. Line circuit breaker rated for full load output of the generator unit or as Indicated on the plans, Line
circuit breaker shall not exceed the rating of the automatic transfer switch. Line circuit breaker
shall be mounted in the generator set outlet box.
The generator, having a single maintenance -free bearing, shall be direct
flywheel housing with a semi -flexible coupling between the rotor and the fly
1.9 Fuel System
Sub -base tank, 3rd party listed, dual wall, minimum ca * city for 72 hours runtime at full load, Tank
shall be equipped with overfill protection, lockable fuel filler cap, tank rupture alarm, fuel line check
valve, fuel level gauge, low fuel level alarm contact, low fuel level shutdown contact, leak detection
contact, and fittings for fuel supply, return, fill and vent. Tanks larger than the minimum capacity
specified are acceptable. The tank shad feature all welded construction and have the structural
integrity to support the genset, accessories, and the weather -protective enclosure. Installer shall
provide a full tank of fuel with each installation. Fuel tank shall be full prior to acceptance by Lincoln
County Public Works,
1,10 Enclosure
Drip -proof, weather -protective enclosure shall be constructed of prepalnted 14 gauge aluminum alloy
to provide superior corrosion resistance. The enclosure shall be fabricated and mounted to the sub-
base fuel tank prior to delivery. The enclosure roof shall be peaked to direct water run-off.
A. Two doors per side and one rear door shall be provided for operator and service access.
Hinges shall allow the doors to swing open or be removed easily for access and service.
Door locks shall be stainless steel, all units keyed alike.
Critical grade silencer shall be mounted on top of the enclosure with exhaust piping directed
downstream of the radiator discharge air flow. Engine exhaust gases shall discharge through
a screened opening,
C. Cooling and combustion air shall enter the enclosure through louvers sized adequately for
sufficient air. Cooling air all discharge through a screened opening,
1.11 Controller
A. Standards: Controller shall be listed in cornptanwith UL508 and meet the requirements of
the NEC.
B. Operating conditions:
1. Environment
a. Temperature. -40°C to +70°C operating range.
b. Humidity: 5-95%, non condensing.
2. The controller must be usable on 12- or 24-volt starting systems.
16231-5
Lincoln County/04,2012.

t r ) ►
3. Mount the controller on the generator set and provide vibration isolation for the
controller with the ability to mount in any of 4 orientations no higher than 60" above
grade. It shall be possible to mount the controller remotely within 40 feet of the
generator set.
C. Equipment requirements:
1. A run-off/reset-auto three-pos ition selector switch.
2: A latch type emergency stop push button.
3. Alternator output voltage adjustment.
4. Five indicating lights:
a. System ready (green).
b. Not in auto (yellow).
c. Programming mode (yellow).
d. System warning (yellow).
e. System shutdown (red).
5. Lighted display with two lines of 20 alphanumeric characters for messages.
6. Sixteen position snap action sealed keypad for menu selection and data entry.
7. An operating guideon the controller faceplate.
8. An audible alarm.
D. Control functional requirements:
1. Field programmable time delay for engine start. Adjustment range, 0-5 minutes in 1
second Increments.
2. Field programmable time delay engine cool down. Adjustment range, 0-10 minutes
in 1 second increments.
3. Real time clock and calendar for time stamping of events.
4. Programmable cyclic cranking that allows up to six crank cycles and up to 45
seconds of crank time per crank cycle.
5. The controller firmware shall provide alternator protection for overload and shoit
circuit matched to each individual alternator and duty cycle.
6. A ± 0.25% digital voltage regulator must be incorporated into the controller software.
7. It shall be possible to exercise the generator by programming a running time into the
controller.
Generator system monitoring requirements:
1. All monitored functions shall be viewable on the digital display.
2. The following generator functions shall be monitored:
a, Output voltages - single phase, three phase, line to line, and line to. neutral,
0.25% accuracy.
b. Output currents - single phase and three phase, 0.25% accuracy.
c. Output frequency, 0.25% accuracy.
d. Power factor by phase with leading/lagging indication.
e. Total instantaneous loading and per phase loading (kW & kVA), 0.5% accuracy.
3. The following engine parameters shall be monitored:
a. Coolant temperature.
b. Oil pressure.
c. Battery voltage.
d. RPM.
e. Lube oil temperature*.
16231-6
L[ncoIn County/04-2012

f. Lube oil lever.
g. Crankcase pressure*.
h. Coolant level*.
I. Coolant pressure*,
j. Fuel pressure'.
k. Fuel temperature*.
I. Fuel rate*.
m. Fuel used during the last run*.
n. Ambient temperature'.
(* Required for ECM (engine control module) equipped engines only.)
4. Permanent operational records stored from start-up in the controller:
a Run time hours.
b. Run time loaded.
c. Run time unloaded.
d. Number of starts.
e. Factory test date.
f. Last run data including date, duration, and whether loaded or unloaded.
g. KW hours.
5. Operational records available in a resettable form:
a. Run time hours.
b. Run time loaded.
c. Run time unloaded.
d. Number of starts.
e. KW hours.
f. Days of operation.
g. Start date after reset.
The following information shall be stored in the controller and displayed on demand:
a. Manufacturer's model and serial number.
b. Battery voltage.
c. Generator set kW rating.
d. Rated current.
e. System voltage.
f. System frequency.
g. Number of phases.
7. The controller shall store the last one hundred generator system events with date
and time of the event.
8. The controller shall be capable of detecting the following shutdown conditions and
annunciate the sltuation, using words and phrases, on the digital display:
a. Customer programmed digital auxiliary input ON (any of the 21 inputs available).
b. Customer programmed analog auxiliary input out of bounds (any of 7 inputs for
ECM equipped engines and 5 inputs for non ECM engines).
c. Emergency stop.
d. High coolant temperature.
e. High oil temperature.
f. Controller internal fault.
g. Locked rotor - fail to rotate.
h. Low coolant level.
i. Low oil pressure.
j. Master switch error.
k. NFPA common alarm.
I. Overcrank.
16231-7
UriGoin bounty/04-2012

I I •
m. Overspeed,with user adjustable level, range65-70 Hz on 60 Hz systems and 55-
70 Hz on 50 Hz systems.
n. Generator overvoltage with user adjustable level, range 105% to 135%.
o. Overfrequency with user adjustable level, range 102% to 140%.
p. Uunderfrequency with user adjustable level, range 80% to 90%.
q. Generator undervoltage with user adjustable level, range 70% to 95%.
r. Coolant temperature signal loss.
s. Oil pressure gauge signal loss.
9. The controller shall be capable of detecting the following waming conditions, but
leave the generator running and annunciate the situation, using words and phrases,
an the digital display:
a. Battery charger failure.
b. Customer programmed digital auxiliary input on (any of the 21 inputs available).
c. Customer programmed analog auxiliary input on (any of the 7 inputs available on
ECM engines and 5 inputs for non ECM engines).
d. Power system supplying load.
e. Ground fault detected - detection by others.
f. High battery voltage - Level must be user adjustable, range 14.5 to 16.5 volts for
12-volt systems and 29-33 volts for 24-volt systems.
g. High coolant temperature.
h. Loss of AC sensing.
is Underfrequency.
j. Low battery voltage — level must be user adjustable, range 10-12.5 volts. for 12-
volt systems and 20-25 volts for 24-volt systems.
k. Low coolant temperature.
I. Low fuel level or pressure.
m. Low oil pressure.
n. NFPA common alarms.
o. Overcurrent.
p. Speed sensor fault.
q. Weak battery.
r. Altemator protection activated
F. Inputs and Outputs
1. Inputs:
a. There shall be 21 dry contact inputs that can be user configured to shutdown the
generator or provide a waming.
b. There shall be 7 user programmable analog inputs for ECM engines (5 for non
ECM engines) for monitoring and control:
f. Each analog input can accept 0-5 volt analog signals.
ii. Resolution must be 1 part In 10,000.
fli. Each input can beprogrammed to provide up to 4 trip values — 2
warnings and 2 shutdowns.
iv. It shall be possible to view the analog value on the display.
c. It shall be possible to define each user -configured input using words or phases
that will be viewable on the digital display.
d. Additional standard inputs required:
i. Input for an external ground fault detector. Digital display must show
"ground fault" upon detection of a ground fault.
ii. Reset of system faults.
Ili. Remote two wire start.
16231-8
Lincoln Courdy/04-2012

4 a •
iv. Remote emergency stop.
v. Idle mode enable
2. Outputs:
a. NFPA 110 Level 1 outputs shall be available.
b. There shall be thirty outputs available for interfacing to other equipment:
i. Any of these outputs shall be able to be user configured from a list of
over25 functions and faults.
ii. These outputs shall drive optional dry contacts.
c. A programmable user defined common fault output with over40 selections shall
be available.
G. System Programming
1. It shall be possible to disable programming so the system can only be monitored.
2. It shall be possible to program the controller with the controller keypad or using an
IBM compatible personal computer.
3. Programming access Is to be enabled only at the controller and shall be password
protected.
4. The following shall be programmable from the controller keypad:
a. Time delay settings:
i. Generator run time (0 to 72 hours) — exercise.
ii. Load shed.
iii. Engine start.
iv. Engine cool down.
v. Overvoltage and undervoltage delays.
vi. Starting aid.
vil. .Crank on and crank pause time.
viii. Idle time.
b. Trip point settings:
1. High battery voltage.
ii. Low battery voltage.
iii. Overspeed.
iv. Underfrequency.
v. Overfrequency.
vi. Overvoltage.
vii. Undervollage.
viii. Load shed.
H. Communications
1. If the generator engine is equipped with an ECM (engine control module), the
controller must communicate to the ECM for control, monitoring, and diagnostics.
SAE J1939 standard communications is required.
2. Industry standard Modbus RTU communication shall be available:
a. A Modbus master will be able to monitor controller data.
b. A Modbus master will be able to alter parameters.
c. The Modbus master must be capable of starting and stopping the generator.
3. The controller shall have the capability to communicate to a personal computer (IBM
or compatible) running Windows'9X or Windows NT.
4. Both RS-232 and RS-485 communication formats shall be available.
16231=9 Lincoln County/04-2012

r
1.12 Execution
Each generator set 'shall be shipped as a "single -source" item for which responsibility for overall
maintenance, spare parts, and service is available through a local factory representative.
A. Delivery of permanent generators shall be to the project site. Delivery shall include mounting
of all accessories specified elsewhere in this specification.
B. Testing shall be provided as specified in Site Tests above at each specific installation site.
Lincoln County Public Works and the ENGINEER shall be notified seven days prior to testing
for the option to witness the site tests.
END OF SECTION
16231-10 Lincoln County104-2012

t i !
1.1
LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 16415
AUTOMATIC TRANSFER SWITCHES
General: It is the intent of this specification to secure automatic transfer switches (ATS) that have
been prototype tested, factory built, production tested, and site tested, together with all
accessories necessary for a complete installation as shown on the plans and drawings and
specified herein.
A. Compliance With Codes and Standards: The ATS shall conform to the requirements of:
1. UL 1008-Standard for Automatic Transfer Switches.
2. NFPA 70—National Electrical Code, including use in emergency and standby systems
in accordance with Article 700.
3. NFPA 110--Standard for Emergency and Standby Power Systeriis.
4. IEEE Standard 446--Recommended Practice for Emergency and Standby Power
Systems (Orange Book).
5. IEEE Standard 241—Recommended Practice for Electric Power Systems in
Commercial Buildings (Gray Book).
6. NEMA Standard ICS 2-447 Automatic Transfer Switches.
B. Each ATS shall consist of an inherently double throw power transfer switch unit and a
control module interconnected to provide complete automatic operation.
C. All equipment shall be new and of current production by a company that will assume
responsibility for factory -backed and approved warranty, parts and service through a local
representative with factory -trained personnel, with 24-hour response time.
1.2 Approved Manufacturers: ASCO, Russelectric, Spectrum, Zenith.
1.3 Submittals
A. Six sets of submittal data shall include specification sheets showing all standard and
optional accessories to be supplied; schematic and wiring diagrams; dimension drawing;,
and interconnection diagrams identifying by terminal number each required
interconnection between the generator set and the transfer switch.
B. Four sets of operating and maintenance instruction manuals shall be supplied for the
ATS and components as specified herein
1.4 Warranty and Service
Each ATS shall be warranted by the manufacturer for one year from the date of the site start-up
to be free from defects in material and workmanship in accordance with the manufacturers
published warranty. Where manufacturer's standard guarantees or warranties are written for a
period of more than one year, at no additional cost to Lincoln County Public Works , such longer
terms shall apply.
1.5 Mechanical Requirements:
16415-1
Lincoln Couniyl04-2012

,
A. ATS shall be furnished in a NEMA Type enclosure as indicated on the plans.
B. Mechanical lugs shall be provided for normal power input, backup power input, and load_
power output.
C. All moveable parts of the operating mechanism shall rernain in positive mechanical
contact with the main contacts during the transfer operation without the use of separate
mechanical interlocks.
All main contacts shall be of silver composition.
E. All contacts, colts, springs, and control elements shall be conveniently removable from
the front of the transfer switch without major disassembly or disconnection of power
conductors.
1.6 Electrical Requirements:
A. Ratings: 1 volts, 4 poles, amps. To be specified by Project Engineer.
B. Automatic transfer switches not intended for continuous duty or repetitive Toad transfer
switching are not acceptable.
C. The ATS shall be rated in amperes for total system transfer including control of motors,
electric -discharge lamps, electric heating, and tungsten -filament Tamp load.
1.7 Transfer Switch Control System:
A. The control module shall direct the operation of the transfer switch. The module's sensing
and logic shall be a built-in microprocessor -based system for maximum reliability,
minimum maintenance, and inherent digital communications capability. The control
settings shall be stored in nonvolatile EEPROM. The module shall contain an integral
programmable clock and calendar. The control module shall have a keyed disconnect
plug to enable the control module to be disconnected from the transfer mechanism for
routine maintenance.
The control module shall be mounted separately from the transfer mechanism unit for
safety and ease of maintenance, interfacing relays shall be industrial control grade plug-
in type with dust cover.
B. The control module shall include programming keypad, alpha -numeric display for
monitoring settings and diagnostic values, key -lockable program selector switch, light -
emitting diode status indication, and user instructions. These features shall be user
accessible when the enclosure door is closed.
C. The control module shall be capable of storing the following records in memory for
access either locally (at the control module) or remotely (at a computer):
1. Number of hours transfer switch is in the emergency position (total and since record
reset).
2. Number of hours the emergency is available (total and since record reset),
3. Total days that control has been energized (total and since record reset).
4. Total transfers in either direction (total and since record reset).
5. Date of record reset.
16415-2
Lincoln County/04-2012

6. Date of last exercise period.
7. Date, time, and description of the last four source failures.
8. Elapsed time during the most recent source outage.
1.8 Operation:
A. Source Voltages:
1. The voltage of each phase of the normal source and a single phase of the
emergency source shall be monitored with pickup adjustable from 75% to 100%
and dropout adjustable from 70% to 95% of nominal. Adjustment must be digital,
2. An automatic minimum differential of 2% shall be maintained between pickup and
dropout settings.
3. Repetitive accuracy of the setting shall be 1'2% or better over an operating
temperature range of -20°F to 150°F.
4. The settings shall be fully field -adjustable by keypad or keyboard (local or
remote) in increments of 1 Volt without opening the enclosure door and without
the use of special tools or separate meters.
5. Factory settings shall be pickup at 90% and dropout at 85%.
6. A light -emitting diode shall indicate that normal and/or emergency voltage is
within the set point parameter. The indication shall be viewable when the
enclosure door is closed.
Time Delays:
1. The contor module shall include time delays that are fully field -adjustable by
keypad or keyboard in increments of 1 second over the entire range.
2. Adjustments and viewing of the time delay values shall be accessible when the
enclosure door is closed.
3. Light emitting diodes shall indicate when the timing feature is running and when
the time delay has ended.
4. Required Time Delays:
a. Time delay for engine start to delay initiation of transfer for momentary
source outages: Range 0-60 seconds. Factory set at 5 seconds.
b. Time delay for transfer to emergency: Range 0-30 minutes, Factory set
at 15 minutes. Coordinate setting of this time delay for each site with the
Owner.
c. Time delay for transfer back to normal: Range 0-30 minutes. Factory set
at 15 minutes. Coordinate setting of this time delay for each site with the
Owner.
d. Time delay for engine cool down: Range 0-30 minutes. Set time shall be
5-minutes.
e. Time delay for neutral load: Range 0-60 seconds.
5. Input values outside the allowable parameters shall cause a "range error"
message to be displayed:
C. The user shall have the ability to manually program an engine start and run for a period
of up to 72 hours in the loaded or unloaded mode of operation. The time delay transfer to
emergency and/or normal may be bypassed during the run period. A numeric indication
shall be displayed of the run time remaining in hours and minutes. The run period may be
stopped at any time with a single key- stroke. After the run period has stopped, the
engine shall run unloaded for the cool -down time,
16415-3
UmMCm00.1-2012

pr
D. User terminals shall be available to:
Connect a normally closed contact that, whenopened, signals the control module
to start and transfer load to the engine -generator. Closing this contact shall
initiate a retransfer and engine cool down sequence.
2. Monitor an external normally open contact that, when closed, signals the control
module via the ATS to start and transfer load to the engine -generator. Opening
this contact shall initiate a retransfer and engine cool -down sequence. This
feature would be used to monitor an external peak shaving controller, for
example.
The load shall transfer to an available utility source immediately upon failure of the
generator source.
E. The following features shall be built into the control module logic. These features shall be
enabled at the factory or in the field by installing an insulated program jumper provided by
the vendor as standard.
�. Extended Time Delay: Allows the time delay settings to be extended to 99
minutes.
2. Plant Exerciser: Programmable seven day, .fourteen day or calendar exerciser.
Each exerciser mode shall be capable of performing up to two exercise runs in
up to five exercise event periods. The exerciser period shall be programmed with
the enclosure door closed. The exercise time may be reset at any time with a
single key stroke. The engine shalt be allowed to run when the exercise period is
terminated.
3. All phases of normal and all or single phases of emergency shall be monitored
for over voltage and single phase of normal and emergency for over- and .under -
frequency. The values shall be programmed with the enclosure door closed.
4. Anti -single phasing protection shall detect regenerative voltage as a failed source
condition.
5. In -phase monitoring shall continuously monitor the contactor transfer times,
source voltage, frequency and phase angle to provide a. self-adjusting, zero
crossing contactor transfer signal.
6. Manual operation override shall function to bypass any manual switch
accessories if the source to which the transfer switch is positioned fails. This
program jumper shall be factory Installed.
F. Status Indicators: eight -emitting diodes shall indicate the status of the following:
1. Contactor Position.
2. System Status:
a. Transfer Switch Position Sensing Fault.
b. Transfer Switch Fail to Transfer.
c. Internal Control Module Fault.
d. .Manual Transfer Operation.
e. External Fault Condition (two inputs).
f. Not In Automatic.
g. Programming Switch Not In Off.
The system status messages shall also be shown on the alpha-nurnerlc display.
3. Accessory Active:
a: Plant Exerciser.
b. In -Phase Monitor.
16415-4
Lincoln Counryf04.2012

c, Area Protection.
4, A ramp test push button shall Tight all tight ni tinc diodes.
G. The control module shall have a three -position, key -operated, programmi
swatch. The key shall be removable in any position. The positions shall be:.
1. Off Allows all enabled accessories to be monitored only. Settings cannot be
changed while in this position.
2, Local --Allows all enabled accessory settings to be changed by local keypad
entry.
3. Remote —Allows all enabled accessories to be altered via the remote
communications port.
H. A momentary -type test switch shall be provided to simulate a normal source failure.
A set of gold -flashed contacts rated 10 amps, 28VDC shall be provided for a low -voltage
engine start signal when the normal source fails.
nd Ratings:
The ATS si
the ATS ter
It be rated to withstand available R+I S symmetrical short-circuit current at
Hale with the type of overcurrent protection shown on the plans.
The control panel shall meet or exceed the voltage surge withstand capability in
accordance with IEEE Standard 472-1974 (ANSI C37.90a-1974) and the impulse
withstand voltage test in accordance with the proposed NEMA Standard ICS 1-109. The
control panel shall conform to the test requirements of UL 991 for transient overvoltage,
electromagnetic susceptibility, and electrostatic discharge.
1.10 Test and Certification: All production units shall be subjected to the following factory tests:
A. The compute ATS shall be tested to ensure proper operation of the individual
components and correct overall sequence of operation and to ensure that the operating
transfer time, voltage, frequency and time delay settings are in compliance with the
specification requirements.
The switch shall be subjected to a dielectric strength test per NEMA Standard ICS
1-109.21.
1.11 Manufacturer's Responsibility:
A. The supplier shall provide the services of a field technician to test and adjust the system
for satisfactory operation. The supplier shall be factory warren
complete system.
and trained to work the
Lincoln County Public Works shall have the option of witnessing the testing of the
equipment. Notification shall be provided one week prior to the test.
END OF SECTION
16415-5 Linen County/04-2012

SEWER SYSTEM
CALCULATIONS
FOR
COVINGTON SUBDIVISION
(FORMERLY BURTON CREEK)
PHASE IA
DENVER, LINCOLN COUNTY, NORTH CAROL NA
March 11, 2015
A
PREPARED FOR:
VJK Development Group, LLC
16400 Huntersville Concord Road
Huntersville, NC 28078
Phone: [phone]
PREPARED BY:
Piedmont Design Associates, P.A.
Suite 101, Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]
LIM
PUBLIC
VED

PIEDMONT DESIGN ASSOCIATES, P.A.
E
125 East Plaza Drive, Suite 101
Su
Mooresville, North Carolina 28115-8812
Plan
Telephone [phone] Fax [phone]
Project:
Covington Subdivision Phases 1, 2, 3 & 4
Job No.
05-11-11
I
! .
Date:
03/23/2015
Design Calcs for Proposed Gravity Collection Sewer
Phase
of
Connections
Flow/RDU
Average Daily
Design Flow
(GPD)
Average
Daily Design
Flow (GPM)
Line Size
(Inches)
Mannings
"n"
Min.
Design
Slope
(Ft/Ft)
Full Flow
Line Capacity
(GPM)
Full Flow
Velocity
(FPS)
ADDF % of
Line
Capacity
Peakng
Factor
Peak Daily Flow
% of Line
Capacity
la
35
240
8,400
5.83
8
0.013
0.0060
421.22
2.69
1.38%
2.5
3.46%
1b
39
240
9,360
6.50
8
0.013
0.0060
421.22
2.69
1.54%
2.5
3.86%
lc
19
240
4,560
3.17
8
0.013
0.0060
421.22
2.69
0.75%
2.5
1.88%
1 (Total)
93
240
22,320
15.50
8
0.013
0.0060
421.22
2.69
3.68%
2.5
9.20%
2a (Prev.
Permited)
74
240
17,760
12.33
8
0.013
0.0060
421.22
2.69
2.93%
2.5
7.32%
2b
22
240
5,280
3.67
8
0.013
0.0060
421.22
2.69
0.87%
2.5
2.18%
2c
72
240
17,280
12.00
8
0.013
0.0060
421.22
2.69
2.85%
2.5
7.12%
2(Total)
168
240
40,320
28.00
8
0.013
0.0060
421.22
2.69
6.65%
2.5
16.62%
3a
29
240
6,960
4.83
8
0.013
0.0060
421.22
2.69
1.15%
2.5
2.87%
3b
12
240
2,880
2.00
8
0.013
0.0060
421.22
2.69
0.47%
2.5
1.19%
3c
32
240
7,680
5.33
8
0.013
0.0060
421.22
2.69
1.27%
2.5
3.17%
3(Total)
73
240
17,520
12.17
8
0.013
0.0060
421.22
2.69
2.89%
2.5
7.22%
4
58
240
13,920
9.67
8
0.013
0.0060
421.22
2.69
2.29%
2.5
5.74%
AII(Total)
392
240
94,080
65.33
8
0.013
0.0060
421.22
2.69
15.51%
2.5
38.78%
Page 1 of 1
Filename:Burton Creek-Pump-Sta.xls

North Carolina Department of Environment
And Natural Resources
Division of Water Resources
Public Water Supply Section
Application for Approval
of Engineering Plans and Specifications
For Water Supply Systems
Applicant
Design Engineer
VJK Development Group, LLC
(Flame of Board, Council or Owner- the Applicant)
(Name and Title of Authorized Official or Representative of the
Applicant)
16400 Huntersville Concord Road
(Street or Box Number)
Huntersville, NC 28078
(City, State & ZIP)
704-875-1371
(Phone Number)
(FAX Number)
ddress)
(Si _ nature uthorized Official or Representative of the
Applicant)
Donald L. Munday
(Name of Design Engineer of Record)
Piedmont Design Associates, PA
(Name of Engineering Firm)
125 E. Plaza Drive, Ste 101
(Street or Box Number)
Mooresville, NC 26115
(City, State & ZIP)
704-664-7888
(Phone Number)
704-664-1778
(FAX Number)
[e-mail]
(Email address)
Project Name:
Covington Phase IA (Formerly Burton Creek)
(Name of Project to appear on Public Water Supply Section records and tracking system)
Residential Subdivision consisting of Phase I A - 35 lots
South of Webbs Road,
(description of project)
west of Burton Lane and north of Blades Trail
in
Date
(general location of proj act)
Lincoln County.
(for DENR use only)
Serial No.
(for DENR use only)

Application for Approval of Engineering Plans and Specifications for Water Supply Systems
To: Division of Water Resources,
Department of Environment and Natural Resources
The Applicant applies under and in full accord with the provision ofNCGS 130A-317, and such other statutes and rules as
relate to public water systems. The Authorized Official or Representative of the Applicant represents that he is authorized
to act for the Applicant. The Authorized Official or Representative of the Applicant understands and agrees to the
following:
1. The Applicant shall not award contracts or begin construction without first receiving "Authorization to Construct"
from DENR.
2. The Applicant shall make no change or deviation from the engineering plans and specifications approved by DENR
except as allowed by 15A NCAC 18C .0306 or with the written consent and approval of DENR.
3. The Applicant shall obtain Final Approval from DENR prior to placing the project (or any portion thereof) into
service.
4. Digital (PDF) submittals are true image copy of the original sealed/signed documents.
An authorized representative of the Public Water System (not always the same as the Applicant) is to complete and
sign the following WSMP section.
Status of Water System Management Plan (WSMP)
Check one of the following, and if applicable, provide the required information:
❑ The WSMP for the project, as defined in the attached engineering plans and specifications, has not been submitted.
❑ Three copies of the WSMP for the project, as defined in the attached engineering plans and specifications, are
submitted with this application.
• The WSMP that includes this project, as defined in the attached engineering plans and specifications, was previously
submitted.
Provide the following:
Public Water System Name:
Owner Name:
Water System No:
Serial Number of approved WSMP:
Lincoln County
Lincoln County
NC 01-55-035
0088722
By my signature below, I certify that the previously submitted WSMP contains the information required by 15A
NCAC 18C .0307(c) for the project defined in the attached engineering plans and specifications.
Donald V. Chamblee
(Type or print name of authorized representative of Public Water System)
Director of Public Works
(Title ofthorized representative of Public Water System)
31-zS1 -zv 6
Signature of authorized representative of Public Water System) (Date
DENR-2136 (Revised 03/16/2012)
Public Water Supply Section
Page 2 of 4

Application for Approval of Engineering Plans and Specifications for Water Supply Systems
In accordance with NCGS 130A-328, the Public Water Supply Section charges a fee for plan review, Any
documents submitted for review must be accompanied by a check payable to DENR-Public Water Supply
Section before the review will begin.
There is a $25 fee for returned checks.
The charges for review of plans are shown below. Check one of the following.
Distribution System fees
❑ Construction of water lines, less than 5000 linear feet S150
® Construction of water lines, 5000 linear feet or more S200
❑ Other construction or alteration to a distribution system $ 75
Ground Water System fees
D Construction of a new ground water system or adding a new well $200
❑ Alteration to an existing ground water system $100
Surface water system fees
❑ Construction of a new surface water intake or treatment facility $250
❑ Alteration to existing surface water intake or treatment facility $150
Other fees
❑ Water System Management Plan review $ 75
❑ Miscellaneous changes or maintenance not covered above $ 50
Notes:
1. Projects for Tank Rehabilitation use separate "Application for Water Tank Reconditioning Plan Approval."
2. The fee is not refundable if the plans are not approved
3. Revisions to plans to address the Public Water Supply Section's or other state agency's comments do not
incur an additional fee.
4. If one set of plans has multiple related items (such as a new well with construction of water Iines) only one
fee must be submitted for highest price item. The amounts are not cumulative, except for fees for Water
System Management Plans.
5. If the appropriate plan review fee is not received within ten days after the receipt of plans and
specifications for approval, then all plan documents will be recycled. A new set of documents must
then be submitted with the appropriate fee for approval.
This approval does not address all applicable laws, rules, standards and criteria, and other approvals and licenses
that may be required by the local, state or federal government.
The Public Water Supply Section gives this approval with the understanding that upon installation of such works, its
operation shall be placed under the care of a competent person, and the operation shall be carried out according to
best accepted practice and in accordance with DENR's recommendations.
The Public Water Supply Section has stamped and sealed the official copies of plans and specifications
accompanying this application with the serial number of this application . Any
erasures, additions or alterations of the proposed improvements except those permitted in 15A NCAC 18C .0306
make this approval null and void.
This approval does not constitute a warranty of the design, construction or future operation of the water system.
Signed:
Public Water Supply Section
DENR
DENR-2136 (Revised 03/16/2012) Page 3 of 4
Public Water Supply Section

Application for Approval of Engineering Plans and Specifications for Water Supply Systems
Other Information and Checklist Page
® Attached is a check for the proper plan review fee amount, in accordance with NCGS 130A-328. See
note 4 on page 3.
This -submittal includes one paper original with two digital (PDF) CDs of the following items, each item in separate
folders:
® This completed "Application for Approval of Engineering Plans and Specifications for Water Supply
Systems"
® The sealed plan drawings, separate file in PDF format for each drawing. Cover sheet must
include drawings index;
® The project -specific Engineering Report (ER) describing the scope and purpose of the project and
addressing each of the items listed in 15A NCAC 18C .0307(b), including the design basis of the project.
[15A NCAC 18C .0307(b) (12)];
® Specifications for this project; OR
❑ The project will use the following system's previously approved standard specifications for waterline
extensions:
Name of System:
Serial Number:
The Serial Numbers for previously approved standard specifications can be found at the following website:
http://www.ncwater.org/pws/PlanReview/stdspecs.htrn1
One of the following:
® Attached is a Ietter signed by an authorized representative of the Public Water System agreeing to serve
the project and stating that the system has adequate supply;
OR
❑ The Applicant is the Public Water System.
If the project has sought funding (for example, DWSRF loan) list the program and (if available) the application
or funding number below:
Program Name
Application or Funding Number, if
available
IENR-2136 (Revised 03116/2012) Page 4 of 4
Public Water Supply Section

ENGINEER'S REPORT
FOR
COVINGTON SUBDIVISION
PHASE IA
LINCOLN COUNTY, NORTH CAROLINA
Report #: 05-11-11
March 11, 2015
A
PREPARED FOR:
VJK Development Group, LLC
16400 Huntersville Concord Road
Huntersville, NC 28078
PREPARED BY:
Piedmont Design Associates, P.A.
125 East Plaza Drive, Suite 101
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]
OVED
L**COLN COUNTY
PUB&C �

Piedmont Design Associates, PA
Project Description
Water main extension from existing Lincoln County system.
(1) Description of Existing Water System
Lincoln County water distribution system, PWS I.D.# 01-55-035. Existing
8" water main located on the east side of Burton Lane. Existing 6" water
main located on the south side of Blades Trail Road.
(2) Identification of Community To Be Served By Proposed Water
System
(3)
Covington Subdivision — Phase IA
Name and Address of the Applicant
Lincoln County
Department of Public Works
115 W. Main St.
Lincolnton, NC 28092
(4) Description of the Area To Be Served
(5)
Residential Subdivision consisting of 35 single-family lots.
Future Development of the Service Area
None
(6) Consideration of Project Alternatives
(7)
Public water is available and requested to be extended by Lincoln County
for service to this project.
Financial Considerations for State Loan And Grants
Not Applicable
Page 2 of 4

Piedmont Design Associates, PA
(a) Any Technical Alternatives - Not Applicable
(b) Costs of Integral Units - Not Applicable
(c) Total Costs - Not Applicable
Anticipated Water Demands and Source Water Supply Yields
Not Applicable
Source Water Supply Characteristics
For items (a) through (d) below refer to the Attachments for more detailed
information.
(a) Hydrogeological Data
Not Applicable
(b) Well Yields
Not Applicable
(c) Source Water Analyses
Not Applicable
(d) Location and Nature of Sources of Pollution
Not Applicable
(10) Proposed Water Treatment Process
(a) Criteria and Basis of Design of Units
Not Applicable
(b) Methods Or Procedures For Recommendations
Not Applicable
(c) Reasons for Deviations
Not Applicable
(11) Purchase Water Agreement and Supplier's Hydraulic Analysis
Not Applicable
Page 3 of 4

Piedmont Design Associates, PA
(12) Useful Life and Design Basis for System Components
Water system mains have service lives exceeding 50 years. System
components have been designed to meet the State's minimum design
criteria.
(13) Existing System Maximum Daily Treated Water Supply and Demand
Refer to Lincoln County Water System Management Plan.
(14) Existing System Prioritized List of Infrastructure Improvements
Not Applicable
Page 4 of 4

28092
DEPARTMENT OF PUBLIC WORKS
PHONE [phone]
FAX [phone]
March 23, 2015
Attention:
Mr. Donald L. Munday P.E.
PiedmontDesign Associates, PA
125 E..Plaza Dr., Suite 101
Mooresville, NC 28115
RE: Covington — Phase IA
COUNTY OF LINCOLN, NORTH CAROLINA
1 1 5 WEST MAIN STREET, 2N° FLOOR CITIZENS CENTER, LIk OLNTON, NORTH CAROLINA
VFDINCDENRtDWR
015 L.
to � .�
O RESVILLEy OFFICE
MOORESVILLE REG;;
OFFICE
I ECSIVEDmC
NEdttR
WOROS
'MOORESVILLE REGIONAL OFFICE
Mr. Munday,
This letter is in response to the request for flow acceptance received March 16, 2015 for Covington Phase
IA development. The Lincoln County Sewer System currently has available capacity at the Killian Creek
Wastewater Treatment Plant to treat this domestic wastewater. Covington Phase IA is currently
requesting 35 Lots with a total flow of (8,400) Eight thousand four hundred gallons of additional flow
into LS-03.
For your permits,. the receiving sewer treatment fact Ay is the Killian Creek WWTP, Permit # NC
0088722. Lincoln County Sewer System is the collector, Permit # WQCS 00149.
Please he advised that effective immediately, Lincoln County will no longer be named as the
permittee on NCDENR system applications. Private developers must make applications to
NCDENR in their name and the system will only be accepted and transferred to the County after a
complete final inspection and receipt of other applicable documentation.
If construction of this project is not started within two (2) years of the date of this approval, the
approval will be rescinded and a new request and approval will be required. Please notify Lincoln
County Public Works in writing when the construction of this project is initiated.
Included in this mailing are the Flow Tracking/ Acceptance for Sewer Extension Permit Applications
(FTSE * 08/13) with the County's portion completed.
u have any questions, please do not hesitate in calling me at
Sincerely,
0.9
Chris Henderson
Engineering Associate
4
736-8497.
Cc: File
x, rzbd isiors & devetoprents\cavme,tcra (former btrrton creek stibduvysoon)tisewer a =aiCs,b lty letter -Covington phase iy—0..31620I5.doc

ENGINEER'S REPORT
FOR
COVINGTON SUBDIVISION
PHASE IA
LINCOLN COUNTY, NORTH CAROLINA
Report #: 05-11-11
March 11, 2015
PREPARED FOR:
VJK Development Group, LLC
16400 Huntersville Concord Road
Huntersville, NC 28078
PREPARED BY:
Piedmont Design Associates, P.A.
125 East Plaza Drive, Suite 101
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]
APPROVED
MAR 232015
LINCOLN COUNTY
PUBLIC WORKS
0111,tII11111E11/1
CAS f'
14,
L. t`.
111iliiillfl�l��``

Piedmont Design Associates, PA
Project Description
Water main extension from existing Lincoln County system.
(1)
Description of Existing Water System
Lincoln County water distribution system, PWS I.D.# 01-55-035. Existing
8" water main located on the east side of Burton Lane. Existing 6" water
main located on the south side of Blades Trail Road.
(2) Identification of Community To Be Served By Proposed Water
System
(3)
Covington Subdivision — Phase IA
Name and Address of the Applicant
Lincoln County
Department of Public Works
115 W. Main St.
Lincolnton, NC 28092
(4) Description of the Area To Be Served
Residential Subdivision consisting of 35 single-family lots.
(5)
Future Development of the Service Area
None
(6) Consideration of Project Alternatives
Public water is available and requested to be extended by Lincoln County
for service to this project.
(7) Financial Considerations for State Loan And Grants
Not Applicable
Page 2 of 4

Piedmont Design Associates, PA
(a) Any Technical Alternatives - Not Applicable
(b) Costs of Integral Units - Not Applicable
(c) Total Costs - Not Applicable
Anticipated Water Demands and Source Water Supply Yields
Not Applicable
Source Water Supply Characteristics
For items (a) through (d) below refer to the Attachments for more detailed
information.
(a) Hydrogeological Data
Not Applicable
(b) Well Yields
Not Applicable
(c) Source Water Analyses
Not Applicable
(d) Location and Nature of Sources of Pollution
Not Applicable
(10) Proposed Water Treatment Process
(a) Criteria and Basis of Design of Units
Not Applicable
(b) Methods Or Procedures For Recommendations
Not Applicable
(c) Reasons for Deviations
Not Applicable
(11) Purchase Water Agreement and Supplier's Hydraulic Analysis
Not Applicable
Page 3 of 4

Piedmont Design Associates, PA
(12) Useful Life and Design Basis for System Components
Water system mains have service lives exceeding 50 years. System
components have been designed to meet the State's minimum design
criteria.
(13) Existing System Maximum Daily Treated Water Supply and Demand
Refer to Lincoln County Water System Management Plan.
(14) Existing System Prioritized List of Infrastructure Improvements
Not Applicable
Page 4 of 4

Corporations Division Page 1 of 1
North Carolina
Elaine F Marshall EPARTM ENT OF THE
Secretary SE CRETARY OF STATE
PO Box. nun Raielip, NC 27i326-11 22 (919iPti07-2000
Click Here To:
Account
Login
Register
View Document Filings File an Annual Report
Amend a Previous Annual Report
Corporate Names
Print a Pre -Populated Annual Report form
Legal: VJK Development Group, LLC
Limited Liability Company Information
Sosld:
Status:
Annual Report Status:
Citizenship:
Date Formed:
Fiscal Month:
State of Incorporation:
Registered Agent:
Corporate Addresses
1302553
Current -Active
Current
Domestic
2/18/2013
December
NC
Colitti, Michael
Mailing:
Principal Office:
Reg Office:
Reg Mailing:
16400 Huntersville-Concord Rd.
Huntersville, NC 28078-6650
16400 Huntersville-Concord Rd.
Huntersville, NC 28078-6650
16400 Huntersville-Concord Rd.
Huntersville, NC 28078-6650
16400 Huntersville-Concord Rd.
Huntersville, NC 28078-6650
Company Officials
Managing Member:
Managing Member:
Managing Member:
Managing Member:
Managing Member:
Managing Member:
Art Van Wingerden
16701 Huntersville-Concord Rd
Huntersville NC 28078
Abe Van Wingerden
15726 Huntersville-Concord Rd
Huntersville NC 28078
Michael Van Wingerden
14925 Ramah Church Rd
Huntersville NC 28078
Thomas Van Wingerden
13425 Hiwassee Rd
Huntersville NC 28078
Todd Johnson
16959 Huntersville-Concord Rd
Huntersville NC 28078
Joey Karaffa
14920 Old Vermillion Dr
Huntersville NC 28078
http://www.secretary.state.ne.us/Search/profeorp/10177535
4/7/2015

Central Files: APS SWP
5/11/2015
Permit Number WQ0037702 Permit Tracking Slip
Program Category Status Project Type
Non-clischarge In review New Project
Permit Type Version Permit Ctusificaton
Gravity Sewer Extension, Pump Stations, & Pressure Sewer Extensions A Individual
Primary Reviewer
James bealle
Coastal SWRuie
Permitted Flow
8,400
Facility
Permit on ct Affiliation
Facility Name
Covington - Phase IA
Location Address
Owner
Major/Minor Region
Minor Mooresville
County
Lincoln
Facility Contact Affiliation
Owner Name
Vjk Development Group LLC
Events
Owner Type
Non -Government
Owner Affiliation
Art Van Wngerden
16400 Huntersville Concord Rd
Huntersville NC 28078
Orig issue
5/12/2015
Scheduled
App Received Draft initiated Issuance Public Notice issue Effective Expiration
4/6/2015 5/12/2015 5/12/2015
R iigulated Activities
Retjuested (Received Events
Subdivision Additional information requested 3/26/15
Wastewater collection Additional information received 4/6/15
utfall
Waterbody Name
Streamindex Number Current Class Subbasin

s.
aterResources
NVIRONMENTAL QUALITY
June 6, 2017
Mr. Art Van Wingerden, Managing Member
VJK DEVELOPMENT GROUP, LLC
16400 Huntersville Concord Road
HuntersvilIe, NC 28078
SUBJECT: Final Engineering Certification Acknowledgement
Covington Phase IA
Permit No. WQ0037702
Permitee:VJK DEVELOPMENT GROUP, LLC
County: Lincoln
Dear Mr. Wingerden:
`ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. JAY ZIMMERMAN
.Director
The Division of Water Resource's Mooresville Regional Office received the final engineering
certification with record drawings for the subject sewer extension project on 6/5/2017. Enclosed
is a certification page for your records. A full review of the certification materials may or may not
be conducted. It is assumed that receipt of this certification indicates compliance with all
regulations, design criteria and the permit. However, if a full technical review is conducted, you
will be notified of any items of non-compliance.
Please be reminded that the Permittee is responsible for keeping a copy of the final record drawings
for the life of the project. If you have not received such copy from your consultant, please contact
them immediately to obtain a copy.
Lastly, you are receiving this letter because the Division has you listed as the responsible party. If
this permitted system is no longer owned by you or your company, please complete Form PNOCF
since the permit is not automatically transferable. Form PNOCF can be downloaded from
htto://portal.ncdenr.org/web/wq/swp/ps/es/pnoc from the Collection Systems Applications page.
Should you have any questions, please do not hesitate to contact Ori Tuvia at [phone], or at
[e-mail].
Sincerely,
Ori Tuvia, Environmental Engineer
Mooresville Regional Office
Division of Water Resources, DEQ
cc: Donald Munday (P.E.) (E-copy)
Central Files
MRO
State ofNotth Carolina I Environmental Quality I WaterResources
614 E. Center Avenue, Suite 301, Mooresv6Ie, NC 28115
Phone: [phone] Internet www.ncdenr.gov

TRACK ENGINEERING CERTIFICATION
mutes: VJK Development Group, L.L.C,
oject: Covington — Phase IA
Complete and submit this form to the permit issuin
otto
Permit No. W00037702
Issue Date: 05/12/16
• One copy of the project record drawings (plan & profile views and detail drawings of sewer fines) of the wastewater
collection system extension, Final record drawings should be clear on the plans or on digital media (CD or DVD
disk) in Of format. Record drawings should indicate the design and the marked up changes during construction.
• Supporting design calculations (selected pumps, system curve, operating point, available storage if portable
generator(s) or storage greater than longest past three year outage reliability option selected) for any pump stations
permitted as part of this project
* Changes to the project should be clearly identified on the record drawings or in written summary form. Permit
modifications are required for any changes resulting in non-compliance with this permit, regulations or
minimum design criteria. Modifications should be submitted prior to certification.
This project shall not be considered complete nor allowed to operate until the division has received this Engineer's
Certification and all required supporting documentation. Therefore, it is highly recommended that this certification
be sent in a manner that provides proof of receipt by the Division,
PERMITTEE'§ CERTIFICATION
I., Art Van Wingerden , the undersigned agent for the Permittee, hereby state that this project has
been constructed pursuant to the applicable standards & requirements, the Professional Engineer below has
provided applicable design/construction information to the Permittee, and the Permittee is prepared to operate &
maintain the wastewater collection system permitted herein Of portions thereof
Art Van 1Ningerden, Manager
Printed Name, Title
ENGINEER'S CERTIFICATION
Partial j Final
l Donald L. Munday as a duly registered Professional Engineer in the State of North Carolina,
having been authorized to observe (A periodically, 0 weekly, El full time) the construction of the subject project
for the Permittee hereby state that, to the best of my abilities, due care and diligence was used in the observation
of the construction such that the construction was observed to be built within substantial compliance of this
permit; 15A NCAC 02T; the Division's Gravity Sewer Minimum Design Criteria adopted February 12, 1996 as
applicable; the Division's Minimum Design Criteria for the Fast -Track Permitting of Pump Stations and Force
Mains adopted June 1, 2000 as applicable; and other supporting materials.
North Carolina Professional Engineer's
Seal, signature, and date:
SEND THIS FORM & SUPPORTING DOCUMENTATION
WITH REQUIRED ATTACHMENTS TO THE FOLLOWING ADDRESS
DIVISION OF WATER RESOURCES
WATER QUALITY REGIONAL OPERATIONS SECTION
MOORESVILLE REGIONAL OFFICE
610 EAST CENTER AVENUE, SUITE 301
MOORESVILLE, NC 28116
The Permittee is responsible for tracking all partial certifications up until a final certification is received. Any
wastewater flow made tributary to the wastewater collection system extension prior to completion of this
Engineer's Certification shall be considered a violation of the permit and shall subject the Permittee to appropriate
enforcement actions.

Water Resources
ENVIRONMENTAL QUALITY
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. JAY ZIMMERMAN
Director
As built check list (reference 2T .0300)
Reviewed By: Ori Tuvia
Review Date: 6/6117
Project Name: Covington Phase 1 A
WQ#: WQ0037702
1) As -built has been signed, sealed, and dated by an N.C. PE ® Yes ❑ No
2) Adequate information related to sewer lines :
Note that per the 2T and MDC, there is a minimum S" for public gravity or minimum 6" for
private gravity, Three (3) feet minimum cover shall be provided for all sewers unless ferrous
material pipe is specified. Manholes shall be installed: at the end of each line, at all changes in
grade, size, or alignment, at all intersections, and at distances not greater than 425 feet, minimum
diameter of manholes shall be 4 feet (48 inches). ® Yes ❑ No ❑ N/A
3) Adequate information related to pump stations:
Ensure power reliability option is selected (15A NCAC 02T.0305(h)). ❑ Yes ❑ No ® N/A
4) Is Project design is in accordance with (see section B.13 of FTA 12-12)
15A NCAC 02T Gravity Sewer Minimum Design Criteria (latest version) Minimum Design
Criteria for Permitting of Pump Stations and Force Mains (latest version). ❑ Yes ❑ No ® N/A
If no, a variance approval is required per the requirements of 15A NCAC 02T.0105(b)
❑ Applicant must submit TWO copies of the plans, specifications, and calculations
0 Contact,the Central Office to discuss the variance request to determine a course of action.
The central office will review the variance request, and if approvable, specific language
regarding the variance will be forwarded to the Regional Office reviewer to incorporate into the
permit. A copy of the variance letter (or email correspondence) should be kept with the
application file.
5) Project contains high priority lines (15A NCAC 02T .0402(2)) ❑ Yes ® No
If Yes, insure that the permit contains the necessary condition related to high priority lines 15A
NCAC 02T.0403 (a)(5)
6) Is the Sewer As -built length within 10% of the fast track applied Length?
(I Original length of pipe — As built length I / Original length) < 10%. ® Yes ❑ No
If no application need to be modified
State of North Carolina 1 Environmental Quality I Water Resources I Water Quality Regional Operations
Mooresville Regional Office 1610 East Center Avenue, Suite 301 I Mooresville, North Carolina 28115
704 663 1699