WQ0038091_Regional Office Historical File Pre 2018

Pr
Pat McCrory
Governor
North Carolina Department of Environment and Natural Resources
November 18, 2015
Eric Sauer, Project Manager
Lake Norman Owner, L.P.
7505 Hwy 73, Suite D
Denver, NC 27037
Subject: Permit No. WQ0038091
Lake Norman Owner, L.P.
Trilogy Lake Norman — Parcel G & H Phase I
Wastewater Collection System Extension
Lincoln County
Dear Mr. Sauer:
Donald R. van der Vaart
Secretary
In accordance with your application received on October 16, 2015, we are forwarding herewith Permit
No. WQ0038091, dated November 18, 2015, to the Lake Norman Owner, L.P. 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date of issuance until rescinded, and shall be subject to the conditions and limitations as specified therein.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 permit:
Condition 11.1: This permit shall not be automatically transferable; a request must be made and
approved.
Condition II.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 Lake Norman Owner, L.P. 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. This
request must be in the form of a written petition, conforming to Chapter 150B 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 Ofrice, 610 East Center Avenue, Moore Ole, North Carolina 28115
Phone: [phone] V Internet: www,ncdenr.gov
An Equal Opportunity \ Affirmative Action Employer -- Male in part by recycled paper

Lake Norman Owner, L.P.
WQ0038091
If you need additional information concerning this ar atter, please contact James 6
or via e-mail at [e-mail].
Sincerely,
foray Michael L. Parker, Regional Supervisor
Water Quality Regional Operations Section
Mooresville Regional Office
cc: Gerald R. Burke, P.E., WSP
Mooresville Regional Office
Water Resources Central Files
PERCS (electronic copy)
704) 663-1699

I
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
Lake Norman Owner, L.P.
Lincoln County
for the construction and operation of approximately 3,230 linear feet of 8-inch gravity sewer as partof
the Trilogy Lake Norman — Parcel G & H Phase I project, and the discharge of 20,160 gallons per day of
collected domestic/commercial wastewater into the Killian Creek WWTP existing sewerage system,
pursuant to the application received October 16, 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.
Permit issued this the 18th day of November, 2015.
,. for S. Jay Zimmerman, P.G.
Division of Water Resources
By Authority of The Environmental Management Commission
Permit Number: WQ0038091

SUPPLEMENT TO PERMIT COVER SHEET
Lake Norman Owner, L.P. 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,
II. STANDARD CONDITIONS
1. 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
following performance criteria shall be met as provided in 15A NCAC 2T .0403:
a. 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.

I
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 (Le. 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 II of Form

CS-SSO (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:
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 Permittee 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 Permittee to an enforcement action by the Division, in accordance with
North Carolina General Statutes §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.

10. In the event that the wastewater collection facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those as may be required
by this Division, such as the construction of additional or replacement facilities.
11. The issuance of this permit shall not exempt the Permittee from complying with any and all statutes, rules,
regulations, or ordinances that may be imposed by other government agencies (local, state and federal) which
have jurisdiction, including but not limited to applicable river buffer rules in 15A NCAC 2B .0200, erosion and
sedimentation control requirements in 15A NCAC Ch. 4 and under the Division's General Permit NCG010000,
and any requirements pertaining to wetlands under 15A NCAC 2B .0200 and 15A NCAC 2H .0500.

FAST TRACK ENGINEERING CERTIFICATION
Permittee: Lake Norman Owner, L.P. Permit No. WQ0838091
Project: Trilogy Lake Norman — Parcel G & H Phase I
Issue Date: 11/18115
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
, 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.
Printed Name, Title
Signature
ENGINEER CERTIFICATION
Date
LJ Partial © Final
as a duly registered Professional Engineer in the State of North Carolina,
having been authorized to observe (© periodically, ❑ 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 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.

1'28 Talbert Road
Suite A
Mooresville, NC 28l i 7
Main. 704 662 0100
www.wspgroup,com/usa
August 6, 2015
NCDENR
610 E. Center Ave, Suite 301
Mooresville, NC 28115
SUBJECT: Trilogy Parcel G & H - Phase ) -
Fast -Track Application for Gravity Sewer and Force Main
Lincoln County, NC
Ladies and Gentlemen:
WSP has prepared the attached Fast -Track Application for Gravity Sewer and Force Main, Included with
the application is a check for the application fee of $480, the operational agreement (DE 08-13), the
downstream sewer form (FTSE 08-13), the Lincoln County flow acceptance letter, the site map, and the
stream classification (WSCAS 08-13).
In summary, the project involves proposed 8-inch gravity sanitary sewer to serve 84-lot for Phase 1 of a
subdivision. The proposed sewer will discharge into the existing County's gravity sewer trunk line along
Killian Creek, The propose flow for the project is 20,166 gpd.
Please do not hesitate to contact me if you have any questions or comments.
Sincerely,
WSP
erald Burke, P,E.
Senior Project Manager

COUNTY OF LINCOLN, NORTH CAROLINA
115 WEST MAIN STREET, 2N° FLOOR CITIZENS CENTER, LINCOLNTON, NORTH CAROLINA
28092
DEPARTMENT OF PUBLIC WORKS
PHONE [phone]
FAX [phone]
W W.LINCOLNCOUNTY.0RG
October 12, 2015
Lake Norman Owner, LP
Attn: Eric Sauer
7505 NC Hwy 73, Suite D
Denver, NC 28037
RE: Trilogy Subdivision, Parcel GH, Phase I
Mr. Sauer,
This letter is provided in response to your request, dated August 06, 2015, for flow acceptance of the
wastewater treatment infrastructure (the "System") for the Trilogy Subdivision, Parcel GH, Phase I
Development (the "Project"). Lincoln County (the "County") has the actual average daily flow capacity
at its Killian Creek Wastewater Treatment Plant to treat the domestic wastewater as requested, and does
conditionally grant approval for the Project, subject, however, to the terms and conditions below:
1. The amount of flow requested for the Project is for 84 lots with a total flow of 20,160 gallons
per day of additional flow at the NCDENR approved reduced flow rate of 240 gallons per day per
home into LS-37; and
2. For the NCDENR Permits, the receiving sewer treatment facility is the Killian Creek WWTP,
Permit #NC 0088722. The sewer collections facility is the East Lincoln County Water and Sewer
District, Permit #WQCS 00149; and
3. The County shall not be named as the Permittee on NCDENR system applications. You must
make the application to NCDENR in your own name for the System; and
4. Acceptance of the System and transferal of the System to the County is subject to the
following:
a. A complete final inspection and approval of the System by the County, and receipt of other
applicable documentation requested by the County; and _
b. ApprovaI of the System by NCDENR, and proof provided to the County of a valid permit
issued by NCDENR with an Authorization to Construct (ATC); and
c. Initiating construction of the Project within two years of the date of this conditional approval.
You must notify the Lincoln County Public Works Department in writing when construction of
the Project is initiated; and
d. The County continuing to have actual average daily flow capacity to treat the domestic
wastewater as requested at the time all other conditions precedent have been satisfied.

This acceptance and allocation of flow shall only be effective upon your compliance with all of
the above terms and conditions and the County providing an acknowledgment that you have complied
with all of the above terms and conditions.
Included in this mailing is 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 to call me at 704-736-8497.
Sincerely,
S2
Chris Henderson
Engineering Associate
Cc: File

Division of Rcsowc
State of North Carolina
Department of Environment and Natural Resources
Division of 'Water Resources
FAST -TRACK APPLICATION (FTA 08-13)
for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS
General — When submitting this application, please use the following instructions as a checklist in order to
ensure all required items are submitted, Adherence to these instructions and checking the provided boxes will
help produce a quicker review time and reduce the amount of requested additional information:
For more information, visit the Surface Water Section's Collection Systems website or;
contact the Regional Office serving your county
Unless otherwise noted, the Applicant shall submit one nal and on o he ication and su o 'n documentation to the appropriate Regional Office (see page 6),
A. Cover Letter:
El Include a brief project narrative describing the final design (i.e system and/or pump station to ultimately
serve 500 homes, but flow for only 100 homes being requested now). For modifications, clearly explain
the reason for the modification (Le. adding another phase, changing line size, length, etc),
B, Application Form (FTA 08-13):
1:31 Submit the completed and appropriately executed Fast -Track (FTA 08-13) Application, Any
unauthorized content changes to this form shall result in the application being returned, If necessary
for clarity or due to space restrictions, attachment to the application may be made, as long as the
attachments are numbered to correspond to the section and item to which they refer, You do not need
to submit detailed lans and s ecifications unless ou res ond NO to item B 13 .
The Professional Engineer's Certification of the application shall be signed, sealed and dated by a
North Carolina licensed Professional Engineer,
The Applicant's Certification of the application shall be signed in accordance with 15A NCAC 02T
0106(b), Per 15A NCAC 02T 0106(e), an alternate person may be designated as the signing official if
a delegation letter is provided from a person who meets the criteria in 15A NCAC 02T ,0106
C, Application Fee:
s Submit a check in the amount of $480 to: North Carolina Department of Environment and Natural
Resources (NCDENR),
sp Checks shall be dated within 90 days of application submittal.
D. Certificate of Public Convenience and Necessity (For Privately -Owned Public Utilities Only).
Per 15A NCAC 02T 01_15(a)_(1), provide two copies of the Certificate of Public Convenience and
Necessity from the North Carolina Utilities Commission demonstrating the Applicant is authorized to
hold the utility franchise for the area to be served by the sewer extension, or
CI] Provide two copies of a letter from the North Carolina Utilities Commission's Water and Sewer Division
Public Staff stating an application for a franchise has been received and that the service area
is
contiguous to an existing franchised area or that franchise approval is expected,
The project name in the CPCN or letter must match that provided in Item A(2)a of this application
E. Operational Agreements (For Home/Property OwnersAssociations and Developers of lots to be sold):
Horne/Propertv Owners° Associations
0 Per 15A NCAC 02T ,Q115(e), submit the properly executed Operational Agreement (FIOA08- lay D Per 15A NCAC 02T 0115(e) submit a copy of the Articles of Incorporation, Declarations and By-laws,
Developers of lots to be sold
s Per 15A NCAC 02T 0115 b submit the properly executed Operational Agreement (DEV 08:14
Even if the project may be turned over to a municipality upon completion, Form DEV 01-12 is required.
INSTRUCTIONS FOR APPLICATION HA 08-3 & SVPPORflNQ DOCuMENrA1]N Page 1 of 6

F. Downstream Sewer, WWTF Capacity and Flow Tracking/Acceptance Form (FTSE 8_13)
Submit the completed and appropriately executed Flow Tracking/Acceptance for Sewer Extension
Permit (FTSE 08-13) Form for all applications,
The applicant (and owners of downstream sewers, pump stations and/or treatment facilities submitting
form FTSE 08-13 certifies that the addition of the volume of wastewater to be permitted in this project
has been evaluated along the route to the receiving treatment plant, and that the flow from this project
will not cause capacity related sanitary sewer overflows or overburden any downstream pump station
en route to the receiving wastewater treatment plant
Where the applicant is not the owner of the downstream sewer, submit two copies of form FTSE 08-13
from the owner of the downstream sewer and owner of the VVVVTF, if different.
The flow acceptance indicated in form FTSE 08-13 must not expire prior to permit issuance and must
be dated less than one year prior to the application date.
Submittal of this application and form FTSE 08-13 indicates that owner has adequate capacity
and will not violate G.S, 143-215.67(a).
Intergovernmental agreements or other contracts will not be accepted in lieu of a project -
specific FTSE 08-13.
G. Site Map (All Application Packages):
El Submit. an 8.5-inch x 11-inch color copy of a USES Topographic Map of sufficient scale to identify the
entire project area and closest surface waters. Each map must include at a minimum:
The location of the sewer line and pump stations and be of reproducible quality.
): Downstream connection points and the permit number for the receiving sewer (if known)
Pump Station Locations and the longitude and latitude for each pump station (if applicable)
f23 Include a street level map showing all relevant project areas.
H. Stream Classification (WSCAS 08-13)
El Submit the completed and appropriately executed Watershed Classification Attachment form
(WSCAS 08-13) if any portion of the sewer system project is within 100 feet of any surface water or
wetlands.
A variance must be requested for encroachment within required setbacks or buffers pursuant to 15A
NCAC 02T.0305'fl
I. Environmental Assessments (Projects subject to an Environmental Assessment (EA)).
Projects involving an Environmental Assessment per 15A NCAC 0 1 C . 0408, must be submitted for a
full technical review and must be submitted to the PERCS Unit on application forms provided by the
Division.
Alternative Sewer Systems
Projects involving low pressure sewer systems, vacuum sewer systems and other alternative sewer
systems must be submitted for a full technical review and must be submitted to the PERCS Unit on
application forms provided by the Division.
K. Flow Direction
Many wastewater treatment systems are entering
emergency treatment capacity. Parts of the system
directed to more than one treatment facility. If this is
and give the permit number of the second facility.
Certifications — Section C
into agreements for regionalization efforts and
are installed so that the wastewater flow can be
the case with the project, please indicate in B(12)
The application must be certified by both the applicant and the design engineer who is a North Carolina
Registered Professional Engineer (PE). The applicant signature must match the signing official listed in
Item A(1 b). The PE should NOT certify the application if he/she is unfamiliar with 15A NCAC Chapter
2T, The Gravity Sewer lwlinirnum Design Criteria (most recent version) and the Minimum Design Criteria
for the Permitter Pur Stations and Force Mains (most recent version), as applicable to the project.
INSTRUCTIONS F 1R Ali( 'A ON
8
N(a Yoga 2 of 6

z
0
USE THE TAB KEY 'T t MOVE FROM FIELD TO FIELD
Qwner/Permittee:
la. Lake Norman Owner, LP
Full Legal Name (company, municipality, HOA, utthty, etc_)
lb Eric Sauer
Signing Official Name and Title Please review 1
( A...NGAC _2
lc. The legal entity who will own this system is:
0 Individual 0 Federal 0 Municipality 0 State/County 0 Private Partnership El Corporation 0 Other (specify):
Id. 7505 NC Hwy 73, Suite D
Mailing Address
North Carolina
State
1 h. 623-764-8536
Telephone
Facsimile
2 Project (Faciiitvt Informetti n:
2a, Trilogy Lake Norman - Parcel-Bar"6061('/mmphil
Brief Project Name (permit will refer to this name)
3. Contact Person:
3a, Gerald Burke
le. Denver
City
lg. 28037
Zip Code
1j. [e-mail]
E-mail
2b. Lincoln
County Where Project is Located
Name and Affiliation of Someone Who Can Answer Questions About this Application
3b. 704-662-0100
Phone Number
Project is El New 0 Modifcation (of an existing permit)
© 0 Public
Owner is (skip to !tern Q(3))
2a. If private, applicant will be,
0 Retaining Ownership (i.estore, church, single office, etc ) or
0 Leasing units (lots„ townhomes, etc. - skip to Item B(3))
fEj Selling units (Tots, townhomes, etc. - go to Item B(2b))
gerald,burke@wspgroup,com
E-mail
odiification, Permit No.:
Private go to Item 2(a))
3. East. Lincoln Sewer District
Owner of Wastewater Treatment. Facility
4a. Killian Creek WWTP
Name of WWTF
5a. East Lincoln Sewer District 5b.
Receiving Sewer Siz
6. The origin of this wastewater is (check all that apply):
2b, If sold, facilities owned by a (must choose one)
El Public Utility (Instruction D)
® Homeowner Assoc,/Developer (Instrtrcttt n E)
F) Treating Wastewater From This Project
Owner of Downstream
0 Residential Subdivision
0 .Apartments/Condominiums
0 Mobile Home Park
0 School
0 Restaurant
Office
Volume of wastewater
`Do not include futur
o be
If the permitted flaw is zero, indi
Application Number:
(to be completed by DWR)
o authorized signing officials)
e
0
ji Gravity
Force Main E
4b. NC 0088722
WWTF Permit No.
c _J2C5 [milL'I
Permit # of Downstream Sewer (Instruction F)
0 Retail (Stores, shopping centers)
O Institution
0 Hospital
0 Church
O Nursing Home
• Other (specify):-_
ated or permitted for this particular project: 20,160
previously permitted allocations
ate why:
00% Domestic/Commercial
% Industrial
(Attach Description)
�f Other
(Attach Description)
gallons per day
0 Pump Station, Outfall or Interceptor Line where flow will be permitted in subsequent permits that connect to this line
0 Flow has already been allocated in Permit No.
0 Rehabilitation or replacement of existing sewer with no new flow expected
(see 15A NCAC 021,_. 0303 to determine if a permit is required)
f°'t'A 08-13 APPLICATR)N

z
0
Design Flow OperatiPoint Power Reliability Option
onal
(MGD)GPM �TQH 1 - permanent generator w1ATS; Force Main Size Force Main Length
2 2 - portable generator wIMTS
0
Provide the wastewater flow calculations used in determining the permitted flow in accordance with 15A NCAC 21 0114 for
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 ,1:1114 (b) and (c) must be supported with actual water or wastewater use
data in accordance with 15A NCAC 2T ,0114 (f)
134 lots x 240 g w •+ = 20,160 gpd
10. Summary of Sewer Lines to be Permitted (attach additional sheets if necessary)
Size (inches)
Sot
COI
Length (feet)
3,230
..1Gig
New Gravity or Additional
Force Main
New Gravity
---A♦�avr-0r�r►+itY' cam+=-eyr
z
11, Summary of Pump Stations wl associated Force Mains to be Permitted (attach additional sheets as necessary)
z
0 Pump Station Location ID: (self chosen - as shown on plans/map for reference)
Longitude: Latitude:
Pump Station Location ID:
Longitude:
Design Flow
(MGD)
Latitude;
ke
chosen - as shown on plans/map for reference)
Operational Point Power Reliability Option
GPM @T©H 1 - permanent generator w1ATS; Force Main Size Force Main Length
2 - portable generator w/MTS
12, Will the wasteow in the proposed sewer lines or pump stations be able to be directed to another treatment facility?
❑ Yes ® No If Yes, permit. number of 21x1 treatment tacitity
(RO - if "yes' to 8,12 please contact the Central Office PERCS Unit)
13,
s
(latesetsversi N ), the
Gravrt S werrtiM the
Design Criterian (latestversion) and n_g
NCAC
h ores aT d Force able?
Does the sewer system complyMinimum
El
.--�' �� � rsion and 15A NCAC Chapter 2T as applicable?
❑ o f 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
1 A 08- 13 Al Pt
,e 4 of 6

14 Have the following permits/certifications been submitted for approval for the system or project to be served?
z
0
Wetland/Stream Crossings - General Permit or 401Certification?
Sedimentation and Erosion Control Plan?
Trout Buffer Waiver?
Stormwater?
[3 Yes
[E1 Yes
Eli Yes
[3 Yes
D No El N/A
rj No El NA
LI No D3 N/A
El No E3 N/A
15. Does this project include any high priority lines (15A NCAC 02-1" 0402 g)) involve aerial lines, siphons, or interference
manholes)? These lines will be considered hi h and mu t be checked once °x onths
Check if Yes: [3 and provide details:
1, Owner/Permittee's Certification: (Signature of Signing Official and Project Name)
Eric Sauer, attest that this application for Trilogy Lake Norman - Parcel G/H has been reviewed by me and is
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 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, 1
Signing Offi:ciat Signature
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
2, Professional Engineer's Certification (Signature of Design Engineer and Project Name)
1, Gerald Burke, P,E, ,attest that this application for Trilogy Lake Norman Parcel G/H-Phase 1 has been reviewed
by me and is accurate, complete and consistent with the infonnation in the engineering plans, calculations, and all other
supporting documentation to the best of my knowledge. I further attest that to the best of rny 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 Minirlitif77 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 6E3, any person who
knowingly makes any false statement, representation, or cedification 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,
2a. Gerald Burke, PE,
Professional Engineer Name
2b. WSP
Engineering Firm
2c, 128 Talbert Road, Suite A
Mailing Address
2d. Mooresville
City State Zip
29 704-662-0100 2h. 704-662-0101
Telephone Facsimile
2e. NC 21 28117
2i. gerald.burke@wspgroup,com
NC PE Seal, Si_gpature & Da
e
ETA 08-13 APPLICATION
Page 5 ut 6

THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION (ORIGINAL AND COPY) SHALL BE
SUBMITTED TO THE APPROPRIATE REGIONAL OFFCE:
REGIONAL OFFICE
Asheville Regional Office
ADDRESS
COUNTIES SERVED
Fayetteville Regional Office
Mooresville Regional Office
Raleigh Regional Office
2090 US Highway 70
Swannanoa, North Carolina 28778
[phone]
[phone] Fax
Avery, Buncombe, Burke, Caldwell, Cherokee,
Clay, Graham, Haywood, Henderson, Jackson,
Macon, Madison, McDowell, Mitchell, Polk,
Rutherford, Swain, Transylvania, Yancey
225 Green Street Suite 714
Fayetteville, North Carolina 28301-5094
[phone]
[phone] Fax
Anson, Bladen, Cumberland, Harnett, Hoke,
Montgomery, Moore, Robeson, Richmond,
Sampson, Scotland
610 E. Center Avenue, Suite 301
Mooresville, North Carolina 28115
[phone]
[phone] Fax
Alexander, Cabarrus, Catawba, Cleveland,
Gaston, Irade11, Lincoln, Mecklenburg, Rowan,
Stanly, Union
Washington Regional Office
Wilmington Regional Office
1628 Mail Service Center
Raleigh, North Carolina 27699-1628
[phone]
[phone] Fax
Chatham, Durham, Edgecombe, Franklin,
Granville, Halifax, Johnston, Lee, Nash,
Northampton, Orange, Person, Vance, Wake,
Warren, Wilson
943 Washington Square Mall
Washington, North Carolina 27889
[phone]
[phone] Fax
Beaufort, Bertie, Camden, Chowan, Craven,
Currituck, Dare, Gates, Greene, Hertford, Hyde,
Jones, Lenoir, Martin, Pamlico, Pasquotank,
Perquimans, Pitt, Tyrrell, Washington, Wayne
Winston-Salem Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
[phone]
[phone] Fax
Brunswick, Carteret, Columbus, Duplin, New
Hanover, Onslow, Pander
585 Waughtown Street
Winston-Salem, North Carolina 27107
[phone]
[phone] Fax
Alamance, Alleghany, Ashe, Caswell, Davidson,
Davie, Forsyth, Guilford, Rockingham, Randolph,
Stokes, Surry, Watauga, Wilkes, Yadkin
FTA 08-13 APPLICATION Page 6 of 6

r Resources
State of North Carolina
Department of Environment and Natural Resources
Division of Water Resources
h d C
o Attachment WSCAS 08-13)
The Division of Water Resources (Division) will not consider this attachment form to be
complete unless all the instructions are followed. Failure to follow the instructions or to
submit all of the required items will lead to additional application processing and review
time.
For more information or for an electronic version of this form, visit our web site at:
http://portal ncdenr,oreb/wq/swp/psics/ext
INSTRUCTIONS TO THE APPLICANT:
A. Attachment Form:
v If the sewer system project area is a minimum of 100 feet from any surface water or wetlands, this
classification is NOT necessary. If any portion of the sewer system project is within 100 feet of any
surface water or wetlands, this form must be completed if there are proposed design conflicts with
setbacks or buffers as listed in 2T .0305 (f),.
v Do not submit this attachment form for review without a Corresponding permit application (Form
FTA 08-13) unless requested by the Division,
v Any changes to this attachment form will result in the application package being returned,
B. Prepare the attachment form with the requested information for each portion or location of the
sewer system that is in conflict with a waterbody or wetlands.
Use the Division's guidance document entitled, "DETERMINING STREAM CLASSIFICATIONS
FOR FORM WSCAS 08-13 (SEWER SYSTEMS)" to collect the stream classification data, This
document is available from our web site at the address shown above or by contacting the
appropriate Division of Water Resources regional office.
The same Professional Engineer who certified the permit application form should seal this form,
Different Professional Engineering seals may be accepted from engineers within the same firm,
Submit an 8.5-inch by 11-inch COLOR copy of a USGS Topographic Map of sufficient scale to
identify the entire project area and the closest surface waters, Each map or maps must show the
location of the sewer line and pump stations and be of reproducible quality. For instance, the
project involves 4 miles of interceptor sewer that traverses over or near several different
waterbodies (or counties, basins, etc,), The map should have location JD's for each different
waterbody (where the sewer line is within the setback/buffer) and corresponding classifications
should be recorded.
C. Include the attachment form and the map portions with the permit application for submittal to
the appropriate regional office.
A list of the Division's regional offices, their county coverage, and their contact information may be
downloaded from the web site at: http_ll ortal ncdenr.o /web/ /home/ro
***THESE INSTRUCTIONS DO NOT NEED TO BE SUBMITTED***
INS 'R CT ONS FOR FORM: WSCAS 08-13

FORM WSCAS 08-13
WATERSHED CLASSIFICATION ATTACHMENT
FOR SEWER SYSTEMS
cant Name
Pro°ect Name
Lake Norman Owner LP Trilogy Lake Norman - Parcel GH-Plhase 1
Pro esiooal En ineer Name En+neerin• Firm Name
Location River Waterbody Stream Watertrody
Name of Wa +erbod; County Basin Index No Classification
A Fitliart Creek L'rtcoln Catawba I tt'1g-2-(15) C
Unnamed Trlb to Killian Creek Linco Catawba l l 1 Fg 2-(1.5)
If unnamed, indicate "unn reed tributary to X°", where Xis the named waterbody to which the unnamed tributary joins
1 certify that as a Registered Professional Engineer in the State of
North Carolina that 1 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
*R* EN) tFORM''.' S 'AS 08-13 ***
FORM: W f AS 08-13

128 Talbert Road, Su€to A
Mooresv lie, NC 28117 ("704} 662-0100
'wvew,wspgroup comlrasa
Tr" qyLakeNo an
Parcel GH
Lincoln County, NC
Lake Norman Owner LP
Y,,s05 'NC p4 ' 7Y. SatPfts D

rk
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: Lake Norman Owner LP
Project Name for which flow is being requested: Trilogy Lake Norman - G/H Phase 1
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 0.734
e. WWTP facility's actual avg. flow 0.978
£ Total flow for this specific request 0.020
g. TotaI actual and obligated flows to the facility 1.712
h. Percent of permitted flow used 101.9%
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 / pf), Daily Flow, Daily Flow, Obligated Available
Number) MGD MGD MGD MGD Flow Capacity***
437 4.17 1.668 0.978 0.734 1.712 -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 Donald V. 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
[b' tz110r5
Date
Page 2 of 6
FTSE 08-13

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
44.0 % and 0.734 MGD of the Available Capacity (E) in Pump Station
#37 ; and that
b. The rate of activation of this obligated, not yet tributary capacity is currently approximately
0.102 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
of pump station #15. The County currently has the project currently planned and is
being prepared for submittal for permitting. The construction phase of this project is
budgeted for FY 2016 and is a self funded project.
The construction of the Lowesville Sewer Project is designed to remove approximately
1.008 MGD from Pump Station #37
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.
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.
Signing OfficiarSignature
!o I' 2/2-)lc
Date
Page 3 of 6
FTSE 08-13

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 I5, 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 Qtrl (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 f]
h. Percent of permitted flow used: Equals [(g / c)* 100]
Page 4 of 6
FTSE 08-13

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. = 3.2I5 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) (C) (D)=(B+C) (E)=(A-D)
Design
Firm Average
Pump Station Capacity Daily Flow
(Name or Number) MGD (Firm / pf)
Kaw Creek PS
0.800 0.320
Valley Road PS
Approx.
Current Avg.
Daily Flow,
MGD
Obligated,
Not Yet
Tributary
Daily Flow,,
MGD
Total Current
Flow Plus
Obligated Available
Flow Capacity*
0.252 0.080 0.332 -0.012
1.895 0.758 0.472
0.I35
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 planningassessment 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 capitalproject
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

SEWER
CALCULATIONS
FOR
TRILOGY LAKE NORMAN
SEA
35
1N'
R.
LINCOLN COUNTY
Revised August 6, 2015 puE3uC WORKS
PREPARED BY:
F-0891
128 Talbert Road, Suite A
Mooresville, NC 28117
Phone: [phone]©
Fax: [phone]

NARRATIVE
Trilogy Lake Norman is a proposed active adult community with one pod
of single family residential, It will be located near the intersection of NC 73
and South Lithe Egypt Road in Lincoln County, North Carolina.
1. Existing sanitary sewer flow data provided by Lincoln County.

DEMAND CALCULATIONS

EXISTING SEWER FLOW DATA.
Mr, Brewer:
The following is the data you requested:
Lifi Stations ('Please see attached list)
1. Lift Station 434 3970 King Wilkinson Road — 88 GPM @ 75' TDH (This pumps to LS #31)
2. Lift Station #31 — 1503 Amity Church Road — 175 GPM @ 122' TDH (This pumps to
common force main along Hwy 73)
3, Lift Station #32 -- 4] 37 Hwy 73 — 88 GPM @ 1.46' TDH (This pumps into the common
force main along Hwy 73)
Total above schools approved NCDENR Allocation — :I4,3O7 GPD
divisions
1. Verdict Ridge Subdivision — NCDENR Permitted Total 147,480 GPD
2, Windsor Forest Subdivision — NCDENR Permitted Total 17,280 GPD
3, Lift Station #21 — 1799 St, James Church Road -- 60 GPM @ 92' TDH (This pumps into
Verdict Ridge Subdivision at the St, James Church Road Entrance) — NCDENR Permitted
Total 11,250 GPD
Total above subdivision approved NAllocation -- 176W01 t.N .i1P1.).
t la1 .`t €ribi )cd \pprov
17 GP D
Please keep in mind that the gravity seer lirre from llwy 73 to the old Charlie Saine
Pump Station Site is a I5''. From that point to Pump Station #37 is a 30' line. Also
included at the old Charlie Saine Pump Station Site is the flow from Pump Station #15
(Old Forney Creek Plant) at 1,750 GPM thru a 12" force main,
st
know if d anything else,
enders()n
g Associate
Lincoln County Public Works
115 West Main Street
Lincolnton, NC 28090
Office
Fax
[phone]
[phone]
colncountyor'z
n[t. ,rg

Project:
Date:
Trilogy Lake Norman
6-Aug-15
Future Sewer Demands
DESCRIPTION
Parcel A
Clubhouse
Welcome Center
Parcel B-C
Lift Station #34
Lift Station #31
Lift Station #32
Vertict Ridge
Windsor Forest
Lift Station #21
Total
UNITS
EACH
126
100
3
101
DAILY
DESIGN
FLOW
GPD
240
100
100
240
DAILY
AVERAGE
USE
GPD
30,240
10,000
300
24,240
14,307
190,317
269,404
CFS
0.047
0.015
0.000
0.038
0.022
0.294
0.417
Parcel9-C
83
240
19,920
0.031
Parcel D
386
240
92,640
0.143
Parcel E
233
240
55,920
0.087
Parcel F
71
240
17,040
0.026
Parcel G-H
143
240
34,320
0.053
Parcel K
46
240
11,040
0.017
12" Force Main
800,000
1.238
Total 15" PVC
269,404
0.417
Total 30"
• 1,300,284
2.012

FULL FLOW CAPACITY OF EXISTING SANITARY
SEWER MAINS

Project Description
Friction Method
Solve For
Input Data
Worksheef for 30"DIP.FLOW
Manning Formula
Fulf Flow Capacity
Roughness Coefficient 0.013
Channel Slope 0.00100 ft/ft
Normal Depth 2.50 ft
Diameter 2.50 ft
Discharge 12.97 fit'/s
Results
Discharge 12.97 ft'!s
Normal Depth 2.50 ft
Flow Area 4.91 ft2
Wetted Perimeter 7.85 ft
Hydraulic Radius 0.63 ft
Top Wfdth 0.00 ft
Critical Depth 1,21 ft
Percent Full 100.0 fit
Critical Slope 0.00447 ft/ft
Velocity
2.64 fills
Velocity Head 0.11 ft
Specific Energy 2.61 ft
Froude Number 0.00
Maximum Discharge 13.95 fit=/s
Discharge Full 12.97 es
Slope Full 0.00100 tuft
Flow Type SubCritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headtoss
Average End Depth Over Rise
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
0.00
Bentley Systems, Inc. Haestad Methods Solittor116)e51oevMaster Val (SELECTserles 1) [08.11.01.03]
2f2012015 10:09:43 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666
Page 1 of 2

Worksheet for 30"11MP-FLOW
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ftls
Upstream Velocity
Infinity ft/s
Normal Depth
2.50 ft
Critical Depth
1.21 ft
Channel Slope O.00100.21 ftlft
Critical Slope
0.00447 ft/ft
2/20/2015 10:09:43 AM 27 Siemens Company Drive Suite 200 W Watertown, C7 06795 USA +1-203.755.1666
Page 2 of 2
Bentley Systems, Inc, Haestad Methods SolBtititiljefflowhllaster V81 (SELEC7series 1) 108.11.01.03]
om

Worksheet for 15" PVC -PLOW!
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
input
Roughness Coefficient 0.010
Channel Slope 0.00120 ft/ft
Normal Depth 1.25 ft
Diameter 1.25 ft
Discharge 2.91 fPts % - . LIT
Results
Discharge 2.91 ft'/s
Normal Depth 1.25 ft
Flow Area 1.23 ft2
Wetted Perimeter 3.93 ft
Hydraulic Radius 0.31 ft
Top Width 0.00 ft
Critical Depth 0.69 ft
Percent Full 100.0 %
Critical Slope 0.00353 ft/ft
Velocity 2.37 ft/s
Velocity Head 0.09 ft
Specific Energy 1.34 ft
Froude Number 0.00
Maximum Discharge 3.13 fV Is
Discharge Full 2.91 flats
Slope Full 0.00120 ft/ft
Flow Type SubCriticat
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth D.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods Sati9imtfepBtewMaster V8i (SELECTseries 1) 108.11.01.03]
2l19t2015 3:41:36 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for 15" PifC-PLOW
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ills
Normal Depth 1.25 ft
Critical Depth 0.69 ft
Channel Slope 0.00120 ft/ft
Critical Slope 0.00353 ft/ft
Bentley Systems, Inc. Haestad Methods 5o18iirrtlDe$lowMaster V8t (SELECTseries 1) t08.11.01.03]
2/1912015 3:41:36 PM 27 SIemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755-1666 Page 2 of 2
r

SANITARY SEWER SPECIFICATIONS
FOR
TRILOGY LAKE NORMAN
PARCEL GH
LINCOLN COUNTY, NORTH CAROLINA
August 6, 2015
PREPARED BY:
F-0891
128 Talbert Road, Suite A
Mooresville, NC 281 17
Phone: [phone]
Fax: [phone]
VED
2015
LINCOLN COUNTY
PUfl lC WORKS

LIST OF SPECIFICATIONS
02110 CLEARING AND GRUBBING
02210 UNCLASSIFIED EXCAVATION AND GRADING
02222 EXCAVATING, BACKFILL & COMPACTING FOR UTILITIES
02601 MANHOLES, DROP CONNECTIONS, AND CONFLICT MANHOLES
02730 FORCE MAINS AND GRAVITY SEWERS
02933 SEEDING AND MULCHING
03300 CAST -IN -PLACE CONCRETE •

1. DESCRIPTION
1.1
LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02110
CLEARING AND GRUBBING
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 rightof 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
02110-1
Lincoln County/04-2012

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.
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 as 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 County/04-2012

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. All 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.
1.3 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, Backfilling & Compacting for utilities
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.
Mass Rock:
That rock which must be removed by blasting to permit reaching one foot
below the design finish grade.
Geotechnical Engineer, also, know as the "Project Geotechnical 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.
PART2-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 - j'-,XECUTION
3.1 GENERAL REQUIREMENTS
3.1.1 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 damaged, 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 time prior to damage. If any existing utility is
inadvertently damaged during construction, the CONTRACTOR shall notify the utility, the
ENGINEER and Lincoln County Public Works of said damaged utility at once so that emergency
repairs may be 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 "tighten 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 to 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 for the 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 shall not
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.
02210-2
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 similar 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 not be permitted in the
upper 6 inches of fill or embankment. Fill areas shall be kept level with graders or other approved
devices.
3.5.3 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 ail 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. Sackflli 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 properly 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 PROOFROLLINGSCHEDULE
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 prior to 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 all 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.
3.7.4 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 County/04-2012

3.8 BORROW AND WASTE MATERIALS
3.8.1 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 proofrofling 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/04-2012

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 backfill, 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 published date of 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
System and tabulated below.
Unified Class
Class I
Class II GM
GP
SW
SP
Class III GM
GC
SM
SC
Class IV ML
plasticity silt or better by the Unified Soil Classification
Description
1/4" - 1-1/2" well graded stone including coral,
slag, cinders, crushed stone and crushed shells
Coarse gravel well graded
Coarse gravel poorly graded
Coarse sands well graded
Coarse sands poorly graded
Silty -sandy gravel
Clayey -sandy gravel
Silty -sands
Clayey -sands
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
Class IV
Class V
Unified Class
CL
MH
CH
OL
OH
PT
02222-1
Description
Inorganic clays - low plasticity
Inorganic elastic silts
Inorganic clays - high plasticity
Organic silts
Organic clays
Highly organic soil
Lincoln 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 NCDOT 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 shall 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 Countyl04-2012

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 construction.
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 - 12-inches beyond the vertical plane of the structure on all sides and on the
bottom only to the depth necessary for proper installation.
3.5 Blasting
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 furnish proof
(certification) of insurance specifically covering any and all obligations assumed pursuant to the
use of explosives;'
All blasting operations shall be conducted in strict accordance 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 or fill overburden be adequate without the use of
weighted mats.
3.5.2 Permission to Blast
The CONTRACTOR shall not be allowed to blast before 9 a.m. or after 3 p.m. without approval of
the ENGINEER and Lincoln County Public Works. Blasting will not occur within any rights -of -way
maintained by any agency (D.O.T., R.R., Gas, Lincoln County 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.
3.5.3 The CONTRACTOR shall not use excavated rock as backfill material. Dispose of rock which is
surplus or not suitable for use as rip rap.
02222-3
Lincoln County/D4-2012

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 D698).
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.
3.7. Structure Backfill shall be 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 D698), with compaction requirements as follows:
02222-4
Lincoln County/04-2012

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 structural wall 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 Suborade
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 dumptruck or similar pneumatic -tired vehicle with a
minimum loaded weight of 25 tons.
02222-5
Lincoln County/04-2012

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).
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 performed only after
corrective measures have been made by the CONTRACTOR to bring the compacted soils into
compliance. All retesting shall be performed with the ENGINEER present.
3.12. Site Restoration
Percent of
Max. Dry Density at
Optimum Moisture Content
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 and 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 topsoil, 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
Lincoln County/04-2012

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 must 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 resist uplift resulting
from buoyant forces calculated with ground water table at the ground surface. Wall 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,
conforming 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-Ring or Gasket (CONTRACTORs Option)
ASTM C-443
2.6. Sand Cement
Portland Cement: ASTM C50, Type 1
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 Fittings
Same as sewer pipe
2.8. Precast Grade Rings shall be no less 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 (silts 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.D. A
minimum'/2" radius shall be provided at the intersection of 2 or more channels. Depressions, high
spots, voids, chips or fractures over''/4" 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
Lincoln County/04-2012

3.5. Precast concrete bottom sections, risers, and top sections shall be fabricated such that when
assembled, they provide a manhole conforming to the 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 the next 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
l

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 02730
FORCE MAINS AND GRAVITY SEWERS
1. DESCRIPTION
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 & Compactingfor 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 (8-1nch Through 18-Inch)
2.1.1. Ductile Iron Pipe
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 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 D3034; "Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings." SDR 35 with
a minimum cell classification of 12454-B
Fittings:ASTM D3034. Fittings in sizes through 8" shallbe 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 D3212, 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 seamless, 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 wallthickness 0.250" unless otherwise specified on plans.
02730-1
Lincoln Countyl04-2012

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 Type I, 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
pipe
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 Vaive Co., Keystone Valve,
or approved equal.
027302
Lincoln County/04-2012

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
fora 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 ball valves_ Thermoplastic ball valvesshall 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 and shall be made of PVC Thermoplastic. The valves shall be furnished with
eiastomeric 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 and 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 stem and 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: wall meeting or exceeding ASTM A-139, Grade B 35,000 psi
minimum yield strength with a minimum wall thickness as defined below:
02730-3
Lincoln 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 Iran
20"
.250"
.344"
48"
12-Inch Ductile Iron
22"
.250"
.375"
48"
16-Inch Ductile Iron
28"
.312"
.469°
48"
18-Inch Ductile Iron
30"
.312"
.469"
48"
20-Inch Ductile Iron
32"
.375"
.501"
48"
24-lnch 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 W' 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.
2.7. 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 Backfill
2.8.1. 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. 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 backfill from those
defined unsuitable. Do not use the following materials for pipe foundation or trench backfill within
the zones indicated below:
Ali zones: material classified as peat (PT), organic soil (OL)(OH) 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 backfili. 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 clays and inorganic elastic silts
(Class IV, 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
properly disposed of. The resulting undercut shall be backfilled and compacted with sandy soils
which meets or exceeds the requirements of Class I or Class it 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 shall be utilized throughout the
length and depth of the trench to achieve uniform compaction density.
2.8.5.4. 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.
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. Layino 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 trench 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 D2321 for Flexible Pipe (PVC) and Section F2.9 page 202 in WPCF (WEF) Manual
02730-5
Lincoln CounIy104-2012

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.
Ali 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 voids 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 be taken 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 the pressure 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 County/04-2012

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 4.0' 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 weld bail 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, Bonne 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 Portland cement 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 RAN - Extend full width of RAN 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
Lincoln Courrty104-2012

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 correcthetest procedure shall continue
until such time as test requirements are met. All gravity lines will be tamped 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 internal air pressure is raised to the starting pressure of 4
psig. After the starting pressure is 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
Lincoln County/04-2012

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
less than one minute in duration.
LENGTH
25
50
75
100
125
150
175
200
225
250
275
300
350
400
450
500
4
0:04
0:09
0:13
0:18
0:22
0:26
0:31
0:35
0:40
0:44.
0:48
0:53
1:02
1:10
1:19
1:28
PIPE DIAMETER
6 8 10
0:10 0:18 0:28
0:20 0:35 0:55
0:30 0:53 1:23
0:40 1:10 1:50
0:50, 1:28 2:18
0:59 1:46 2:45
1:09 2:03 3:13
1:19 2:21 3:40
1:29 2:38 4:08
1:39 2:56 4:35
1:49 3:14 4:43
1:59 3:31
2:19 3:47
2:38
2:50
11
11 Il
11
H
5:14
(INCHES)
12 15
0:40
1:19
1:59
2:38
3:18
3:58
4:37
5:17
5:40
IF
6:03
6:48
7:34
1:02
2:04
3:06
4:08
5:09
6:11
7:05
8:16
9:27
10:38
11:49
18
1:29
2:58
4:27
5:56
7:26
8:30
PI
8:31
9:21
10:12
11:54
13:36
15:19
17:01
21
2:01
4:03
6:04
8:05
9:55
10:25
11:35
12:44
13:53
16:12
18:31
20:50
23:09
24
2:38
5:17
7:55
10:34
11:20
12:06
13:36
15:07
16:38
18:09
21:10
24:12
27:13
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.
3.5.2. Infiltration/Exfiltration 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 test method
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 County/04-2012

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 sections as outlined for infiltration tests. Install a temporary water
plug at the inlet and outlet of the test section. Fill 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 (gpdlin-mi)
Manholes only, 1 gallon per 24 hours per vertical foot of manhole
3.5.2.4. Corrective Measures
if actual leakage rate is greater than required leakage rate, CONTRACTOR shall locate and repair
Teaks 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 backfll.
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
Lincoln County/04-2012

NOM. DIA
L
ASTM D3034
SDR 35
D
ASTM D2680
D
8"
8"
7.28"
7.40"
10"
10"
9.09"
9.31"
12"
12"
10.79"
11.22"
15"
15"
13.20"
14.09"
L = Mandrel Contact Length
D = I.D. of Proving Ring
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.
3.5.4. 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 = SDP" 1133,200
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 less 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.
3.5.4.5. All pipe, fittings, and other material found to be defective under test shall be removed and
d
replaced at the CONTRACTOR's expense.
3.5.4.6. Lines which fail to meet tests shall be repaired and retested as necessary, until test requirements
are complied with.
3.5.5 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 under test. 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 gal/hr. for
each 1 % 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 determine if the valve is holding pressure (minimum 10 minutes per valve closing).
02730-11
Lincoln County/04-2012

END OF SECTION
02730-12 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 lifter 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 Tess 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 County/04-2012

Mulch shall be straw from wheat or oats. Materials for 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' SSA-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.
3. 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, orany other material which may hinder
proper grading, tillage, or subsequent maintenance operations.
3.1.2. Fine Grading
Areas to be seededshall be graded as shown on the drawings or as directed and all surfaces
shall be left in an even and properly compacted condition so as to prevent the formation of
depressions where water will stand. Areas to be topsoiled shall be graded to a smooth surface
and to a grade that will allow topsoiling 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 topsoiling 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
Uncoln County/04-2012

3.2. Limestone. 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
Seed shall be distributed uniformly over the seedbed at 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 County/04-2012

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 2:1 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.
3.6.2. 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. Maintenance
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 warning 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
Lincoln Countyl04-2012

LINCOLN COUNTY STANDARD SPECIFICATIONS
SECTION 03300
CAST -IN -PLACE CONCRETE
1. DESCRIPTION
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 evaluation and
approval prior to final acceptance.
1.4.3 The CONTRACTORs 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 County104-2012

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 placed. One
copy of each delivery ticket shall be fumished 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 the requirements 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
this 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/09-2012

2.2. Testing 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 appearsto
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 for a 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 Countyl04-2012

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 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 II. 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 III 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 not complying 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
Lincoln County/04-2012

2.5.4.1. Water Reducing Admixture: "Eucon WR-75" by Euclid Chemical Co., "Pozzolith 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., "Melment" 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 B 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. Bondinq 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, manufacturers 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 Plyfbrm, 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 light 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.
2.13.5. Other Materials shall be suitably stored to prevent damage or misuse.
03300-6
L€ncofn County/04-2012

2.14. Selection of Proportions
Concrete shall be composed of cement, fine and coarse aggregate, water and the required
admixtures. Proportions of ingredients shall produce concrete of the proper consistency that
works readily into comers 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 specifically 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 lb./cu. yd. for coarse aggregate size
No. 467, and 564 Ib.lcu. 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 5-1/2% + 1% for coarse aggregate size No. 467,
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 walls 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 rate of
hardening for various climatic and job -site conditions. The rate of hardening shall be as follows:
Ambient Admixture
Temperature jASTM 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)
B0 degrees F
03300-7
Lincoln County/04-2012

2.17. Admixtures
All other concrete shall contain a water reducing admixture. All thin slabs, Tess than 8 inches
thick, placed at air temperatures 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 -Cement Ratio
Class A concrete or better shall have a maximum water -cement ration of 0.45. When used, fly ash
shall be included with the cement to determine the water -cement ratio.
3. INSTALLATION
3.1. Construction of Forms
Forms for concrete 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.
3.1.1. Design: Formwork shall be designed for loads, lateral pressure and allowable stresses in
accordance with ACI 347. All tolerances, preparation of form surfaces, removal of forms,
reshoring and removal strength shall be in accordance with ACI 301. Design, Engineering and
construction of formwork shall be the responsibility of the CONTRACTOR.
3.1.2. Erection of Forms:
3.1.2.1. Forms shall be erected to the sizes, shapes and dimensions shown on the plans, true to line and
grade. Forms shall be fabricated to permit easy removal without damage to concrete.
3.1.2.2. All formwork shall be provided with adequate cleanout openings to permit inspection and easy
cleaning. Wood chips, sawdust, dirt and other debris shall be removed just before concrete is
placed.
3.1.2.3. All exposed corners 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 forms shall be oiled and allowed to dry before reinforcement is placed. Form
oil shall be applied in accordance with the manufacturer's instructions. All excess oil shall be
removed.
3.1.2.5. 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.
r
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 loss 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 accurately formed 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 bars shall be bent cold, unless otherwise directed by the ENGINEER. Bars
partially embedded in concrete shall not be field bent, unless otherwise shown on the plans or
03300-8
Lincoln County/04-2012

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 concreting 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 reinforcement
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 shall be 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. All manufactured products shall be applied in accordance with the manufacturer's
instructions.
03300-9
Lincoln County/04-2012

t
3.4.1. Other Embedded Items: All sleeves, wall pipe, nipples, inserts, anchors, hangers and 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. Mixing and Placing
CONTRACTOR shall provide access for delivery and sufficient equipment and manpower to
rapidly place all concrete. All work shall be done in accordance with 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 and other 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.
Plant equipment 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 shall be rotated at a speed recommended by
the manufacturer. If mixer performance tests are not made, each batch of 1 cu. yd. or Tess 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. Conveying: Concrete shall be handled from the mixer to final deposit rapidly 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 continuous placement is not
possible, construction joints shall be located as 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 pump shall 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 items 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
less than 6 inches thick, instead of internal vibration. Consolidation shall be done in accordance
with the recommendations of ACI 309.
3.5.5.2. 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
effectively. 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
lined with metal.
3.5.5.4. Concrete shall not be dumped in piles and then spread horizontally. Concrete shall be placed in
uniform layers 1 to 1-1/2 feet thick and rodded or vibrated to consolidate the various layers.
03300-10
Lincoln County/04-2012

3.5.5.5. 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 Weather 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 Temperature 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.
3.7 Hot Weather Conditions
All concrete work during hot weather shall be done in accordance with ACI 305.
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
recommendations.
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.
03300-11
Lincoln County/04-2012

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 to insure moisture seal.
3.8.3. If a curing compound is used, two coats shall be applied at right angles to each other. The
product shall meet the requirements for curing compounds in the materials and products section
of these specifications. The product shall be applied in accordance with the manufacturer's
recommendations.
3.9. Removal of Forms
Forms shall be 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 specified 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 structures, forms shall be left in place, or the surface
covered with burlap and the concrete kept wet, for at least seven days.
3.9.2. Bottom Forms for beams and girders shall not be disturbed for at least six days, and auxiliary
supports shall be maintained until the concrete reaches its design strength.
3.9.3. Elevated Slab Fortis shall not be disturbed for at least seven days, and slabs shall 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 clear span.
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: All imperfect 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
featheredges will be permitted. Area to be patched, including adjacent surfaces extending at least
6 inches in all directions from the patched area, shall be dampened to prevent absorption of 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 the CONTRACTOR's expense.
3.10.2.1. Concrete surfaces not exposed to view; surfaces more than 1 foot below finished grade and
interior surfaces of tanks and basins more than 1 foot below the water level need not be finished
except for correcting imperfect spots.
03300-12
Lincol n C or nty1D4 -2012

3.10.2.2. Unless otherwise noted, all exposed concrete surfaces, including exterior and interior of
buildings and exposed basin and tank walls, 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 walls 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 from 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 tool.
3.12. Additional Foundation Concrete
If required by 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/B-inch.
END OF SECTION
03300-13
Lincoln County/04-2012

Central Files: APS S'
Percent Nu nl er W00038091 Permit Tracking Slip
11/19/2015
Program Category
Non -discharge
Permit Type
Status Project Type
Active New Project
Version
Permit Classification
Gravity Sewer Extension, Pump Stations, & Pressure Sewer Extensions 1.00 Individua0
Primary Reviewer
James.bealle
Coastal SWRuIe
Permitted Flow
20,16©
Facility
Permit Contact Affiliation
Facility Name
Trilogy Lake Norman - Parcel G & H Phase 1
Location Address
Owner
Major/Minor
Minor
Contact Affiliation
Region
Mooresville
County
Lincoln
Owner Name
Lake Norman Owner LP
Dates/Events
Owner Type
Non -Government
Owner Affiliation
Eric Sauer
7505 NC Hwy 73
Denver
NC 28037
Orly Issue
11/18/2015
Reouiated A
App Received Draft Initiated
10/16/2015
Subdivision
Wastewater collection
Outfall
Scheduled
Issuance
Public Notice issue
11/18/ 015
Requested /Re °eivod Events
Additional information requested
Additional information received
Effective
11/18/2015
Expiration
Waterbody Name
Streamindex Number Current Class
Subbasin