WQ0043129_Application (FTSE)_20220201

DWR
Division of Water Resour
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0300 — FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
FTA 04-16 & SUPPORTING DOCUMENTATION
Application Number: (to be completed by DWR)
All items must be completed or the application will be returned
I. APPLICANT INFORMATION:
1. Applicant's name: Town of Aberdeen (company, municipality, HOA, utility, etc.)
2. Applicant type: ❑ Individual
❑ Corporation ❑ General Partnership
❑ Privately -Owned Public Utility
ElFederal ❑State/County ►1 Municipal D Other
3. Signature authority's name: Harold Watts per 15A NCAC 02T .0106(b)
Title: Public Works Director RECEIVED
Applicant's mailing address: 121 Purnell Circle RECEIVED
City: Aberdeen State: NC Zip: 28315- DEQ/DWR
5. Applicant's contact information: -
2 6
Phone number: [phone] Email Address: hwatts cr,townofaberdeen.net AN 2-Z
R. PROJECT INFORMATION:
1. Project name: Sandy Sprines Subdivision - Phase 3A, 3D, 4C, 5 & 6 FAYETTEVILLF REGIONAL OFFICE
2. Application/Project status: ® Proposed (New Permit) ❑ Existing Permit/Project
If a modification, provide the existing permit number: WQ00 and issued date:
If new construction but part of a master plan, provide the existing permit number: WQ00
3. County where project is located: Moore
4. Approximate Coordinates (Decimal Degrees): Latitude: 35.115917° Longitude: -78.407485°
5. Parcel ID (if applicable): 00051757 & 20170121
(or Parcel ID to closest downstream sewer)
III. CONSULTANT INFORMATION:
I. Professional Engineer: Andrew Petty, PE License Number: 036823
Firm. The Curry Fnoineerenn Cirnun PI I C
PAY TO THE
ORDER OF
McKee
Homes*
NCDEQ
Select Bank
109 HAY STREET SUITE 301
FAYETTEVILLE, NC 28301 66-1233/531
4494
06/17/2021
********480.00
****************FOUR HUNDRED EIGHTY AND 00/100 DOLLARS****************
DOLLARS
NCDEQ
MEMO
0*9 s'e
pEE
rq Q6
AUTHORIZED SIGNATURE Fro c.J
�roSE

CurryENGINEERING
TRANSMITTAL FORM
TO: NC Dept. of Environmental Quality
Div. of Water Resources
Fayetteville Regional Office
Water Quality Section
225 Green Street, Suite 714
Fayetteville, NC 28301-5094
910-433-3300
SUBJECT: Sandy Springs Subdivision - Phase 3A, 3B, 4C, DATE: June 29, 2021
5&6
CURRY PROJECT NO: 2021-003
SENT BY: Ed Loeffler
REt;tivt�
DEQIDWR
JAN 2 6 U2 2
ROS
FAYETTEV1J (F PP' :rlNAI. OMCLE
We are sending you the following items:
COPIES ITEM DESCRIPTION
2 Application Fast Track Sewer Application - Sandy Springs Subdivision - Phase 3A, 3B, 4C, 5 & 6
2 Forms FTSE 06-13 (Town of Aberdeen and Moore County Public Utilities)
1 Check $480.00 Fee, Sewer Application
These are transmitted as checked below:
For Information Approved as Noted - Revise and Resubmit
As Requested Not Approved - Revise and Resubmit
For Review and Comments For Record and File
For Revision Submittal
x For Approval For Recording
Approved For Signature, then return to:
REMARKS:
Attached please find the signed Fast Track Sanitary Sewer Applications for the Sandy Springs
Subdivision - Phase 3A, 3B, 4C, 5 & 6 property at Midsummer Street in Aberdeen, NC. Please contact
me with any questions. Thank you.
T [phone] 205 S. Fuquay Avenue
F [phone] Fuquay-Varina, NC 27526

CurryENGINEERING
January 25, 2022
NC Department of Environment Quality
Division of Water Resources
Fayetteville Regional Office
Water Quality Section
225 Green Street, Suite 714
Fayetteville, NC 28301-5094
[9101 433-3300
RE: Sandy Springs Subdivision — Phase 3A, 3B, 4C, 5 & 6
Sewer Fast Track Sanitary Sewer Application Cover Letter
Dear Sir,
11...,a1DWR
j,Anl 2 6 love_
WOROS
FAYETTP/ii i nFFICF
Enclosed please find documentation, design data, application fee and other resources necessary to
review the Fast Track Applications for the public sanitary sewer system of the Sandy Springs
Subdivision — Phase 3A, 3B, 4C, 5 & 6 in Aberdeen, NC. The project consists of construction of 142
single family subdivision lots, with connection to an existing public sewer line at the west side of the
property, which feeds to the Moore County Water Pollution Control Plant. The Sandy Springs
Subdivision is located at Midsummer Street in Aberdeen, NC. The property involved is located within
the Town of Aberdeen, NC planning jurisdiction.
The sanitary sewer system consists of 9718 feet of 8" PVC gravity service from the subdivision
connecting to a public gravity main line. There is also a pump station with the project, which will have
625 feet of 4" PVC force main.
At the completion of construction, the system will be certified by a licensed professional engineer in
accordance with NCDEQ and State and local regulations.
Sincerely,
Ed Loeffler, P'roject Manager
T [phone] 205 S. Fuquay Avenue
F (9191 552-2043 Fuquay-Varina, NC 27526

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0300 — FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
FTA 04-16 & SUPPORTING DOCUMENTATION
Application Number: (to be completed by DWR)
All items must be completed or the application will be returned
I. APPLICANT INFORMATION:
1. Applicant's name: Town of Aberdeen (company, municipality, HOA, utility, etc.)
2. Applicant type: ❑ Individual El Corporation ❑ General Partnership Q Privately -Owned Public Utility
❑ Federal Q State/County CO Municipal
3. Signature authority's name: Harold Watts per 15A NCAC 02T .0106(b)
Title: Public Works Director
4. Applicant's mailing address: I21 Purnell Circle
City: Aberdeen State: NC Zip: 28315-
5. Applicant's contact information:
Phone number: [phone] Email Address: hwatts&,townofaberdeen.net
1I. PROJECT INFORMATION:
I . Project name: Sandy Sprines Subdivision - Phase 3A, 3B, 4C, 5 & 6
0, Other
2. Application/Project status: )/ Proposed (New Permit) ❑ Existing Permit/Project
If a modification, provide the existing permit number: WQ00 and issued date:
If new construction but part of a master plan, provide the existing permit number: WQ00
3. County where project is located: Moore
4. Approximate Coordinates (Decimal Degrees): Latitude: 35.115917° Longitude:-78.-107485°
5.. Parcel ID (if applicable): 00051757 & 20170121
(or Parcel ID to closest dov, nstream sewer)
III. CONSULTANT INFORMATION:
I . Professional Engineer: Andrew Petty, PE License Number: 036823
Firm: The Curry Enaineerine Group, PLLC
Mailing address: 205 S. Fuquav Avenue
City: Fuquav-Varina State: NC Zip: 27526-2212
Phone number: [phone] Email Address: andvecurrveng.com
IV. WASTEWATER TREATMENT FACILITY (WWTF) INFORMATION:
I. Facility Name: Moore County WPCF Permit Number: NC0037508
Owner Name: Moore County
V. RECEIVING DOWNSTREAM SEWER INFORMATION (if different than WWTF):
I . Permit Number(s): WQ
System Wide Collection System Permit Number(s) (if applicable): WQCS00245
Owner Name(s): Town of Aberdeen
FORM: FTA 04-16 Page 1 of 5

VI. GENERAL REQUIREMENTS
l . If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been attached?
El Yes ❑No EIN/A
2. If the Applicant is a Developer of tots to be sold, has a Developer's Operational Agreement (FORM: DEV) been attached?
El Yes ❑No N/A
3. If the Applicant is a Home/Property Owners' Association. has an Operational Agreement (FORM: HOA) been attached?
0 Yes ❑No N/A
4. Origin of wastewater: (check all that apply):
(El Residential Owned
❑ Residential Leased
❑ School / preschool / day care
El Food and drink facilities
El Businesses / offices / factories
Retail (stores, centers, malls)
0 Retail with food preparation/service
Ei Medical / dental / veterinary facilities
Q Church
Ej Nursing Horne
5. Nature of wastewater : 100 % Domestic/Commercial % Commercial
Car Wash
Hotel and/or Motels
❑ Swimming Pool /Clubhouse
❑ Swimming Pool/Filter Backwash
Other (Explain in Attachment)
% Industrial (See 15A NCAC 02T .0103(20))
',Is there a Pretreatment. Program in effect? ❑ Yes ❑ No
6. Has a flow reduction been approved under 15A NCAC 02T .0114(f)? ❑ Yes
> If ves, provide a copyof flow reduction approval letter
7. Summarize wastewater generated by project:
El No
Establishment Type (see 02T.0114(11)
Daily Design Flow S.b
No. of Units
Flow
Single Family Lots
120 gal/bedroom
473
56,760 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gad'
GPD
gal/
GPD
Total
, 56,760 GPD
a See 15A NCAC 02T .0114(1). (d). (e)(1) and (e)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use
areas; and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals
as defined in G.S. 42A-4).
b Per I5A NCAC 02T .01.14(c), design flow rates for establishments not identified [in table I5A NCAC 02T.0I 141 shall
be determined using available flow data, water using fixtures, occupancy or operation patterns, and other measured data.
8. Wastewater generated by project: GPD (per 15A NCAC 02T.0114)
Do not include future flows or previously permitted allocations
If permitted flow is zero, indicate why:
Ej Pump Station or Gravity Sewer where flow will be permitted in subsequent permits that connect to this line
❑ Flow has already been allocated in Permit Number:
0 Rehabilitation or replacement of existing sewer with no new flow expected
❑ Other (Explain):
FORM: FTA 04-16
Page 2 of 5

VII. GRAVITY SEWER DESIGN CRITERIA (If Applicable) - 02T .0305 & MDC (Gravity Sewers):
I . Summarize gravity sewer to be permitted:
Size (inches)
Length (feet)
iNlateriai
8"
9,718
PVC
> Section 11 & 111 of thelk4DC for Permitting of Gravity Sewers contains information related to design criteria
D Section III contains information related to minimum slopes for gravity sewer(s)
• Oversizing lines to meet minimum slope requirement is not allowed and a violation of the NIDC
VIII. PUMP STATION DESIGN CRITERIA (If Applicable) — 02T .0305 & MDC (Puma Stations/Force Mains):
CONIPLETE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
I. Pump station number or name: Sandy Springs Subdivision Pump Station
2. Approximate Coordinates (Decimal Degrees): Latitude: 35.115127° Longitude: -79.4 20 13'
3. Design flow of the pump station: 0.17 millions gallons per day (firm capacity)
4. Operational point(s) of the pump(s): 120 gallons per minute at 34 feet total dynamic head (TDH)
5. Summarize the force main to be permitted (for this Pump Station):
Size (inches)
Length (feet)
Ma teria I
4
6 )5
C900 PVC
6. Power reliability in accordance with, 15A NCAC 02T .0305(h)(I):
Standby power source or pump with automatic activation and telemetry - I5A NCAC 02T ..0305(h)(1)(13):
> Required for all pump stations with an average daily flow greater than or equal to 15,000 gallons per day
> Must be permanent to facility
Or if the pump station has an average daily flow less than 15,000 gallons per day:
ET Portable power source with manual activation., quick -connection receptacle and telemetry - 15A NCAC 02T
.0305(hXiXC)
or
0 Portable pumping, unit with plugged emergency pump connection and telemetry - I5A NCAC 02T .0305(h)(I )(C):
D It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant (draft agreement)
and is compatible with the station.
• If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump stations'
storage capacities and the rotation schedule of the portable power source or pump, including travel timeframes, shall be
provided in the case of a multiple station power outage.
FORM: FTA 04-16 Page 3 of 5

IX. SETBACKS & SEPARATIONS — (02B .0200 & 15A NCAC 02T .0305(0):
1. Does the project comply with all separations found in 15A NCAC 02T .0305(0 & (g)
➢ 15A NCAC 02T.0305(f) contains minimum separations that shall be provided for sewer systems:
®Yes El No
Setback Parameter*
Separation Required
Storm sewers and other utilities not listed below (vertical)
24 inches
Water mains (vertical -water over sewer including in benched trenches)
18 inches
Water mains (horizontal)
10 feet
Reclaimed water lines (vertical - reclaimed over sewer)
18 inches
Reclaimed water lines (horizontal - reclaimed over sewer)
2 feet
**Any private or public water supply source, including any wells, WS-I waters of Class 1 or
Class II impounded reservoirs used as a source of drinking water
100 feet
**Waters classified WS (except WS-1 or WS-V), B, SA, ORW, HQW, or SB from normal
high water (or tide elevation) and wetlands (see item IX.2)
50 feet
`*Any other stream, lake, impoundment, or ground water lowering and surface drainage
ditches
10 feet
Any building foundation
5 feet
Any basement
10 feet
Top slope of embankment or cuts of 2 feet or more vertical height
10 feet
Drainagee systems and interceptor drains
5 feet
Any swimming pools
10 feet
Final earth grade (vertical)
36 inches
> 15A NCAC 02T.0305(g) contains alternatives where separations in 02T.0305(O cannot be achieved.
> **Stream classifications can be identified using the Division's NC Surface Water Classifications webpage
> If noncompliance with 02T.0305(f! or (g). see Section X of this application
2. Does the project comply with separation requirements for wetlands? (50 feet of separation)
➢ See the Division's draft separation requirements for situations where separation cannot be meet
➢ No variance is required if the alternative design criteria specified is utilized in design and construction
➢ As built documents should reference the location of areas effected
3. Does the project comply with all setbacks found in the river basin rules per 15A NCAC 02B .0200?
➢ This would include Trout Buffered Streams per 15A NCAC 2B.0202
® Yes ❑ No
Yes I I' No
4. Does the project comply with an individual 404 Permit or any 401 Certifications? ► l Yes Q No
> Wetland -related permits shall be requested, obtained, and adhered to for projects that impact wetlands or surface waters
➢ Information can be obtained from the 401 & Buffer Permitting Branch
5. Does project comply with 15A NCAC 02T.0105(c)(6) (additional permits/certifications)? El Yes ❑ No
Per 15A NCAC 02T.0105(c)(6), directly related environmental permits or certification applications are being prepared, have
been applied for, or have been obtained. Issuance of this permit is contingent on issuance of dependent permits (erosion and
sedimentation control plans, stormwater management plans, etc.).
6. Does this project include any sewer collection lines that are deemed "high -priority?"
Per 15A NCAC 02T.0402, "high -priority sewer" means "any aerial sewer, sewer contacting surface waters, siphon, or sewer
positioned parallel to streambanks that is subject to erosion that undermines or deteriorates the sewer.
Yes No
> If yes, include an attachment with details for each line, including type (aerial line, size, material, and location).
High priority lines shall be inspected by the permittee or its representative at least once every six -months and
inspections documented per 15A NCAC 02T.0403(a)(5) or the permitee's individual System -Wide Collection permit.
FORM: FTA 04-16 Page 4 of 5

X. CERTIFICATIONS:
l . Does the submitted system comply with I5A NCAC 02T, the Minimum Design Criteria for the Permitting of Pump Stations
and Force Mains (latest version). and the Gravity Sewer Minimum Design Criteria (latest version) as applicable?
Yes ❑ No
If No, complete and submit the Variance/Alternative Design Request application (VADC 10-I4) and supporting documents
for review. Approval of the request is required prior to submittal of the Fast Track Application and supporting
documents.
2. Professional Engineer's Certification:
(Professional Engineer's name from Application Item III. I .)
attest that this application for
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering calculations, and all other supporting documentation to the best of my knowledge. 1 further attest that to the best
of my knowledge the proposed design has been prepared in accordance with the applicable regulations, Gravity Sewer
Minimum Design Criteria for Gravity Sewers (latest version), and the Minimum Design Criteria for the Fast -Track
Permitting of Pump Stations and Force Mains (latest version). 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 General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application package 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.
North Carolina Professional Engineer's seal, signature, and date:
30823 r:#37
Nt EH .4.7/* I
3. Applicant's Certification per I5A NCAC 02T .0106(b):
I, HAIR() (9 L14/ (7w attest that this application for
(Signature Authority s name & title from Application Item 1.3.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I 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. I understand that any discharge of wastewater from this non -
discharge system to surface waters or the land will result in an immediate enforcement action that may include civil penalties,
injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a
condition of this permit be violated. I also understand that if all required parts of this application package are not completed
and that if all required supporting information and attachments are not included, this application package will be returned to
me as incomplete.
NOTE — In accordance with General Statutes 143-215.6A and 1 4?-2 15.6B, any person who knowingly makes any false
statement, representation, or certification in any application package 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.
Date: /0f p2G2'
FORM: FTA 04-16
Page 5 of 5

Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0300 — FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION
This application is for sewer extensions involving gravity sewers, pump stations and force mains, or any combination that has been
certified by a professional engineer and the applicant that the project meets the requirements of 15A NCAC 02T and the Division's
Minimum Design Criteria and that plans, specifications and supporting documents have been prepared in accordance with, 15A
NCAC 02T, 15A NCAC 02T .0300, Division policies and good eneineering practices.
While no upfront engineering design documents are required for submittal, in accordance with 15A NCAC 02T .0305(b), design
documents must be prepared prior to submittal of a fast track permit application to the Division. This would include plans, design
calculations, and project specifications referenced in 15A NCAC 02T .0305 and the applicable minimum design criteria. These
documents shall be available upon request by the Division.
Projects that are deemed permitted (do not require a permit from the Division) are explained in 15A NCAC 02T.0303.
Projects not eligible for review via the fast track process (must be submitted for full technical review):
➢ Projects that require an environmental assessment in accordance with 15A NCAC IC .0100;
➢ Projects that do not meet any part of the minimum design criteria (MDC) document;
➢ Projects that involve a variance from the requirements of 15A NCAC 2T;
➢ Pressure sewer systems utilizing septic tank -effluent pumps (STEPs) or simplex grinder pumps;
➢ STEP or simplex grinder pumps connecting to pressurized systems (e.g. force mains);
> Vacuum sewer systems.
General — When submitting an 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. Failure to submit all required items will necessitate additional
processing and review time, and may result in return of the application. Unless otherwise noted, the Applicant shall submit
one original and one copy of the application and supporting documentation.
A. One Original and One Copy of Application and Supporting Documents
El Required unless otherwise noted
B. Cover Letter (Required for All Application Packages):
El List all items included in the application package, as well as a brief description of the requested permitting action.
➢ Be specific as to the system type, number of homes served, flow allocation required, etc.
> If necessary for clarity, include attachments to the application form.
C. Application Fee (All New and Major Modification Application Packages):
El Submit a check or money order in the amount of $480.00 dated within 90 days of application submittal.
➢ Payable to North Carolina Department of Environmental Quality (NCDEQ)
D. Fast Track (Form: FTA 04-16) Application (Required for All Application Packages):
Ejc Submit the completed and appropriately executed application.
➢ If necessary for clarity or due to space restrictions, attachments to the application may be made.
El If the Applicant Type in Item 1.2 is a corporation or company, provide documentation it is registered for business with
the North Carolina Secretary of State.
0 If the Applicant Type in Item 1.2 is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of
Deeds in the county of business.
➢ The Project Name in Item I1.1 shall be consistent with the project name on the flow acceptance letters, agreements, etc.
1 The Professional Engineer's Certification on Page 5 of the application shall be signed, sealed and dated by a North
Carolina licensed Professional Engineer.
El The Applicant's Certification on Page 5 of the application shall be signed in accordance with 15A NCAC 02T .0106(b).
Per 15A NCAC 02T .0106(c), 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(b).
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 1 of 3

E. Flow Tracking/Acceptance Form (Form: FTSE 04-16) (If Applicable):
® Submit the completed and executed FTSE form from the owners of the downstream sewers and treatment facility.
➢ Multiple forms maybe required where the downstream sewer owner and wastewater treatment facility are different.
➢ The flow acceptance indicated in form FTSE 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 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.
F. Site Maps (All Application Packages):
O Submit an &.5-inch x I I -inch color copy of a USGS Topographic Map of sufficient scale to identify the entire project
area and closest surface waters.
> Location of the project (gravity sewer, pump stations & force main)
➢ Downstream connection points and permit number (if known) for the receiving sewer
Include a street level map showing general project area.
G. Existing Permit (All Modification Packages):
❑ Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit
modification (i.e.,permit description, flow allocation, treatment facility, etc.).
H. Power Reliability Plan (Required if portable reliability option utilized for Pump Station):
❑ Per 15A NCAC 02T .0305(h)(1), submit documentation of power reliability for pumping stations.
➢ This alternative is only available for average daily tows less than 15,000 gallons per day
➢ It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant and is
compatible with the station. The Division will accept a letter signed by the applicant (see 15A NCAC 02T .0106(b)) or
proposed contractor, stating that "the portable power generation unit or portable, independently -powered pumping
units, associated appurtenances and personnel are available for distribution and operation of this pump station."
➢ If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump
stations' storage capacities and the rotation schedule of the portable power source or pump, including travel
timeframes, shall be provided in the case of a multiple station power outage.. (Required at time of certification)
I. Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
• Per 15A NCAC 02T .0115(a)(1) provide 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
El Provide 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.
J. Operational Agreements (Applications from FIOA/POA and Developers for lots to be sold):
❑ Home/Property Owners' Associations
El Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
D. Per 15A NCAC 02T .0115(c), submit a copy of the Articles of Incorporation, Declarations and By-laws.
❑ Developers of lots to be sold
❑ Per 1 5A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: DEV).
For more information, visit the Division's collection systems website
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 2 of 3

THE COMPLETED APPLICATION PACKAGE INCLDING ALL SUPPORTING INFORMATION AND
MATERIALS, SHOULD BE SENT TO THE APPROPRIATE REGIONAL OFFICE:
REGIONAL OFFICE
ADDRESS
COUNTIES SERVED
Asheville 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
Water Quality Section
Fayetteville Regional Office
225 Green Street Suite 714
Fayetteville, North Carolina 28301-5094
[phone]
[phone] Fax
Anson, Bladen, Cumberland, Harnett, Hoke,
Montgomery, Moore, Robeson, Richmond,
Sampson, Scotland
Water Quality Section
Mooresville Regional Office
610 E. Center Avenue
Mooresville, North Carolina 28115
[phone]
[phone] Fax
Alexander, Cabarrus, Catawba, Cleveland,
Gaston, Iredeli, Lincoln, Mecklenburg, Rowan,
Stanly, Union
Water Quality Section
Raleigh 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
Water Quality Section
Washington Regional Office
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,
Perquirnans, Pitt, Tyrrell, Washington, Wayne
Water Quality Section
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
[phone]
[phone] Fax
Brunswick, Carteret, Columbus, Duplin, New
Hanover, 0nslow, Pender
Water Quality Section
Winston-Salem Regional Office
450 W. Hanes Mill Road
Suite 300
Winston-Salem, North Carolina 27105
[phone]
Aiamance, Allegheny, Ashe, Caswell, Davidson,
Davie, Forsyth, Guilford, Rockingham, Randolph,
Stokes, Surry, Watauga, Wilkes, Yadkin
Water Quality Section
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 3 of 3

Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0300 — FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION
This application is for sewer extensions involving gravity sewers, pump stations and force mains, or any combination that has been
certified by a professional engineer and the applicant that the project meets the requirements of 15A NCAC 02T and the Division's
Minimum Design Criteria and that plans, specifications and supporting documents have been prepared in accordance with, 15A
NCAC 02T, 15A NCAC 02T .0300, Division policies and good engineerine practices.
While no upfront engineering design documents are required for submittal, in accordance with 15A NCAC 02T .0305(b), design
documents must be prepared prior to submittal of a fast track permit application to the Division. This would include plans, design
calculations, and project specifications referenced in I5A NCAC 02T .0305 and the applicable minimum design criteria. These
documents shall be available upon request by the Division.
Projects that are deemed permitted (do not require a permit from the Division) are explained in 15A NCAC 02T.03*Ncu11
tu
Projects not eligible for review via the fast track process (must be submitted for full technical review): )JEf V V R
> Projects that require an environmental assessment in accordance with 15A NCAC 1C .0100;
➢ Projects that do not meet any part of the minimum design criteria (MDC) document; q Fa
➢ Projects that involve a variance from the requirements of 15A NCAC 2T; JAN _' ZdZZ
➢ Pressure sewer systems utilizing septic tank -effluent pumps (STEPs) or simplex grinder pumps;
> STEP or simplex grinder pumps connecting to pressurized systems (e.g. force mains); ,
➢ Vacuum sewer systems. VV Rf S
F�4YE�'TVjl ! F:P : �Int\IAl.. OFFICE
General — When submitting an 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. Failure to submit all required items will necessitate additional
processing and review time, and may result in return of the application. Unless otherwise noted, the Applicant shall submit
one original and one copy of the application and supporting documentation.
A. One Original and One Copy of Application and Supporting Documents
® Required unless otherwise noted
B. Cover Letter (Required for All Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
➢ Be specific as to the system type, number of homes served, flow allocation required, etc.
➢ If necessary for clarity, include attachments to the application form.
C. Application Fee (All New and Major Modification Application Packages):
EI Submit a check or money order in the amount of $480.00 dated within 90 days of application submittal.
➢ Payable to North Carolina Department of Environmental Quality (NCDEQ)
D. Fast Track (Form: FTA 04-16) Application (Required for All Application Packages):
El Submit the completed and appropriately executed application.
> If necessary for clarity or due to space restrictions, attachments to the application may be made.
❑ If the Applicant Type in Item I.2 is a corporation or company, provide documentation it is registered for business with
the North Carolina Secretary of State.
❑ If the Applicant Type in Item I.2 is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of
Deeds in the county of business.
El The Project Name in Item ILA shall be consistent with the project name on the flow acceptance letters, agreements, etc.
1 The Professional Engineer's Certification on Page 5 of the application shall be signed, sealed and dated by a North
Carolina licensed Professional Engineer.
El The Applicant's Certification on Page 5 of the application shall be signed in accordance with 15A NCAC 02T .0106(b).
Per 15A NCAC 02T .0106(c), 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 .01 06(b).
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 1 of 3

E. Flow Tracking/Acceptance Form (Form: FTSE 04-16) (If Applicable):
Z Submit the completed and executed FTSE form from the owners of the downstream sewers and treatment facility.
> Multiple forms maybe required where the downstream sewer owner and wastewater treatment facility are different.
> The flow acceptance indicated in form FTSE 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 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.
F. Site Maps (All Application Packages):
® Submit an 8.5-inch x 11-inch color copy of a USGS Topographic Map of sufficient scale to identify the entire project
area and closest surface waters.
> Location of the project (gravity sewer, pump stations & force main)
➢ Downstream connection points and permit number (if known) for the receiving sewer
® Include a street level map showing general project area.
G. Existing Permit (All Modification Packages):
O Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit
modification (i.e., permit description, flow allocation, treatment facility, etc.).
H. Power Reliability Plan (Required if portable reliability option utilized for Pump Station):
O Per 15A NCAC 02T .0305(h)(1), submit documentation of power reliability for pumping stations.
➢ This alternative is only available for average daily flows less than 15,000 gallons per day
➢ It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant and is
compatible with the station. The Division will accept a letter signed by the applicant (see 15A NCAC 02T .0106(b)) or
proposed contractor, stating that "the portable power generation unit or portable, independently -powered pumping
units, associated appurtenances and personnel are available for distribution and operation of this pump station."
➢ If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump
stations' storage capacities and the rotation schedule of the portable power source or pump, including travel
timeframes, shall be provided in the case of a multiple station power outage. (Required at time of certification)
I. Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
O Per 15A NCAC 02T .0115(a)(1) provide 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
O Provide 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.
J. Operational Agreements (Applications from HOA/POA and Developers for lots to be sold):
❑ Home/Property Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
❑ Per 15A NCAC 02T .0115(c), submit a copy of the Articles of Inco►poration, Declarations and By-laws.
0 Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: DEV).
For more information, visit the Division's collection systems website
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 2 of 3

THE COMPLETED APPLICATION PACKAGE INCLDING ALL SUPPORTING INFORMATION AND
MATERIALS, SHOULD BE SENT TO THE APPROPRIATE REGIONAL OFFICE:
REGIONAL OFFICE
ADDRESS
COUNTIES SERVED
Asheville 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
Water Quality Section
Fayetteville Regional Office
225 Green Street Suite 714
Fayetteville, North Carolina 28301-5094
[phone]
[phone] Fax
Anson, Bladen, Cumberland, Harnett, Hoke,
Montgomery, Moore, Robeson, Richmond,
Sampson, Scotland
Water Quality Section
Mooresville Regional Office
610 E. Center Avenue
Mooresville, North Carolina 28115
[phone]
[phone] Fax
Alexander, Cabarrus, Catawba, Cleveland,
Gaston, Iredell, Lincoln, Mecklenburg, Rowan,
Stanly, Union
Water Quality Section
Raleigh 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
Water Quality Section
Washington Regional Office
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
Water Quality Section
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
[phone]
[phone] Fax
Brunswick, Carteret, Columbus, Duplin, New
Hanover, Onslow, Pender
Water Quality Section
Winston-Salem Regional Office
450 W. Hanes Mill Road
Suite 300
Winston-Salem, North Carolina 27105
[phone]
Alamance, Alleghany, Ashe, Caswell, Davidson,
Davie, Forsyth, Guilford, Rockingham, Randolph,
Stokes, Surry, Watauga, Wilkes, Yadkin
Water Quality Section
INSTRUCTIONS FOR FORM: FTA 04-16 & SUPPORTING DOCUMENTATION Page 3 of 3

DWR
Division of Water Resources
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0300 — FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
FTA 04-16 & SUPPORTING DOCUMENTATION
Application Number: (to be completed by DWR)
All items must be completed or the application will be returned
I. APPLICANT INFORMATION:
1. Applicant's name: Town of Aberdeen (company, municipality, HOA, utility, etc.)
2. Applicant type: ❑ Individual ❑ Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State/County ® Municipal ❑ Other
3. Signature authority's name: Harold Watts per 15A NCAC 02T .0106(b)
Title: Public Works Director
4. AppIicant's mailing address: 121 Purnell Circle
City: Aberdeen State: NC Zip: 28315-
5. Applicant's contact information:
Phone number: [phone] Email Address: [e-mail]
IL PROJECT INFORMATION:
1. Project name: Sandy Springs Subdivision - Phase 3A, 3B, 4C, 5 & 6
2. Application/Project status:
® Proposed (New Permit) ❑ Existing Permit/Project
If a modification, provide the existing permit number: WQ00 and issued date:
If new construction but part of a master plan, provide the existing permit number: WQ00
3. County where project is located: Moore
4. Approximate Coordinates (Decimal Degrees): Latitude: 35.115917° Longitude: -78.407485°
5. Parcel ID (if applicable): 00051757 & 20170121
(or Parcel ID to closest downstream sewer)
III. CONSULTANT INFORMATION:
1. Professional Engineer: Andrew Petty, PE License Number: 036823
Firm: The Curry Engineering Group, PLLC
Mailing address: 205 S. Fuquay Avenue
City: Fuquay-Varina State: NC Zip: 27526-2212
Phone number: [phone] Email Address: [e-mail]
IV. WASTEWATER TREATMENT FACILITY (WWTF) INFORMATION:
1. Facility Name: Moore County WPCF Permit Number: NC0037508
Owner Name: Moore County
V. RECEIVING DOWNSTREAM SEWER INFORMATION (if different than WWTF):
1. Permit Number(s): WQ
System Wide Collection System Permit Number(s) (if applicable): WQCS00245
Owner Name(s): Town of Aberdeen
FORM: FTA 04-16 Page 1 of 5

VI. GENERAL REQUIREMENTS
1. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been attached?
❑ Yes ❑No ®N/A
2. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been attached?
❑ Yes ❑No ®N/A
3. If the Applicant is a Home/Property Owners' Association, has an Operational Agreement (FORM: HOA) been attached?
D Yes ❑No ®N/A
4. Origin of wastewater: (check all that apply):
® Residential Owned ❑ Retail (stores, centers, malls)
❑ Residential Leased ❑ Retail with food preparation/service
❑ School / preschool / day care ❑ Medical / dental / veterinary facilities
❑ Food and drink facilities ❑ Church
❑ Businesses / offices / factories ❑ Nursing Home
5. Nature of wastewater : 100 % Domestic/Commercial % Commercial
❑ Car Wash
❑ Hotel and/or Motels
❑ Swimming Pool /Clubhouse
❑ Swimming Pool/Filter Backwash
❑ Other (Explain in Attachment)
% Industrial (See 15A NCAC 02T .0103(20))
>Is there a Pretreatment Program in effect? ❑ Yes ❑ No
6. Has a flow reduction been approved under 15A NCAC 02T .0114(fl? ❑ Yes ❑ No
> If ves, provide a copy of flow reduction approval letter
7. Summarize wastewater generated by project:
Establishment Type (see 02T.0114(0)
Daily Design Flow a.b
No. of Units
Flow
Single Family Lots
120 gal/bedroom
473
56,760 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Total
56,760 GPD
a See 15A NCAC 02T .011.4(b), (d), (e)(1) and (e)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use
areas; and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals
as defined in G.S. 42A-4).
b Per I5A NCAC 02T .0114(c), design flow rates for establishments not identified [in table I5A NCAC 02T.0114] shall
be determined using available flow data, water using fixtures, occupancy or operation patterns, and other measured data.
8. Wastewater generated by project: GPD (per 15A NCAC 02T .0114)
> Do not include future flows or previously permitted allocations
If permitted flow is zero, indicate why:
❑ Pump Station or Gravity Sewer where flow will be permitted in subsequent permits that connect to this line
❑ Flow has already been allocated in Permit Number:
❑ Rehabilitation or replacement of existing sewer with no new flow expected
❑ Other (Explain):
FORM: FTA 04-16
Page 2 of 5

VII. GRAVITY SEWER DESIGN CRITERIA (If Applicable) - 02T .0305 & MDC (Gravity Sewers):
1. Summarize gravity sewer to be permitted:
Size (inches)
Length (feet)
Nlaterial
8"
9,718
PVC
> Section II & III of the MDC for Permitting of Gravity Sewers contains information related to design criteria
> Section III contains information related to minimum slopes for gravity sewer(s)
➢ Oversizing lines to meet minimum slope requirement is not allowed and a violation of the MDC
VIII. PUMP STATION DESIGN CRITERIA (If Applicable) — 02T .0305 & MDC (Pump Stations/Force Mains):
COMPLETE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
1. Pump station number or name: Sandy Springs Subdivision Pump Station
2. Approximate Coordinates (Decimal Degrees): Latitude: 35.115127° Longitude: -79.412013°
3. Design flow of the pump station: 0.17 millions gallons per day (firm capacity)
4. Operational point(s) of the pump(s): 120 gallons per minute at 34 feet total dynamic head (TDH)
5. Summarize the force main to be permitted (for this Pump Station):
Size (inches)
Length (feet)
Material
4
625
C900 PVC
6. Power reliability in accordance with 15A NCAC 02T .0305(h)(1):
® Standby power source or pump with automatic activation and telemetry - 15A NCAC 02T .0305(h)(1)(B):
> Required for all pump stations with an average daily flow greater than or equal to 15,000 gallons per day
> Must be permanent to facility
Or if the pump station has an average daily flow less than 15,000 gallons per day:
❑ Portable power source with manual activation, quick -connection receptacle and telemetry - 15A NCAC 02T
.0305(h)(1)(C)
or
❑ Portable pumping unit with plugged emergency pump connection and telemetry - 15A NCAC 02T .0305(h)(1)(C):
> It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant (draft agreement)
and is compatible with the station.
> If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump stations'
storage capacities and the rotation schedule of the portable power source or pump, including travel timeframes, shall be
provided in the case of a multiple station power outage.
FORM: FTA 04-16 Page 3 of 5

IX. SETBACKS & SEPARATIONS — (02B .0200 & 15A NCAC 02T .0305(f)):
1. Does the project comply with all separations found in 15A NCAC 02T .0305(1) & (g)
➢ 15A NCAC 02T.0305(f) contains minimum separations that shall be provided foi
®Yes ❑No
Setback Parameter*
Separation Required
24 inches
Storm sewers and other utilities not listed below (vertical)
Water mains (vertical -water over sewer including in benched trenches)
18 inches
Water mains (horizontal)
10 feet
Reclaimed water lines (vertical - reclaimed over sewer)
18 inches
Reclaimed water lines (horizontal - reclaimed over sewer)
2 feet
**Any private or public water supply source, including any wells, WS-I waters of Class I or
Class II impounded reservoirs used as a source of drinking water
100 feet
**Waters classified WS (except WS-I or WS-V), B, SA, ORW, HQW, or SB from normal
high water (or tide elevation) and wetlands (see item IX.2)
50 feet
**Any other stream, lake, impoundment, or ground water lowering and surface drainage
ditches
10 feet
Any building foundation
5 feet
Any basement
10 feet
Top slope of embankment or cuts of 2 feet or more vertical height
10 feet
Drainage systems and interceptor drains
5 feet
Any swimming pools
10 feet
Final earth grade (vertical)
36 inches
> 15A NCAC 02T.0305(g) contains alternatives where separations in 02T.0305(f) cannot be achieved.
➢ **Stream classifications can be identified using the Division's NC Surface Water Classifications webpage
➢ If noncompliance with 02T.0305(f) or (g), see Section X of this application
2. Does the project comply with separation requirements for wetlands? (50 feet of separation)
> See the Division's draft separation requirements for situations where separation cannot be meet
> No variance is required if the alternative design criteria specified is utilized in design and construction
> As built documents should reference the location of areas effected
®Yes El No
3. Does the project comply with all setbacks found in the river basin rules per 15A NCAC 02B .0200? ® Yes ❑ No
> This would include Trout Buffered Streams per 15A NCAC 2B.0202
4. Does the project comply with an individual 404 Permit or any 401 Certifications? ® Yes ❑ No
➢ Wetland -related permits shall be requested, obtained, and adhered to for projects that impact wetlands or surface waters
> Information can be obtained from the 401 & Buffer Permitting Branch
5. Does project comply with 15A NCAC 02T.0105(c)(6) (additional permits/certifications)? ® Yes ❑ No
Per 15A NCAC 02T.0105(c)(6), directly related environmental permits or certification applications are being prepared, have
been applied for, or have been obtained. Issuance of this permit is contingent on issuance of dependent permits (erosion and
sedimentation control plans, stormwater management plans, etc.).
6. Does this project include any sewer collection lines that are deemed "high -priority?"
Per 15A NCAC 02T.0402, "high -priority sewer" means "any aerial sewer, sewer contacting surface waters, siphon, or sewer
positioned parallel to streambanks that is subject to erosion that undermines or deteriorates the sewer.
❑ Yes ® No
> If yes, include an attachment with details for each line, including type (aerial line, size, material, and location).
High priority lines shall be inspected by the permittee or its representative at least once every six -months and
inspections documented per 15A NCAC 02T.0403(a)(5) or the permitee's individual System -Wide Collection permit.
FORM: FTA 04-16 Page 4 of 5

X. CERTIFICATIONS:
1. Does the submitted system comply with 15A NCAC 02T, the Minimum Design Criteria for the Permitting of Pump Stations
and Force Mains (latest version). and the Gravitv Sewer Minimum Design Criteria (latest version) as applicable?
® Yes ❑ No
If No, complete and submit the Variance/Alternative Design Request application (VADC 10-14) and supporting documents
for review. Approval of the request is required prior to submittal of the Fast Track Application and supporting
documents.
2. Professional Engineer's Certification:
I, At3Peve,i S, PE-r j
(Professional Engineer's name from Application Item III.1.)
attest that this application for
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best
of my knowledge the proposed design has been prepared in accordance with the applicable regulations, Gravity Sewer
Minimum Design Criteria for Gravity Sewers (latest version), and the Minimum Design Criteria for the Fast -Track
Permitting of Pump Stations and Force Mains (latest version). 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 General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application package 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.
North Carolina Professional Engineer's seal, signature, and date:
A L
• 30823 • SI
=I
4
rr6'/N �;`�.
� \`\
tt` 1
t 1 15 , O
_-. Lit
3. Applicant's Certification per 15A NCAC 02T .0106(b):
1, /1'J't1() (9 'T�7� , (2w P.1-,Z all __- attest that this application for
(Signature Authority s name & title from Application Item I.3.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I 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. I understand that any discharge of wastewater from this non -
discharge system to surface waters or the land will result in an immediate enforcement action that may include civil penalties,
injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a
condition of this permit be violated. 1 also understand that if all required parts of this application package are not completed
and that if all required supporting information and attachments are not included, this application package will be returned to
me as incomplete.
NOTE — In accordance with General Statutes 143-215.6A and I43-215.6B, any person who knowingly makes any false
statement, representation, or certification in any application package 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.
Date: j_e2//422431-'
FORM: ETA 04-16
Page 5 of 5

RE.ULtvLu
DEWAR
AR
JAN 2 6 Z ,dL
State of North Carolina
Department of Environmental Quality
Division of Water Resources
wQ
FAYF:i rEVIL E FC-' NA/ O FFj v Tracking for Sewer Extension Applications
(FTSE 10-18)
Entity Requesting Allocation: Town of Aberdeen
Project Name for which flow is being requested: Sandy Springs Phase 3A, 3B, 4C, 5, 6
More than one FTSE may be required for a single project if the owner of the Wlt'TP is not responsible for all pump
stations along the route of the proposed wastewater flow.
1. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: Moore County Water Pollution Control Plant
b. WWTP Facility Pertnit #: NC 0037508
All flows are in MGD
c. WWTP facility's permitted flow 10.0000
d. Estimated obligated flow not yet tributary to the WWTP 0.68161
e. WWTP facility's actual avg. flow 5.45000
f. Total flow for this specific request 0.05676
g. Total actual and obligated flows to the facility 6.18837
h. Percent of permitted flow used 61.8837
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 Pump Average Approx. Not Yet Total Current
Station Station Firm Daily Flow** Current Tributary Flow Plus
(Name or Permit Capacity, * (Firm / pf), Avg. Daily Daily Flow, Obligated Available
Number) No. MGD MGD Flow, MGD MGD Flow Capacity***
* The Firm Capacity (design flow) 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, per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
*** 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.
Downstream Facility Name (Sewer): Moore County Public Utilities
Downstream Permit Number: WQCS00034
Page I of 6
F.I_SE 1)-18

1II. Certification Statement:
I Randy G. Gould, PE 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 certifies that the receiving collection system or treatment
works has adequate capacity to transport and treat the proposed new wastewater.
Signing (Vidal Signatit4e Date
Title of Signing Official
Page 2 of 6

a r Res,
DE IDWR
J,i r"�, 20 ) _
; nl 2
\NQROS
iAYETTEVII.l
State of North Carolina
Department of Environmental Quality
Division of Water Resources
OFFJpw Tracking for Sewer Extension Applications
(FTSE 10-18)
Entity Requesting Allocation: Town of Aberdeen
Project Name for which flow is being requested: Sandy Springs Phase 3A, 3B, 4C, 5, 6
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.
1. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: Moore County Water Pollution Control Plant
b. WWTP Facility Permit #: NC 0037508
All flows are in MGD
c. WWTP facility's permitted flow 10.0000
d. Estimated obligated flow not yet tributary to the WWTP 0.68161
e. WWTP facility's actual avg. flow
f. Total flow for this specific request
g. Total actual and obligated (lows to the facility
h. Percent of permitted flow used
5.45000
0.05676
6.18837
61.8837
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 Pump Average Approx. Not Yet Total Current
Station Station Firm Daily Flow** Current Tributary Flow Plus
(Name or Permit Capacity, * (Firm / pf), Avg. Daily Daily Flow, Obligated Available
Number) No. MGD MGD Flow, MGD MGD Flow Capacity***
* The Firm Capacity (design flow) 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, per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
*** 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 < O.
Downstream Facility Name (Sewer): Moore County Public Utilities
Downstream Permit Number: WQCS00034
Page I of 6
E7T S E 10-18

III. Certification Statement:
1 Randy G. Gould, PE 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 certifies that the receiving collection system or treatment
works has adequate capacity to transport and treat the proposed new wastewater.
Signing Official S'tgnatuje
Title of Signing Official
Date
Page 2 of 6
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RECE(VED
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JAN 2 (i) LAD.2;2-
FAYEVIEVILl E NAL nt:FICE
SANITARY SEWER
CONSTRUCTION
DETAILED SPECIFICATIONS
Aberdeen

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 1 - MATERIALS
1. GENERAL: All material shall be of the best commercial quality for the purpose specified
and shall be free from defects that might impair the strength and durability.
Where two or more materials are specified as acceptable for the same service and where
proposals are requested from the bidders for each material, the Owner reserves the right to
select the material to be used and to award the contract on either low prices or other
construction that he determines to be in his best interest. This right is further extended to
allow the Owner to award a contract on the basis ()fusing one material in a portion of the
contract, or under one set of conditions, and an alternate material in another portion of the
contract, or under another set of conditions if such a division is recommended by the
Engineer and is determined to be in the Owner's best interest. See Town of Aberdeen
Details
2. PIPE:
A. Concrete: Concrete pipe shall conform to ASTM C-14, High Strength, except for special
conditions, such as railroad and river crossings. In these cases, the Engineers shall designate
the class of concrete pipe proposed on the working drawings. All concrete pipe 18" and
larger shall conform to ASTM C-76. Concrete sanitary sewer pipe shall be laid using an
approved rubber gasket joint except for tie-ins to existing system.
B. Ductile Iron: Shall conform to the requirements of ANSI A21.51 (AWWA C151). See plans
and/or bid items for thickness classifications.
1. Joints: Mechanical ASA Specifications A21.11 (AWWA C 11 1). Push on single gasket
conforming to Federal Specifications WW-P-421b, Type II.
2. Pipe Lining Cement mortar with a bituminous seal coat conforming to ANSI A21.5
(AWWA C104).
3. Exterior Coating: Bituminous in accordance with manufacturer's specifications.
C. PVC Pipe (Gravity Sewers): All PVC Pipe shall conform to ASTM D-3034, SDR 35.
1. Joints: All joints shall use a rubber gasketed system.
2. Installation: Pipe and fittings will be in accordance with ASTM D-2321. Only Class I, II,
III embedment materials will be considered suitable for PVC applications.
3. Fittings: All fittings shall confoiiri to ASTM D1784.
D. PVC Pipe (Sewer Force Mains):
Force mains shall be designed per NCDEQ, Minimum Design Criteria for the Permitting
of Pump Stations and Force Mains, Section 4.0.
Pipe materials and specifications shall be selected based on the installation and operating
conditions of the system and shall consider the following criteria:
Installation depth and overburden pressure.
Soil conditions and groundwater pressure.
Corrosion resistance from both external and internal sources.
SS-1

Strength required withstanding internal pressures expected during normal operation as well
as those resulting from hydraulic surges and water hammer.
Force mains shall be constructed of the following pipe:
Ductile iron pipe — DIP shall conform to ANSI/AWWA C 151 /A21.51 "Ductile Iron Pipe,
Centrifugally Cast in Metal Molds for Water or Other Liquids."
The thickness and pressure class of DIP pipe shall be determined in accordance with
ANSI/AWWA C150/A21.50 "Thickness Design of Ductile Iron Pipe."
Fittings for DIP shall conform to ANSI/AWWA C 1 10/A21.10 "Ductile -Iron and Gray -Iron
Fittings, 3" - 48" for Water and Other Liquids" or ANSI/AWWA C 153/A21.53 "Ductile
Iron Compact Fittings, 3" - 24" and 54" - 60" for Water Service."
DIP force mains shall have mechanical, gasketed push -on type joints. or flanged if exposed.
Restrained joint DIP may be used for anchoring purposes. Gaskets shall be in accordance
with ANSI/AWWA C 111 /A21.11 Flanged DIP shall confoiiri to ANSI/AWWA
C115/A21.15
Where corrosion is deemed to be a serious problem, DIP shall be provided with cathodic
protection applied in accordance with the appropriate ANSI and AWWA standards.
Polyvinyl Chloride (PVC) materials used in the manufacturing shall conform to ASTM
D 1784.
PVC pipe shall conform to AWWA C900 or C905. The thickness and pressure class of PVC
shall be determined in accordance with AWWA C900 or AWWA C905 but shall be a
minimum or Pressure Class 200, SDR 14 or less.
Force mains of PVC pipe shall have elastomeric gasketed push -on type joints in accordance
with ASTM F477 "Standard Specification for Elastomeric Seals (Gaskets) for Joining
Plastic Pipe."
Mechanical joint DIP fittings confonning to ANSI/AWWA C 110/A21.10 and
C 1 16/A21.16-98 shall be used for force mains 4" in diameter and larger.
PVC pipe shall be shipped, stored, and strung in a manner to limit its total accumulated
exposure to sunlight and UV radiation to no more than 4 weeks.
All force mains shall be identified with green plastic locator tape & black lettering
identifying the pipeline as sanitary sewer. The tape shall be placed approximately 1 ' above
the pipe.
SS-2

Tracer wire is required to be taped to the force main. Tracer wire shall be # 12 plastic coated
solid copper wire.
Force mains shall be adequately anchored to resist thrusts that may develop at fittings and
any other location where a change in flow direction occurs.
Testing of the force main cannot be performed until the force main has been backfilled and a
minimum of 7 days after the last thrust block has been poured.
The hydro -static test pressure shall be 1.5 x the maximum pump operating head range, but
not less than 100 psi. The test pressure shall be held a minimum of 2 consecutive hrs.
Requirements for Acceptance of Sanitary Sewer Force Main System
Video of the sewer force main system (after the installation of dry utilities, but prior to
acceptance).
Upon completion of the project the Owner/ Developer shall provide complete record
drawings of the final constructed quantities and field conditions prior to final acceptance. A
hard copy to scale (24" x 36" or 22" x 34" ), digital file PDF, TIFF and digital AutoCAD or
ArcGIS points to grid of all attributes to include gate valves , hydrants, fittings, stations
,vaults, manholes, and all related appurtenances included in the project.
Engineer's Certification.
State approval.
Easements or Rights -of -Way dedicated to the Town.
E. Service Connection:
The 4" and 6" pipe and fittings used shall be Schedule 40 PVC confoi riling to ASTM D-
2665 and ASTM D-2466 respectively. Submittals of materials to be used shall be submitted
to the Engineer before construction begins. All service connections are required to install a
Backwater Valve Assembly.
3. FITTINGS (Sewer Force Mains):
a. Ductile Iron: Ductile iron special castings or fittings shall be all mechanical joint. The
special castings or fittings shall be manufactured in strict accordance with Specifications
ANSI A21.10 (AWWA C 110). Fittings 3" - 12" shall be Class 250; 14" and larger may be
Class 150.
In the case of mechanical joint fittings, payment shall be made on a per unit basis and shall
include the body and accessories.
All ductile iron fittings shall be lined with one-half thickness cement lining, commonly
known as "enameling" and have a bituminous coating both inside and out.
4. VALVES (Sewer Force Mains):
SS-3

a. Gate Valves: Gate valves shall be designed and manufactured in accordance with the
requirements of the latest revision of AWWA C-500. All valves shall be of iron body,
bronze mounted, resilient wedge type with non -rising stems and a 2" square operating nut.
Valves shall be manufactured with "O" Ring stem seals. Valves 16" and larger shall have a
by-pass to equalize pressure on both of the valves to facilitate opening. All valves 24" and
larger shall be equipped with gearing.
Valve ends shall be of the size and type required for connections to the type service line
used. Standard connections shall be mechanical joint and ductile iron pipe.
Pressure ratings for the valves shall be as follows:
WORKING HYDROSTATIC TEST
SIZE PRESSURE PRESSURE (SHELL)
2"-12" 200 psi 400 psi
14"-24" 150 psi 300 psi
Mueller, American -Darling or approved equal will be accepted.
b. Valve Boxes: Adjustable valve boxes shall be of equal quality and workmanship to those
manufactured by Mueller Company, or Rensselaer Valve Company. Valve boxes shall be of
close -grained grey cast iron The valve boxes shall be the two-piece screw type and the cover
or cap shall have cast on the upper surface in raised letters the word "Sewer". Valve boxes
shall be painted with a coat of protective asphaltum paint before being shipped from the
factory. Concrete protector rings shall be placed around valve boxes and grouted or poured
in place.
5. MANHOLES: Manholes may be built of approved precast concrete sections. Precast
Concrete Manholes sections shall conform to ASTM C478 latest revision. The successful
bidder shall submit three copies of shop drawings of the precast manholes proposed to be
used for approval by the Engineer before ordering the manholes for the proposed project.
Precast manholes with preformed bottoms shall be set on a minimum of 6" of gravel or
stone base. The stone or gravel base shall be placed over an area not less than 7'x 7'
centered on the centerline of the proposed manhole location.
6. CASING PIPE:
a. Bring Under Paved Roads and Highways: The inside diameter of the casing pipe shall not
be less than 2" greater than the largest outside diameter of the joints and couplings for
carrier pipe less than 6" O.D., and 4" greater for carrier pipe 6" and larger. It shall, in all
cases, be great enough to easily remove carrier pipe without disturbing the casing pipe.
1. Pipe Size 8" and Smaller: Schedule 40 wrought steel or wrought iron pipe having a wall
thickness as shown below may be used for casing pipe 8" and smaller.
SS-4

WROUGHT STEEL WROUGHT IRON
DIAMETER OF PIPE WALL THICKNESS WALL THICKNESS
INCHES INCHES INCHES
2 1/2 .203 .208
3 .216 .221
3 1/2 226 .231
4 .237 .242
5 .258 .263
6 .280 .286
8 .322 .329
2. Pipe Sizes 8" and Larger: Steel pipe for casings 8" and larger shall be manufactured from
steel having a minimum yield strength of 35,000 psi with the minimum wall thickness as
shown below:
INCHES
DIAMETER MINIMUM WALL THICKNESS
INCHES
10" .188
12" .188
16" .250
18" .250
20" .250
24" .250
30" .312
36" .375
b. Boring Under Railroads: The inside diameter of the casing pipe shall not be less than 2"
greater than the largest outside diameter of the joints and couplings for the carrier pipe less
than 6" O.D. and 4" greater for carrier pipe 6" and larger. It shall, in all cases, be great
enough to easily remove carrier pipe without disturbing the casing pipe.
Steel pipe manufactured from steel having a minimum yield strength of 35,000 psi and
having a minimum permissible wall thickness as listed below shall be used as casing pipe.
DIAMETER OF PIPE MINIMUM WALL THICKNESS
INCHES INCHES
10" .188
12" .251
6" .312
18" .313
20" .375
24" .407
30" .469
36" .532
SS-5

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 2 - PIPE INSTALLATION
1. GENERAL: The Contractor shall not lay pipe until the Engineer has checked and approved
the grade. Any pipe laid without the approval of the Engineer shall be removed and relayed
if directed.
Whenever the Engineer authorizes the use of wood blocks or "Mud Sills" for supporting the
pipe, such sills shall be at least 6" longer than the O.D. of the pipe and in section shall be at
least 2" by 10" for 12" and larger pipe. No extra compensation shall be allowed for the use
of such material.
Pipe shall not be laid in water, and water shall not be allowed to flow against or over the
joints until they have properly set.
The pipe and specials shall be so laid in the trench such that after the sewer is completed, the
invert of the pipe shall confoi iii accurately to line and grade.
Prior to being lowered into the trench, the pipe foreman shall carefully inspect each pipe,
and all faulty pipes shall be rejected and removed from the j obsite.
A bell hole shall be dug for each pocket. Bell holes shall be no larger than necessary for
making the joint. The bottom of the trench shall be shaped to fit the bottom quarter of the
pipe to insure a film even bearing on undisturbed earth of the entire length of the pipe.
The interior of the bell of the last pipe laid and the spigot of the next pipe shall be wiped
clean and dry as each joint is laid.
Rubber gaskets shall be installed, lubricated, and protected strictly as recommended by the
pipe and/or gasket manufacturer. In case pressure from the compressed gasket tends to open
the joint after it is made, the Contractor will provide a positive means of holding pipe joints
after installation to hold the joint as made.
2. PIPE BEDDING REQUIREMENTS (Gravity Mains): The following are minimum
bedding requirements for gravity sewers. See the special provisions of this contract for any
revisions to these minimum requirements.
a. Ductile Iron or Concrete Piping: Pipe shall be bedded in 3/4" maximum diameter granular
material placed on the flat trench bottom.
1. Pipe Depth 0-14 Feet: The granular bedding shall have a minimum thickness of 1/4 the
outside diameter of the pipe and shall be no less than 4" thick below the pipe barrel and shall
be backfilled with stone to a depth of 1/3 the outside diameter of the pipe. The backfill for a
minimum of 24" over the top of the pipe shall be carefully compacted material brought up
on maximum 6" lifts.
Pipe bedding shall conform to Class "C" bedding with 3/4" maximum diameter granular
material as described in the American Concrete Pipe Association Handbook.
2. Pipe Depth 14-18 Feet: • In trenches between 14' and 18' in depth, the pipe shall be installed
on Class "B" bedding having a minimum thickness of 1/2 the outside diameter of the pipe,
but not less than 4" thick below the pipe barrel and backfilled with crushed stone to at least
SS-6

one-half the pipe diameter. The backfill for a minimum of 24" over the top of the pipe shall
be carefully compacted material brought up in maximum 6" lifts.
b. PVC Piping: Pipe installation shall be in accordance with ASTM D 2321. Installation shall
consist of Class I bedding material (Gravel 1/4" to 3/4" particle size) having a minimum
thickness of 1/2 the outside diameter of the pipe, but no less than 4" thick below the pipe
barrel and continue as backfill to the top of the pipe. Based on the existing soil conditions,
the Engineer may adjust the depth of Bedding Material required. Any adjustment in the
depth will be authorized in the Special Provisions or in writing by the Engineer. Initial
backfill from the top of the pipe to 6" above the top of the pipe shall be of Class I, II or III
materials (sand or gravel). The Class I, 11 and III backfill shall extend over the full width of
the trench. Class IV material (silt or clay) may be used above the initial backfill.
3. GRADE:
a. Laser Beam: If laser beam equipment is used, the Contractor will check the pipe grade and
alignment every 50', by online and grade instruments, to insure that the pipe is being laid
according to plans and/or cut sheets. Any deviations in grade or alignment will be corrected
by the Contractor at no charge to the Owner.
4. INSPECTION AND TESTING: Visual inspection of individual legs of the gravity sewer
main between manholes shall be perfoiined by the Engineer prior to the line being placed
into service. The sewer main shall exhibit a full circle pattern when viewed. It shall also be
free of any obstructions, rocks, pieces of wood, dirt, etc. and shall be true to line and grade.
a. Flushing: Any obstructions revealed during visual inspection of the line shall be removed
by flushing with water at a minimum velocity of 2.5' per second until the line is clean.
b. Infiltration: Leakage into the sewer shall not exceed 100 gallons per day per inch of pipe
diameter per mile of sewer for any section between manholes.
1. Method B: A low-pressure compressed air test shall be used. A section of sewer main shall
be considered acceptable when tested at an average of 3.0 psi above any backpressure
applied by groundwater above the pipe, when that section does not lose air at a rate greater
than 0.0030 cfm per square feet of internal pipe surface. Separate infiltration/exfiltration
tests will be performed on each manhole.
c. Deflection Testing: This test may be required on some PVC composite pipes as determined
by the Engineer. If required, the test shall be performed using a nine -prong mandrel pulled
through the pipe. The maximum allowable deflection will be five percent. Mandrel size
will be in accordance with the following table:
Main Size Mandrel Dimensions
8" 7.40"
10" 9.31"
12" 11.22"
15" 14.09"
SS-7

d. Video of the sewer system (after the installation of dry utilities, but prior to acceptance).
(Both gravity and force mains)
5. CONCRETE CRADLE AND ENCASEMENT: When indicated on the plans or directed by
the Engineer, the pipe shall be supported on a concrete cradle or encased in concrete. The
concrete shall have just enough water to make it workable. Total compensation to the
Contractor shall be one and one-half times the cost of the concrete delivered by truck.
6. PIPELINE CONSTRUCTION (Sewer Force Main): Pipe under pressure shall be laid in
accordance with ANSUAWWA Specification C-600.
All pipe, special castings, valves, fittings, hydrants, and the bells, and/or spigots, of same
shall be thoroughly cleaned of all earth or other foreign matter before being fitted together.
The spigot end shall be adjusted in the bell of the pipe, special castings, valves, and
hydrants, to allow for uniform gasket space; and the pipe shall be completely forced home
and held there.
a. Blocking: All turns, fittings, etc., that induces pressure, which would cause separation of the
pipe, breakage, etc., shall be blocked with 3,000 lb. concrete. Blocking shall be formed and
placed in such a manner that the pressure to be exerted at the point of blocking shall be
transferred to firm, undisturbed earth at a maximum load of 2,000 lbs. per square foot. The
Contractor shall insure that blocking at all tees, bends, plugs, etc., shall be sufficient to
contain all pressure exerted by the pipe up to a pressure of 150 lbs. per square inch hydraulic
pressure within the pipe, i.e., pressure at plug = 150# x (area of pipe in inches). The
Contractor shall also be responsible for any damage or repairs caused by blowouts of any
insufficiently blocked pipe.
b. Testing: The Contractor will be required to set up a pump and test out each section of water
line or sewage force main to a hydrostatic pressure of one hundred fifty (150) pounds per
square inch or the rated pressure of the pipe whichever is less.
This test shall be sustained for not less than two hours, and as much longer as the Engineer
may require to deteiaaline the tightness of the joints, or to detect any broken or otherwise
defective material in the pipe lines. Leakage shall not exceed the amount determined by L =
[(N)(D)(T)I/2] /1850 where L is leakage in gal/hr., N is number of joints, D is Inside
Diameter of pipe in inches, and T is the Test Pressure in PSI. The Contractor shall remove
and replace any defective material that shows evidence of leakage.
c. Basis of Payment: Payment shall be made at the contract unit price on the measured length
of the force main. Unit price in bid shall include tying into the manhole, as well as
connection to pump station outlet pipe.
7. MANHOLE CONSTRUCTION: Excavation shall be made to the required depth and the
foundation of the manhole shall be constructed as shown on the plans.
a. Precast Concrete Manholes: Precast concrete manholes may be furnished and installed as
specified herein:
Excavation will be made to the required depth and the foundation on which precast manhole
is to be set shall be approved by the Engineer. The excavation shall include the removal of
obstructions and the removal of unstable materials unsuitable for a good foundation. The
SS-8

excavation shall allow for a minimum 6" thick bedding of crushed stone under the manhole
base 7' square.
Precast manholes shall consist of a monolithic precast base section with built up 1:2
concrete mortar inverts. Precast base sections shall be set at the proper invert elevations pm
a 6" thick base of crushed stone which is 7' square.
The barrel of the manhole shall be constructed from precast, reinforced sections, stacked to
form the manhole and manufactured according to the latest revision of ASTM C-476. The
tapered section of the manhole shall be manufactured under the same specification and
designed in a manner to suit the Engineer's requirements. Top slabs of manholes shall be
designed to support street traffic and H-20 loadings. Precast manhole sections shall be
joined with mastic material to show both inside and outside. Inlet and outlet pipes are to be
connected to the manholes by means of flexible connectors cast into the manhole section.
Flexible connectors are to be manufactured of high -quality rubber or synthetic rubber and all
strap clamps or draw bolts are to be manufactured for to stainless steel.
8. CONNECTION TO EXISTING WORK: Connections to existing manholes and sewers
shall be made in such a manner that the work will conform to the requirements of new work.
9. BORINGS:
a. Borings under Paved Roads and Highways: The minimum depth from the roadway surface
to the top of the casing pipe at its closest point shall be 3'. When the casing pipe ends are
below ground, they shall be protected from the entrance of foreign material.
Contractors shall be required to provide shoring of boring pits and trenches more than 6'
deep in accordance with the North Carolina Department of Transportation and Federal
Occupation Health and Safety Act.
b. Borings under Railroads: The depth from the base of the railway rail to the top of the casing
at the closest point shall not be less than 6'. Also, there should not be less than 3' from the
bottom of the side ditches to the top of the casing pipe. Where ends of casing pipe are
below grade, provisions shall be taken to protect the ends against foreign material.
Contractors shall be required to shore all pits used for boring if it is over 6'.
10. METHOD OF MEASUREMENT:
The quantities to be paid for under this section shall be the actual number of feet of sanitary
sewer pipe installed at varying depths and classes of pipe. The length shall be measured
from the beginning of the pipe to the end of the line, including distances through
inteiinediate manholes, except where crosslines are constructed, and in such cases, the
distance through the manhole will be measured only.
Manholes shall be measured by unit of the varying classifications of depth. The depth shall
be measured from the invert of the effluent line to the top of the brick or block work. Where
special drop manholes are constructed, payment shall be made on the basis of the unit price
for drop manholes in various depth classifications.
11. BASIS OF PAYMENT: The quantities as measured above shall be paid for at the contract
unit prices per linear foot for sanitary sewers of the classes, depths, sizes, and dimensions
called for in the proposal, complete in place and accepted; and at the contract unit prices bid
SS-9

for manholes of the dimensions, types, and depths called for in the proposal, complete in
place and accepted; which prices and payments shall be full compensation for furnishing,
hauling, and placing all pipe for all materials, equipment, tools and labor, necessary for
excavation and backfilling disposal of surplus materials, removal of existing structures, and
all other incidentals necessary to complete the work.
SS-10

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 3 - EARTHWORK
1. GENERAL: This section shall include all excavation, shoring, dewatering, filling,
backfilling, and compacting as indicated on the drawings, and specified herein, and directed
by the Engineer. Provisions of this section shall apply to all pipe work within the city limits,
within streets or public rights -of -way, and any pipe work outside the city limits that will be
added to the city's water, sewer or storm sewer system.
2. CHARACTER OF EXCAVATION MATERIAL: Since soils vary widely within the
project area, the Contractor shall satisfy himself as to the nature of material that will be
encountered during the project. All excavation shall be considered unclassified regardless of
the material encountered.
3. EXISTING UNDERGROUND UTILITIES: The Contractor shall be responsible for
locating all underground utilities and structures along the pipelines to be installed in order to
avoid conflict and costly repair of such utilities.
4. CONFLICTS: Where it is impossible to avoid conflict with existing utilities, the new
construction shall be performed in a manner that will cause the least amount of disturbance
to the existing facility. Any damage to existing facilities shall be repaired immediately
according to the directions of the owner of such facilities.
5. TEMPORARY DRAINAGE: Pumping equipment shall be provided and employed to
promptly remove any water that accumulates in the excavation. The area of excavation shall
be limited to that which can properly be dewatered by the equipment in use. The excavation
shall be maintained in a dry condition while construction is in progress. Surface water shall
be diverted from the excavation by sloping the ground away from the ditch.
A. Disposal of Water: The water from the excavation shall be disposed of in such a manner
that the natural drainage of the area shall not be disturbed. All gutters, drains, sewers, and
culverts shall be kept clean for surface drainage.
6. SHORING: The Contractor will provide Shoring when the excavation endangers existing
structures, utilities, pavements and banks, and when necessary to protect workmen. The
shoring shall be constructed of adequate size members and the arrangement of members
shall be suitable to withstand the earth pressure expected. Shoring, sheeting, and bracing
that is utilized above the invert of the pipe shall be removed carefully during the backfilling
process in order to prevent caving that might displace the pipe from the correct line and
grade. When and where directed by the Engineer, sheeting may be left in place in the
backfill with adequate braces to provide lateral support.
7. EXCAVATION (General): Trenches shall be excavated by open cut to the line and grade
given by the Engineer. Vertical cuts shall be used whenever possible, but in unstable soils,
SS-11

trenches may be sloped from the top of the excavation to a point 3.0 feet above the top of the
pipe with the width of the trench from this depth to the bottom of the ditch governed by A
below. The bottom 4" of the excavation shall be excavated by hand. Bell holes shall be
excavated by hand to insure that the pipe is properly supported for its entire length.
a. Trench Width: The maximum width of the trench shall be 24" plus the outside diameter of
the pipe. This width shall also apply to sloped trenches for the last 3' above the top of the
proposed pipe.
b. Excavated Material: Material excavated from the ditch shall be placed (whenever possible)
in piles along the side of the trench. When it is necessary to stockpile excavated material, it
shall be the Contractor's responsibility to secure the stockpile areas. No excavated material
shall be placed on private property without the consent of the Owner.
c. All excavation shall be considered unclassified regardless of nature of material encountered.
d. Whenever the bottom of the trench is unstable and does not afford a good foundation, the
Contractor shall remove such part as may be necessary and replace with suitable material
from the surface to make a good foundation without extra compensation.
e. Under exceptional conditions where ground water and unstable soil are such that it is not
possible to obtain a suitable foundation with material on the trench bank, the Engineer will
determine the method to be followed and the Contractor will be compensated for extra
foundation material delivered on the trench. On account of the difficulty in determining
extra labor involved, no extra compensation will be allowed for placing it, but it will be held
to be included in the unit price bid per linear foot of pipe.
f. Excavation for manholes and other appurtenances shall be sufficiently large to leave at least
12" clear between their outer surfaces and in the line of the excavation or supporting timber.
Any unauthorized excavation below the pipe or structure shall be filled with sand, gravel, or
concrete at the expense of the Contractor.
h. Where sheathing or bracing is used, no extra compensation will be allowed, except where
the Engineer directs that it be left in place, in which case the Contractor will be allowed
$300 per thousand board feet measure for material so left.
i. The Contractor shall include in the unit price for laying pipe all necessary pumping and well
pointing.
g-
8. BACKFILLING: Backfilling shall progress as rapidly as the pipe laying and testing
permits. The trench shall be backfrlled with approved material free from large clods or
stones. The initial backfill shall be carefully placed on both sides of the pipe at the same
time and thoroughly tamped around the barrel of the pipe until enough material has been
placed to provide 2' of cover above the top of the pipe. The remainder of the backfill shall
be placed in well compacted, one -foot layers using approved mechanical tampers. In no
case shall the backfill material be placed in unequal layers on one side of the pipe that might
cause pipe displacement. In existing streets, roads or alleys, the backfill shall be compacted
to a density of 95% as determined by ASTM A-695 using approved mechanical tampers in
6" layers to the top of the trench. The top elevation of the trench shall be graded to the
original grade that existed before excavation. In no case shall material such as old
pavement, curbs, bricks or blocks be placed in the backfill.
SS-12

a. Dewatering: Dewatering, when required, shall be continued during construction including
the pipe laying and the backfilling process. Adequate equipment shall be used and
maintained by the Contractor to insure a dry trench.
b. Rock Cut: If rock is encountered in excavation, rock shall be removed to a depth of 8"
below the bottom of the pipe. This 8" shall be refilled with select material.
c. Muck: Muck may be used in the backfill after at least 2.0 feet of approved material has
been placed above the bell of the pipe. Muck shall not be used in the backfill in any street,
road or alley. When it is encountered, approved backfill material shall be hauled in by the
Contractor.
d. Sheeting: When sheeting is removed from the backfill, all cavities shall be properly filled.
9. EXCESS MATERIAL: Excess material and material that is suitable for backfill shall be
disposed of at sites obtained by the Contractor.
10. BORROW: When the material excavated is not sufficient to meet the requirements for fill
material, borrow shall be obtained by the Contractor. Borrow material shall be approved by
the Engineer prior to placement. Borrow shall be paid for under this bid item for Select
Material.
1 1. PAYMENT: Payment for this section shall not be made directly but shall be included in the
unit price per LF of pipe.
SS-13

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 4 - SITEWORK
1. GENERAL: This section includes the clearing and grubbing of all required construction
areas together with disposal of materials, site preparation, and clean up as specified herein.
2. SITE PREPARATION:
a. Existing Facilities: The Contractor shall provide protection for all existing structures,
buildings, and utilities against all construction activity. The Contractor shall protect and
preserve the Owner harmless against damage and claims resulting from these activities.
Contractor shall provide a video of the entire project prior to construction.
b. Streets and Highways: Effective barricades, danger signals and signs on all streets and in
other locations where required for the protection of the work and the safety of the public,
shall be provided, erected and maintained by the Contractor. Barricades and obstructions
that encroach on, or are adjacent to, public rights -of -way shall be properly lighted between
the hours of sunset and sunrise. The Contractor shall confolinl to all city, state and local
laws and regulations in the use of streets and highways. The Contractor shall be responsible
for all damages occurring due to neglect or failure to meet these requirements. When
dictated by conditions that might endanger the public, a watchman shall be provided to
fulfill the requirements stated herein.
c. Traffic Flow and Continuance of Services: The work shall be arranged in a manner that will
cause a minimum of disturbance to vehicular and pedestrian traffic. Adequate egress and
ingress to both private and public property shall be provided by the Contractor during all
stages of construction. Without written approval from the municipality and utility company,
existing services shall not be interrupted by the construction work.
3. PRELIMINARY WORK:
a. Rights -of -Way: Adequate working space shall be cleared along the pipelines and space
shall be provided for control stakes and hubs. Trees and permanent structures not located
within the right-of-way of new streets shall be removed only as directed.
b. Valuable Trees and Shrubs: When the construction work involves the removal of valuable
trees and shrubs on existing public rights -of -way, the work shall be done in cooperation with
the city, county or state.
c. Protection of Private Property: The Contractor shall provide protection for privately owned
trees and shrubs bordering the right-of-way and shall take full responsibility for any damage
that does occur.
4. CLEARING AND GRUBBING: Clearing and grubbing shall be performed in areas
indicated and where required for construction. It shall include the complete removal and
disposal of all brush, weed, timber, stumps, rubbish, and all other obstructions. All such
material shall be removed to a depth of at least one foot below finished grade. In clearing
and grubbing areas where excavation is done, all timber, roots, or stumps removed that are
SS-14

exposed by said excavation shall be removed to a depth of one foot below the excavated
surface.
5. DISPOSAL OF CLEARED AND GRUBBED MATERIAL: All refuse from the clearing
and grubbing operation shall be disposed of either by burning or removal to a dump area
that is approved by the city. The Contractor shall obtain a burning pet twit from the city fire
chief before any burning is started. Burning, if approved, shall be done in such a manner
that it does not create hazards such as damage to existing structures, trees and vegetation,
interference with traffic and construction in progress. When the construction site is outside
the city limits and burning is required, proper permits shall be obtained from the city, county
or state officials. All disposal by burning shall be kept under constant supervision until all
fires have been extinguished and all burning shall comply with all state and local laws
relative to the building of fires.
6. PAVEMENT REMOVAL AND REPLACEMENT:
a. Removal: When pipe is to be laid in existing paved streets, the pavement shall be cut to true
and neat lines as directed by the Engineer. Power driven cutting saws are preferred;
pavement breakers driven by air compressors are acceptable if approved by the Engineer.
All broken pavement shall be removed before trenching is started.
b. Replacement: The pipe trench shall be backfilled with granular select material to within 10"
of the pavement surface. The trench shall then be filled with ABC stone to the surface and
sufficiently compacted. The stone fill shall be maintained in a workmanlike manner until
the asphalt surface has been replaced. The edges of the asphalt shall be neatly trimmed to a
new face and mopped with asphalt cement. The asphalt surface shall be placed and
thoroughly rolled to a smooth, dense surface true to adjacent areas of the street. The asphalt
surface course shall consist of Type I-2 bituminous concrete surface course in accordance
with North Carolina Department of Transportation Specifications.
The Contractor shall maintain cut areas in a safe, passable condition until paved. Should the
area create a dusty condition, the Contractor shall remedy this condition by the use of water
or calcium chloride. Special care shall be given to the areas cut in traffic lanes and
intersections by placing crushed stone and maintaining in a smooth condition at the
Contractor's expense.
c. Sidewalk, Driveway and Curb and Gutter Replacement: Existing sidewalks and paved
driveways, including curb and gutters removed, disturbed or destroyed by construction, shall
be replaced or repaired. The finished work shall be equal in all respects to the original.
d. State Highway Crossing: All construction related to state highway crossing shall be in full
compliance with all requirements of the permit and to the satisfaction of the Department of
Transportation.
7. WORK IN RAILROAD RIGHTS -OF -WAY: Permits for all construction within the
rights -of -way of railroads shall be obtained by the Owner and shall be approved by the
railroad before commencing work in these areas.
Utility lines shall be installed in full compliance with all requirements of the railroad and to
their satisfaction, including any carrier pipe and encasement pipe. The Contractor shall
provide all warning and protective measures required by the railroad company.
SS-15

8. METHOD OF MEASUREMENT: The quantities to be measured under this item shall
consist of the number of square yards of pavement replacement (sand clay and asphalt). For
this contract, the following maximum trench widths shall be used for final measurement:
a. Gravity Sewers - (0-10') - 1 0'
b. Gravity Sewers - (10'-20') - 16'
c. Sewer Force Main - 4'
9. BASIS OF PAYMENT: Pavement replacement shall be paid for at the unit price bid per
square yard for pavement replacement. All other items under this section shall not be paid
for directly but shall be considered as an incidental part of construction and be included in
the unit price bid per LF of pipe.
SS-16

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 5 - BORING UNDER HIGHWAYS AND RAILROADS
1. SCOPE: This section shall include furnishing all labor, tools, equipment and other
incidentals required to bore casing pipe under highways or railroads.
2. BORINGS: Procedures for boring shall be in accordance with the best -accepted methods of
the construction and as shown on the plans and specified and detailed in these specifications.
A. Boring Under Highways: Lines installed under highways shall be bored as shown on the
detail drawings contained in these specifications. Casings will be installed of the type, size,
and thickness as specified herein or on the detail drawings. The Contractor shall be
responsible for notifying the Department of Transportation at least five days prior to any
contemplated work and for securing any required permits for perfot►fling the work. All
work shall be accomplished under the supervision of the Engineer and the District Engineer
of the Department of Transportation or his authorized representative.
l . Carrier Pipe: Carrier pipe used under highways shall be of an approved material and
installed to the satisfaction of the District Engineer of the Department of Transportation.
Carrier pipe shall be of the same material specified for water main construction unless
otherwise noted.
2. Casing Pipe: The inside diameter of the casing pipe shall not be less than 2" greater than the
largest outside diameter of the joints and couplings for carrier pipe less than 6" o.d., and 4"
greater for carrier pipe 6" and larger. It shall, in all cases, be great enough to easily remove
carrier pipe without disturbing the casing pipe.
a. Pipe Size 8" & Smaller: Schedule 40 wrought steel or wrought iron pipe having a wall
thickness as shown below may be used for casing pipe 8" and smaller.
WROUGHT STEEL WROUGHT IRON
DIAMETEROF PIPE WALL THICKNESS WALL THICKNESS
INCHES INCHES INCHES
2-1/2 .203 .208
3 216 .221
3-1/2 .226 .231
4 .237 .242
5 .258 .263
6 .280 .286
8 .322 .329
3. Pipe Sizes 8" and Larger: Steel pipe for casings 8" and larger shall be manufactured from
steel having a minimum yield strength of 35,000 psi with the minimum wall thickness as
shown below:
SS-17

DIAMETER
INCHES
MINIMUM WALL THICKNESS
INCHES
10" .188
12" .188
16" .250
18" .250
20" .250
24" .250
30" .312
36" .375
a. Installation: The minimum depth from the roadway surface to the top of the casing pipe at
its closest point shall be 3'. The casing pipe ends shall be protected from the entrance of
foreign material. The casing pipe shall extend from ditch line to ditch line or toe to toe of
fill unless otherwise noted on the plans or specified herein.
Contractors shall be required to provide shoring of boring pits and trenches more than 6'
deep in accordance with the North Carolina Department of Transportation and Federal
Occupational Health and Safety Act.
b. Borings Under Railroads: All work on railroad rights of way shall be done under the
supervision of the Chief Engineer of the railroad, or his authorized representative, who shall
be notified at least 15 days before construction is begun. In addition, this work shall only be
done in the presence of the authorized representative of the Chief Engineer, and no methods
shall be used that, in the opinion of the representative, could be hazardous to the railway.
1. Carrier Pipe: Carrier line pipe and joints shall be of the material shown on the details of the
railroad encroachment agreements or as approved by the Chief Engineer or his authorized
representative.
2. Casing Pipe: The inside diameter of the casing pipe shall not be less than 2" greater than the
largest outside diameter of the joints and couplings for the carrier pipe less than 6" o.d. and
4" greater for carrier pipe 6" and larger. It shall, in all cases, be great enough to easily
remove carrier pipe without disturbing the casing pipe.
Steel pipe manufactured from steel having a minimum yield strength of 35,000 psi and
having a minimum permissible wall thickness as listed below shall be used as casing pipe.
DIAMETER OF PIPE MINIMUM WALL THICKNESS
INCHES INCHES
10" .188
12" .251
16" .312
18" .313
20" .375
24" .407
30" .469
SS-18

3. Installation: The depth from the base of the railway rail to the top of the casing at the closest
point shall not be less than 5-1/2'. Also, there should not be less than 3' from the bottom of
the side ditches to the top of the casing pipe. The casing pipe ends shall be protected from
the entrance of foreign materials. The casing shall extend 25' either side of the centerline of
the railroad track unless otherwise noted on the plans or specified herein.
Contractors shall be required to shore all pits used for boring if it is over 6' deep.
3. METHOD OF MEASUREMENT:
Bores shall be measured in linear feet from end to end of casing pipe installed and accepted.
This item shall include casing pipe and other materials, tools, directed by the highway or
railroad district engineer and/or resident engineer.
4. PAYMENT: Payment shall be made at the contract unit price on items measured as
described above.
SS-19

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 6 - SEEDING/TURFING
1. SCOPE: This section shall include the furnishing of all labor, materials, equipment and
incidental items to seed and establish a turf on all areas disturbed by the pipe laying
operation.
All materials shall be of the best commercial quality available for the purposes specified.
2. SEEDING: Seed shall be furnished and sowed at the rates per acre as follows:
10 Lbs. Goi man Millet
55 Lbs. Common Bermuda
30 Lbs. Common Beiiiiuda (Unhulled)
Thus, giving a total of one -hundred fifty pounds (60 lbs.) of seed per acre. Winter planting,
from November 1 until March 1, shall include 50 lbs/acre Rye grass.
Quantities stated are in terms of total seed of the specified quantity.
3. LIME: Applying Lime - Lime shall be applied at the rate of 4,000 lbs. per acre.
4. FERTILIZER: Applying Fertilizer - Fertilizer shall be distributed at the rate to provide
1,200 Lbs. per acre (complete mix fertilizer - 10 parts nitrogen, 10 parts phosphoric acid and
10 parts potash) and thoroughly mixed immediately before planting.
5. MULCH: Straw mulch shall be threshed plant residue of oats, wheat, barley, rye, or rice
from which grain seed has been removed. The mulch shall be applied at a rate of 1-1/2 tons
per acre and shall be tacked or otherwise sufficiently held in place.
6. SOWING SEED: All sowing of seed shall be completed within the periods specified in the
seeding schedule authorized by the Engineers. All seed shall be covered to an average depth
of 1 /4".
7. ESTABLISHING TURF: The establishment period shall continue for six (6) months from
the date of seeding. The Contractor shall be responsible for maintenance, protection,
repairing and resulting reseeding and refertilization for six (6) months after initial seeding.
No direct payment will be made for this work. The cost, therefore, will be included in the
contract price of Liming, Fertilizer and Sowing Seed, etc., under the pay item Seeding and
Mulching.
8. MOWING: No mowing will be required.
9. REFERTILIZING: Fertilizer shall be applied at the rate to provide 1,200 Lbs. per acre
(complete mix fertilizer - 8 parts nitrogen, 8 parts phosphoric acid and 8 parts potash), eight
to ten (8-10) weeks after initial seeding as directed by the Engineers.
SS-20

10. METHOD OF MEASUREMENT: The area of seeding to be paid for shall be the area 40'
wide centered on the line work (within areas that do not fall within the roadway). All areas
shall be prepared, limed, fertilized, seeded, refertilized, reseeded, repaired, turf established
and accepted as directed by the Engineers.
11. BASIS OF PAYMENT: Payment for this item shall be included in the unit price bid item
for pipe installation. This price shall be full compensation for all materials, preparation,
tilling and grading, applying and incorporating lime, fertilizer and seed, refertilizing,
reseeding, repairing including all labor, equipment, tools and incidentals necessary in the
opinion of the Engineers to establish turf.
SS-21

SANITARY SEWER CONSTRUCTION
SECTION 7-WASTEWATER PUMP STATIONS
1. The Town of Aberdeen policy for wastewater pump stations is to minimize the need for
pump stations. The additional expense of operation and maintenance, along with the
environmental concerns associated with pump stations is the basis of the policy.
While the construction of pump stations is not viewed as the initial option for providing
sewer service, there are situations that pump stations can be allowed. The following criteria
will be utilized during the consideration of developer funded pump stations.
a. The pump station can be eliminated by a project or combination of projects, all of which are
included for funding in the approved 5-yr CIP. The pump station can be eliminated by a
project being done under a reimbursable program and the funds have been made available
to the Town.
b. The proposed pump station is at an appropriate location and has adequate capacity or
expansion capacity to serve as a permanent or long-term facility and gravity service is cost
prohibitive or not possible due to other circumstances.
c. The construction of the proposed pump station would include elimination of one or more
existing pump stations.
d. The construction of the proposed pump station would facilitate significant progress toward
achievement of land use goals and strategies described by current, officially approved
planning documents and no other reasonable options are available for service.
e. The receiving system must have available capacity to carry the proposed pump station
discharge. Any upgrades required will be the responsibility of the Developer requesting the
pump station.
2. All wastewater pump stations shall be designed by Professional Engineer licensed in the
North Carolina, comply with the NCDEQ, Minimum Design Criteria for the Permitting of
Pump Stations and Force Mains and be permitted through NCDEQ.
3. (See Aberdeen Details) Only non -clog pumps designed and manufactured for use in
conveying raw, unscreened wastewater shall be permitted. The pumps shall be capable of
handling a 3" solid and any trash or stringy material that can pass through a 4" hose. Pumps
shall be designed for continuous duty.
4. The impellors shall have blades that are generally forward rounded or otherwise configured
to avoid catching solids, trash, and stringy material.
5. Pumps shall have no less than a 4" diameter suction and discharge opening.
SS-22

6. Multiple pumps shall be used such that the pump station is capable of conveying the peak
hourly wastewater flow to its desired outfall location with the largest single pump out of
service.
a. In duplex pump stations, the pumps shall be of the same capacity.
b. If pumps in series are required to meet capacity or total dynamic head requirement, each set
of pumps in series shall be viewed as a single pumping unit.
c. Priming pumps as well as any other auxiliary system that is required for pump functionality
shall also be provided in multiple numbers.
Determination of pump capacity shall be based on development build out. For regional
pump stations, pump capacity shall be based on the entire service area over the life of the
pump station.
8. The minimum allowable design daily wastewater flow to the pump station shall be historical
potable water use, wastewater flow generation data; or established long-range wastewater
planning criteria.
9. The storage capacity for the pump station shall include 2-hr storage above the high-water
alarm elevation at the peak flow rate.
10. Pump capacity shall also be based upon the need to maintain a minimum velocity of 2 fps.
1 1. Pump selection shall be based on total dynamic head versus capacity; static head
requirements; friction head requirements; minor losses; pressure head at the junction of the
existing force main; no cavitating; and maximized operating efficiency.
12. System curves shall be generated and evaluated not only for present day conditions, but also
for conditions that may exist over the expected lifetime of the pump station.
13. The Hazen -Williams friction coefficient, C, appropriate for the force main pipe material and
age of the force main shall be used.
14. Consideration shall be given to minimizing motor speed and the motor horsepower shall be
at least 1.15 x what is required during the entire pump performance curve.
15. Constant speed pumps shall be cycled such that the number of starts is minimized, and
resting times are maximized to avoid overheating and overstressing of the pump motor.
16. All pumps shall be UL or FM listed, hermetically sealed, air -filled submersible type, electric
motor for operation at 460V, 3ph, 60hz power. Pumps shall be designed for use in
electrically hazardous locations, general use in pumping sewage, and be provided with
theriiral overload protection and moisture detection system.
SS-23

17. A quick disconnect suction line shall be installed in the wet well, 1 ' above finished floor,
extending above the finished grade of the wet well. The suction line shall be restrained joint
DIP.
18. A quick disconnect pump connection shall be required at location designated by the Director
of Public Works.
19. If the pump station will be maintained by the Town, the tract of land where the pump station
will be located shall be deeded and recorded to the Town of Aberdeen. The tract shall be
large enough to accommodate the pump station, structures, emergency generator, parking,
and maneuvering of maintenance vehicles, accommodate grading, ingress/egress to the site,
and a security fence.
20. All ports of entry to the pump station, structures, vaults, panels, etc. shall be lockable.
21. Adequate indoor and outdoor lighting shall be provided at the site.
22. The security fence shall be chain link, 8' high, around the entire perimeter and have double -
swing gates with a minimum clear opening of 14'.
23. Roads for ingress/egress of pump stations shall be evaluated on a case -by -case basis to
adequately serve the pump station in any weather condition.
24. All structures shall be designed and constructed in complete compliance with all applicable
state, local and federal codes as well as applicable Occupational Safety and Health
Administration (OSHA) and National Fire Protection Association (NFPA) standards and
display all applicable safety placards.
25. Piping and valves shall be designed and installed per the NCDEQ, Minimum Design
Criteria for the Pet tinging of Pump Stations and Force Mains.
26. The site shall have a water supply. If municipal water is the source of potable water, a 1"
water service with a reduced pressure principle backflow prevention device is required. If
municipal water is unavailable, a well shall be required to provide water. Wells shall be
required to deliver 10 gpm at 40 psi and be marked as non -potable. A freeze -proof yard
hydrant is required inside of the security fence.
27. All electrical systems and equipment shall be designed and installed meeting the standards
of Underwriters Laboratories Incorporated (UL), National Electrical Manufacturer's
Association (NEMA), National Fire Protection Association (NFPA), North Carolina State
Building Code (NCSBC), National Electrical Code (NEC) and NCDEQ, Minimum Design
Criteria for the Pei «sitting of Pump Stations and Force Mains (MDCPPSFM).
28. Contact Aberdeen Director of Public Works, [phone], to obtain the current
requirements for installation of telemetry and other instrumentation.
SS-24

29. Stand-by power generation is required for pump stations. The stand-by power shall be
fueled by natural gas, where available, or liquid propane, where natural gas is not available.
The generator shall be sized to adequately supply the pump station with consistent power
enough to operate the pumps and supporting accessories throughout a power outage. The
generating unit shall be located in a building structure or otherwise protected from the
weather elements and meet the minimum requirements per the NCDEQ, Minimum Design
Criteria for the Permitting of Pump Stations and Force Mains.
30. Testing of all appurtenances associated with the pump station shall be performed per the
NCDEQ, Minimum Design Criteria for the Permitting of Pump Stations and Force Mains
and/or local specifications.
31. Operations and Maintenance (O&M) Manuals shall be provided to the town upon start-up of
the pump station. The manual shall be prepared using the criteria in the NCDEQ, Minimum
Design Criteria for the Pet witting of Pump Stations and Force Mains.
SS-?5

t<E(..it. V tij
DEQ/DWR
JAN 2 6 2-62-'2-
WC:
FAYETTEVILLE RL-.6;UNALOFFICE
SANITARY SEWER
CONSTRUCTION
DETAILED SPECIFICATIONS
Aberdeen

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 1 - MATERIALS
1. GENERAL: All material shall be of the best commercial quality for the purpose specified
and shall be free from defects that might impair the strength and durability.
Where two or more materials are specified as acceptable for the same service and where
proposals are requested from the bidders for each material, the Owner reserves the right to
select the material to be used and to award the contract on either low prices or other
construction that he determines to be in his best interest. This right is further extended to
allow the Owner to award a contract on the basis of using one material in a portion of the
contract, or under one set of conditions, and an alternate material in another portion of the
contract, or under another set of conditions if such a division is recommended by the
Engineer and is determined to be in the Owner's best interest. See Town of Aberdeen
Details
2. PIPE:
A. Concrete: Concrete pipe shall conform to ASTM C-14, High Strength, except for special
conditions, such as railroad and river crossings. In these cases, the Engineers shall designate
the class of concrete pipe proposed on the working drawings. All concrete pipe 18" and
larger shall conform to ASTM C-76. Concrete sanitary sewer pipe shall be laid using an
approved rubber gasket joint except for tie-ins to existing system.
B. Ductile Iron: Shall conform to the requirements of ANSI A21.51 (AWWA C151). See plans
and/or bid items for thickness classifications.
1. Joints: Mechanical ASA Specifications A21.11 (AWWA C 111). Push on single gasket
conforming to Federal Specifications WW-P-421b, Type II.
2. Pipe Lining Cement mortar with a bituminous seal coat conforming to ANSI A21.5
(AWWA C104).
3. Exterior Coating: Bituminous in accordance with manufacturer's specifications.
C. PVC Pipe (Gravity Sewers): All PVC Pipe shall conform to ASTM D-3034, SDR 35.
1. Joints: All joints shall use a rubber gasketed system.
2. Installation: Pipe and fittings will be in accordance with ASTM D-2321. Only Class I, II,
III embedment materials will be considered suitable for PVC applications.
3. Fittings: All fittings shall conform to ASTM D1784.
D. PVC Pipe (Sewer Force Mains):
Force mains shall be designed per NCDEQ, Minimum Design Criteria for the Permitting
of Pump Stations and Force Mains, Section 4.0.
Pipe materials and specifications shall be selected based on the installation and operating
conditions of the system and shall consider the following criteria:
Installation depth and overburden pressure.
Soil conditions and groundwater pressure.
Corrosion resistance from both external and internal sources.
SS-1

Strength required withstanding internal pressures expected during normal operation as well
as those resulting from hydraulic surges and water hammer.
Force mains shall be constructed of the following pipe:
Ductile iron pipe — DIP shall conform to ANSI/AWWA C 151 /A21.51 "Ductile Iron Pipe,
Centrifugally Cast in Metal Molds for Water or Other Liquids."
The thickness and pressure class of DIP pipe shall be determined in accordance with
ANSI/AWWA C 150/A21.50 "Thickness Design of Ductile Iron Pipe."
Fittings for DIP shall confoiiii to ANSI/AWWA C1 10/A21.10 "Ductile -Iron and Gray -Iron
Fittings, 3" - 48" for Water and Other Liquids" or ANSI/AWWA C 153/A21.53 "Ductile
Iron Compact Fittings, 3" - 24" and 54" - 60" for Water Service."
DIP force mains shall have mechanical, gasketed push -on type joints. or flanged if exposed.
Restrained joint DIP may be used for anchoring purposes. Gaskets shall be in accordance
with ANSI/AWWA CI1 1 /A21.11 Flanged DIP shall conform to ANSI/AWWA
C115/A21.15
Where corrosion is deemed to be a serious problem, DIP shall be provided with cathodic
protection applied in accordance with the appropriate ANSI and AWWA standards.
Polyvinyl Chloride (PVC) materials used in the manufacturing shall conform to ASTM
D1784.
PVC pipe shall conform to AWWA C900 or C905. The thickness and pressure class of PVC
shall be determined in accordance with AWWA C900 or AWWA C905 but shall be a
minimum or Pressure Class 200, SDR 14 or less.
Force mains of PVC pipe shall have elastomeric gasketed push -on type joints in accordance
with ASTM F477 "Standard Specification for Elastomeric Seals (Gaskets) for Joining
Plastic Pipe."
Mechanical joint DIP fittings conforming to ANSI/AWWA C 110/A21.10 and
C 116/A21.16-98 shall be used for force mains 4" in diameter and larger.
PVC pipe shall be shipped, stored, and strung in a manner to limit its total accumulated
exposure to sunlight and UV radiation to no more than 4 weeks.
All force mains shall be identified with green plastic locator tape & black lettering
identifying the pipeline as sanitary sewer. The tape shall be placed approximately 1' above
the pipe.
SS-2

Tracer wire is required to be taped to the force main. Tracer wire shall be #12 plastic coated
solid copper wire.
Force mains shall be adequately anchored to resist thrusts that may develop at fittings and
any other location where a change in flow direction occurs.
Testing of the force main cannot be performed until the force main has been backfilled and a
minimum of 7 days after the last thrust block has been poured.
The hydro -static test pressure shall be 1.5 x the maximum pump operating head range, but
not less than 100 psi. The test pressure shall be held a minimum of 2 consecutive hrs.
Requirements for Acceptance of Sanitary Sewer Force Main System
Video of the sewer force main system (after the installation of dry utilities, but prior to
acceptance).
Upon completion of the project the Owner/ Developer shall provide complete record
drawings of the final constructed quantities and field conditions prior to final acceptance. A
hard copy to scale (24" x 36" or 22" x 34" ), digital file PDF, TIFF and digital AutoCAD or
ArcGIS points to grid of all attributes to include gate valves , hydrants, fittings, stations
,vaults, manholes, and all related appurtenances included in the project.
Engineer's Certification.
State approval.
Easements or Rights -of -Way dedicated to the Town.
E. Service Connection:
The 4" and 6" pipe and fittings used shall be Schedule 40 PVC conforming to ASTM D-
2665 and ASTM D-2466 respectively. Submittals of materials to be used shall be submitted
to the Engineer before construction begins. All service connections are required to install a
Backwater Valve Assembly.
3. FITTINGS (Sewer Force Mains):
a. Ductile Iron: Ductile iron special castings or fittings shall be all mechanical joint. The
special castings or fittings shall be manufactured in strict accordance with Specifications
ANSI A21.10 (AWWA C 110). Fittings 3" - 12" shall be Class 250; 14" and larger may be
Class 150.
In the case of mechanical joint fittings, payment shall be made on a per unit basis and shall
include the body and accessories.
All ductile iron fittings shall be lined with one-half thickness cement lining, commonly
known as "enameling" and have a bituminous coating both inside and out.
4. VALVES (Sewer Force Mains):
SS-3

a. Gate Valves: Gate valves shall be designed and manufactured in accordance with the
requirements of the latest revision of AWWA C-500. All valves shall be of iron body,
bronze mounted, resilient wedge type with non -rising stems and a 2" square operating nut.
Valves shall be manufactured with "0" Ring stem seals. Valves 16" and larger shall have a
by-pass to equalize pressure on both of the valves to facilitate opening. All valves 24" and
larger shall be equipped with gearing.
Valve ends shall be of the size and type required for connections to the type service line
used. Standard connections shall be mechanical joint and ductile iron pipe.
Pressure ratings for the valves shall be as follows:
WORKING HYDROSTATIC TEST
SIZE PRESSURE PRESSURE (SHELL)
2"-12" 200 psi 400 psi
14"-24" 150 psi 300 psi
Mueller, American -Darling or approved equal will be accepted.
b. Valve Boxes: Adjustable valve boxes shall be of equal quality and workmanship to those
manufactured by Mueller Company, or Rensselaer Valve Company. Valve boxes shall be of
close -grained grey cast iron The valve boxes shall be the two-piece screw type and the cover
or cap shall have cast on the upper surface in raised letters the word "Sewer". Valve boxes
shall be painted with a coat of protective asphaltum paint before being shipped from the
factory. Concrete protector rings shall be placed around valve boxes and grouted or poured
in place.
5. MANHOLES: Manholes may be built of approved precast concrete sections. Precast
Concrete Manholes sections shall conform to ASTM C478 latest revision. The successful
bidder shall submit three copies of shop drawings of the precast manholes proposed to be
used for approval by the Engineer before ordering the manholes for the proposed project.
Precast manholes with preformed bottoms shall be set on a minimum of 6" of gravel or
stone base. The stone or gravel base shall be placed over an area not less than 7'x 7'
centered on the centerline of the proposed manhole location.
6. CASING PIPE:
a. Bring Under Paved Roads and Highways: The inside diameter of the casing pipe shall not
be less than 2" greater than the largest outside diameter of the joints and couplings for
carrier pipe less than 6" O.D., and 4" greater for carrier pipe 6" and larger. It shall, in all
cases, be great enough to easily remove carrier pipe without disturbing the casing pipe.
1. Pipe Size 8" and Smaller: Schedule 40 wrought steel or wrought iron pipe having a wall
thickness as shown below may be used for casing pipe 8" and smaller.
SS-4

WROUGHT STEEL WROUGHT IRON
DIAMETER OF PIPE WALL THICKNESS WALL THICKNESS
INCHES INCHES INCHES
2 1/2 .203 .208
3 .216 .221
3 1/2 226 .231
4 .237 .242
5 .258 .263
6 .280 .286
8 .322 .329
2. Pipe Sizes 8" and Larger: Steel pipe for casings 8" and larger shall be manufactured from
steel having a minimum yield strength of 35,000 psi with the minimum wall thickness as
shown below:
INCHES
DIAMETER MINIMUM WALL THICKNESS
INCHES
10" .188
12" .188
16" .250
18" .250
20" .250
24" .250
30" .312
36" .375
b. Boring Under Railroads: The inside diameter of the casing pipe shall not be less than 2"
greater than the largest outside diameter of the joints and couplings for the carrier pipe less
than 6" O.D. and 4" greater for carrier pipe 6" and larger. It shall, in all cases, be great
enough to easily remove carrier pipe without disturbing the casing pipe.
Steel pipe manufactured from steel having a minimum yield strength of 35,000 psi and
having a minimum permissible wall thickness as listed below shall be used as casing pipe.
DIAMETER OF PIPE MINIMUM WALL THICKNESS
INCHES INCHES
10" .188
12" .251
6" .312
18" .313
20" .375
24" .407
30" .469
36" .532
SS-5

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 2 - PIPE INSTALLATION
1. GENERAL: The Contractor shall not lay pipe until the Engineer has checked and approved
the grade. Any pipe laid without the approval of the Engineer shall be removed and relayed
if directed.
Whenever the Engineer authorizes the use of wood blocks or "Mud Sills" for supporting the
pipe, such sills shall be at least 6" longer than the O.D. of the pipe and in section shall be at
least 2" by 10" for 12" and larger pipe. No extra compensation shall be allowed for the use
of such material.
Pipe shall not be laid in water, and water shall not be allowed to flow against or over the
joints until they have properly set.
The pipe and specials shall be so laid in the trench such that after the sewer is completed, the
invert of the pipe shall conform accurately to line and grade.
Prior to being lowered into the trench, the pipe foreman shall carefully inspect each pipe,
and all faulty pipes shall be rejected and removed from the jobsite.
A bell hole shall be dug for each pocket. Bell holes shall be no larger than necessary for
making the joint. The bottom of the trench shall be shaped to fit the bottom quarter of the
pipe to insure a firm even bearing on undisturbed earth of the entire length of the pipe.
The interior of the bell of the last pipe laid and the spigot of the next pipe shall be wiped
clean and dry as each joint is laid.
Rubber gaskets shall be installed, lubricated, and protected strictly as recommended by the
pipe and/or gasket manufacturer. In case pressure from the compressed gasket tends to open
the joint after it is made, the Contractor will provide a positive means of holding pipe joints
after installation to hold the joint as made.
2. PIPE BEDDING REQUIREMENTS (Gravity Mains): The following are minimum
bedding requirements for gravity sewers. See the special provisions of this contract for any
revisions to these minimum requirements.
a. Ductile Iron or Concrete Piping: Pipe shall be bedded in 3/4" maximum diameter granular
material placed on the flat trench bottom.
1. Pipe Depth 0-14 Feet: The granular bedding shall have a minimum thickness of 1/4 the
outside diameter of the pipe and shall be no less than 4" thick below the pipe barrel and shall
be backfilled with stone to a depth of 1/3 the outside diameter of the pipe. The backfill for a
minimum of 24" over the top of the pipe shall be carefully compacted material brought up
on maximum 6" lifts.
Pipe bedding shall conform to Class "C" bedding with 3/4" maximum diameter granular
material as described in the American Concrete Pipe Association Handbook.
2. Pipe Depth 14-18 Feet: • In trenches between 14' and 18' in depth, the pipe shall be installed
on Class "B" bedding having a minimum thickness of 1/2 the outside diameter of the pipe,
but not less than 4" thick below the pipe barrel and backfilled with crushed stone to at least
SS-6

one-half the pipe diameter. The backfill for a minimum of 24u over the top of the pipe shall
be carefully compacted material brought up in maximum 6" lifts.
b. PVC Piping: Pipe installation shall be in accordance with ASTM D 2321. Installation shall
consist of Class I bedding material (Gravel 1/4" to 3/4" particle size) having a minimum
thickness of 1/2 the outside diameter of the pipe, but no less than 4" thick below the pipe
barrel and continue as backfill to the top of the pipe. Based on the existing soil conditions,
the Engineer may adjust the depth of Bedding Material required. Any adjustment in the
depth will be authorized in the Special Provisions or in writing by the Engineer. Initial
backfill from the top of the pipe to 6" above the top of the pipe shall be of Class I, II or III
materials (sand or gravel). The Class I, II and III backfill shall extend over the full width of
the trench. Class IV material (silt or clay) may be used above the initial backfill.
3. GRADE:
a. Laser Beam: If laser beam equipment is used, the Contractor will check the pipe grade and
alignment every 50', by online and grade instruments, to insure that the pipe is being laid
according to plans and/or cut sheets. Any deviations in grade or alignment will be corrected
by the Contractor at no charge to the Owner.
4. INSPECTION AND TESTING: Visual inspection of individual legs of the gravity sewer
main between manholes shall be performed by the Engineer prior to the line being placed
into service. The sewer main shall exhibit a full circle pattern when viewed. It shall also be
free of any obstructions, rocks, pieces of wood, dirt, etc. and shall be true to line and grade.
a. Flushing: Any obstructions revealed during visual inspection of the line shall be removed
by flushing with water at a minimum velocity of 2.5' per second until the line is clean.
b. Infiltration: Leakage into the sewer shall not exceed 100 gallons per day per inch of pipe
diameter per mile of sewer for any section between manholes.
1. Method B: A low-pressure compressed air test shall be used. A section of sewer main shall
be considered acceptable when tested at an average of 3.0 psi above any backpressure
applied by groundwater above the pipe, when that section does not lose air at a rate greater
than 0.0030 cfm per square feet of internal pipe surface. Separate infiltration/exfiltration
tests will be performed on each manhole.
c. Deflection Testing: This test may be required on some PVC composite pipes as deter wined
by the Engineer. If required, the test shall be performed using a nine -prong mandrel pulled
through the pipe. The maximum allowable deflection will be five percent. Mandrel size
will be in accordance with the following table:
Main Size Mandrel Dimensions
8" 7.40"
10" 9.31"
12" 11.22"
15" 14.09"
SS-7

d. Video of the sewer system (after the installation of dry utilities, but prior to acceptance).
(Both gravity and force mains)
5. CONCRETE CRADLE AND ENCASEMENT: When indicated on the plans or directed by
the Engineer, the pipe shall be supported on a concrete cradle or encased in concrete. The
concrete shall have just enough water to make it workable. Total compensation to the
Contractor shall be one and one-half times the cost of the concrete delivered by truck.
6. PIPELINE CONSTRUCTION (Sewer Force Main): Pipe under pressure shall be laid in
accordance with ANSI/AWWA Specification C-600.
All pipe, special castings, valves, fittings, hydrants, and the bells, and/or spigots, of same
shall be thoroughly cleaned of all earth or other foreign matter before being fitted together.
The spigot end shall be adjusted in the bell of the pipe, special castings, valves, and
hydrants, to allow for uniform gasket space; and the pipe shall be completely forced home
and held there.
a. Blocking: All turns, fittings, etc., that induces pressure, which would cause separation of the
pipe, breakage, etc., shall be blocked with 3,0001b. concrete. Blocking shall be formed and
placed in such a manner that the pressure to be exerted at the point of blocking shall be
transferred to firm, undisturbed earth at a maximum load of 2,000 lbs. per square foot. The
Contractor shall insure that blocking at all tees, bends, plugs, etc., shall be sufficient to
contain all pressure exerted by the pipe up to a pressure of 150 lbs. per square inch hydraulic
pressure within the pipe, i.e., pressure at plug = 150# x (area of pipe in inches). The
Contractor shall also be responsible for any damage or repairs caused by blowouts of any
insufficiently blocked pipe.
b. Testing: The Contractor will be required to set up a pump and test out each section of water
line or sewage force main to a hydrostatic pressure of one hundred fifty (150) pounds per
square inch or the rated pressure of the pipe whichever is less.
This test shall be sustained for not less than two hours, and as much longer as the Engineer
may require to determine the tightness of the joints, or to detect any broken or otherwise
defective material in the pipe lines. Leakage shall not exceed the amount determined by L =
[(N)(D)(T)L2] /1850 where L is leakage in gal/hr., N is number of joints, D is Inside
Diameter of pipe in inches, and T is the Test Pressure in PSI. The Contractor shall remove
and replace any defective material that shows evidence of leakage.
c. Basis of Payment: Payment shall be made at the contract unit price on the measured length
of the force main. Unit price in bid shall include tying into the manhole, as well as
connection to pump station outlet pipe.
7. MANHOLE CONSTRUCTION: Excavation shall be made to the required depth and the
foundation of the manhole shall be constructed as shown on the plans.
a. Precast Concrete Manholes: Precast concrete manholes may be furnished and installed as
specified herein:
Excavation will be made to the required depth and the foundation on which precast manhole
is to be set shall be approved by the Engineer. The excavation shall include the removal of
obstructions and the removal of unstable materials unsuitable for a good foundation. The
SS-8

excavation shall allow for a minimum 6" thick bedding of crushed stone under the manhole
base 7' square.
Precast manholes shall consist of a monolithic precast base section with built up 1:2
concrete mortar inverts. Precast base sections shall be set at the proper invert elevations pm
a 6" thick base of crushed stone which is 7' square.
The barrel of the manhole shall be constructed from precast, reinforced sections, stacked to
form the manhole and manufactured according to the latest revision of ASTM C-476. The
tapered section of the manhole shall be manufactured under the same specification and
designed in a manner to suit the Engineer's requirements. Top slabs of manholes shall be
designed to support street traffic and H-20 loadings. Precast manhole sections shall be
joined with mastic material to show both inside and outside. Inlet and outlet pipes are to be
connected to the manholes by means of flexible connectors cast into the manhole section.
Flexible connectors are to be manufactured of high -quality rubber or synthetic rubber and all
strap clamps or draw bolts are to be manufactured form stainless steel.
8. CONNECTION TO EXISTING WORK: Connections to existing manholes and sewers
shall be made in such a manner that the work will conform to the requirements of new work.
9. BORINGS:
a. Borings under Paved Roads and Highways: The minimum depth from the roadway surface
to the top of the casing pipe at its closest point shall be 3'. When the casing pipe ends are
below ground, they shall be protected from the entrance of foreign material.
Contractors shall be required to provide shoring of boring pits and trenches more than 6'
deep in accordance with the North Carolina Department of Transportation and Federal
Occupation Health and Safety Act.
b. Borings under Railroads: The depth from the base of the railway rail to the top of the casing
at the closest point shall not be less than 6'. Also, there should not be less than 3' from the
bottom of the side ditches to the top of the casing pipe. Where ends of casing pipe are
below grade, provisions shall be taken to protect the ends against foreign material.
Contractors shall be required to shore all pits used for boring if it is over 6'.
10. METHOD OF MEASUREMENT:
The quantities to be paid for under this section shall be the actual number of feet of sanitary
sewer pipe installed at varying depths and classes of pipe. The length shall be measured
from the beginning of the pipe to the end of the line, including distances through
inter mediate manholes, except where crosslines are constructed, and in such cases, the
distance through the manhole will be measured only.
Manholes shall be measured by unit of the varying classifications of depth. The depth shall
be measured from the invert of the effluent line to the top of the brick or block work. Where
special drop manholes are constructed, payment shall be made on the basis of the unit price
for drop manholes in various depth classifications.
11. BASIS OF PAYMENT: The quantities as measured above shall be paid for at the contract
unit prices per linear foot for sanitary sewers of the classes, depths, sizes, and dimensions
called for in the proposal, complete in place and accepted; and at the contract unit prices bid
SS-9

for manholes of the dimensions, types, and depths called for in the proposal, complete in
place and accepted; which prices and payments shall be full compensation for furnishing,
hauling, and placing all pipe for all materials, equipment, tools and labor, necessary for
excavation and backftlling disposal of surplus materials, removal of existing structures, and
all other incidentals necessary to complete the work.
SS-10

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 3 - EARTHWORK
1. GENERAL: This section shall include all excavation, shoring, dewatering, filling,
backfilling, and compacting as indicated on the drawings, and specified herein, and directed
by the Engineer. Provisions of this section shall apply to all pipe work within the city limits,
within streets or public rights -of -way, and any pipe work outside the city limits that will be
added to the city's water, sewer or storm sewer system.
2. CHARACTER OF EXCAVATION MATERIAL: Since soils vary widely within the
project area, the Contractor shall satisfy himself as to the nature of material that will be
encountered during the project. All excavation shall be considered unclassified regardless of
the material encountered.
3. EXISTING UNDERGROUND UTILITIES: The Contractor shall be responsible for
locating all underground utilities and structures along the pipelines to be installed in order to
avoid conflict and costly repair of such utilities.
4. CONFLICTS: Where it is impossible to avoid conflict with existing utilities, the new
construction shall be performed in a manner that will cause the least amount of disturbance
to the existing facility. Any damage to existing facilities shall be repaired immediately
according to the directions of the owner of such facilities.
5. TEMPORARY DRAINAGE: Pumping equipment shall be provided and employed to
promptly remove any water that accumulates in the excavation. The area of excavation shall
be limited to that which can properly be dewatered by the equipment in use. The excavation
shall be maintained in a dry condition while construction is in progress. Surface water shall
be diverted from the excavation by sloping the ground away from the ditch.
A. Disposal of Water: The water from the excavation shall be disposed of in such a manner
that the natural drainage of the area shall not be disturbed. All gutters, drains, sewers, and
culverts shall be kept clean for surface drainage.
6. SHORING: The Contractor will provide Shoring when the excavation endangers existing
structures, utilities, pavements and banks, and when necessary to protect workmen. The
shoring shall be constructed of adequate size members and the arrangement of members
shall be suitable to withstand the earth pressure expected. Shoring, sheeting, and bracing
that is utilized above the invert of the pipe shall be removed carefully during the backfilling
process in order to prevent caving that might displace the pipe from the correct line and
grade. When and where directed by the Engineer, sheeting may be left in place in the
backfill with adequate braces to provide lateral support.
7. EXCAVATION (General): Trenches shall be excavated by open cut to the line and grade
given by the Engineer. Vertical cuts shall be used whenever possible, but in unstable soils,
SS-1 1

trenches may be sloped from the top of the excavation to a point 3.0 feet above the top of the
pipe with the width of the trench from this depth to the bottom of the ditch governed by A
below. The bottom 4" of the excavation shall be excavated by hand. Bell holes shall be
excavated by hand to insure that the pipe is properly supported for its entire length.
a. Trench Width: The maximum width of the trench shall be 24" plus the outside diameter of
the pipe. This width shall also apply to sloped trenches for the last 3' above the top of the
proposed pipe.
b. Excavated Material: Material excavated from the ditch shall be placed (whenever possible)
in piles along the side of the trench. When it is necessary to stockpile excavated material, it
shall be the Contractor's responsibility to secure the stockpile areas. No excavated material
shall be placed on private property without the consent of the Owner.
c. All excavation shall be considered unclassified regardless of nature of material encountered.
d. Whenever the bottom of the trench is unstable and does not afford a good foundation, the
Contractor shall remove such part as may be necessary and replace with suitable material
from the surface to make a good foundation without extra compensation.
e. Under exceptional conditions where ground water and unstable soil are such that it is not
possible to obtain a suitable foundation with material on the trench bank, the Engineer will
determine the method to be followed and the Contractor will be compensated for extra
foundation material delivered on the trench. On account of the difficulty in determining
extra labor involved, no extra compensation will be allowed for placing it, but it will be held
to be included in the unit price bid per linear foot of pipe.
f. Excavation for manholes and other appurtenances shall be sufficiently large to leave at least
12" clear between their outer surfaces and in the line of the excavation or supporting timber.
Any unauthorized excavation below the pipe or structure shall be filled with sand, gravel, or
concrete at the expense of the Contractor.
h. Where sheathing or bracing is used, no extra compensation will be allowed, except where
the Engineer directs that it be left in place, in which case the Contractor will be allowed
$300 per thousand board feet measure for material so left.
i. The Contractor shall include in the unit price for laying pipe all necessary pumping and well
pointing.
g-
8. BACKFILLING: Backfilling shall progress as rapidly as the pipe laying and testing
permits. The trench shall be backfilled with approved material free from large clods or
stones. The initial backfill shall be carefully placed on both sides of the pipe at the same
time and thoroughly tamped around the barrel of the pipe until enough material has been
placed to provide 2' of cover above the top of the pipe. The remainder of the backfill shall
be placed in well compacted, one -foot layers using approved mechanical tampers. In no
case shall the backfill material be placed in unequal layers on one side of the pipe that might
cause pipe displacement. In existing streets, roads or alleys, the backfill shall be compacted
to a density of 95% as determined by ASTM A-695 using approved mechanical tampers in
6" layers to the top of the trench. The top elevation of the trench shall be graded to the
original grade that existed before excavation. In no case shall material such as old
pavement, curbs, bricks or blocks be placed in the backfill.
SS-12

a. Dewatering: Dewatering, when required, shall be continued during construction including
the pipe laying and the backfilling process. Adequate equipment shall be used and
maintained by the Contractor to insure a dry trench.
b. Rock Cut: If rock is encountered in excavation, rock shall be removed to a depth of 8"
below the bottom of the pipe. This 8" shall be refilled with select material.
c. Muck: Muck may be used in the backfill after at least 2.0 feet of approved material has
been placed above the bell of the pipe. Muck shall not be used in the backfill in any street,
road or alley. When it is encountered, approved backfill material shall be hauled in by the
Contractor.
d. Sheeting: When sheeting is removed from the backfill, all cavities shall be properly filled.
9. EXCESS MATERIAL: Excess material and material that is suitable for backfill shall be
disposed of at sites obtained by the Contractor.
10. BORROW: When the material excavated is not sufficient to meet the requirements for fill
material, borrow shall be obtained by the Contractor. Borrow material shall be approved by
the Engineer prior to placement. Borrow shall be paid for under this bid item for Select
Material.
11. PAYMENT: Payment for this section shall not be made directly but shall be included in the
unit price per LF of pipe.
SS-13

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 4 - SITEWORK
1. GENERAL: This section includes the clearing and grubbing of all required construction
areas together with disposal of materials, site preparation, and clean up as specified herein.
2. SITE PREPARATION:
a. Existing Facilities: The Contractor shall provide protection for all existing structures,
buildings, and utilities against all construction activity. The Contractor shall protect and
preserve the Owner harmless against damage and claims resulting from these activities.
Contractor shall provide a video of the entire project prior to construction.
b. Streets and Highways: Effective barricades, danger signals and signs on all streets and in
other locations where required for the protection of the work and the safety of the public,
shall be provided, erected and maintained by the Contractor. Barricades and obstructions
that encroach on, or are adjacent to, public rights -of -way shall be properly lighted between
the hours of sunset and sunrise. The Contractor shall conform to all city, state and local
laws and regulations in the use of streets and highways. The Contractor shall be responsible
for all damages occurring due to neglect or failure to meet these requirements. When
dictated by conditions that might endanger the public, a watchman shall be provided to
fulfill the requirements stated herein.
c. Traffic Flow and Continuance of Services: The work shall be arranged in a manner that will
cause a minimum of disturbance to vehicular and pedestrian traffic. Adequate egress and
ingress to both private and public property shall be provided by the Contractor during all
stages of construction. Without written approval from the municipality and utility company,
existing services shall not be interrupted by the construction work.
3. PRELIMINARY WORK:
a. Rights -of -Way: Adequate working space shall be cleared along the pipelines and space
shall be provided for control stakes and hubs. Trees and permanent structures not located
within the right-of-way of new streets shall be removed only as directed.
b. Valuable Trees and Shrubs: When the construction work involves the removal of valuable
trees and shrubs on existing public rights -of -way, the work shall be done in cooperation with
the city, county or state.
c. Protection of Private Property: The Contractor shall provide protection for privately owned
trees and shrubs bordering the right-of-way and shall take full responsibility for any damage
that does occur.
4. CLEARING AND GRUBBING: Clearing and grubbing shall be performed in areas
indicated and where required for construction. It shall include the complete removal and
disposal of all brush, weed, timber, stumps, rubbish, and all other obstructions. All such
material shall be removed to a depth of at least one foot below finished grade. In clearing
and grubbing areas where excavation is done, all timber, roots, or stumps removed that are
SS-14

exposed by said excavation shall be removed to a depth of one foot below the excavated
surface.
5. DISPOSAL OF CLEARED AND GRUBBED MATERIAL: All refuse from the clearing
and grubbing operation shall be disposed of either by burning or removal to a dump area
that is approved by the city. The Contractor shall obtain a burning perimiit from the city fire
chief before any burning is started. Burning, if approved, shall be done in such a manner
that it does not create hazards such as damage to existing structures, trees and vegetation,
interference with traffic and construction in progress. When the construction site is outside
the city limits and burning is required, proper permits shall be obtained from the city, county
or state officials. All disposal by burning shall be kept under constant supervision until all
fires have been extinguished and all burning shall comply with all state and local laws
relative to the building of fires.
6. PAVEMENT REMOVAL AND REPLACEMENT:
a. Removal: When pipe is to be laid in existing paved streets, the pavement shall be cut to true
and neat lines as directed by the Engineer. Power driven cutting saws are preferred;
pavement breakers driven by air compressors are acceptable if approved by the Engineer.
All broken pavement shall be removed before trenching is started.
b. Replacement: The pipe trench shall be backfilled with granular select material to within 10"
of the pavement surface. The trench shall then be filled with ABC stone to the surface and
sufficiently compacted. The stone fill shall be maintained in a workmanlike manner until
the asphalt surface has been replaced. The edges of the asphalt shall be neatly trimmed to a
new face and mopped with asphalt cement. The asphalt surface shall be placed and
thoroughly rolled to a smooth, dense surface true to adjacent areas of the street. The asphalt
surface course shall consist of Type I-2 bituminous concrete surface course in accordance
with North Carolina Department of Transportation Specifications.
The Contractor shall maintain cut areas in a safe, passable condition until paved. Should the
area create a dusty condition, the Contractor shall remedy this condition by the use of water
or calcium chloride. Special care shall be given to the areas cut in traffic lanes and
intersections by placing crushed stone and maintaining in a smooth condition at the
Contractor's expense.
c. Sidewalk, Driveway and Curb and Gutter Replacement: Existing sidewalks and paved
driveways, including curb and gutters removed, disturbed or destroyed by construction, shall
be replaced or repaired. The finished work shall be equal in all respects to the original.
d. State Highway Crossing: All construction related to state highway crossing shall be in full
compliance with all requirements of the permit and to the satisfaction of the Department of
Transportation.
7. WORK IN RAILROAD RIGHTS -OF -WAY: Permits for all construction within the
rights -of -way of railroads shall be obtained by the Owner and shall be approved by the
railroad before commencing work in these areas.
Utility lines shall be installed in full compliance with all requirements of the railroad and to
their satisfaction, including any carrier pipe and encasement pipe. The Contractor shall
provide all warning and protective measures required by the railroad company.
SS-15

METHOD OF MEASUREMENT: The quantities to be measured under this item shall
consist of the number of square yards of pavement replacement (sand clay and asphalt). For
this contract, the following maximum trench widths shall be used for final measurement:
a. Gravity Sewers - (0-10') - 10'
b. Gravity Sewers - (10'-20') - 16'
c. Sewer Force Main - 4'
9. BASIS OF PAYMENT: Pavement replacement shall be paid for at the unit price bid per
square yard for pavement replacement. All other items under this section shall not be paid
for directly but shall be considered as an incidental part of construction and be included in
the unit price bid per LF of pipe.
SS-16

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 5 - BORING UNDER HIGHWAYS AND RAILROADS
1. SCOPE: This section shall include furnishing all labor, tools, equipment and other
incidentals required to bore casing pipe under highways or railroads.
2. BORINGS: Procedures for boring shall be in accordance with the best -accepted methods of
the construction and as shown on the plans and specified and detailed in these specifications.
A. Boring Under Highways: Lines installed under highways shall be bored as shown on the
detail drawings contained in these specifications. Casings will be installed of the type, size,
and thickness as specified herein or on the detail drawings. The Contractor shall be
responsible for notifying the Department of Transportation at least five days prior to any
contemplated work and for securing any required permits for performing the work. All
work shall be accomplished under the supervision of the Engineer and the District Engineer
of the Department of Transportation or his authorized representative.
1. Carrier Pipe: Carrier pipe used under highways shall be of an approved material and
installed to the satisfaction of the District Engineer of the Department of Transportation.
Carrier pipe shall be of the same material specified for water main construction unless
otherwise noted.
2. Casing Pipe: The inside diameter of the casing pipe shall not be less than 2" greater than the
largest outside diameter of the joints and couplings for carrier pipe less than 6" o.d., and 4"
greater for carrier pipe 6" and larger. It shall, in all cases, be great enough to easily remove
carrier pipe without disturbing the casing pipe.
a. Pipe Size 8" & Smaller: Schedule 40 wrought steel or wrought iron pipe having a wall
thickness as shown below may be used for casing pipe 8" and smaller.
WROUGHT STEEL WROUGHT IRON
DIAMETEROF PIPE WALL THICKNESS WALL THICKNESS
INCHES INCHES INCHES
2-1/2 .203 .208
3 216 .221
3-1/2 .226 .231
4 .237 .242
5 .258 .263
6 .280 .286
8 .322 .329
3. Pipe Sizes 8" and Larger: Steel pipe for casings 8" and larger shall be manufactured from
steel having a minimum yield strength of 35,000 psi with the minimum wall thickness as
shown below:
SS-17

DIAMETER
INCHES
MINIMUM WALL THICKNESS
INCHES
10" .188
12" .188
16" .250
18" .250
20" .250
24" .250
30" .312
36" .375
a. Installation: The minimum depth from the roadway surface to the top of the casing pipe at
its closest point shall be 3'. The casing pipe ends shall be protected from the entrance of
foreign material. The casing pipe shall extend from ditch line to ditch line or toe to toe of
fill unless otherwise noted on the plans or specified herein.
Contractors shall be required to provide shoring of boring pits and trenches more than 6'
deep in accordance with the North Carolina Department of Transportation and Federal
Occupational Health and Safety Act.
b. Borings Under Railroads: All work on railroad rights of way shall be done under the
supervision of the Chief Engineer of the railroad, or his authorized representative, who shall
be notified at least 15 days before construction is begun. In addition, this work shall only be
done in the presence of the authorized representative of the Chief Engineer, and no methods
shall be used that, in the opinion of the representative, could be hazardous to the railway.
1. Carrier Pipe: Carrier line pipe and joints shall be of the material shown on the details of the
railroad encroachment agreements or as approved by the Chief Engineer or his authorized
representative.
2. Casing Pipe: The inside diameter of the casing pipe shall not be less than 2" greater than the
largest outside diameter of the joints and couplings for the carrier pipe less than 6" o.d. and
4" greater for carrier pipe 6" and larger. It shall, in all cases, be great enough to easily
remove carrier pipe without disturbing the casing pipe.
Steel pipe manufactured from steel having a minimum yield strength of 35,000 psi and
having a minimum permissible wall thickness as listed below shall be used as casing pipe.
DIAMETER OF PIPE MINIMUM WALL THICKNESS
INCHES INCHES
10" .188
12" .251
16" .312
18" .313
20" .375
24" .407
30" .469
SS-18

3. Installation: The depth from the base of the railway rail to the top of the casing at the closest
point shall not be less than 5-1/2'. Also, there should not be less than 3' from the bottom of
the side ditches to the top of the casing pipe. The casing pipe ends shall be protected from
the entrance of foreign materials. The casing shall extend 25' either side of the centerline of
the railroad track unless otherwise noted on the plans or specified herein.
Contractors shall be required to shore all pits used for boring if it is over 6' deep.
3. METHOD OF MEASUREMENT:
Bores shall be measured in linear feet from end to end of casing pipe installed and accepted.
This item shall include casing pipe and other materials, tools, directed by the highway or
railroad district engineer and/or resident engineer.
4. PAYMENT: Payment shall be made at the contract unit price on items measured as
described above.
SS-19

SANITARY SEWER CONSTRUCTION
GRAVITY MAINS AND FORCE MAINS
SECTION 6 - SEEDING/TURFING
1. SCOPE: This section shall include the furnishing of all labor, materials, equipment and
incidental items to seed and establish a turf on all areas disturbed by the pipe laying
operation.
All materials shall be of the best commercial quality available for the purposes specified.
2. SEEDING: Seed shall be furnished and sowed at the rates per acre as follows:
10 Lbs. Gorman Millet
55 Lbs. Common Bermuda
30 Lbs. Common Bermuda (Unhulled)
Thus, giving a total of one -hundred fifty pounds (60 lbs.) of seed per acre. Winter planting,
from November 1 until March 1, shall include 50 lbs/acre Rye grass.
Quantities stated are in terms of total seed of the specified quantity.
3. LIME: Applying Lime - Lime shall be applied at the rate of 4,000 lbs. per acre.
4. FERTILIZER: Applying Fertilizer - Fertilizer shall be distributed at the rate to provide
1,200 Lbs. per acre (complete mix fertilizer - 10 parts nitrogen, 10 parts phosphoric acid and
10 parts potash) and thoroughly mixed immediately before planting.
5. MULCH: Straw mulch shall be threshed plant residue of oats, wheat, barley, rye, or rice
from which grain seed has been removed. The mulch shall be applied at a rate of 1-1/2 tons
per acre and shall be tacked or otherwise sufficiently held in place.
6. SOWING SEED: All sowing of seed shall be completed within the periods specified in the
seeding schedule authorized by the Engineers. All seed shall be covered to an average depth
of 1/4".
7. ESTABLISHING TURF: The establishment period shall continue for six (6) months from
the date of seeding. The Contractor shall be responsible for maintenance, protection,
repairing and resulting reseeding and refertilization for six (6) months after initial seeding.
No direct payment will be made for this work. The cost, therefore, will be included in the
contract price of Liming, Fertilizer and Sowing Seed, etc., under the pay item Seeding and
Mulching.
8. MOWING: No mowing will be required.
9. REFERTILIZING: Fertilizer shall be applied at the rate to provide 1,200 Lbs. per acre
(complete mix fertilizer - 8 parts nitrogen, 8 parts phosphoric acid and 8 parts potash), eight
to ten (8-10) weeks after initial seeding as directed by the Engineers.
SS-20

10. METHOD OF MEASUREMENT: The area of seeding to be paid for shall be the area 40'
wide centered on the line work (within areas that do not fall within the roadway). All areas
shall be prepared, limed, fertilized, seeded, refertilized, reseeded, repaired, turf established
and accepted as directed by the Engineers.
1 1. BASIS OF PAYMENT: Payment for this item shall be included in the unit price bid item
for pipe installation. This price shall be full compensation for all materials, preparation,
tilling and grading, applying and incorporating lime, fertilizer and seed, refertilizing,
reseeding, repairing including all labor, equipment, tools and incidentals necessary in the
opinion of the Engineers to establish turf.
SS-21

SANITARY SEWER CONSTRUCTION
SECTION 7-WASTEWATER PUMP STATIONS
1. The Town of Aberdeen policy for wastewater pump stations is to minimize the need for
pump stations. The additional expense of operation and maintenance, along with the
environmental concerns associated with pump stations is the basis of the policy.
While the construction of pump stations is not viewed as the initial option for providing
sewer service, there are situations that pump stations can be allowed. The following criteria
will be utilized during the consideration of developer funded pump stations.
a. The pump station can be eliminated by a project or combination of projects, all of which are
included for funding in the approved 5-yr CIP. The pump station can be eliminated by a
project being done under a reimbursable program and the funds have been made available
to the Town.
b. The proposed pump station is at an appropriate location and has adequate capacity or
expansion capacity to serve as a permanent or long-term facility and gravity service is cost
prohibitive or not possible due to other circumstances.
c. The construction of the proposed pump station would include elimination of one or more
existing pump stations.
d. The construction of the proposed pump station would facilitate significant progress toward
achievement of land use goals and strategies described by current, officially approved
planning documents and no other reasonable options are available for service.
e. The receiving system must have available capacity to carry the proposed pump station
discharge. Any upgrades required will be the responsibility of the Developer requesting the
pump station.
2. All wastewater pump stations shall be designed by Professional Engineer licensed in the
North Carolina, comply with the NCDEQ, Minimum Design Criteria for the Permitting of
Pump Stations and Force Mains and be permitted through NCDEQ.
3. (See Aberdeen Details) Only non -clog pumps designed and manufactured for use in
conveying raw, unscreened wastewater shall be permitted. The pumps shall be capable of
handling a 3" solid and any trash or stringy material that can pass through a 4" hose. Pumps
shall be designed for continuous duty.
4. The impellors shall have blades that are generally forward rounded or otherwise configured
to avoid catching solids, trash, and stringy material.
5. Pumps shall have no less than a 4" diameter suction and discharge opening.
SS-22

6. Multiple pumps shall be used such that the pump station is capable of conveying the peak
hourly wastewater flow to its desired outfall location with the largest single pump out of
service.
a. In duplex pump stations, the pumps shall be of the same capacity.
b. If pumps in series are required to meet capacity or total dynamic head requirement, each set
of pumps in series shall be viewed as a single pumping unit.
c. Priming pumps as well as any other auxiliary system that is required for pump functionality
shall also be provided in multiple numbers.
7. Determination of pump capacity shall be based on development build out. For regional
pump stations, pump capacity shall be based on the entire service area over the life of the
pump station.
8. The minimum allowable design daily wastewater flow to the pump station shall be historical
potable water use, wastewater flow generation data; or established long-range wastewater
planning criteria.
9. The storage capacity for the pump station shall include 2-hr storage above the high-water
alai in elevation at the peak flow rate.
10. Pump capacity shall also be based upon the need to maintain a minimum velocity of 2 fps.
11. Pump selection shall be based on total dynamic head versus capacity; static head
requirements; friction head requirements; minor losses; pressure head at the junction of the
existing force main; no cavitating; and maximized operating efficiency.
12. System curves shall be generated and evaluated not only for present day conditions, but also
for conditions that may exist over the expected lifetime of the pump station.
13. The Hazen -Williams friction coefficient, C, appropriate for the force main pipe material and
age of the force main shall be used.
14. Consideration shall be given to minimizing motor speed and the motor horsepower shall be
at least 1.15 x what is required during the entire pump performance curve.
15. Constant speed pumps shall be cycled such that the number of starts is minimized, and
resting times are maximized to avoid overheating and overstressing of the pump motor.
16. All pumps shall be UL or FM listed, hermetically sealed, air -filled submersible type, electric
motor for operation at 460V, 3ph, 60hz power. Pumps shall be designed for use in
electrically hazardous locations, general use in pumping sewage, and be provided with
thermal overload protection and moisture detection system.
SS-23

17. A quick disconnect suction line shall be installed in the wet well, 1' above finished floor,
extending above the finished grade of the wet well. The suction line shall be restrained joint
DIP.
18. A quick disconnect pump connection shall be required at location designated by the Director
of Public Works.
19. If the pump station will be maintained by the Town, the tract of land where the pump station
will be located shall be deeded and recorded to the Town of Aberdeen. The tract shall be
large enough to accommodate the pump station, structures, emergency generator, parking,
and maneuvering of maintenance vehicles, accommodate grading, ingress/egress to the site,
and a security fence.
20. All ports of entry to the pump station, structures, vaults, panels, etc. shall be lockable.
21. Adequate indoor and outdoor lighting shall be provided at the site.
22. The security fence shall be chain link, 8' high, around the entire perimeter and have double -
swing gates with a minimum clear opening of 14'.
23. Roads for ingress/egress of pump stations shall be evaluated on a case -by -case basis to
adequately serve the pump station in any weather condition.
24. All structures shall be designed and constructed in complete compliance with all applicable
state, local and federal codes as well as applicable Occupational Safety and Health
Administration (OSHA) and National Fire Protection Association (NFPA) standards and
display all applicable safety placards.
25. Piping and valves shall be designed and installed per the NCDEQ, Minimum Design
Criteria for the Permitting of Pump Stations and Force Mains.
26 The site shall have a water supply. If municipal water is the source of potable water, a 1"
water service with a reduced pressure principle backflow prevention device is required. If
municipal water is unavailable, a well shall be required to provide water. Wells shall be
required to deliver 10 gpm at 40 psi and be marked as non -potable. A freeze -proof yard
hydrant is required inside of the security fence.
27 All electrical systems and equipment shall be designed and installed meeting the standards
of Underwriters Laboratories Incorporated (UL), National Electrical Manufacturer's
Association (NEMA), National Fire Protection Association (NFPA), North Carolina State
Building Code (NCSBC), National Electrical Code (NEC) and NCDEQ, Minimum Design
Criteria for the Pet mining of Pump Stations and Force Mains (MDCPPSFM).
28 Contact Aberdeen Director of Public Works, [phone], to obtain the current
requirements for installation of telemetry and other instrumentation.
SS-24

29. Stand-by power generation is required for pump stations. The stand-by power shall be
fueled by natural gas, where available, or liquid propane, where natural gas is not available.
The generator shall be sized to adequately supply the pump station with consistent power
enough to operate the pumps and supporting accessories throughout a power outage. The
generating unit shall be located in a building structure or otherwise protected from the
weather elements and meet the minimum requirements per the NCDEQ, Minimum Design
Criteria for the Permitting of Pump Stations and Force Mains.
30. Testing of all appurtenances associated with the pump station shall be performed per the
NCDEQ, Minimum Design Criteria for the Permitting of Pump Stations and Force Mains
and/or local specifications.
31. Operations and Maintenance (O&M) Manuals shall be provided to the town upon start-up of
the pump station. The manual shall be prepared using the criteria in the NCDEQ, Minimum
Design Criteria for the Permitting of Pump Stations and Force Mains.
SS-25