WQ0018753_Application_20030730

FAST -TRACK APPLICATION for GRAVITY
.,SEWERS, PUMP STATIONS, AND FORCE MAINS PAGE 3
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USE THE TAB KEY TO MOVE FROM FIELD TO FIELD! Application Number: �
(to be completed by DWQ) '�Q 0
1. Owner: _-__—_-_ ___----------_�—.__.
1 a. Town of Polkton
Full Legal Name (company, municipality, HOA, utility, etc.)
Z 1 b. Libby Cameron, Town Manager
O Signing Official Name and Title (Please review 15A NCAC 2H .0206(b) for authorized signing officials!)
Q1 c. The legal entity who will own this system is:
< ❑ Individual ElFederal ® Municipality ❑ State/County ElPrivate Partnership ElCorporation ElOther (specify):
C 1 d. P.O. Box 99 1 e. Polkton
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Street Address
City
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1f. North Carolina
1g. 28135
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State
Zip Code
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1 h. 704-272-7463 1 i.
1 j.
QTelephone
Facsimile
E-mail
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2. Project (Facility) Information:
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2a. U.S. 74 Sanitary Sewer Improvements
2b. Anson County
IL
Brief Project Name (permit will refer to this name)
County Where Project is Located
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3. Contact Person:
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3a. James M. Dennis, PE, PLS
Name and Affiliation of Someone Who Can Answer Questions About this Application
3b. 704-575-3852 3c. idennis@mulkevi
Phone Number
. ...... _ _....... ........... __.. _. ..... .....-
1. Project is ❑ New ® Modification (of an existing permit)
E-mail
.com
If Modification, Permit No.: W00018753
For modifications, attach a separate sheet clearly explaining the reason for the modification (i.e. adding another
phase, changing line size/length, etc.). Only include the modified information in this permit application - do not
duplicate project information in B(7) and B(10-11) that has already been included in the original permit.
2. Owner is ® Public (skip to Item B(3)) ❑ Private (go to Item 2(a))
2a^If private, applicant will be — _ 2b. If sold, facilities owned by a (must choose one)
003223
FIRST BANK
TOWN OF POLKTON POLKTON, NORTH CAROLINA 28135
PH. 704-272-7463 3223
P.O. BOX 99 / 113 W. POLK ST. 66-456/531
POLKTON, NC 28135
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This instrument has been preaudited in the mannerrequired by the Local Government Budget and Fiscal Control Act.
Provision for the payment of moneys to fail due under this agreement has been made by the appropriation duly authorized
as required by the Local Government Finance Act. 07--17-2003 $400. 00
PAY' DATE AMOUNT
TO THE Four Hundred Dollars and 00 Center
ORDER
OF DEPT OF ENVIR & NAT RESOURCES
1634 MAIL SERVICE 'CENTER
RALEIGH NC 21699-1634 r A
AU ORI DSIGNATURE
11'
Interceptor Line - Flow will be permitted is subsequent permits that connect to this line
❑ Flow has already been allocated in Permit No.
❑ Rehabilitation or replacement of existing sewer with no new flow expected
FTA 02/03 -Rev. 1 06/03

FAST -TRACK APPLICATIONxfor GR,AVITk SEWFRSj PUNIP STATIONS, AND FORCE MAINS PAGE 1
OF W ATFR 1 State of North Carolina
Department of Environment and Natural Resources
5 1LLa\ Division of Water Quality
a� -- FAST -TRACK APPLICATION
for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS
(Pressure sewers systems are not to be included as part of this application package)
INSTRUCTIONS: Indicate that you have included the following list of required application package items by checking the
space provided next to each item. Failure to submit all required items will lead to your application being returned as
incomplete or additional processing and review time. This form may be photocopied for use as an original.
® I. Application Form - Submit one original and one copy of the completed and appropriately executed application
form. Any changes to this form will result in the application being returned. The Division of Water Quality
(Division) will only accept application packages that have been fully completed with all applicable items
addressed. You do not need to submit detailed plans and specifications unless you respond NO to Item B(12)
® II. Application Fee - Submit a check in the amount of $400 made payable to: North Carolina Department of
Environment and Natural Resources (NCDENR).
❑ III. Certificates of Public Convenience and Necessity — If the application is being submitted in the name of a
privately -owned public utility, submit two copies of the Certificate of Public Convenience and Necessity (CPCN)
which demonstrates that the public utility is authorized to hold the utility franchise for the area to be served by the
sewer extension. If a CPCN has not been issued, provide two copies of a letter from the North Carolina Utilities
Commission's Public Staff that states that an application for a franchise has been received, that the service area
is contiguous to an existing franchised area, and/or that franchise approval is expected. The project name in the
CPCN or letter must match that provided in Item A(2a) of this application.
❑ IV. Operational Agreements — Submit one original and two copies of a properly executed operational agreement if
the sewer extension is permitted by a private applicant and will be serving residential or commercial lots (e.g.,
houses, condominiums, townhomes, outparcels, etc.) that will be sold to another entity. If the applicant is a
homeowners' association, use Form HOA 02/03. If the applicant is a developer, use Form DEV 02/03. EVEN IF
THE PROJECT WILL BE TURNED OVER TO A MUNICIPALITY, FORM DEV 02/03 IS REQUIRED.
❑ V. Flow Acceptance Letters — If the owner of the downstream sewers and/or WWTF is different from the applicant,
submit two copies of a flow acceptance letter from the owner of the downstream sewers and WWTF, if different.
Flow acceptance letters must contain the following minimum information: applicant and project name, amount of
flow accepted, and name and permit number of the receiving sewers/WWTF. The flow acceptance must not
expire prior to permit issuance and must be dated less than a year prior to the application date.
Intergovernmental agreements or other contracts will not be accepted in lieu of a project -specific flow acceptance
letter.
® VI. Map — Submit an 8.5-inch by 11-inch COLOR copy of the portion of a 7.5-minute USGS Topographic Map along
with this form. The map should identify the entire project area location as well as the closest downslope surface
waters as clearly as possible. Each map portion must be labeled with the map name and number, the identified
location of the sewer line and pump stations, and be of clear and reproducible quality. For instance, if the project
involves 4 miles of interceptor sewer that traverses over or near several different waterbodies (or counties,
basins, etc.), the map should have location ID's shown for each different waterbody (where the sewer line is within
100 feet of such waterbody - see Instruction VII). This location ID is self chosen and used to cross reference the
location in Section C of the permit application.
❑ VII. Stream Classifications — Section C
• If any portion of the project is within 100 feet of any down slope surface water, Section C must be completed
for the pertinent sections.
• If the entire project area is a minimum of 100 feet away from any down slope surface waters BUT there is a
pump station involved where a history of power outage is to be used to provide adequate design storage
instead of dual feed or permanent or portable generator, Section C must be completed to demonstrate that
the closest down slope surface water is Class C (see 15A NCAC 2H .0219(h)(3)(D)).
• Use the guidance document entitled, "Determining Watershed Classifications for Form FTA 02/03 (Fast -Track
Sewer Systems)" available from http://h2o.enr.state.nc.us/ndpu or by contacting the appropriate regional
office.
FTA 02/03 - Rev. 1 06/03

FAST -TRACK APPLICATIONJor GR,AVIT`46EWWRS, PUMP STATIONS, AND FORCE MAINS PAGE 2
❑ Vill. Environmental Assessments — If this project is subject to an Environmental Assessment (EA) [15A NCAC
01 C .0500], this application can not be used. Send the project application on Form PSFMGSA 10/99 to the
Non -Discharge Permitting Unit, 1617 Mail Service Center, Raleigh, NC 27699-1617. Applications can not be
processed until a Finding of No Significant Impact (FONSI) or Environmental Impact Statement (EIS) has been
issued. A copy is to be submitted with that permit application.
® IX. Certifications — Section D
The application must be certified by both the applicant and a North Carolina Registered Professional Engineer
(PE). The applicant signature must match the signing official listed in Item A(1 b). The PE should NOT certify the
application if he/she is unfamiliar with 15A NCAC 2H .0200, the Gravity Sewer Minimum Design Criteria (most
recent version) and the Minimum Design Criteria for the Fast -Track Permitting of Pump Stations and Force Mains
(most recent version), as applicable to the project. Certification by a PE who is unfamiliar with these documents
is subject to NC Board referral.
THE COMPLETED FTA 02/03 APPLICATION PACKAGE, INCLUDING ALL SUPPORTING DOCUMENTS AND $400
FEE, SHOULD BE SENT TO THE APPROPRIATE REGIONAL OFFICE
REGIONAL OFFICE
ADDRESS
COUNTIES SERVED
Asheville Regional Office
Avery, Buncombe, Burke, Caldwell,
59 Woodfin Place
Cherokee, Clay, Graham, Haywood,
Asheville, North Carolina 28801
Henderson, Jackson, Macon,
[phone]
Madison, McDowell, Mitchell, Polk,
[phone] Fax
Rutherford, Swain, Transylvania,
Yancey
Fayetteville Regional Office
225 Green Street Suite 714
Fayetteville, North Carolina 28301
Anson, Bladen, Cumberland, Harnett,
[phone]
Hoke, Montgomery, Moore, Robeson,
[phone] Fax
Richmond, Sampson, Scotland
Mooresville Regional Office
919 N Main Street
Moor N
Mooresville, North Carolina 28115
Alexander, Cabarrus, Catawba,
66ille,
Cleveland, Gaston, Iredell, Lincoln,
[phone] Fax
Mecklenburg, Rowan, Stanly, Union
Raleigh Regional Office
1628 Mail Service Center
Chatham, Durham, Edgecombe,
Raleigh, North Carolina 27699-1628
Franklin, Granville, Halifax, Johnston,
(919) 571-47
Lee, Nash, Northampton, Orange,
[phone] Fax
Person, Vance, Wake, Warren,
Wilson
Washington Regional Office
Beaufort, Bertie, Camden, Chowan,
943 Washington Square Mall
Craven, Currituck, Dare, Gates,
Washington, North Carolina 27889
Greene, Hertford, Hyde, Jones,
[phone]
Lenoir, Martin, Pamlico, Pasquotank,
[phone] Fax
Perquimans, Pitt, Tyrrell, Washington,
Wayne
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Brunswick, Carteret, Columbus,
[phone]
Duplin, New Hanover, Onslow,
[phone] Fax
Pender
Winston-Salem Regional Office
585 Waughtown Street
Alamance, Alleghany, Ashe, Caswell,
Winston-Salem, North Carolina 27107
Davidson, Davie, Forsyth, Guilford,
[phone]
Rockingham, Randolph, Stokes,
[phone] Fax
Surry, Watauga, Wilkes, Yadkin
For more information, visit our web site at: http://h2o.enr.state.nc.us/ndpu/
FTA 02/03 - Rev. 1 06/03

FAST -TRACK APPLICATION�for GR,AVITY*SEWj~RS, PUMP STATIONS, AND FORCE MAINS PAGE 3
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USE THE TAB KEY TO MOVE FROM FIELD TO FIELD! Application Number:
(to be completed by DWQ)
1. Owner:
1 a. Town of Polkton
Full Legal Name (company, municipality, HOA, utility, etc.)
1 b. LibbyCameron, Town Manager
Signing Official Name and Title (Please review 15A NCAC 2H .0206(b) for authorized signing officials!)
1c. The legal entity who will own this system is:
El Individual El Federal ® Municipality ElState/County El Private Partnership El Corporation ❑ Other (specify):
1 d. P.O. Box 99 1 e. Polkton
Street Address City
1f. North Carolina 1g. 28135
State Zip Code
1 h. 704-272-7463 1 i. 1 j.
Telephone Facsimile E-mail
2. Project (Facility) Information:
2a. U.S. 74 Sanitary Sewer Improvements 2b. Anson Count
Brief Project Name (permit will refer to this name) County Where Project is Located
3. Contact Person:
3a. James M. Dennis, PE, PLS
Name and Affiliation of Someone Who Can Answer Questions About this Application
3b. 704-575-3852 3c: [e-mail]
Phone Number E-mail
....... - ..._...... _ ....
_.._ . __ .. ...
1. Project is ❑ New ® Modification (of an existing permit) If Modification, Permit No.: W00018753
For modifications, attach a separate sheet clearly explaining the reason for the modification (i.e. adding another
phase, changing line sizellength, etc.). Only include the modified information in this permit application - do not
duplicate project information in B(7) and B(10-11) that has already been included in the original permit.
2. Owner is ® Public (skip to Item 8(3)) ❑ Private (go to Item 2(a))
2a. If private, applicant will be: 2b. If sold, facilities owned by a (must choose one
❑ Retaining Ownership (i.e. store, church, single office, etc.) or ❑ Public Utility (Instruction III)
El Leasing units (lots, townhomes, etc. - skip to Item 8(3)) ❑ Homeowner Assoc./Developer (Instruction IV)
El Selling units (lots, townhomes, etc. - go to Item B(2b))
�Owner of Wastewater Treatment Facility (WWTF) Treating Wastewater From This Project
4a. Anson County WWTF 4b. NC0041408
Name of WWTF_ WWTF Permit No.
_
5a. Townf P oolkton -
Sb. 8" BSc. W00018753
Owner of Downstream Sewer
Receiving Sewer Size Permit Number of Downstream Sewer (if known)
6. The origin of this wastewater is (check all that apply):
El Residential Subdivision ® Car Wash
ElApartments/Condominiums ❑ Institution 100 % Domestic/Commercial
❑ Mobile Home Park ❑ Hospital
❑ School El Church % Industrial
❑ Restaurant [I Nursing Home
❑ Office ❑ Other (specify): %Other (specify):
7. Volume of wastewater to be permitted in this project: 5,760 gallons per day
8. If the permitted flow is zero, indicate why:
El interceptor Line - Flow will be permitted is subsequent permits that connect to this line
[I Flow has already been allocated in Permit No.
❑ Rehabilitation or replacement of existing sewer with no new ow expected
fl
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Ff A 02/03 - Rev. 1 06/03
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FAST -TRACK APPLICATIONjor GR,AV1T3iSEWERS, PUMP STATIONS, AND FORCE MAINS PAGE 4
9. Provide the wastewater flow calculations used in determining the permitted flow in accordance with 15A NCAC 2H
.0219(I) for Item B(7) or the design flow for line or pump station sizing if zero flow in the space below. Values other than
that in 15A NCAC 2H .0219(1)(1-2) must be approved prior to submittal of this application. Submit a separate request to
the Division of Water Quality, Non -Discharge Permitting Unit, 1617 Mail Service Center, Raleigh, NC 27699-1617 in
accordance with 15A NCAC 2H .0219(1)(3).
60 gallons/vehicle (International Car Wash Association & from "Water Use in the Professional Car Wash Industry & Car
Wash Association", Chris Brown, 2002. Using 4 bays with 24 vehicles/bay/day you get: 4x24x60 = 5,760 gal/day
10. Summary of Sewer Lines to be Permitted (attach additional sheets if necessary)
Size (inches)
11
Length (feet) Gravity or Force Main
(use the pull down menu)
294 Gravity
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Z ENTER TOTAL LINE LENGTH IN MILES 0.0557 miles
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Q11. Summary of Pump Stations to be Permitted (attach additional sheets as necessary)
2 Location ID Power Reliability Option
(self chosen - as shown on Design Flow Operational Point (1- dual line feed; 2- permanent generator w/ATS; 3-
0 plans for cross-reference) (MGD) GPM @ TDH portable generator w/telemetry; 4-wet well storage)
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d 12. Does the sewer system comply with the Minimum Design Criteria for the Fast Track Permitting of Pump Stations and Force
m Mains (latest version), the Gravity Sewer Minimum Design Criteria (latest version) and 15A NCAC 2H .0200 as applicable?
Z Yes ❑ No If no, please reference the pertinent minimum design criteria or regulation and indicate why a
variance is requested:
SUBMIT TWO COPIES OF PLANS, SPECIFICATIONS OR CALCULATIONS PERTINENT TO THE VARIANCE WITH YOUR APPLICATION
13. Have the following permits/certifications been submitted for approval?
Wetland/Stream Crossings - General Permit or 401 Certification? [:]Yes []No Z WA
Sedimentation and Erosion Control Plan? ❑ Yes ❑ No Z N/A
Stormwater? ❑ Yes ❑ No Z N/A
FTA 02/03 - Rev. 1 06/03

FAST -TRACK APPLICATION,for GR,AVITI#EWF,RS, PUMP STATIONS, AND FORCE MAINS PAGE 5
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Use the Division's guidance document entitled, "DETERMINING STREAM CLASSIFICATIONS FOR FORM FTA 02/03
(FAST -TRACK SEWER SYSTEMS)" to collect and record the stream classification data below (attach additional sheets as
necessary). This document is available from our web site or by contacting the appropriate Division of Water Quality
regional office (see instructions for addresses) OR indicate the following:
® A Stream Classification is not needed because all parts of the project are at least 100 feet away from any down slope
waterbody; AND,
® A Stream Classification is not needed because the design does not depend on wet well storage as a power reliability
option for any pump station near a Class C down slope waterbody.
Location ID on Map
(self chosen - as shown on Name of
map for cross-reference) Waterbody County
Waterbody Stream Waterbody
River Basin Index Classification
Submit the 8.5" x 11 " COLOR topographic map as required in Instruction VI
regardless of whether a classification is provided!
1. Applicant's Certification:
1, Libby Cameron, attest that this application for U.S. 74 Sanitary Sewer Improvements 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. Note: In accordance with North Carolina General Statutes 143-215.6A and
143-215.6B, any person who knowingly makes any false statement, representation, or certification in any application
shall be guilty of a Class 2 misdemeanor which may include a fine not to exceed $10,000 as well as civil penalties up to
$25,0 per violation.
1 a.
Signing Official SignaN
2. Professional Engineer's Certification:
Date
I attest that this application for the Town of Polkton has been reviewed by me and is accurate, complete and consistent
with the information in the engineering plans, calculations, and all other supporting documentation to the best of my
knowledge. 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 adopted February 12, 1996, and the
Minimum Design Criteria for the Fast -Track Permitting of Pump Stations and Force Mains adopted June 1, 2000 and the
watershed classification in accordance with Division guidance. Although certain portions of this submittal package may
have been developed by other professionals, inclusion of these materials under my signature and seal signifies that I have
reviewed this material and have judged it to be consistent with the proposed design. Note: In accordance with NC
General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement, representation, or
certification in any application shall be guilty of a Class 2 misdemeanor which may include a fine not to exceed $10,000 as
well as civil penalties up to $25,000 per violation.
2a. James M. Dennis, PE, PLS
Professional Engineer Name
2b. Mulkey Engineers and Consultants
Engineering Firm
2c. 7516 East Independence Blvd. — Suite 100
Address
2d. Charlotte
City
2g. 704-537-7300
Telephone
2h. 704-537-2811
Facsimile
2e. NC 2f. 28227
State Zip
2i. [e-mail]
E-mail
"4111111trtrti *,
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Seal, Signature & Date
FTA 02/03 - Rev. 1 06/03

,;UL 18 2003
Town of Polkton
U.S. 74 Sewer Improvements
Anson County
North Carolina
SEWER SPECIFICATIONS
July 2003

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Addendum
The modification is required due to changes in the previous U.S. 74 Sanitary Sewer Improvements
project (Permit No. WQ0019753). The modifications include a manhole location change and a grade
revision (See plan and profile).

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Utility Construction
Sewer
Town of Polkton
U.S. 74 Sewer Improvements
DESCRIPTION
The work covered by these provisions consists of constructing utilities as required by the
plans and provisions herein or as directed by the Engineer, The Contractor shall furnish
any and all materials, labor, equipment, and incidentals necessary to complete the
proposed utility work.
II. GENERAL CONSTRUCTION REQUIREMENTS
Specifications:
The proposed utility construction shall meet the applicable requirements of the NC
Department of Transportation's "Standard Specifications for Roads and Structures" dated
January 2002, all applicable permits, and the standard details as shown on the plans, as
outlined in the following provisions, or as directed by the Engineer.
Existing Utilities:
The Contractor will be required to excavate to determine the precise location of utilities,
or other underground obstructions, which are shown on the Construction Plans. Such
location and excavation shall be at least 500 feet ahead of construction or as noted in
the Special Provision Section of this document.
All utility owners will be notified prior to excavation as required by the 1985 Underground
Damage Prevention Act, Owners who are members of NC One -Call may be notified in
accordance with current NC One -Call procedures. The Contractor will be fully
responsible for damage to any utilities if the owners have not been properly notified as
required by the Underground Damage Prevention Act.
Utility owners may, at their option, have representatives present to supervise excavation
in the vicinity of their utilities, The cost of such supervision, if any, shall be borne by the
Contractor.
Conflicts with underground utilities may necessitate changes in alignment and/or grade
of this construction. All such changes will be approved by the ENGINEER before
construction proceeds.
When underground obstructions not shown on the Construction Plans are encountered,
the Contractor shall promptly report the conflict to the ENGINEER and shall not proceed
with construction until the conflict is resolved by the ENGINEER.

Sanitary Sewer Pipe:
PVC Pipe:
a. Solid Wall PVC: Unless amended on the construction drawings or elsewhere in
these specifications, sewer pipe 4-inches through 15-inches in diameter may be
Poly Vinyl Chloride (PVC) sewer pipe with a Standard Dimension Ratio (SDR) of 35,
and shall meet all requirements of ASTM Specification D-3034. Sewer pipe 18-
inches through 27-inches in diameter may be Polyvinyl Chloride Pipe (PVC) large
diameter sewer pipe with a minimum pipe stiffness of 46 PSI in accordance with
ASTM Specification F-679. Pipe joining shall be push on elastomeric joints only and
joints shall be manufactured in accordance with ASTM Specification D-3212. The
pipe shall be furnished with integral bells and with gaskets that are permanently
installed at the factory. The pipe shall be furnished in nominal lengths of 13 feet.
PVC sewer pipe shall be green or white in color.
PVC pipe shall contain the markings required by ASTM D-3034 or F-679 as
applicable. The manufacturer shall submit certification that the pipe has been
tested in accordance with ASTM D-3034 or F-679 as applicable and has been
found to meet all requirements. Test samples shall be as selected by the
manufacturer or testing laboratory unless otherwise stipulated in the Special
Provision Section of these specifications.
Fittings shall be in accordance with ASTM D-3034, F-679, and/or D-3212 as
applicable, with stiffness and wall thickness equal to or greater than the pipe.
Adapters shall be provided to join different materials.
b. PVC Profile Gravity Sewer Pipe: Unless amended on the construction drawings or
elsewhere in these specifications, sewer pipe 8-inches through 48-inches may be
PVC profile gravity sewer pipe manufactured in accordance with the
requirements of ASTM F-794. The minimum pipe stiffness shall be 46 PSI. All seams
on the completed pipe shall be thermally fused. Glued seams will not be
allowed.
The pipe shall be produced with integral bell and spigot end construction with
elastomeric seals and shall conform to all requirements of ASTM D-3212. Joining
shall be by rubber gaskets that conform in all respects to the physical
requirements specified by ASTM F-477 for low head applications. The lubricant
used for assembly shall be as recommended by the manufacturer and shall have
no detrimental effect on either the pipe or the rubber gasket.
The average nominal inside diameter and manufacturing tolerance shall be as
listed for stiffness Series 46 in Table IA for open profile pipe and Table IB for closed
profile pipe of ASTM F-794. The pipe shall be furnished in nominal lengths of 13
feet and shall contain all markings required by ASTM F-794.
One sample of each size pipe specified, from the production runs for this project,
shall be tested in accordance with the requirements of ASTM F-794. The
manufacturer shall furnish certification that the pipe was manufactured,
sampled, tested and inspected in accordance with and has been found to meet
the requirements of ASTM F-794 in all respects.

Fittings shall be in accordance with ASTM F-794, D-3212, and/or D-3034 as
applicable, with stiffness and wall thickness equal to or greater than the pipe.
Adapters shall be provided to join different materials.
c. PVC Corrugated Sewer Pipe: Unless amended on the construction drawings or
elsewhere in these specifications, sewer pipe 8-inches through 18-inches may be
Polyvinyl Chloride Corrugated Sewer Pipe with a smooth interior, manufactured in
accordance with ASTM F-949. The pipe shall be produced with integral bell and
spigot construction with elastomeric seals and shall conform to all requirements of
ASTM D-3212. Joining shall be by rubber gaskets that conform to the
requirements to ASTM F-477. The pipe shall be furnished in nominal lengths of 12.5
feet and shall contain all markings required by ASTM F-949. One sample of each
pipe size specified, from the production runs of this project, shall be tested in
accordance with the requirements of ASTM F-949. The manufacturer shall furnish
certification that the pipe was manufactured, sampled, tested, and inspected in
accordance with and has been found to meet the requirements of ASTM F-949 in
all respects,
Fittings shall be in accordance with ASTM F-949, D-3034, and/or D-3212 as
applicable, with stiffness and wall thickness equal to or greater than the pipe.
Adapters shall be provided to join different materials.
4-Inch Sanitary Sewer Laterals: All 4-inch laterals shall be SDR 35 PVC, Schedule 40 PVC,
Ductile Iron, or Cast Iron Soil Pipe. SDR 35 PVC and ductile iron laterals shall be as
hereinbefore specified. 4-inch laterals may connect at manholes or tees.
Schedule 40 PVC: Schedule 40 PVC laterals shall be in accordance with ASTM D-2665,
NSF 14, and D-1785. Fittings shall be socket type in accordance with ASTM D-2466.
Joining shall be through solvent cement in accordance with ASTM D-2564.
Couplings/Saddles: Couplings used to join various types of 12-inch and smaller pipe shall
be elastometric PVC sleeve couplings with stainless steel compression bands and
stainless steel shear rings.
Couplings for 12-inch and smaller pipe may also be elastomeric PVC with internally
molded rigid fiberglass insert and stainless steel bands. The coupling shall provide a
water and/or gas tight connection.
Saddles for lateral connections shall be ABS Plastic, PVC, Elastomeric PVC, or approved
equivalent. Saddles shall be connected to PVC pipe using a flat or profile gasket, as
applicable to the type of pipe, and at least two stainless steel bands around the pipe
and saddle. The lateral shall be connected to the saddle with a compression gasket,
solvent weld adapter, and/or stainless steel band, as applicable.
Manholes:
All sewer manholes shall be constructed of precast concrete sections only in
conformance with the following specifications and Standard Detail Drawings. Special
cast in place manhole structures shall be as shown on the plans and shall comply with
the various other applicable sections in these specifications.

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Manholes will be furnished with the following clear inside diameters according to the
sewer main diameter unless amended by the Plans or Special Provisions:
8" to 18" pipe 4' Manhole
21 " to 36" pipe 5' Manhole
39" to 54" pipe 6' Manhole
54" and larger 8' Manhole
The manhole diameter for a given pipe size may be increased from that shown above
for applications where the angle between the influent and effluent pipes precludes
proper installation of the pipe connections in the standard size manhole.
Manholes shall be furnished with pre -cast bottom slabs and flexible watertight boots for
15-inch and smaller pipe. The boots shall be cast in as integral parts of the base or
installed in cored openings with stainless steel compressions bands, and shall conform to
ASTM C-923. Manholes for 18-inch and larger pipe may be furnished with pre -cast
bottom slabs and flexible boots, flexible seals, or concrete collars. The flexible seals shall
be A-Lok or Contour Seal. Flexible connectors shall conform to ASTM C-923. The
concrete collars shall be according to the applicable Standard Detail. Manholes to be
placed over existing pipelines shall be furnished with "doghouse" openings cast in the
bottom section allowing it to be set over the existing pipe. A concrete base and invert
shall be poured around the bottom section and the pipe according to the applicable
Standard Detail.
Shop drawings which show dimensions, openings for pipe, reinforcing steel dimensions
and layout and other essential details shall be submitted for approval.
Pre -cast Reinforced Concrete Manhole Sections: All pre -cast reinforced
concrete manholes shall conform to CMUD Standard Detail drawings and to
ASTM C-478. The following minimum standards shall also apply:
a. Wall thickness shall be 1 / 12rh of the inside diameter with a minimum
thickness of five (5") inches.
b. Base sections shall be cast monolithically or have a waterstop cast in the
cold joint between the walls and the base slab.
c, Cone sections shall normally be eccentric with the inside face of one side
vertical and flush with the inside face of the barrel section. Eccentric
cones with bolt down frame and cover shall have a minimum vertical
height, as measured from the top of the cone to the bottom of the bell, of
32-inches. Eccentric cones without bolt down frame an cover to be
installed flush to finish grade may have a minimum vertical height of 24-
inches. Concentric cones with a vertical height of 20-inches may be used
on manholes less than five (5') feet deep (4' diameter manhole only).
Transition cone sections may be provided for an eccentric transition from
a 60-inch riser to a 48-inch cone section to be placed directly beneath
the 48-inch cone.
d. Transition slabs may be placed a minimum of five (5) feet above the invert
shelf for six (6) feet and larger diameter manholes where the slab will be
buried. Flat top slabs may be used for six (6) feet and larger diameter
manholes, unless the manhole is located within pavement or maintained
lawns.
e. Joints between sections shall be manufactured in accordance with ASTM
C-443. Joints may be sealed with rubber gaskets in accordance with

ASTM C-443 or with butyl rubber sealants conforming to Federal
Specification SS-S-210A and AASHTO M-198, Type B.
f. All markings required by ASTM C-478 shall be clearly stamped on the
inside of each section.
g. Aggregate shall be sound, crushed, angular granitic stone only,
substantially in accordance with ASTM C-33, except that the requirement
for graduation in that standard shall not apply. Smooth or rounded stone
(river rock) shall not be acceptable.
h. The cement shall be Type II with a maximum tricalcium aluminate
(3CaOAl2O3) content 8%.
In lieu of Type II cement and granitic aggregate, pre -cast manhole
sections may be furnished of Type III cement with calcareous (limestone)
aggregate. The manufacturer will submit lab tests certifying the amount
of Alkalinity (minimum 78%) present in the complete mix.
i. Manhole riser sections, transition slabs, flat top slabs, and cone sections
shall be designed for H-20 loadings.
j. The manufacturer shall furnish the Engineer with test results on
compression and absorption for one section in every twenty-five sections
poured, and certification from cement manufacturer and aggregate
supplier certifying chemical content. The Engineer reserves the right to
pick random sections for the required testing.
2. Steas: Manhole steps will be furnished in accordance with Standard Detail
Drawings ASTM C-478 and current OSHA regulations. In addition to the testing
requirements of ASTM C-478 each step installed in pre -cast manholes will be
tested to resist a 1000 lb. pullout. The manhole manufacturer will furnish
certification of each test with each shipment showing manhole location, date of
test, and results,
3. PVC Liner: Where indicated on the plans or elsewhere in these specifications,
manholes shall be furnished with a PVC Liner for resistance to corrosive sewers.
The liner shall be as hereinbefore specified for RCP.
Concrete:
Portland Cement: All concrete shall conform to the Standard Specifications for
READY MIXED CONCRETE, ASTM C-94. An air -entraining admixture, conforming to
ASTM C-260, shall be added to either Type I, Type II, or Type III Portland Cement.
Fly Ash conforming to ASTM C-618 for Class C Fly Ash may be added to the
concrete mix but shall not be considered as replacement for more than 10% of
the cement therein (strengths shall not be less than hereinafter required).
Types I, IA, III and IIIA Portland Cement shall only be used for manhole inverts,
concrete encasement, concrete blocking, and/or as directed by the Engineer,
and shall conform to ASTM C-150.
Types II and IIA Portland Cement shall be used in pre -cast manholes, cast in place
manhole structures, reinforced concrete pipe, reinforced concrete piers and
concrete or reinforced concrete rip -rap as directed by the Engineer, and shall
conform to ASTM C-150 except that Tricalcium Aluminate (3CaOAl2O3) content
shall not exceed 8%,

Aggregates: All aggregates used for concreting shall conform to ASTM C-33 and
shall be checked daily for any variances in moisture content. Said variances shall
be corrected and/or taken into consideration for each batch.
a. Course Aggregates: Shall be uniformly and evenly graded for each
application in accordance with A.C.I. Standard 318. Unless otherwise
approved, aggregate shall be sound, crushed, angular granitic stone.
Smooth or rounded stone (river rock) shall not be acceptable.
b. Fine Aggregates: Shall consist of natural sand, manufactured sand or a
combination thereof. Fine aggregates shall conform to the sieve analysis
as specified in paragraph 4.1 of the standard except that the percent
passing a No. 50 sieve shall not exceed 5% and the percent passing a No.
100 sieve shall be 0% as provided for in paragraph 4.2 of the standard.
3. Mix Design: Concrete shall be watertight, resistant to freeze -thaw cycles and
moderate sulfate attack, abrasion resistant, workable, and/or finishable. These
qualities may be met through the use of admixtures (if and only if approved in the
mix design as hereinafter specified) conforming to the appropriate ASTM with the
exception of the use of calcium chloride, which shall be limited to no more than
1 % by cement weight - thoroughly mixed to insure uniform distribution within the
mix, If the concrete is used with reinforcing steel, no calcium chloride will be
allowed.
The Contractor shall assume responsibility for concrete mixture. The concrete
shall be proportioned to meet the following requirements: (Note: The mix does
not apply "in total" to pre -cast manhole or reinforced concrete pipe).
A. Compressive Strength Maximum 3600 PSI
B. Water -Cement Ratio by Weight Maximum 0.50
C. Slump Min. 3" Max. 5"
D. Air Content (Entrained & Entrapped) Min. 4% Max. 6%
E. Coarse Aggregate 3/4" - 1 1 /2 (as required by the
application)
When required by the Engineer, and prior to beginning construction, the
Contractor, at his expense, shall obtain from an approved commercial testing
laboratory a design for a suitable concrete mix and submit same with his list of
materials and material suppliers for approval.
4. Curing Compound: All concrete curing compounds shall conform to the
standard specifications for LIQUID MEMBRANE - FORMING COMPOUNDS FOR
CURING CONCRETE, ASTM C-309, Type 2.
Curing compounds shall be applied as forms are stripped.
5. Grouts: All grouts shall be of a non -shrink nature (as may be achieved through
additives or proportioning) and depending upon application range from plastic
to flowable cement water paste. Testing as specified above for concrete may
be required for acceptance of grouts to include frequent checks for consistency
by a time -of -flow measurement.
Acceptable range of testing requirements:

Compressive Strength 10,500 to 12,500 PSI
Bond Strength 1,350 to 1,700 PSI
% Expansion +.025% to +0,75%
Expansion grouts shall be used only as directed by the Engineer. Grouts shall be
mixed (if applicable) and placed in accordance with the manufacturer's current
recommendations, for each specific application.
6. Mortar: Mortar used in sanitary sewer manholes shall be hydraulic cement mortar
in accordance with ASTM C-398. Mortar used in water meter vaults and water
valve vaults shall be Type M mortar in accordance with ASTM C-270.
Stone and Brick:
1. Granular Bedding Material: All bedding material shall be angular, clean washed
crushed stone graded in accordance with Size # 67 in ASTM D-448 for "Standard
Sizes of Coarse Aggregate", (NCDOT Standard size # 67).
Bedding material will be used only as instructed in the Specifications and/or as
specifically directed by the Engineer.
2. Brick: All brick used to construct manhole inverts or adjust frames shall be made
from clay or shale, shall be solid only and shall be of standard building size. All
brick shall meet or exceed the compressive strength and water absorption
properties specified in ASTM C-32 for Grade MS brick or in ASTM C-216 and ASTM
C-62 for Grade SW brick.
Ferrous Castings:
1. Soecial Castings: All cast iron pipe fittings and special castings shall be furnished
in weight, classes, and/or special thickness as specified elsewhere. The castings
shall conform to ASTM A-126 and shall be manufactured in domestic foundries.
2. Frames, Covers and Grates: All manhole frames and covers shall conform to
ASTM A-48, Class 30 and shall be manufactured in domestic foundries.
Dimensions shall conform to the Standard Details.
Manhole frames and covers shall be furnished with the common contact surfaces
between frame and cover machined.
Connection to Existing Sewers:
Tie-ins to existing activated sewer lines will be allowed when proper precautions are
taken to protect the existing main. The Contractor will be required to install watertight
masonry plugs in the proposed pipelines at the existing manhole and at the first
proposed manhole until all construction is completed and tested begun, If the proposed
sewer does not begin at an existing manhole, a straddle type manhole as shown on the
Standard Details will be constructed over (and around) the undisturbed existing pipeline
and the proposed pipeline plugged as specified, The existing pipeline will not be broken -
out and the new invert formed until all testing has been successfully completed. Any
connection with 18-inch and smaller pipe at an existing pre -cast or cast -in -place
manhole will require the Contractor to core the necessary opening through the manhole

wall. Connections to existing manholes with 21-inch and larger pipe may be cored or
sawed as approved by the Engineer.
Temporary Watertight Plugs: The Contractor shall install temporary watertight
plugs in the proposed sewer line at any manhole that is incomplete, at the open
end of the pipeline prior to leaving the job site daily and elsewhere as dictated
by good engineering and construction practices. All installed pipe shall be
backfilled or otherwise securely tied down to prevent flotation in the event water
enters or rises in the trench.
The plugs as installed shall prevent infiltration of the introduction of any foreign
material into either the existing or proposed systems.
The Contractor shall at his own expense, flush, or otherwise cause the line (and
manholes) to be cleaned out without any discharge into the existing system.
Upon completion of all construction, the Contractor will be responsible for the
complete removal of all watertight plugs, in the sequence necessary to allow
testing and subsequent activation, all under the direction of the Engineer.
2. Scheduling; When the flow of an existing sewer must be interrupted and/or
bypassed, the Contractor shall, before beginning any construction, submit a work
schedule which will minimize the interruption and/or bypassing of wastewater
flow during construction. This schedule must be approved by the appropriate
controlling agencies and Engineer and may require night, holiday and/or
weekend work.
3. Bypass Pumping_ If pumping is required, an identical standby pump shall be on
site in the event of failure of the primary pump. If, at any time during
construction, effluent from the existing sewer is not fully contained but the bypass
system, gravity service will be restored by a temporary tie to the new construction
and work shall be suspended until the problem is resolved to the satisfaction of
the Engineer. The Contractor shall be responsible for any fines levied as a result of
effluent reaching the creek. The Contractor will be required to verify his method
of handling sewer flows during construction by pumping at peak flows for 1 hour
as approved by the Engineer.
Existing Utilities:
The Contractor will be required to excavate to determine the precise location of utilities,
or other underground obstructions, which are shown on the Construction Plans. Such
location and excavation shall be at least 500 feet ahead of construction or as noted in
the Special Provision Section of this document.
All utility owners will be notified prior to excavation as required by the 1985 Underground
Damage Prevention Act. Owners who are members of NC One -Call may be notified in
accordance with current NC One -Call procedures, The Contractor will be fully
responsible for damage to any utilities if the owners have not been properly notified as
required by the Underground Damage Prevention Act.
Utility owners may, at their option, have representatives present to supervise excavation
in the vicinity of their utilities. The cost of such supervision, if any, shall be borne by the
Contractor.

Conflicts with underground utilities may necessitate changes in alignment and/or grade
of this construction. All such changes will be approved by the Engineer before
construction proceeds.
When underground obstructions not shown on the Construction Plans are encountered,
the Contractor shall promptly report the conflict to the Engineer and shall not proceed
with construction until the conflict is resolved by the Engineer.
Whenever a sewer main crosses under other utility lines (gas, telephone conduit, storm
drain, etc.) there shall be 2 feet clearance between the top of the sewer and the
bottom of the affected utility. Stone bedding shall be used from 6-inches below the
sewer to 12-inches above the sewer from one foot outside the utility trench. If this
clearance is not possible, the sewer line shall be Ductile Iron Pipe from one foot outside
the utility trench with a minimum length of 10 feet.
Whenever a sewer main crosses over other utility lines (storm drain, gas, encased or
capped telephone conduit, etc.) the following will apply:
• For PVC sewer lines - There shall be one foot clearance from the top of the utility
to the bottom of the sewer. If this clearance is not possible the sewer line shall be
ductile iron pipe from one foot outside the utility trench with a minimum length of
10 feet.
Sewer Line/Water Line Clearance:
When a sewer main of lateral crosses or is parallel to an existing water main, the
Contractor shall install ductile iron pipe (including laterals) for the sewer main and water
main as described below.
1. Vertical Separation of Sewer Lines & Water Lines: Whenever it is necessary for a
sewer main to cross under a water main with less than 18-inches of vertical
separation, the sewer main and water main shall be constructed of ductile iron
pipe, with joints meeting water main standards, for a distance of 10 feet on each
side of the point of crossing.
Whenever it is necessary for a sewer main to cross over a water main, the sewer
main and water main shall be constructed of ductile iron pipe, with joints meeting
water main standards, for a distance of 10 feet on each side of the point of
crossing.
Horizontal Separation of Sewer Lines and Water Lines: Sewer mains shall be laid at
least 10 feet horizontally from existing or proposed water mains unless local
conditions or barriers prevent a 10-foot horizontal separation. In that case, the
sewer main will be laid in a separate trench, with the elevation of the bottom of
the water main at least 18-inches above the top of the sewer. When these
conditions are not met, the sewer main and water main shall be constructed of
Ductile Iron Pipe with joints meeting water main standards.
Horizontal Separation of Sewer Lines and Water Lines: Sewer lines shall be
installed at least 100 feet from water wells. Where this separation is not possible
the sewer line shall be ductile iron pipe. Sewer lines shall not be installed within 25
feet of any private well or within 50 feet of any community well.
Excavation:

All excavations for pipe laying, manholes, piers, drainage ditches, grading and any other
excavation required for the proper completion of this contract shall be included herein,
Excavation within street rights -of -way shall be backfilled when left unattended for more
than 1 hour unless otherwise approved by the controlling agency. Excavations within
sewer/water rights -of -way shall be backfilled, fenced or otherwise protected when left
unattended for more than 1 hour. Fencing or other protection methods shall be
designed to reasonably prevent people and large animals from entering the excavation.
1. Trench Excavation: No more trench (100 +/- LF) shall be opened in advance of
the pipe laying than is necessary to expedite the work unless prior approval is
given by the Engineer. Ground conditions and/or location requirements shall
govern the amount of trench open at any one time as determined by the
Engineer.
a. Trench Width: The maximum trench width shall be as indicated for each
type of pipe specified, If the actual trench width exceeds the specified
width, due to shoring methods, the Contractor much obtain approval
from the Engineer.
Trench width shall be measured between faces of cut at the top of the
pipe bell. If the Contractor varies from this requirement without prior
approval of the Engineer, or if specified trench widths cannot be
maintained, improved bedding and/or improved pipe material shall be
installed as directed by the Engineer.
b. Trench Bottom Conformation: The excavation shall be made to the
elevations, grades, and lines shown on the Construction Plans unless
otherwise approved by the Engineer. The trench bottom shall be
excavated slightly above grade and cut down to the pipe grade by
hand in the fine grading operation. The trench bottom shall be true and
even with bell holes at each joint to provide the barrel of the pipe with soil
and/or granular bedding (as applicable) support for its full length. This
should prevent point loading at the bells. If the trench bottom is
inadvertently cut below grade, the Contractor shall fit it to grade with
approved material thorouahly tamped.
Pipe depth and/or soil conditions may dictate a granular embedment as
specified below. Such bedding shall also be shaped to allow adequate
support of the pipe along the full length of the barrel.
If the trench passes either under or over another pipeline or previous
excavation, the trench bottom in this area shall be tamped, if necessary,
so the disturbed soil has approximately the same supportive strength as
the native soil.
2. De -watering: the Contractor shall at all times provide and maintain ample
means and equipment with which to remove and properly dispose of any and all
water entering the excavation or other parts of the work and keep all
excavations dry until such time as pipe laying and grading is completed and
structures to be built therein are completed.

No water shall be allowed to rise around the pipe in unbackfilled trenches nor
shall it be allowed to rise over masonry until the concrete or mortar has set
(minimum 24 hours). All water pumped or drained from the work shall be
disposed of in such a manner as to prevent siltation and erosion to adjacent
property or other construction.
3. Shoring and Shielding: The Contractor shall comply with OSHA trenching and
excavation regulations as revised in Subpart P of Part 1926 in the Federal Register.
Shoring and/or shielding systems shall be used as specified in Subpart P to prevent
caving of trench banks and to provide a safe excavation.
The Contractor will be responsible for excavation safety and shall designate his
"competent person" (as defined in Subpart P) for the determination of proper
shielding/shoring systems,
If, in the opinion of the Engineer, the trench/excavation is not in compliance with
OSHA regulations, the Contractor may be directed to stop work. Continued
unsafe conditions will be reported to the appropriate regulatory agency. The
Contractor will be responsible for paying all fines resulting from safety violations.
Pipe Laying:
In all instances pipe shall be laid in a workmanlike manner, true to line and grade, with
bell ends facing up -grade in the direction of laying. The various pipes referred to herein
shall be handled, belled up and laid in accordance with the manufacture's
requirements and good engineering practices as defined in the various publications
referenced in this document.
1. Pipe Bedding: Unless otherwise specified or noted on the Plans the following
bedding classes are as commonly required by this Department.
When granular material embedment is required, the Contractor will follow the
layered procedure specified in Type I for soil placement, above the granular
bedding, to an elevation one (1) foot above the top of the pipe bell.
a. Tvpe I - Shaped Bottom Bedding: The trench bottom shall be shaped so
the pipe bears uniformly upon undisturbed native earth. Soil shall then be
placed by hand around the pipe and completely under the pipe
haunches in uniform layers no exceeding six (6) inches in depth up to an
elevation one (1) foot above the top of the pipe bell.
Each layer shall be placed and then carefully and uniformly tamped, so
that the pipe is not damaged nor the alignment disturbed.
b. Type II - Granular Material Embedment: The trench bottom shall be
undercut a minimum of six (6) inches below the pipe barrel grade and
filled with an approved stone to an elevation such that the pipe will be
completely and uniformly bedded to a vertical height of one-third the
outside diameter of the pipe bell for the pipe's entire length and for the
entire width of the ditch. Depending upon soil and ground water

conditions, greater depths (undercut) may be required to create a stable
condition. Type II granular material embedment shall be used as directed
by the Engineer.
c. Type III -Granular Material Embedment: The trench bottom shall be
undercut a minimum of six (6) inches below the pipe barrel grade and
filled with an approved stone to an elevation such that the pipe will be
completely and uniformly bedded to vertical height of one-half the
outside diameter of the pipe bell for the pipe's entire length and for the
entire width of the ditch. Depending upon soil and ground water
conditions, greater depths (undercut) may be required to create a stable
condition. Type III granular material embedment shall be used as
directed by the Engineer.
d. Stone Stabilization: When the bottom of the trench is not sufficiently stable
to prevent vertical or lateral displacement of the pipe after installation
with Type II or Type III bedding, stone stabilization will be required to
develop a non -yielding foundation for the bedding and pipe, When such
conditions are encountered, the trench will be excavated to a depth
determined by the Engineer, and # 467 crushed stone will be placed to an
elevation six -inches below the bottom of the pipe. The pipe will then be
laid with Type II or Type III bedding as directed by the Engineer.
e. Concrete Encasement and Cradles: Shall be as designed for each
individual case and will be noted on the Plans and in the Special
Provisions when applicable.
2. Installation Depth Limitations: The following are limitation and bedding
requirements for supportive strength and shall be adhered to at all times.
Granular material embedment may still be required for lesser depths of cover
should groundwater and/or soil conditions warrant its use, as determined by the
Engineer.
• The standard trench width for 8"-15" pipe shall be limited to the nominal
pipe size plus 30-inches.
• The standard trench width for 18"-30" pipe shall be limited to the nominal
pipe size plus 36-inches.
The standard trench width for 36" and larger pipe shall be limited to the
nominal pipe size plus 42-inches.
Deviations from the standard trench width shall be as approved by the Engineer.
Trench widths must be maintained constant as measured at the top of the pipe.
Deviation from the standard trench width will necessitate an increase in the stone
bedding around the pipe and/or a change in the type or class of pipe being
installed at the Contractor's expense.
All pipes regardless of bedding or pipe type shall require adequate tamping of
backfill as specified for Type I, Shaped Bottom Bedding.

.A .
Poly Vinyl Chloride (PVC) Pipe: PVC pipe shall be installed with a minimum of 3.0
feet of cover and a maximum of 20 feet cover. When the cover isles than 3.0
feet or more than 20 feet, Ductile Iron Pipe must be used subject to the specified
bedding limits, PVC pipe shall be installed in accordance with ASTM D-2321 with
the following modifications:
• All PVC pipe shall be installed using Type III Granular Embedment.
The bedding shall extend from the pipe to the trench wall or to
two and one half pipe diameters (OD) on each side of the pipe,
whichever is less.
3. Grade and Line for Pipe: As a minimum, centerline hubs will be set at each
manhole and offset stakes set at each manhole, and if required at 100 foot
intervals between manholes. Cut sheets will show the vertical distance from the
offset stakes to the inlet and outlet pipe invert at each manhole and to the pipe
invert at each offset stake.
Grade and line may be transferred to "batter boards" set at intervals not to
exceed fifty (50) feet. Unless otherwise approved byt the Engineer, three (3)
batter boards will be in place at all times while pipe laying is in progress. Each
joint shall be checked with a grade rod and plumb line with care being taken to
keep the string line taut at all times,
Laser beams may be used to set line and grade when the Contractor provides
adequate and accurate equipment for the Engineer to check his line and grade
at each cut stake (lock levels shall not be considered adequate), If laser
equipment is used, the grade shall be checked at each manhole and at
benchmarks every 500 feet. The Contractor shall keep close check of his laser for
variations in line and grade. No variations between manholes shall be corrected
without relaying that portion of line which has deviated from line or grade unless
otherwise approved by the Engineer.
Lateral Installation:
4-inch and 6-inch Laterals: Four inch and six inch laterals shall be connected to
the main with tees as previously specified if the lateral is installed during the
construction of the main. Four inch and six inch lateral shall be connected to
existing mains with saddles placed in holes cored by an approved coring
machine. Saddles and tees shall be as previously specified and as shown on the
Standard Details.
Laterals shall be completed to the property line using 22 1 /2 degree bends at the
tee or saddle and pipe as previously specified and as shown in these Standard
Details. The lateral shall be laid with a minimum slope of 1/8-inch per foot (1 %).
The end of the lateral will be plugged water/air tight. All tees, saddles and bends
shall be completely encased in # 67 washed stone. An "S" shall be cut in the curb
at the location where lateral crosses under curb.
In subdivisions constructed without curb, the Contractor will paint an"S" on the
edge of pavement at the location where the lateral crosses under the edge of
pavement. Markings will be made using green paint,

All laterals except those serving lots adjacent to in line manholes or upstream
from dead-end manholes in cul-de-sacs shall be connected to the sewer main.
Laterals connected to manholes shall be laid on a line from the center of the lot
to the center of the manhole and shall extend not more than six inches inside the
manhole wall. Manholes in cul-de-sacs shall have a maximum of three (3)
laterals. Any in line manhole shall have a maximum of two (2) laterals. The lateral
elevation entering the manhole shall match crown to crown with the main
entering the manhole and a trough shall be formed for the lateral invert. Laterals
that are connected to outfall lines shall enter the manhole at the shelf and an
invert shall be formed to carry the lateral flow to the main invert.
The laterals shall be installed with a minimum of four (4) feet of cover at the
property line. The depth of the lateral at the property line shall not be greater
than five (5) feet unless greater depth is required to serve the building. The
Contractor will not backfill any portion of the lateral until the installation is
approved by the Inspector.
2. Measurements: The Inspector, assisted by the Contractor, will measure the
distance to the tee or tap from the down -stream manhole to obtain the
information required for the "As -Built" records.
Backfill:
All backfill shall be of a non -plastic nature free from roots, vegetative matter, waste,
construction material, rock larger than 3/4 cubic foot, or other objectionable material.
Small rock (less than 3/4 cubic foot) shall not exceed 10% of the fill material. Rock shall
not be placed within 3-feet of the pipeline or within 3-feet of the finished grade. Rock
larger than 3/4 cubic foot will not be permitted within the trench. No objectionable or
unsuitable material will be allowed in the backfill. Backfill material shall be capable of
being tamped by mechanical tamps using relatively low velocity and heavy blows. The
material shall have no tendency to flow or behave in a plastic manner under the
tamping blows. Material deemed by the Engineer as unsuitable for backfill shall be
removed from the job site before backfilling operations begin.
When the Engineer determines that the material excavated from the trench is unsuitable
for backfill because of the material type or because it contains excessive debris, rock or
organics, it shall be removed from the project and replaced with a backfill material
approved by the Engineer. When the moisture content of an otherwise suitable material
is too high to achieve specified compaction, as determined by a moisture content and
density test, the Contractor shall replace the material as necessary to meet backfill
requirements. The wet material maybe dried to optimum moisture content and used for
backfill in subsequent phases of the project. Should an otherwise suitable material be
found too dry to achieve compaction requirements, water may be added to the
material to raise the moisture content to optimum.
Borrow material placed at the direction of the Engineer shall be clean earth at optimum
moisture content, concord (pit) gravel or ABC stone.
Backfill shall be accomplished immediately after the pipe is laid. Backfill around pipe
and to an elevation of one (1) foot above the pipe bell shall be done only by hand and
in layers not exceeding six (6) inches with each and every layer thoroughly tamped. The

first three (3) feet of fill shall be completely free of rocks. Successive layers of backfill shall
be compacted in place as specified below.
Under no circumstances shall water be permitted to rise in unbackfilled trenches after
the pipe has been placed. Should water rise in an unbackfilled ditch after the pipe has
been placed, the Engineer may require the Contractor to remove the pipe, muck the
trench and follow the procedure for either Type II or Type III granular embedment when
relaying the pipe.
1. Backfill of trenches within sewer main rights -of -way: Trenches excavated
outside of existing roadway and railway right-of-way may be backfilled,
above the initial one (1) foot, by mechanical means in layers up to twelve
(12) inches thick, unless otherwise approved by the Engineer.
2. Backfill of trenches within road and railway rights -of -way: Trenches
excavated within existing road and railway rights -of -way shall be
backfilled in layers not to exceed six (6) inches and each successive layer
shall be thoroughly tamped, as specified.
Compaction Requirements:
Compaction shall be attained by the use of mechanical tamps only. Each layer of
backfill shall be placed loose and thoroughly compacted in place. Heavy rollers,
vehicles or other equipment shall not be used for compacting backfill nor allowed to
cross over completed work except at points adjudged capable of adequately
protecting the pipeline, Pneumatic tamps, gasoline ram type tamps or vibrating tamps
with sheepsfoot rollers will be required to meet the specifications of "Mechanical Tamp"
Variances shall only be with the explicit approval of the Engineer,
1. Compaction Within Sewer Rights -of -way: Trenches excavated outside existing
road and railway rights -of -way shall be backfilled as hereinbefore specified and
tamped thoroughly:
a. All material shall have an in -place density of at least 85% of maximum dry
density or as directed by the Engineer.
b. Should any public or private roadways, service road, drive, etc. be
encountered during this construction, the Contractor shall at the
Engineer's direction comply with the compaction requirements specified
below for work within road and railway rights -of -way.
2. Compaction Within Road and Railway Rights -of -way: Unless otherwise approved
by the controlling agencies, trenches excavated within existing road and railway
rights -of -way, and all structure excavation regardless of location, shall be
backfilled as hereinbefore specified and thoroughly tamped:
a. Unless otherwise directed by the Engineer, all material from the bottom of
trench to within six (6) inches of the subgrade shall have an in -place
density of 95% of the maximum dry density as defined by a standard
proctor curve for the material.

b. All materials within six (6) inches of the subgrade level shall have an in
place density of 100% of the maximum dry density,
c. On roadway shoulders, all material shall have an in place density of 95%of
maximum dry density. The Contractor shall remove and replace all
material failing to meet these requirements with suitable material. The
extent of this removal shall be determined by the Engineer.
3. Compaction Testing: Tests will be performed within all street, highway and
railway rights -of -way to insure that the specified compaction requirements are
met. The Contractor will cooperate fully with the soils technicians in providing
access to backfill at any requested depth for the purpose of performing moisture
content/density testing. When requested, the Contractor shall excavate a
backfilled ditch to any specified depth for a compaction test and shall insure that
the ditch meets all OSHA safety standards before the technician enters to
perform the test.
A "standard proctor curve" which establishes the relationship between the
moisture content and dry density for soil will be determined by the method
described in ASTM D-698 or by AASHTO Method T-99, Field density tests will be
performed using either the sand cone method of a nuclear moisture/density
gauge. Any backfill which does not meet the specified compaction will be re -
tamped, or removed and replaced as approved by the Engineer,
Manhole Construction:
All manholes outside street rights -of -way or landscaped areas shall be constructed to
a height of two (2) feet above the adjacent ground unless otherwise indicated on
the Plans or by the Special Provisions. Manholes within street rights -of -way or
landscaped areas shall have finished rim elevations flush with the pavement or
adjacent finished grade.
After final inspection is complete and all deficiencies have been corrected, the
Contractor shall seal all manholes (rings to covers) with penetration type asphaltic
cement No. AC-20 as manufactured by Exxon Oil Company or equal.
1. Pre -cast Reinforced Concrete Structures: All pre -cast manhole sections shall
conform to the Material Specifications and Standard Details.
Pre -cast manholes shall be treated similar to reinforced concrete pipe for
installation. That is, if ground water and/or soil conditions require stabilization for
pipe installation comparable measures will be required for pre -cast manhole
installation. Under no circumstances will a pre -cast base section be placed on
unstable soil as solely determined by the Engineer.
Jointing of pre -cast sections will be done in accordance with the manufactures
recommendation, with special attention called to the amount of forced used.
All backfill around structures shall be thoroughly tamped in layers as specified for
placing backfill,

Regardless of the type manhole construction used, the Contractor will do that
which is necessary to stabilize the soil intended to support the structure. A stable
condition shall only be so adjudged by the Construction Engineer or his
authorized representative, Any cost incurred by the Contractor in stabilizing the
area to support a manhole shall be considered incidental to the manhole
construction.
Outside Drops: Depending on the particular fittings used, elevation differences of
2.0 to 2.5 feet are required to accommodate an outside drop. When there is not
sufficient elevation difference to permit construction of an outside drop, the
grade of the influent pipe shall be lowered such that the vertical separation of
the influent and effluent pipes is 0.2 feet, as measured at the center of the
manhole when the grades of both pipes are projected to that point. Outside
drops shall not enter the cone section of pre -cast manholes.
3. Inside Drops: When connecting a proposed sewer main to an existing manhole
at an elevation significantly higher than the existing invert elevation, and where
safety considerations or working space limitations preclude building an outside
drop, the connection may be made with an inside drop constructed in
conformance with the Standard Details. Inside drops will be used only where
shown on the plans or specifically approved by the Engineer. They may not be
used in lieu of outside drops shown on the plans. Inside drops shall not enter the
manhole in the cone section. Inside drops are not allowed on four (4) feet
diameter manholes.
4. Installation of Frames and Covers: The frame shall be installed on the manhole
with anchor bolts on all manholes that are not flush with the ground. 8-inch tall or
4-inch tall frames may be used for manholes with bolt down frames. These frames
shall have four (4) holes in the support flange to permit installation on the cone
with anchor bolts. Holes shall be equally spaced in the flange. Complete anchor
bolt assemblies shall be zinc plated steel and shall consist of a drive in type
anchor sleeve, a threaded stud and two nuts. Anchors shall be installed in field
drilled holes in the cone. Minimum diameter of the threaded stud shall be 1 /2
inch. The Contractor shall seal the frame to the manhole by installing a length of
butyl rubber joint sealant shall have a one inch cross section, and shall make two
full circles when placed on the cone section, and shall be compressed by the
frame with the anchor bolts. Butyl rubber joint sealant shall be "Rubber Seal" as
manufactured by Ru Van, Inc., or approved equal. Cement mortar grouting of
the frame shall be required. Brick may not be used to adjust rim elevations of
above grade manholes.
Manholes that are installed flush with pavement or grade shall have frames
attached to the manhole with a bed of cement mortar grout. 8-inch tall frames
are required for all manholes that are flush with pavement or finished grade
unless otherwise approved, Standard size brick or reinforced concrete grade
rings may be used to adjust the finished rim elevation of such manholes. This
adjustment may not exceed 21-inches in height,
5. Manhole Step Testing The Contractor will furnish a hydraulic driven system
consisting of cylinder, connecting hose and above ground pump with gauge to
test manhole steps to exceed 1000 lbs. of resistance of pullout. All field installed

steps will be tested. In lieu of field testing steps installed at the plant, certified
shop reports by the manufacturer showing that each step passed the required
1000 lb. pullout will be accepted. The certificates will be furnished to the
Inspector prior to field installation.
Unless the Contractor can furnish the manufacturer's certification on step tests,
the Contractor will be required to test 10% of the plant installed steps. An
additional 10% will be tested for each failure.
Testing and Internal Inspection:
The Contractor shall provide ventilation of sewer lines and manholes during any test or
inspection procedure. The Contractor shall be responsible for providing all equipment
and personnel necessary to comply with OSHA confined spaces regulations.
Gravity Sewer Pipe Leakage Testing: No sooner than 10 days following
completion of backfill, the Contractor along with the project inspector will be
required to determine the level of ground water table. If the level of ground
water table is above the top of the pipe, the sewer line shall be tested for
infiltration. If there is no ground water above the top of the pipe the sewer line
shall be low pressure air tested. Each test shall be performed as follows:
a. Infiltration: The infiltration shall not exceed 100 gallons per day per inch
diameter per mile as measured for a reach of pipe the same diameter up
to one mile long. However, when excessive infiltration can be isolated to
a particular section (manhole -manhole) the limit will be applied to that
section. There shall be no visible points of infiltration. Any section
(manhole -manhole) must be isolated and tested separately if so directed
by the Engineer.
b. Low Pressure Air Test: Tests shall be performed in accordance with
ASTM C-828 and C-924 on sewer lines 42-inches in diameter and smaller.
2. Manhole Leakage Testing Manholes shall be tested by plugging the inlet and
outlet pipes with airtight plugs and using one of the following procedures:
a. Exfiltration: Fill the manhole to the rim with water and allow the level to
equalize due to saturation. Refill the manhole and mark the level to begin
the test. The test shall last at least 2 hours and allowable leakage shall be
3 gallons per hour. The Engineer will select 25% of the manholes on the
project to be tested. If any manhole fails, an additional manhole will be
tested. Manholes that fail the test shall be repaired as specified and
retested until they pass.
b. Vacuum Air: Manhole vacuum air testing shall be performed in
accordance with ASTM C-1244. The Engineer will select 25% of the
manholes on the project to be tested. Manholes that fail the test shall be
repaired as specified and retested until they pass. Manholes that show
leaks and are repaired prior to testing shall be tested as specified.
3. Deflection Testing of PVC Pipe: Not less than 30 days following completion of
backfill, the pipe shall be tested for deflection with a 5% mandrel sized as defined

in ASTM D-3034. The mandrel shall be pulled through each section of pipe from
manhole to manhole. The mandrel must slide freely through the pipe with only a
nominal hand force applied. No mechanical device shall be used in pulling the
mandrel. Any pipe which refuses the mandrel shall be removed and replaced or
re -rounded and the bedding shall be properly constructed as specified to
prevent excessive deflection. Such sections shall be retested for deflection after
completion of backfill.
Repairs:
All leaks shall be repaired by identifying and exposing the defective section of pipe
and completing repairs as follows:
1. PVC, VCP, or Ductile Iron Pipe: Defective or damaged pipe including leaking
joints shall be removed and replaced with sound new pipe. The pipe shall be re-
connected with approved couplings as specified in the MS section of this
document.
2. RCP: Defective or damaged pipe shall be removed and replaced with sound
new pipe. Pipe re -connections shall be made, and joint leaks repaired, using
concrete collars per Standard Details.
Chemical grouting or internal or external wiping of joints with cement grout are
specifically not approved as methods for repairing leaks on new pipelines,
regardless of the pipe material.
Repair couplings and/or collars shall be limited to one every one hundred feet
not to exceed three pipe repairs between manholes. Deficiencies in excess of
these limitations shall be corrected by relaying the section of pipe.
3. Manholes: Any damage to the interior wall of the manhole resulting from
penetration of the lift holes shall be repaired with non -shrink cement grout.
Leaks through manhole joints or walls or around pipe collars, may be repaired
from inside the manhole with non -shrink cement grout. If the size of the leak, or
the external water pressure, prevents such repairs, the manhole shall be
excavated and repaired from outside.
Leaks around boots or gaskets used to join pipe to manholes shall be repaired by
external concrete collars or as approved by the Engineer.

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COMMISSIONERS:
HENRY. C FURR
MINNIE P. STURDIVANT
JOHN W. WILLIAMS
WALTER A. McDANIEL
MAYOR PRO-TEM
BRUCELANDON
TREASURER
TOWN OF POLKTON
P.O. BOX 99 — 113 WEST POLK STREET
POLKTON, NORTH CAROLINA 28135-0099
PHONE: [phone] • FAX: [phone]
E-MAIL: [e-mail]
Mr. Grady Dobson
NCDENR
225 Green St., Suite 714
Fayetteville NC 28301
RE: Permit
Dear Mr. Dobson:
29 July 2003
P 4 .
G f O ?D03
Will you call me please as soon as the permit is approved.
Thanks.
Sincerely,
Elizabeth Bane Cameron,CMC
Town Manager
W. CLIFF MARTIN
MAYOR
ELIZABETH B. CAMERON
TOWN MANAGER
CLERK TO THE BOARD
FINANCE OFFICER
RICHARD BROADAWAY
ASSISTANT MANAGER
FREDERICK LILES
UTILITIES DIRECTOR