WQSV00003_Variance Request_20231220

W,.�WK '�`� SVo0 003
DICKSON
community infrastructure consultants
December 14, 2023
Mr. Michael Montebello
Division of Water Resources
NCDEQ — Raleigh, NC Central Office
512 North Salisbury Street
Raleigh, NC 27604
RECEIVED
15 2023
NCDEQUNRINPDES
RE: Permit No. PWC2021-SO15
Phase V Annexation Project XV Construction
Area 32 East Section I Sewer Variance
Fayetteville Public Works Commission
Fayetteville, North Carolina
WKD Project No. 20180008.01.RA
Dear Mr. Montebello:
Fayetteville Public Works Commission (PWC) is hereby submitting a permit variance
request for the Phase V Annexation Project XV Construction Area 32 East Section I (Area
32 East Section 1), which has been approved under the PWC permit number, PWC2021-
S015. The purpose of this variance request is to address the installation of proposed sewer
manholes, MH A9 and MH A10, located within 100 linear feet of an existing private
irrigation well situated at 7221 Stoney Point Road (PIN 9494-39-4141) in Fayetteville, North
Carolina. As per our evaluation and previous correspondence with NCDEQ officials, the
existing conditions do not fully meet the separation requirements outlined in 15A NCAC
02T .0305 which states the following:
"...for public or private wells, piping materials, testing methods, and acceptability
standards meeting water main standards shall be used where these separations
cannot be maintained. All appurtenances shall be outside the 100-foot radius of the
well. The separation shall however not be less than 25 feet from a private well or 50
feet from a public well."
Consequently, we are pursuing a permit variance to ensure the project's compliance with
environmental regulations while addressing the unique circumstances of the private well
location. To mitigate any potential risks associated with the proximity of the sewer
manholes to the private well, we have implemented the following design modifications to
the respective manhole design previously recommended by NCDEQ:
1. Manholes shall be provided with a watertight frame and cover with gasket
2. All manhole seams shall be externally taped/sealed.
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
www.wkdickson.com Transportation • Water Resources 9 Urban Development • Geomatics

North Carolina Department of Environmental Quality
November 20, 2023
Page 2
3. Manholes shall be provided with a full waterproof interior coating/lining.
4. Watertight pipe connections shall be provided consisting of a flexible rubber boot or
compression type connector.
5. Manholes shall be tested in accordance with ASTM C1244 "Standard Test Method
for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test Prior to
Backfill".
6. "Doghouse" type manholes shall not be used.
Enclosed within this letter, you will find plans, details, and specifications that will further
outline the requested variance. We emphasize that this variance is imperative as the
project is currently under construction, and the private well owner has expressed the desire
to have the well remains in place.
We are available to provide any additional information or clarification that may be required
to support the review process. Please do not hesitate to contact us if you have any
questions or comments. We look forward to hearing back from you.
Sincerely,
W.K. Dickson & Co., Inc.
Z 4 0- -: �- �-e - - - - �4e��
MacKenzie Perro, PE
Project Engineer
CC' Misty Manning, PW, FAYPWC
Allan Riddle, PE, FAYPWC
John Allen, PE, FAYPWC
Michael Youngblood, PE, WK Dickson
%D ICKSON

State of North Carolina
Department of Environment and Natural Resources
Division of Water Resources
-DWR
15A NCAC 02T .0105 — VARIANCE/ALTERNATIVE DESIGN REQUEST
Division of Water Resources INSTRUCTIONS FOR FORM: VADC 10-23 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with, 15A NCAC 02T .0100, 15A NCAC 02T
.0300, Division Policies and good engineering practices. Failure to submit all required items will necessitate additional
processing and review time, and may result in return of the request.
For more information, visit the Wastewater Branch's website at:
http: //portal. ncdenr. org/web/wq/swp/ps/cs/ext
General — When submitting a request, 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. Unless otherwise noted, submit one original and one copy of the request and
supporting documentation.
A. Cover Letter (Required for All Request Packages):
® List all items included in the request package and a brief description of the requested permitting action.
® Submit a detailed description of specific criteria that a variance request is submitted for.
15A NCAC 02T, Minimum Design Criteria (MDC) for the permitting of Gravity Sewers, &
Minimum Design Criteria (MDC) for the Permitting of Pump Stations and Force Mains
® Submit a detailed description why the project cannot comply with 15A NCAC 02T or adopted design criteria.
® Submit a detailed description of how the alternative design will meet the requirements of 15A NCAC 02T .0105(n)
B. Application Fee:
® Submit a check or money order in the amount of $600.00 dated within 90 days of application submittal.
➢ Payable to North Carolina Department of Environmental Quality (NCDEQ).
C. Request Form (VADC 10-23) (Required for All Request Packages):
® Submit the completed and appropriately executed VADC 10-23 request form.
® The Applicant's certification of the request shall be signed in accordance with 15A NCAC 02T.106(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).
® The Professional Engineer's Certification of the request shall be signed, sealed and dated by a North Carolina licensed
Professional Engineer.
D. Engineering Plans (Required for All Request Packages):
® Submit one set of detailed plans that have been signed, sealed and dated by a North Carolina licensed Professional
En igineer, pertinent to the variance request. Individual plan sheets related to the request may be submitted instead of
complete plan sets.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final plans. However, the plans may be labeled
with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
E. Specifications (Required for All Request Packages):
® Per 15A NCAC 02T .0304(b)(2), submit specifications that have been signed, sealed and dated by a North Carolina
licensed Professional En ig neer, pertinent to the variance request.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW
ONLY, NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
F. Engineering Calculations (All Request Packages):
❑ Per 15A NCAC 02T .0305(b)(3), submit engineering calculations that have been signed, sealed and dated by a North
Carolina licensed Professional En ig neer, pertinent to the variance request.
INSTRUCTIONS FOR FORM: VADC 10-23 & SUPPORTING DOCUMENTATION Pagel of 2

G. Applicable Sewer Extension Application and Supporting Documentation
(Required if submitted in conjunction with a variance request)
❑ Submit the completed and appropriately executed application if provided in conjunction with the request.
➢ This is exclusive to projects requiring a full technical review (ASEA 10-23 & SSEA 10-23).
➢ Submission of FTA 10-23 and supporting documents to the regional office is only allowed once the variance has
been approved by the Central Office. Submission prior will result in the application being returned.
15A NCAC 02T.0105 — Select Code Related to Variance / Alternative Design Criteria
(b)... The applicant shall provide adequate documentation to the Division to ensure that the proposed system will meet all design
and performance criteria as required under this Subchapter and other applicable rules, be operated as a non -discharge system, and
protect surface water and groundwater standards. Variances to this Subchapter or adopted design criteria must be specifically
requested in the application and, if approved pursuant to Paragraph (n) of this Rule, incorporated into the permit. The
Division may accept certification from a licensed or certified professional (e.g. Professional Engineers, Licensed Soil Scientist,
Licensed Geologist, Technical Specialist) that the design meets or exceeds minimum design criteria applicable to the project.
Division acceptance of certifications by the applicant or by licensed or certified professionals preparing reports for the application
shall not constitute approval of a variance to this Subchapter or applicable minimum design and performance criteria unless
specifically requested in the application and approved in the permit.
(n) The Director shall approve alternative Design Criteria in cases where the applicant can demonstrate that the alternative
design criteria will provide the following:
(1) equal or better treatment of the waste;
(2) equal or better protection of the waters of the state; and
(3) no increased potential for nuisance conditions from noise, odor or vermin.
THE COMPLETED REQUEST AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
ATTENTION: PERCS UNIT SUPERVISOR
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1636
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY ST. SUITE 925
RALEIGH, NORTH CAROLINA 27604
INSTRUCTIONS FOR FORM: VADC 10-23 & SUPPORTING DOCUMENTATION Page 2 of 2

State of North Carolina
Department of Environment and Natural Resources
DWR Division of Water Resources
15A NCAC 02T .0105 — VARIANCE/ALTERNATIVE DESIGN REQUEST
Division of Water Resources VADC 10-23 & SUPPORTING DOCUMENTATION
Application Number: (if applicable, to be completed byDWR)
APPLICANT INFORMATION:
wQ s voo 003
1. Applicant's name: Fayetteville Public Works Commission
2. Applicant type: ❑ Individual ❑ Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ® Municipal ❑ County
3. Signature authority's name: Misty Manning, PE per 15A NCAC 02T .0106(b) Title: Water Resources Engineering Manager
4. Applicant's mailing address: 955 Old Wilmington Road
City:Fayetteville State: NC Zip:28301- RECEI \/ -D
5. Applicant's contact information: DEC 15 2023
Phone number: [phone] Email Address: [e-mail]
II. PROJECT INFORMATION: KDEOID NRlNPDES
1. Project name: Phase V Annexation Project XV Construction Area 32 East Section I
2. Project status: ® Proposed ❑ Existing (if existing, Permit Number: )
III. CONSULTANT INFORMATION:
1. Professional Engineer: MacKenzie Perro, P.E. License Number: 052768
Firm: WK Dickson & Co., Inc.
Mailing address: 720 Corporate Center Drive
City: Raleigh State: NC Zip: 27607-
Phone number: [phone]
IV. VARIANCE REQUEST:
Email Address: mperroAwkdickson.com
1. Provide a detailed list of specific criteria that a variance request is submitted for:
(e.g., NCAC 02T.0305(f) - Separation, MDC for Pump Stations / Force Mains 3.04(A)(1)(b) — Discharge Piping Velocity, etc)
15A NCAC 02T .0305 (2)(2) - for public or private wells, piping materials, testing methods, and acceptability standards
meeting water main standards shall be used where these separations cannot be maintained. All appurtenances shall be outside
the 100-foot radius of the well. The separation shall however not be less than 25 feet from a private well or 50 feet from a
public well.
The alternative testing method is being requested for the gravity sewer mains that are to be constructed per water main
standards under this variance. The individual sewer main segments shall be hydrostatically tested to a pressure of 5.83 psi
(MH A8 to MH A9) 4.87 psi (MH A9 to MH A10), and 7.11 psi (MH A10 to MH Al 1). The required testing pressure was
calculated by taking the difference in elevation (in feet) between the invert out of the downstream manhole and the rim
elevation of the upstream manhole dividing the difference in elevation by 2.31 psi per foot of change in elevation and then
multinline that number by a xl .5 safetv factor. No allowable leakage is allowed over a two hour period. All tests shall be
erformed in the presence of the Owner and/or Engineer.
FORM: VADC 10-23 Pagel of 2

Applicant's Certification per 15A NCAC 02T .0106(b):
I, M I.YMY rA, r1AAA1ACX E CA103ELIZIAG MA"CIM attest that this request for
(Signature Authority's name & title from Request Item 1.3.)
P}tA,-5E v AAAL"Tioa PAWCC-r AV AR A 3Z EAPT 6EMpol 1
(Project name from Request Item 11.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I also understand that if all required parts of
this request package are not completed and that if all required supporting information and attachments are not included, this request
package will be returned to me as incomplete. I understand that by certifying this variance request, I shall adhere to the
requirements of the variance approval should it be approved and all permit conditions should the permit be approved.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false statement,
representation, or certification in any request package shall be guilty of a Class 2 misdemeanor, which may include a fine not to exceed
$10,000 as well
ascivilpenalties up to $25,000 per violation. %
Signature: "/ / ► Date: Z �/ "2 d Z 3
Professional Engineer's Certification:
I, lUl� 6eEi 2!11 PelL/LO , R� attest that this request for
(Professional Engineer's name from Request Item 111.1.)
PN►ML d Au4AEXXripA fleoafWr X / CVAS-ta%jct►a.4 AIMA. 37- EAST SErCTWA 1
(Project name from Request Item 11.1.)
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. in accordance with 15A NCAC 02T.0105(n) will provide: equal or better treatment of the waste;
eaual or better protection of the waters of the state: and no increased potential for nuisance conditions from noise, odor, o r vermin.
I further attest as been prepared in accordance with this request package and its instructions, as well as all applicable regulations and
statutes. 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 143-215.66, any person who knowingly makes any false statement,
representation, or certification in any request 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:
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FORM: VADC 10-23 Page 2 of 2

ENGINEERING PLANS

(2) CAM LOCKS
SEE DETAIL
1" LETTERING
PICK BARS
DETAIL
COVER FA(F
(2) CAM LOCKS
(2) CAM LOCKS WITH (2)
STAINLESS STEEL ROLL
PINS (1/2" DIA. x 1-3/4")
OR (2) WEDGE CAM
LOCKS
N.T.S I►---1-1/4" DIA.
CO RUBBER........._._...' y i
I?GASKET CAM LOCK 1 I
2s" DIA. CAM LOCK DETAIL
N.T.S.
3-13/16"
:t
COVER SECTION
N.T.S. .
- I
5/8" DIA. SS ROD
27-3/8"-27-7/16" DIA.......,......................................+
26-1/8"-26-1/4" DIA. PICK BAR AND GASKET
GROOVE DETAIL
24" DIA--
00 24-1/2" DIA.
26"-26-1/8" DIA.
34" DIA.
FRAME SECTION
N.T.S.
N.T.S.
APPROVED GASKET
MATERIAL
(4) EACH 5/8" 0 x 5-1/2"
STAINLESS STEEL BOLTS
WITH WEDGE ANCHORS.
(SCORE THREADS TO
PREVENT REMOVAL)
I
COVER
N.T.S.
NOTES:
1. MANHOLE FRAME AND COVER TO BE MADE OF
GRAY CAST IRON CONFORMING TO ASTM SPEC.
A48-83, CLASS 35, MANUFACTURED BY SAME
MANUFACTURER. ALL CASTINGS SHALL
CONFORM TO THE SHAPE AND DIMENSIONS
SHOWN. ALL CASTINGS SHALL BE CLEAN AND
FREE FROM DEFECTS.
2. CASTINGS SHALL BE UNPAINTED AND SHALL
HAVE THE LETTERS "PWC-FAY-NC" AND
"SANITARY SEWER" CAST INTO COVER. LETTERS
SHALL BE RAISED AND CLEARLY VISIBLE.
3. MANHOLE RING AND COVER SHALL WITHSTAND
H-20 VEHICULAR TRAFFIC.
4. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5%
RING 155LBS., COVER 160LBS., UNIT 315LBS.
5. PERFORATED COVERS WILL NOT BE ALLOWED.
6. SUPPLY SOCKET FOR TURNING CAM LOCK
MECHANISM. ONE SOCKET PER PROJECT.
7. USE OF GRADE RINGS ARE NOT ALLOWED,
UNLESS APPROVED BY THE FAYPWC PROJECT
COORDINATOR. FOR MANHOLES OUTSIDE OF
YARD OR LANDSCAPE AREAS, THE USE OF
GRADE RINGS ARE NOT ALLOWED.
8. FOR MANHOLES IN YARD OR LANDSCAPED
AREAS, THE RING AND COVER SHALL BE SET TO
FINISHED GRADE. THE USE OF GRADE RINGS
ARE ALLOWED TO SET THE MANHOLE TO
FINISHED GRADE. FOR GRADE RINGS 4" OR LESS,
THE RING AND COVER SHALL BE ANCHORED TO
THE CONE USING 5/8" DIAMETER STAINLESS
STEEL BOLTS WITH WEDGE ANCHORS. FOR
GRADE RINGS OVER 4", THE RING AND COVER
SHALL BE ANCHORED TO THE GRADE RING,
USING 5/8" DIAMETER x 5-1/2" STAINLESS STEEL
BOLTS WITH WEDGE ANCHORS.
9. FOR OUTFALL AREAS, THE RING AND COVER
SHALL BE SET A MINIMUM OF 18" ABOVE FINISHED
GRADE, UNLESS OTHERWISE APPROVED.
10. THIS DETAIL IS TO BE USED ON ALL MANHOLES
LOCATED OUTSIDE OF PAVED AREAS, UNLESS
OTHERWISE APPROVED.
I. REFER TO FAYPWC STANDARD DETAIL S.17 FOR
INSTALLATION OF VENT STACK.
ruvur�r�u ivvly- I m/Arriu Hmt/-.\
MANHOLE RING AND COVER
FAYETTEVILLE
NO.
DATE
REVISION
WITH WIPER GASKET AND CAM LOCK
PUBLIC WORKS COMMISSION
REVISED NOTES ON FRAME
N.T.S.
FAYETTEVILLE, N.C.
�
1
07/09
SECTION/REVISED NOTE 3
SHEET NO.
DWG. NO. S.6
DWG. BY: FAYPWC
WATER RESOURCES
2
07117
ADDED NOTE ON WEDGE CAM LOCKS
1 OF 1
ENGINEERING DEPARTMENT
DATE: JAN. 01, 2023
APPROVED BY: M.M.M.
3
01/18
UPDATED NOTES 7 AND 8

SPECIFICATIONS
RE(;EjvE1)
15 2023
NCDEQIDWpjNPDES

.XAVC3
F rc
te
H MEWN UTILITY
TECHNICAL SPECIFICATIONS
Cil6]� -0
FAYETTEVILLE ANNEXATION PHASE V,
PROJECT XV, CONSTRUCTION AREA 32
EAST SECTION I
FAYETTEVILLE PUBLIC WORKS COMNIISSION
OF
THE CITY OF FAYETTEVILLE
NORTH CAROLINA
September 2021
for
Fayetteville Public Works Commission
Water Resources Engineering
PWC Operations Center
955 Old Wilmington Rd
Fayetteville, NC 28301
910-223-4730
Prepared by:
W. K. Dickson & Co., Inc.
720 Corporate Center Drive
Raleigh, North Carolina 27607
[phone]
NC License F-0374
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TABLE OF CONTENTS
Section Pages
VOLUME II
DIVISION 2 - SITEWORK
02110 Site Clearing, (Utility)
02110 - 1 to 02110 - 2
02211 Grading, Utilities
02211 - 1 to 02211 - 3
02222 Excavation and Backfilling for Utility Systems
02222 - 1 to 02222 - 5
02272 Erosion Control - General Provisions
02272 - 1 to 02272 - 2
02273 Temporary Silt Fence
02273 - 1 to 02273 - 1
02274 Gravel Construction Entrance/Exit
02274 - 1 to 02274 - 1
02275 Block and Gravel Inlet Protection
02275 - 1 to 02275 - 1
02301 Boring and Jacking
02301 - 1 to 02301 - 3
02500 Traffic Control
02500 - 1 to 02500 - 5
02505 Adjustment of Existing Structures
02505- 1 to 02505 - 2
02573 Permanent Pavement Patch
02573 - 1 to 02573 - 2
02574 Temporary Pavement Patch (Type I-19.00)
02574 - 1 to 02574 - 2
02575 Driveway Replacement
02575 - 1 to 02575 - 3
02584 Roadway and Parking Lot Marking
02584 - 1 to 02584 - 1
02660 Water Distribution
02660 - 1 to 02660 - 13
02662 Fire Hydrant Painting
02662 - 1 to 02662 - 2
02730 Sanitary Sewer System
02730 - 1 to 02730 - 13
02732 Sewage Force Mains
02732 - 1 to 02732 - 8
02831 Chain Link Fencing
02831 - 1 to 02831- 3
02931 Lawns and Grasses (Sodding)
02931 - 1 to 02931 - 5
02933 Lawns and Grasses (Seeding)
02933 - 1 to 02933 - 4
02934 Seeding Wetlands
02934 - 1 to 02934 - 3
03301 Concrete Construction (Utility)
03301 - 1 to 03301 - 5
09801 Anti -Microbial Additive
09801 - 1 to 09801 - 2
09802 Special Coatings (Ceramic Epoxy)
09802 - 1 to 09802 - 2
09804 Special Coatings (Epoxy Lining Ductile Iron Pipe
09804 - 1 to 09804 - 5
and Fittings
NOTE:
ONLY APPLICABLE SECTIONS 02730, 03301, 09802, AND 09804 ARE INCLUDED
WITH THIS VARIANCE REQUEST APPLICATION PACKAGE.
PHASE V ANNEXATION 1 OF 2 TABLE OF CONTENTS

APPENDICES
Appendix A — AQUA Water Specification
Appendix B — NCDOT Encroachment
Appendix C — Erosion and Sedimentation Control Plan
Appendix D — Easement Special Requirements
Appendix E — Various Permits
Appendix F — Soil Report
Appendix G — Various Construction Related Forms
APPENDICES NOT APPLICABLE TO VARIANCE REQUEST
PHASE V ANNEXATION 2 OF 2 TABLE OF CONTENTS

Revised February 2021
DIVISION 2
SITE WORK
02730 SANITARY SEWER SYSTEMS
GENERAL
Sanitary sewer lines and all appurtenant items shall be constructed of materials specified or
indicated on the drawings. The intent and purpose of these specifications is to require a complete
and satisfactory installation in every respect and any defect in material or workmanship shall be
cause for the replacement and correction of such defect as directed by the Public Works
Commission.
RELATED SECTIONS
A. 02211— Grading, Utilities
B. 02222 — Excavation and Backfilling for Utility Systems
C. 02732 — Sewage Force Mains
MATERIALS
SEWER MAINS
Prior to shipment each joint of pipe shall be stamped by an independent testing laboratory,
certifying compliance with the specifications stated therein. Pipe sizes indicated shall be
understood to be nominal inside diameter of the pipe. All sewer pipe materials shall be either PVC
(as specified herein) or ductile iron (as specified herein), unless otherwise approved in writing by
the Public Works Commission. Written approval shall be obtained prior to installation.
DUCTILE IRON PIPE
The raw material from all ductile iron pipe and fittings shall have an average minimum content
consisting of 90% recycled iron and steel. Ductile iron pipe and fittings shall be manufactured in
the United States of America in accordance with ANSI/AWWA A21.51/C151. The manufacturer
of the ductile iron pipe shall be a member of the Ductile Iron Pipe Research Association (DIPRA).
All ductile iron pipe and fittings shall be in strict accordance with ANSI A21.51 and AWWA
C151, Class 50 or Class 51, as applicable, in every respect. The working pressure shall be a
minimum of 200 psi. Pipe shall be furnished in 18 or 20-foot lengths. All pipe joints used in open
trench construction shall be furnished with "push -on" joints, unless otherwise indicated on the
drawings or specified. All joints and fittings shall be in accordance with ANSI A21.11 and
AWWA C111. All ductile iron interior surfaces shall be lined with two (2) coats of ceramic epoxy
to produce a total minimum dry film thickness of 40 mils (Protecto401 or approved equal). The
exterior pipe surfaces shall be protected with asphaltic coating as specified in AWWA C151 and
C110. Specifications for the ceramic epoxy can be found in Specification Section 09802.
PUBLIC WORKS COMMISSION 02730 - 1 OF 13 SANITARY SEWER SYSTEMS

Revised February 2021
For aerial crossings which are 4 inches through 12 inches in diameter, manufactured restrained
joint ductile iron pipe Class 53, or Class 53 flanged ductile iron pipe shall be utilized in accordance
with the standard Public Works Commission detail for aerial crossings. Mega -lugs, field-lok, and
gripper rings are not an allowable means of restraint for aerial crossings. For aerial crossings
larger than 12 inches, or as noted specifically on the plans, flange joint ductile iron pipe, Class 53,
shall be utilized in accordance with the standard Public Works Commission details. The location
of flanges shall be specifically designed for each application. The flange pipe shall be in
accordance with ANSI/AWWA C-I15/A21.15. Threads for threaded flange pipe shall be in
accordance with ANSI B2.1, shop fabricated as outlined by AWWA 115 with serrated faces
furnished on the pipe, completely factory installed. Welding of flanges to the body of the pipe
will not be acceptable. Ductile iron fittings and flanges shall be in accordance with ANSI/AWWA
C-110/A21.10 with a minimum working pressure of 250 psi. Gaskets shall be full faced SBR
rubber per ANSI/AWWA C-1 I I/A21.11 with a minimum 1/8" thickness. Linings and coatings
shall be as outlined for ductile iron pipe.
If the Public Works Commission determines that an expansion coupling is required, it shall be
installed as indicated on the drawings. The expansion coupling shall not be buried.
For subsurface water crossings (i.e., streams, wetlands), restrained joint ductile iron pipe shall be
utilized. No mechanical restraint systems (e.g., mega -lugs, field-lok gaskets, etc.) shall be utilized.
The pipe shall be installed in a casing, in accordance with the approved Public Works Commission
detail, unless otherwise specifically approved by the Public Works Commission.
PVC PIPE
PVC sewer pipe and fittings 4 inches thru 15 inches shall be in accordance with ASTM D-3034
with a standard dimension ratio (SDR) of 26 for sewer mains and laterals. Larger diameter pipe
(18 inches through 27 inches) shall be in accordance with ASTM F-679, with a SDR of 26. Both
pipe and fittings shall be made of PVC plastic having a cell classification of 12454 as specified in
ASTM D-1784.
Pipe joining shall be push on eastomeric gasket joints only and the joints shall be manufactured
and assembled in accordance with ASTM D-3212. Elastomeric seals shall meet the requirements
of ASTM F-477. The pipe shall be furnished with integral bells and with gaskets that are
permanently installed at the factory and in accordance with ASTM D-3212 and contain a steel
reinforcing ring. PVC sewer pipe shall be made by continuous extrusion of prime green
unplasticized PVC and contain identification markings as required by the applicable ASTM
standard.
SEWER FITTINGS
Ductile Iron Push -on Fittings:
PUBLIC WORKS COMMISSION 02730 - 2 OF 13 SANITARY SEWER SYSTEMS

Revised February 2021
Ductile iron sewer fittings on PVC mains shall be deep bell, gasketed joint, and air test rated.
Gasket groves shall be machined in the factory. Material shall be ductile iron, in accordance with
ASTM A536, Grade 65-45-12 and ASTM F1336. Wall thickness shall meet the requirements of
AWWA C153. Gaskets shall have a minimum cross sectional area of 0.20 square inches, and
conform to ASTM F477. All ductile iron fittings shall have an interior coating of Protecto 401, or
approved equal. All ductile iron fittings on PVC pipe shall provide a flow line that provides a
smooth transition between the materials. Ductile iron fittings shall be as manufactured by the
Harrington Corporation (Harco), or approved equal.
Mechanical Joint Fittings:
Joints shall be installed in accordance with AWWA C-600 and shall conform to AWWA Standard
C-111. Mechanical joints shall be of the stuffing box type and shall conform to ANSI A21.11 for
four inch (4") pipe and larger. Fittings and specials shall be ductile iron and shall be manufactured
in accordance with AWWA Standard C-110 (ANSI A21.11). Compact fittings shall be ductile
iron in accordance with ANSI A 21.53 (AWWA C-153) for 4" thru 24" sizes only. Note:
mechanical joint wyes are not included in the AWWA C-153 specification. Pressure rating shall
be not less than 200 psi unless otherwise specified. All ductile iron fittings shall have an interior
coating of Protecto 401, or approved equal. Mechanical joint fittings shall be utilized on ductile
iron mains and ductile iron laterals. Mechanical joint fittings shall not be utilized on PVC mains,
unless otherwise approved by the Public Works Commission.
PVC Fittings:
PVC fittings shall be manufactured in accordance with ASTM D-3034, F-1336, and F-679.
Molded fittings shall be utilized in sizes from 4" to 8" (or larger, if available). Fabricated fittings
shall only be utilized with prior approval from the Public Works Commission. Fabricated fittings
are defined as those fittings that are made from pipe or a combination of pipe and molded
components. All PVC fittings shall contain identification markings as required by the applicable
ASTM standard. All PVC fittings shall be gasketed joint, except as indicated for interior drop
structures. Plastic fittings shall be as manufactured by GPK Products, Inc., Plasti-Trends, the
Harrington Corporation (Harco), or approved equal.
Ductile Iron Pipe Size x SDR26 Transition Adapter:
All ductile iron x PVC transition adapters shall be one (1) piece, bell x bell (gasket x gasket).
Transition adapters shall range in size from four (4) inches through 12 inches. Transition adapters
for pipe larger than 12-inches shall be as specified by the Public Works Commission. All transition
adapters shall have a flow way tapered to allow a smooth transition between the ductile iron and
PVC. Transition adapters shall be either PVC or ductile iron, in accordance with the following:
PVC — All PVC transition fittings shall be made from DR 18 C900 pipe stock. The C900 pipe
stock shall meet the requirements of AWWA C900/C905, and have a minimum cell classification
of 12454 as defined in ASTM D 1784. The wall thickness shall meet or exceed DR 18. PVC
transition fittings shall have SBR gaskets in accordance with ASTM F477. All six (6) inch and
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eight (8) inch adapters shall be molded. Molded fitting joints shall be 235 psi rated, in accordance
with ASTM D3139, and shall have SBR rubber gaskets. Four (4) inch, ten (10) inch and 12 inch
transition adapters shall have SBR Rieber style gaskets meeting ASTM F477. Joints shall be 235
psi rated, in accordance with ASTM D3139 for the C900 (ductile iron) bell, and in accordance
with ASTM D3212 for the sewer (SRD26) bell. Molded C900 bell depths shall comply with
AWWA C907. Fabricated (4-inch, 10-inch and 12-inch) bell depths and molded sewer (SDR26)
bell depths shall be in accordance with ASTM F1336. PVC transition adapters shall be
manufactured by the Harrington Corporation (Harco), GPK Products, or approved equal.
Ductile iron — Ductile iron transition fittings shall be deep bell, push -on joint, and air test rated.
The ductile iron material shall comply with ASTM A536, Grade 65-45-12 or 80-55-06. The bell
depth shall be in accordance with ASTM F1336. Gaskets shall be of SBR rubber, in accordance
with ASTM F477. Transition gaskets are not allowed. All ductile iron transition fittings shall
have an interior coating of Protecto401 or approved equal. Ductile iron transition fittings shall be
manufactured by the Harrington Corporation (Harco) or approved equal.
Saddles:
Sewer service saddles may be utilized for sewer lateral installations. All sewer service saddles
shall be ductile iron with stainless steel straps, bolts, nuts, and washers. The nuts shall be coated
to prevent galling. The saddle body shall be ductile iron, in accordance with ASTM A536, Grade
65-45-12. The gasket material shall be SBR, in accordance with ASTM D2000. Saddles for PVC
or DI laterals shall have an alignment flange. Sewer service saddles shall be as manufactured by
Geneco, or approved equal. All stainless steel straps shall be pre -formed at the factory, to the
specified outside diameters of the pipe.
SEWER LATERALS
Ductile iron laterals — For ductile iron mains, utilize mechanical joint fittings or an approved saddle
with an alignment flange (Geneco or approved equal). For PVC mains, utilize an approved
saddle with an alignment flange (Geneco or approved equal) or ductile iron fittings as specified
above.
PVC laterals — utilize a saddle with an alignment flange (Geneco or approved equal) on PVC or
ductile iron mains; utilize a mechanical joint tee with SDR 35 transition gaskets on ductile iron
mains; or utilize PVC fittings as specified above on PVC mains.
The following table summarizes the materials to be utilized for sewer main to lateral connections:
PVC Main
DI Main
DI Lateral
DI fitting or approved saddle
MJ fitting or approved saddle
PVC Lateral
PVC fitting or approved saddle
MJ fitting with transition gasket or
approved saddle
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Sewer laterals shall be in accordance with these Specifications and PWC standard details S.10,
S.11, and S.12.
PRECAST CONCRETE MANHOLES
Pre -cast circular reinforced concrete manhole units shall be in accordance with ASTM C-478. The
tongue and groove ends of the manhole sections shall be manufactured for jointing with rubber
gaskets (i.e., con -seal). An eccentric cone shall be utilized on all manholes, unless otherwise
approved by the Public Works Commission.
Manhole steps shall be placed in all manholes and shall be steel reinforced ('h" grade 60)
copolymer polypropylene plastic steps in accordance with ASTM C-478 for material and design.
The steps shall be spaced 16" on center with serrated treads and wide enough to stand on with both
feet.
Manhole frames and covers shall be made of gray cast-iron, and the iron shall possess a tensile
strength of not less than 18,000 psi. Cast iron shall conform to ASTM Specification A 48-83 Class
35. The frame and cover shall be manufactured by the same manufacturer. All castings shall be
in accordance with Public Works Commission standard details. Any defective castings shall be
removed and replaced.
Any special linings and coatings that are specified for a manhole and installed at the production
facility, in the field, or during repairs, shall be applied in accordance with the applicable special
coatings specification and the manufacturer's specifications for that material.
Camlock ring and covers shall be in accordance with Public Works Commission standard details.
Camlock bolt head shall be compatible with PWC standard tool for turning camlock mechanism.
Camlock ring and covers shall be installed as indicated on the drawings, in accordance with PWC
standard details.
SELECT BEDDING MATERIAL
Select bedding material shall be crushed stone (No. 57 or No. 5), in accordance with Public Works
Commission standard details. Bedding material shall be provided for all pipe materials.
INSTALLATION
Pipe installation shall be in strict accordance with Specification Section 02222 — Excavation and
Backfilling for Utility Systems and as outlined herein.
PIPE LAYING
Pipe installation shall be in accordance with the manufacturer's instructions. Proper equipment
shall be utilized to perform the work in a manner satisfactory to PWC. All pipes and fittings shall
be carefully lowered into the trench in such a manner to prevent damage to the protective coatings
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and linings. Under no circumstances shall pipe materials be dropped or dumped into the trench.
Pipe shall be carried into position and not dragged.
All dust, dirt, oil, tar (other than standard coating), or other foreign matter shall be cleaned from
the jointing surfaces, and the gasket, bell, and spigot shall be lubricated with lubricant
recommended by the manufacturer.
The pipe shall be laid upgrade, beginning at the lower end with the tongue or spigot ends pointing
in the direction of the flow to the correct line and grade, unless otherwise approved by PWC. The
pipe section to be installed shall be aligned by batter board or laser beam with the last installed
pipe section. Mechanical equipment should not be used to assemble the pipe. Pipe shall be
assembled in accordance with the pipe manufacturer's instructions. Any damage resulting from
the use of mechanical equipment shall be replaced as directed by PWC.
Adjustments in grade by exerting force on the barrel of the pipe with excavating equipment shall
not be allowed. The Contractor shall verify line and grade after assembling each joint.
At any time when pipe laying is not in progress, the open ends of the pipe shall be closed by a
water tight plug or other means approved by the PWC Project Coordinator. If water is in the
trench, the plug shall remain in place until the trench is pumped completely dry. No pipe shall be
laid in water or where in the PWC Project Engineer's and/or PWC Project Coordinator's opinion
trench conditions are unsuitable. Every precaution shall be taken to prevent material from entering
the pipe while it is being installed.
ALIGNMENT AND GRADE
All pipe shall be installed to the required lines and grades. Structures shall be installed at the
required locations. The lines and grades of the pipe will generally be indicated by stakes parallel
to the line of the pipe. The Contractor shall be responsible for installing the pipe to proper line
and grade.
Pipe shall be visually inspected by shining a light between structures and /or by closed circuit
television inspection. Any defects discovered, including poor alignment, shall be corrected as
directed by the Public Works Commission.
The bottom of the trench shall be excavated to a minimum of four inches (4") below the outside
bottom of the pipe being installed to allow adequate placement and compaction of bedding material
prior to installation.
Select bedding material shall be placed a minimum of four inches (4") and a maximum of six
inches (6") under the pipe for full width of the trench and halfway up the pipe on the sides. Bedding
material shall be placed in layers not exceeding six inches (6") loose thickness for compacting by
vibratory mechanical tamps under the haunches and concurrently on each side of the pipe for the
full width of the trench. The final result shall be "Class B" bedding for rigid pipe. If the existing
material under the pipe bedding material is unsuitable, the unsuitable material shall be removed
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and replaced with select bedding material (No. 57 or No. 5 stone), as authorized and approved by
the Public Works Commission Project Coordinator.
The same material pipe shall be utilized from manhole to manhole, unless otherwise approved by
PWC. If the section of pipe between manholes is 250 feet or less, no transitions will be allowed
(either all PVC or all ductile iron). Should the length between manholes exceed 250 feet, only one
transition will be allowed. Use of a C900 x SDR 26 adaptor shall be used to accomplish the
transition. A transition is defined as the use of one C900 x SDR26 adaptor. No more than one (1)
adaptor shall be utilized in any given manhole to manhole segment.
All manholes shall be constructed to Public Works Commission's standards. Installation shall be
in accordance with ASTM C-891 and PWC standards.
Manholes shall be constructed of precast reinforced concrete circular sections installed on a base
riser section with integral floor and shall be cored to accommodate the various pipe connections,
as indicated on the drawings. Pipe connections to a manhole shall be by gasketed flexible
watertight connections (boot for small diameter and A Loc for larger diameter pipe) or as approved
by the Public Works Commission. The manhole size shall be in accordance with the following
table, unless otherwise specified:
Pipe Size Manhole Diameter **
24" and less 48"
27" - 36" 60"
42" 72"
* Where interior drop structures are required, use 60" diameter as required in the Public Works Commission
standard details.
** Where multiple connections or acute angles are required, larger diameter manhole may be required as
indicated on the plans.
The invert channel shall be constructed of brick and mortar, in accordance with Public Works
Commission standard details. Precast inverts are not allowed. The invert channel shall be
smooth and semicircular in shape conforming to the inside of the connecting sewer section.
Changes in direction of flow shall be made with a smooth curve as large as a radius as the size of
the manhole will permit without a decrease in flow velocity. Changes in size and grade of the
channel shall be made gradually and evenly. The invert channel walls shall be constructed to
three quarters (3/4) of the height of the crown of the outlet sewer and in such a manner not to
obstruct maintenance, inspection or flow in the sewers. The inverts shall have a minimum slope
of one (1) percent across the bottom of the manhole. A shelf shall be provided on each side of any
manhole invert channel. Inverts in manholes with standing water will not be acceptable. The shelf
shall be sloped not less than 1:12 (min) and no more than 2:12 (max). The bottom of the boot for
the new sewer main or lateral shall be set one inch above existing shelf unless otherwise indicated.
When used in a paved street, the ring and cover shall be set in suitable mortar surrounded by a
concrete collar in accordance with Public Works Commission standard details. When used in
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places other than in a paved street, the ring and cover shall be set to the grade shown on the plans
or directed by the Public Works Commission. In unpaved areas cam -lock ring and cover shall be
used. Camlock ring and cover shall be installed in accordance with Public Works Commission
standard details.
The interior manhole riser joints, lift holes and grade adjustment rings shall be sealed with non -
shrinking mortar to provide a watertight manhole. Lift holes sealed by the manufacturer with
plastic caps do not require mortar seal. The hardened mortar shall be smooth to rub with no sharp
edges. Use of grade rings with cam -lock ring and cover are not allowed, unless approved by the
PWC Project Coordinator. Use of grade rings is not allowed for above grade adjustments.
All exterior manhole riser joints, including the joint at the cone, shall be sealed with an external
rubber sleeve. The sleeve shall be made of stretchable, self -shrinking rubber, with a minimum
thickness of 30 mils. The back side of each wrap shall be coated with a cross -linked reinforced
butyl adhesive. The butyl adhesive shall be a non -hardening sealant, with a minimum thickness
of 30 mils. The seal shall be designed to stretch around the manhole joint and then overlap to
create a fused bond between the rubber and butyl adhesive. The application shall form a
continuous rubber seal for the life of the application. The sealing system shall be as manufactured
by Concrete Sealants, Inc. (Con -Seal), Sealing Systems, Inc., or approved equal. The wrap shall
be a minimum of six (6) inches in width, and shall be centered on the joint. All manhole joints
(including the cone section to the last riser) shall be wrapped and sealed. Care shall be taken to
prevent damage to the wrap during backfill operations. The manhole surface shall be prepared in
accordance with manufacturer's specifications, prior to installing the joint wrap.
Materials shall not enter the sewer line during construction of the manhole. The manhole shall be
kept clean of any and all debris or materials. Any debris or material that entered the manhole
shall be immediately removed. This condition shall be maintained until final acceptance of the
work.
CONNECTION TO EXISTING MANHOLES OR LIFT STATIONS
All connections to existing manholes and/or lift stations shall be approved by the Public Works
Commission. Where new mains are to be connected to existing active sanitary sewers, the active
sewers shall remain in service. Unless otherwise indicated, where new lines are connected into
existing manholes, all or such portion of the manhole invert as is necessary shall be removed and
a new invert shall be constructed to accommodate both new and existing flows. All work shall
conform to the requirements specified for new manholes. The existing structure connection shall
be cored and a flexible watertight connection (i.e., boot) installed. The boot shall be installed in
accordance with Public Works Commission standard details and requirements. The Contractor
shall coordinate and cooperate with the Public Works Commission's Project Coordinator.
PIPE TO MANHOLE CONNECTOR (BOOT)
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A watertight, flexible pipe -to -manhole connector shall be utilized on all pipe to manhole
connections, for both new and existing manholes and pipes, unless otherwise specifically
authorized in writing by the Public Works Commission.
The connector assembly shall be the sole element to provide a watertight seal of the pipe to the
manhole or other structure. The connector shall consist of a rubber gasket, an internal compression
sleeve, and one or more external take-up clamps. The connector shall consist of natural or
synthetic rubber and Series 300 non-magnetic stainless steel. No plastic components shall be
allowed.
The rubber gasket shall be constructed of synthetic or natural rubber, and shall meet or exceed the
requirements of ASTM C-923. The connector shall have a minimum tensile strength of 1,600 psi.
The minimum cross -sectional thickness shall be 0.275 inches.
The internal expansion sleeve shall be comprised of Series 300 non-magnetic stainless steel. No
welds shall be utilized in its construction.
Installation of the connector shall be performed utilizing a calibrated installation tool furnished by
the connector manufacturer. Installation shall require no re -tightening after the initial installation.
Installation shall be done in accordance with the manufacturer's instructions.
The external compression take-up clamps shall be Series 300 non-magnetic stainless steel. No
welds shall be utilized in its construction. The clamps shall be installed utilizing a torque -setting
wrench furnished by the connector manufacturer. Installation shall be done in accordance with the
manufacturer's instructions.
The Contractor shall utilize the proper size connector in accordance with the connector
manufacturer's recommendations. All dead-end pipe stubs shall be restrained in accordance with
ASTM C-923.
The finished connection shall provide a sealing to a minimum of 13 psi, and shall accommodate a
minimum pipe deflection of seven (7) degrees without the loss of seal.
The pipe to manhole connector shall be PSX: Direct Drive as manufactured by Press -Seal, or
approved equal.
INSIDE DROP MANHOLE STRUCTURE
Inside manhole drop structures shall be constructed and installed in accordance with Public Works
Commission standard details.
CLEANING
Prior to final inspection, all sanitary sewer laterals, mains, and manholes newly installed on the
collection system shall be flushed and cleaned. During the flushing operation, the downstream
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manhole shall be closed with a watertight plug to protect the existing sewer main. All water and
debris shall be removed and properly disposed of by the Contractor. This condition shall be
maintained until the Public Works Commission issues final acceptance for the project.
TF.STTNG
Completed sewers shall be tested in accordance with the provisions outlined below. The
Contractor shall furnish all equipment, labor, materials, and pay all costs associated with the tests
performed. The Contractor shall schedule all testing with the Public Works Commission's Project
Coordinator, a minimum of 48 hours in advance. The Contractor shall cooperate with the Public
Works Commission's Project Coordinator and furnish any needed assistance necessary to complete
the required testing.
For annexation and/or retrofit projects: No testing shall be conducted prior to successful
completion of the compaction testing.
For all other projects: No testing shall be completed until all utilities are installed, prior to
preparation of the road subgrade The Contractor may elect to perform testing to satisfy them that
the sewer utility is installed properly prior to commencing installation of other utilities. However,
such testing shall not be construed as acceptance by PWC.
The deflection/mandrel test shall not be performed until a minimum of thirty (30) calendar days
after backfill operations are completed and the area graded to final contours. In lieu of waiting
thirty (30) calendar days, the Contractor has the option to have an independent testing laboratory
verify that compaction has been completed to achieve the maximum density as shown in the detail.
The location and elevation of the compaction testing shall be determined reviewed and approved
by the Public Works Commission's Project Coordinator. The Contractor shall provide the Public
Works Commission with a copy of the density testing results.
Compaction testing shall be done in accordance with Specification Section 02222 — Excavation
and Backfillina for Utility Systems.
Vacuum Testing Manholes:
All precast sanitary sewer manholes installed by the Contractor shall be vacuum tested for leakage.
This test shall be done in accordance with ASTM C-1244 and in the presence of a Public Works
Commission Project Coordinator. The Contractor shall be responsible for providing all the
necessary labor, materials, equipment, testing apparatus, and all other incidentals necessary to
complete the vacuum test. All testing equipment utilized shall be approved for use in vacuum
testing manholes.
Each manhole shall be tested after assembly. All lift holes shall be plugged with an approved non -
shrink grout. All lines, including laterals, entering the manhole shall be temporarily plugged. The
Contractor should take care to ensure that the pipes and plugs are secure in place to prevent them
being drawn into the manhole. The test head shall be placed directly on top of the concrete surface
PUBLIC WORKS COMMISSION 02730 -10 OF 13 SANITARY SEWER SYSTEMS

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of the manhole following the manufacturer's recommendations, rather than to the cast iron seating
ring.
Manholes may be tested either prior to backfill or post backfill at the contractor's option. For pre-
backfill testing, a vacuum of 10 inches of Mercury (inches Hg) shall be drawn on the manhole, the
valve on the vacuum line of the test head closed, and the vacuum pump shut off. The time shall
be measured for the vacuum to drop to 9 inches of Mercury (inches Hg). The manhole is acceptable
if the time for the vacuum reading to drop from 10 inches of Mercury to 9 inches of Mercury meets
or exceeds the values indicated below:
Diameter of Manhole
Manhole Depth 4' Diameter 5' Diameter 6' Diameter
10' or less 25 sec 33 sec 41 sec
11' to 15' 38 sec 49 sec 62 sec
16' to 20' 50 sec 65 sec 81 see
21' to 25' 62 sec 82 see 101 sec
25' to 30' 74 sec 98 sec 121 sec
Vacuum testing backfilled manholes is not recommended in the presence of groundwater. Vacuum
testing a backfilled manhole that is subjected to hydrostatic pressure may exceed the design limits
of the flexible connecters and could lead to failure of the structure, joints, and/or connectors.
Where groundwater is present a reduction in the vacuum pressure applied to the manhole will be
required. The vacuum shall be reduced by 1 inch of Mercury for every 1 foot of hydrostatic head
between 12 feet and 21 feet. A vacuum test should not be performed when the hydrostatic head
exceeds 22 feet. See the chart below:
Hydrostatic Head (ft)*
112
13
14
15
16
17
18
19
20
21
22
Vacuum Pressure in H
10
9
8
7
6
5
4
3
2
1
1 **
*Hydrostatic head above the critical connector (critical connector is bottom most flexible connector)
**Do not perform vacuum test
If the manhole fails the initial test, the manhole shall be repaired by an approved method until a
satisfactory test is obtained. All repair methods shall be approved by the Public Works
Commission prior to being utilized. Retesting shall be performed until a satisfactory test is
accomplished.
Mandrel Testing:
Deflection tests shall be performed on all PVC pipe installations. PVC pipe's maximum deflection
after backfilling shall not exceed five (5) percent. The rigid ball or mandrel used for the deflection
test shall have a diameter not less than 95 percent of the base inside diameter or average inside
diameter of the pipe depending on the type of pipe manufactured and the applicable ASTM
PUBLIC WORKS COMMISSION 02730 -11 OF 13 SANITARY SEWER SYSTEMS

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Standard. The PVC pipe shall be measured in compliance with ASTM D2122 "Standard Test
Method of Determining Dimensions of Thermoplastic Pipe and Fittings". The Contractor shall
supply all labor, equipment and materials necessary to perform the test in the presence of the Public
Works Commission's Project Coordinator. The test shall be performed without mechanical pulling
devices. The mandrel shall be constructed so as to preclude any yield in diameter, and with a pull
line on each end to facilitate withdrawal. If the deflection exceeds the allowable, the Contractor
shall remove and replace the pipe.
Air Testiniz:
Air testing shall be performed on all mains and laterals to determine acceptability. The length of
sewer subject to an air test shall be the distance between two adjacent manholes. The tests shall
be conducted in accordance with the appropriate ASTM standard. The air test shall be coordinated
with the Public Works Commission. The Contractor is required to supply all equipment, labor,
materials and pay all costs associated with the test performed.
Air Test for PVC Pipe
The low pressure air test on PVC pipe shall be performed with satisfactory results in accordance
with ASTM F1417 "Standard Test Method for Installation Acceptance of Plastic Gravity Sewer
Lines Using Low -Pressure Air". The pipe, including lateral assemblies, shall be plugged and air
added slowly until the internal pressure of the line is raised to 4.0 psi. After the pressure of 4.0 psi
is obtained, regulate the air -supply so that the pressure is maintained between 3.5 and 4.0 psi for
at least two (2) minutes, depending on air/ground temperature conditions. The pressure will drop
slightly until equilibrium is obtained; however, a minimum of 3.5 psi is required. Once the 3.5 psi
is maintained, the test will begin. If the pressure drops 1.0 psi within the time indicated below, the
test fails.
Pipe Dia.
in
Minimum Time
minutes
Length for Min Time
ft
Time for Longer Length
sec
4
3:46
597
0.380L
6
5:40
398
0.854L
8
7:34
298
1.520L
10
9:26
239
2.374L
12
11:20
199
3.418L
15
14:10
159
5.342L
18
17:00
133
7.692L
21
19:50
114
10.470L
24
22:40
99
13.674L
27
25:30
88
17.306L
30
28:20
80
21.3661,
33
31:10
72
25.852L
36
34:00
66
30.768L
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The Contractor shall observe all safety precautions to include allowing no one in the manholes
during testing, securing all plugs and providing additional plug bracing. The Contractor shall be
required to furnish, install and remove after testing at no additional cost, a temporary glue cap/plug
to be airtight for all cleanout stacks to accomplish air testing. The air pressure shall never exceed
8 psi. All gauges shall be accessible outside of the manholes.
HYDROSTATIC TESTS
After the ductile iron sewer pipe has been laid within the "protected" area and backfilled to finished
grade, the pipe shall be subjected to a hydrostatic pressure test. All laterals within the "protected"
area shall be ductile iron. All sewers subject to hydrostatic testing shall include (1) sewers entering
or crossing streams, (2) sewers located less than 100 feet from any public or private water supply
source including any WS-I waters or Class I or Class II impounded reservoirs, (3) where the
minimum 18 inch vertical and 10 feet horizontal separation cannot be maintained between sewers
and water mains (see NC DENR Regulations), or (4) as specified and/or indicated on the drawings.
The Contractor will furnish all labor and material, including test pumps, plugs, and all other
incidentals for making hydrostatic tests. Hydrostatic pressure testing shall be conducted on the
completed main, including the laterals.
The duration of the pressure test shall be at least one hour or longer, as directed by the Public
Works Commission. The hydrostatic pressure shall be 150 psi. Each section of pipe shall be
slowly filled with water and the specified test pressure based on the elevation of the lowest point
of the line or section under test and corrected to the elevation of the test gauge, shall be applied by
means of a pump connected to the pipe in a manner satisfactory to the Public Works Commission.
Before applying the specified test pressure, all air shall be expelled from the pipe.
All joints showing visible leaks shall be made tight. Cracked or defective pipe, joints, laterals, and
fittings discovered in consequence of the pressure test shall be removed and replaced with sound
material, and the test shall be repeated until the test results are satisfactory. The requirement for
the joints to remain exposed for the hydrostatic test may be waived by the Public Works
Commission in certain situations. The test shall be repeated until satisfactory to the Public Works
Commission.
The results of the pressure tests shall be satisfactory as specified. All replacement, repair, or
retesting shall be accomplished by the Contractor. All repairs shall be reviewed and approved by
the Public Works Commission prior to backfill. The use of couplings, sleeves, etc. shall be
reviewed and approved by the Public Works Commission prior to use.
PUBLIC WORKS COMMISSION 02730 -13 OF 13 SANITARY SEWER SYSTEMS

DIVISION 2
03301 CONCRETE CONSTRUCTION (UTILITY)
GENERAL
Concrete construction specified in this section shall be applicable to all "site work" and is not
intended to cover general building specifications. The concrete work shall include all furnishing,
hauling, fine grading and subgrade, form work, etc. and all incidentals necessary for completion
of the work as it pertains.
MATERIALS
Concrete
The Contractor shall furnish and place concrete in strict accordance with the requirements of
ACI 318 (most recent edition). Ready -mixed concrete from an approved mixing plan shall be
used throughout the work and conform to the requirements of ASTM C-94 for batch, mixing,
and transporting. Concrete shall be in accordance with the following requirements:
A. Under Ground - Regular Weight Concrete
28-day compressive strength 3000 psi
Coarse aggregate 1 '/2" max. size stone
Slump 2" minimum, 4" maximum
Air Entrainment No requirement
B. Walls, Slabs, Sidewalks, Curb and Gutter - Regular Weight Concrete
28-day compressive strength 3000 psi
Coarse aggregate 3/4" max. size stone
Slump 2" minimum, 4" maximum
Air Entrainment 5 more or less 1
The Contractor shall submit for approval mix designs, designed and tested by an approved
testing laboratory, following the requirements of ACI 318 for each class of concrete to be used
on this project. Mix designs in excess of one year old shall be verified. The Contractor will be
responsible for all costs involved in the mix design. Material suppliers and material proportions
incorporated in the mix design and certification shall not change without written permission from
the Public Works Commission.
Admixtures used to produce entrained or air shall be sulforated hydrocarbons or neutralized
vinsol resins conforming to ASTM C-260. Calcium chloride, other accelerators, or "anti -freeze"
shall not be used without written approval by the Public Works Commission.
PUBLIC WORKS COMMISSION 03301-1 OF 4 CONCRETE CONSTRUCTION (UTILITY)

Reinforcing Steel
Reinforcing bars shall be new billet stock and shall conform to ASTM A-615, Grade 60. Bars
shall be deformed to conform to ASTM A-305. The Contractor shall check and submit for
approval four (4) sets of shop and erection drawings prepared by the fabricator. Reinforcement
detailing and placement shall conform to ACI 318. All reinforcing bars shall be tied in place
according to approved erection drawings, using bar supports and accessories conforming to ACI
315. Laps or splices shall conform to ACI 318, and consist of the following minimum
dimensions:
Tension Splices 36 Bar Diameters
Compression Splices 30 Bar Diameters
All reinforcing bars shall be tagged and stored in such manner as to be readily available at the
time needed. Tag mark substitutions will not be made.
Welded wire mesh fabric reinforcing shall conform to the requirements of ASTM A-185. Lap
splices shall be at least one full mesh plus 2" staggered to avoid continuous laps in either
direction and securely wired or clipped.
GRADING
The Contractor shall use every effort to observe any possible misalignments in line or grade of
the installed forms and will call such to the attention of the Public Works Commission promptly.
The Contractor is cautioned that he shall be responsible for any damage to utility lines caused by
his negligence. The Public Works Commission or his representative shall then inspect the forms
and if approved, pouring operations may begin. Where unstable material exists, the Contractor
shall remove such material to a depth required to provide a stable subgrade at no additional cost
to the Public Works Commission.
FORM WORK
Metal forms shall be used throughout the work except for short, odd length sections and in
accordance with ACI 301 and ACI 347 (most recent editions). Earth cuts may be used as forms
for unexposed vertical surfaces on footings, provided the soil and workmanship allow an
accurate and curable excavation. Forms shall be kept in good condition at all times. Any forms
which have become out of shape or otherwise unsuitable shall be removed from the work.
Forms shall be of such section and design that they will adequately support the concrete and any
construction equipment used in the work. Form sections shall be provided with interlocking
joints to ensure that the forms are tightly jointed together free from movement. Forms shall be
held in place by metal pins, not less than eighteen (18) inches in length, with fastenings of metal
and wedges to insure a correct, rigid setting.
Forms shall be of the dimension required for the designed cross-section shown on the plans.
Built up sections to attain the required depth will not be permitted. Forms shall be set true to the
lines and grades established by the Design Engineer or as indicated on the plans.
PUBLIC WORKS COMMISSION 03301- 2 OF 4 CONCRETE CONSTRUCTION (UTILITY)

Forms shall be held rigidly in position and shall be of sufficient strength to resist springing out of
line when concrete is placed.
PLACING CONCRETE
Prior to placing concrete, the subgrade shall be moistened and the contact side of the forms shall
be cleaned and coated with a heavy oil. The Contractor shall not place any concrete without the
forms, reinforcing steel and subgrade being inspected and approved by the Design Engineer.
Placing of concrete is to be in accordance with ACI 304 (most recent edition). Water shall be
removed from the excavation before placing concrete and water shall be diverted to prevent
washing over freshly deposited concrete.
Concrete shall be placed as not to disturb concrete already in place and in such a manner as to
require the minimum amount of lateral movement. Concrete shall be deposited in the forms
without segregation. A tremie shall be used when the fall exceeds five (5) feet. Care shall be
taken not to upset any forms during the concrete pouring operations. Any concrete showing
misalignment due to form movement shall be removed and replaced at no additional cost to the
Public Works Commission.
All concrete shall be consolidated in accordance with ACI 309 (most recent edition). Mechanical
vibrators shall be operated by experienced workmen. Spading and rodding may be required to
supplement mechanical vibration. Consolidation shall be adequate to remove any voids and after
removal of the forms, no honeycomb shall be present. Should any honeycomb be present, the
Design Engineer shall determine if the honeycomb is of a minor nature, the voids may be filled
with mortar as approved by the Design Engineer.
All concrete within forms shall be brought to true section by the use of an approved straight edge
and shall be tamped with straight edge to bring mortar to the surface, after which it shall be
floated smooth by means of wood floats. No steel floats will be permitted. After true surface of
section has been obtained, and after initial set has taken place, the entire surface shall be brushed
with a dampened brush. All joints and all exposed edges shall be rounded off with approved
jointing and edging tools. The type of finish required will be specified in the specific item of
work specified or indicated on the drawings. All exposed surfaces of retaining walls, structures,
etc. shall be given a Class 2 finish with `/4 inch chamfered edges.
No more concrete shall be laid than can be properly finished and covered during the daylight,
unless adequate artificial light satisfactory to the Design Engineer is provided.
Immediately after finishing operations have been completed, the entire surface of the concrete
shall be sprayed with an approved curing compound. The use of liquid retarding agents shall
conform to standards specified by current AASHTO or ASTM Specifications.
Cold weather concreting shall be in accordance with ACI 306 (most recent edition) and hot
weather concreting shall be in accordance with ACI 305 (most recent edition). Concreting shall
be done when weather conditions are favorable unless otherwise directed by the Design
PUBLIC WORKS COMMISSION 03301- 3 OF 4 CONCRETE CONSTRUCTION (UTILITY)

Engineer. Concrete operations shall be discontinued when the temperature of 40 degrees
Fahrenheit is reached on a falling thermometer. No concreting shall be attempted when local
weather bureaus indicate temperatures below freezing within the ensuing 24 hours unless proper
precautions are made to protect concrete by covering with straw or other thermal insulation
satisfactory to the Design Engineer. The Contractor shall be responsible for the quality and
strength of the concrete laid during cold weather or hot weather and any concrete damaged by
frost action or freezing shall be removed and replaced as directed by the Design Engineer and/or
the Public Works Commission at the Contractor's expense.
Forms shall not be removed from the concrete for a minimum of 7 days, unless approved by the
Design Engineer. The Contractor shall apply a curing compound or provide measures to maintain
moisture for proper curing at his expense, if early form removal is approved. Immediately after
the forms have been removed, all honeycomb areas shall be repaired (with one -part cement and
two parts sand) and earth backfill material shall be placed adjacent to the finished concrete and
smoothed off to prevent an accumulation of standing water, subgrade saturation or under wash in
the event of rain.
Both pedestrian and vehicle traffic shall be excluded from crossing the concrete for a period of
14 days by the erection and maintenance of suitable barricades. Contractor shall be responsible
for any damage resulting from traffic within the 14-day period and he shall remove and replace
any concrete damaged as directed by the Design Engineer and/or Public Works Commission.
MASONRY MATERIALS
Brick shall be in accordance with ASTM C-32 Grade MS laid in full beds of mortar with shove
joints.
Concrete masonry blocks shall be in accordance with ASTM C-139. Blocks shall be at least 5",
but not more than 8" in thickness nor less than 8" in length and of such shape that the joints can
be effectively sealed and bonded with cement mortar.
Cement mortar for brick work shall be in accordance with ASTM C-270, Type M. Use Type IIA
cement in accordance with ASTM C-150.
TESTING
The requirements of ACI318 (most recent edition) shall be used to control the evaluation of all
concrete strengths. The strength is to be checked during construction by four (4) cylinders at the
option and cost of the Public Works Commission, of which 1 shall be broken at 7 days, 2 at 28
days. If the specified strength is not achieved in 28 days, 1 reserved shall be stored and broken as
specified by the Design Engineer. Cylinders shall be made and stored in accordance with ASTM
C-13. Cylinders shall be for each day concrete is poured in excess of 10 cubic yards of each
different type of concrete, as determined by the Design Engineer. All additional expenses
required because of the failure of the materials to meet routine testing requirements, or poorly
scheduled concrete deliveries, shall be borne by the Contractor.
PUBLIC WORKS COMMISSION 03301- 4 OF 4 CONCRETE CONSTRUCTION (UTILITY)

DIVISION 2
SITE WORK
09802 SPECIAL COATINGS - CERAMIC EPDXY
GENERAL
The interior surfaces of all ductile iron pipe and fittings shall be full coated with a ceramic epoxy
lining. The ceramic epoxy lining shall be applied to ductile iron pipe free of any other interior lining
material. The finish coat shall be applied to yield a minimum dry film thickness of 40 mils for a
complete lining.
MATERIALS
The lining material shall be an amine cured novalac epoxy containing at least 20% by volume of
ceramic quarts pigment.
The epoxy material shall meet the following minimum performance requirements:
Permeabili Rating: 0.00 perms when tested according to ASTM E-96 Procedure A with a test
duration of 30 days.
ASTM 6-95 Cathodic Disbandment: 1.5 volts at 77' F.
ASTM B-117 Salt Spray: 0.00 undercutting after one year.
Immersion Testing ASTM D-714 Duration
20% Sulfuric Acid 1 Year
25% Sodium Hydroxide at 1400 F 1 Year
160' F Distilled Water 1 Year
120' F Tap Water 1 Year
The above requirements shall be verified and tested by an approved testing laboratory. Copies of the
laboratory test showing that the lining conforms to the specifications shall be furnished to the Public
Works Commission, certified by the Supplier.
APPLICATION OF LININGS
Surface Preparation: All interior barrel and joint surface areas which will be exposed to the sewer
liquids and gases shall be prepared for lining by removing all laitance form oil and other loose,
foreign or deleterious materials which would adversely affect the bond of the lining compound of the
pipe surface. All areas to receive the protective coating shall be abrasive blasted using compressed
air nozzles with sand or grit media. The entire surface to be lined shall be struck with blast media so
that all rust, loose oxides, etc., are removed from the surface. Any area where rust appears before
lining must be re -blasted.
PUBLIC WORKS COMMISSION 09802 -1 OF 2 SPECIAL COATINGS - CERAMIC

Qualification of Applicator and Workmen:
The lining shall be applied by a competent firm with a five-year history of lining sewer pipe. The
workmen employed by the applicator shall be experienced and competent in the application and
inspection of the lining compound to be applied. The Public Works Commission shall have the right
to require the applicator to furnish bonds covering proper performance and guaranteeing the payment
of all obligations arising as a result of improper materials and workmanship.
Equipment: All application equipment shall be as recommended by the suppliers of the lining
compound.
Application Technique: After the surface has been thoroughly prepared for application, the interior
of the pipe shall be coated with the ceramic epoxy to a minimum dry film thickness of 40 mils. No
lining shall take place when the substrate or ambient temperature is below 40 degrees F. The surface
must be dry and dust free. The number of coats of lining material applied shall be as recommended
by the lining manufacturer, but in no case shall it be applied above the dry film thickness per coat
recommended by the lining manufacturer. The time between coats shall be that specified by the
lining manufacturer.
Repair: All damaged areas or test areas shall be repaired in accordance with the manufacturer's
recommendation, so that the repaired areas are equal to the undamaged lined areas in all respects.
Inspection: All pipe linings shall be checked for thickness using a magnetic film thickness gauge,
the thickness testing shall be done in accordance with the method outlined in SSPC-PA-2 film
thickness rating. The interior linings shall also be tested for pinholes with a non-destructive 2,500-
volt test. Any defects found shall be repaired as noted above.
Markings: Each joint, manhole unit, or pipe bend special shall be marked with the date of
application of the coating system, the date of inspection, and the numerical sequence of application
on that date.
Shipping and Handling: Equipment used to handle and transport the lined pipe shall be suitably
designed and operated not to damage the lining. Any damage which does occur shall be repaired
prior to the installation of the pipe in accordance with the manufacturer's recommendations, so the
repaired area is equal to the undamaged lining in all respects.
PUBLIC WORKS COMMISSION 09802 - 2 OF 2 SPECIAL COATINGS - CERAMIC

DIVISION 2
SITE WORK
09804 SPECIAL COATINGS — EPDXY LINING DUCTILE IRON PIPE AND FITTINGS
GENERAL
The interior surfaces of all ductile iron pipe and fittings in sanitary sewer service shall be fully
coated with a ceramic epoxy lining. The lining system shall be a two component, amine cured
novalac epoxy. The ceramic epoxy lining shall be applied to ductile iron pipe free of any other
interior lining material. The finish coat shall be applied to yield a minimum dry film thickness of
40 mils for a complete lining. Any defects in the lining shall result in the pipe or fitting being
replaced, at no additional cost to the Public Works Commission.
RELATED SECTIONS
A. 02730 — Sanitary Sewer Systems
B. 02732 — Sewage Force Mains
REFERENCES
A. ASTM B 117 — Standard Practice for Operating Salt Spray (Fog) Apparatus
B. ASTM C 413 — Standard Test Method for Absorption of Chemical -Resistant Mortars,
Grouts, Monolithic Surfacings, and Polymer Concretes
C. ASTM C 868 — Standard Test Method for Chemical Resistance of Protective Linings
D. ASTM D 714 — Standard Test Method for Evaluating Degree of Blistering of Paints
E. ASTM D 870 — Standard Practice for Testing Water Resistance of Coatings Using Water
Immersion
F. ASTM D 1308 — Standard Test Method for Effect of Household Chemicals on Clear and
Pigmented Organic Finishes
G. ASTM D 1653 — Standard Test Methods for Water Vapor Transmission of Organic
Coatings
H. ASTM D 2240 — Standard Test Method for Rubber Property — Durometer Hardness
I. ASTM D 2370 — Standard Test Method for Tensile Properties of Organic Coatings
J. ASTM D 2583 — Standard Test Method ofr Indentation Hardness of Rigid Plastics by
Means of a Barcol Impressor
K. ASTM D 2794 — Standard Test Method for Resistance of Organic Coatings to the Effects
of Rapid Deformation (Impact)
L. ASTM D 4060 — Standard Test Method for Abrasion Resistance of Organic Coatings by
the Taber Abraser
M. ASTM D 4400 — Standard Test Method for Sag Resistance of Paints Using a Multinotch
Applicator
N. ASTM D 4541 — Standard Test Method for Pull -Off Strength of Coatings Using Portable
Adhesion Testers
PUBLIC WORKS COMMISSION 09802 - I OF 5 SPECIAL COATINGS - EPDXY LINING
DUCTILE IRON PIPE AND FITTINGS

O. ASTM G 8 — Standard Test Methods for Cathodic Disbonding of Pipeline Coatings
P. ASTM G 95 — Standard Test Method for Cathodic Disbondment Test of Pipeline
Coatings
Q. ASTM G154 — Standard Practice for Operating Fluorescent Ultraviolet Lamp Apparatus
for Exposure of Nonmetallic Materials
Unless otherwise specified, references to documents shall mean the documents in effect at the
time of bid. If the referenced document(s) have been discontinued by the issuing organization,
references to those documents shall mean the replacement documents or the last version of the
document before it was discontinued.
Where conflicts exist between the standards and this specification, the more stringent shall apply.
MATERIALS
All ductile iron pipe and fittings shall be in accordance with the Public Works Commission
standard specification 02730 — Sanitary Sewer Systems, Public Works Commission standard
specification 02732 — Sewage Force Mains, and these Contract Documents.
The lining material shall be an amine cured novalac epoxy containing at least 20% by volume of
ceramic quartz pigment (no silica fume, fly ash, or alumina dust). The lining shall be both coal
tar (polycyclic aromatic hydrocarbons) free and hazardous air polluting solvents (RAPS) free.
The lining system shall be 100% solids by volume.
The ceramic epoxy lining system shall be the Perma-Shield PL Series 431 as manufactured by
Tnemec Company, Inc., Permox-CTF as manufactured by Permite Corporation, or approved
equal.
The ceramic epoxy lining system shall meet the following minimum performance requirements:
A. Abrasion (ASTM D 4060, CS-17 wheel, 1,000 grams) — 76 mg loss
B. Adhesion (ASTM D 4541) — not less than 1,860 psi
C. Severe Wastewater Analysis Test (150oF, 500 ppm 112S, 4,000 ppm NaCl, 10% sulfuric
acid, EIS Permeation Analysis) — Initial impedance of 11.2 (log-z). No blistering,
cracking, checking, or loss of adhesion. Reduction in electrical impedance of 0.5 after 28
days of exposure.
D. Cathodic Disbondment (ASTM G 8, 1.5 V, Classification Group A) — no more than 0.000
inch disbanded equivalent circle diameter.
E. Dielectric Strength (ASTM D 149) — greater than 600 V per mil
F. Hardness (ASTM D 2240) — Shore D hardness of 79
G. Impact (ASTM D2794) — No visible cracking or delamination after 160 inch -pounds
direct impact.
H. Chemical resistance by immersion testing, in accordance with ASTM D 714, as outlined
in the following table:
PUBLIC WORKS COMMISSION 09802 - 2 0 F 5 SPECIAL COATINGS - EPDXY LINING
DUCTILE IRON PIPE AND FITTINGS

20% Sulfuric Acid at 770 F
2 years, no effect
25% Sodium Hydroxide at 140' F
2 years, no effect
5% Sodium Chloride at 770 F
2 years, no effect
Distilled Water at 1600 F
2 years, no effect
I. Salt Spray (ASTM B 117) — No blistering, cracking, rusting, or delamination of film. No
rust creepage at scribe after 1,000 hours.
J. Sag Resistance (ASTM D 4400) — Not less than 90 mills wet film thickness.
K. Water Absorption (ASTM C 413) — 0.0 percent water absorption
L. Water Vapor Transmission (ASTM D 1653, Method B, Wet Cup, Condition C) — 1.25
g/m2 per 24 hour water vapor transmission and 0.09 perms water vapor permeance.
The above requirements shall be verified and tested by an approved testing laboratory. Copies of
the laboratory test showing that the lining conforms to the specifications shall be furnished to the
Public Works Commission upon written request and certified by the Supplier.
QUALITY ASSURANCE
The manufacturer of the specified coating system shall have a minimum of 10 years' experience
in manufacturing high performance epoxy coating systems. The epoxy coating material shall be
from a single manufacturer.
Application of the ceramic epoxy lining system shall be in accordance with the manufacturer's
requirements. Preparation of the ductile iron pipe to be lined shall be completed by an installer
approved by the lining system manufacturer.
SUBMITTALS
In accordance with these Contract Documents, the Contractor shall submit the following:
1. Manufacturer's certification that the coatings comply with the specified requirements and
are suitable for the intended application.
2. Product data sheet.
3. Material Safety Data Sheet.
4. Copies of test data for all the physical, chemical, and permeation properties listed within
this specification.
WARRANTY
The ceramic epoxy lining manufacturer shall warranty its products as free from material defects
for a period of five (5) years. The Public Works Commission will solely determine whether the
pipe should be replaced if any defects are discovered in the lining within the warranty period.
PUBLIC WORKS COMMISSION 09802 - 3 OF 5 SPECIAL COATINGS - EPDXY LINING
DUCTILE IRON PIPE AND FITTINGS

All costs to replace the pipe or fitting, including but not limited to, bypass pumping, excavation,
and traffic control shall be the manufacturer's responsibility.
APPLICATION OF LININGS
Application of the ceramic lining system shall be completed by an installer approved by the
manufacturer of the lining system.
Surface Preparation: All interior barrel and joint surface areas which will be exposed to the
sewer liquids and gases shall be prepared for lining by removing all laitance, form oil and other
loose, foreign or deleterious materials which would adversely affect the bond of the lining
compound of the pipe surface. All areas to receive the protective coating shall be abrasive
blasted using compressed air nozzles with sand or grit media. The entire surface to be lined shall
be struck with blast media so that all rust, loose oxides, etc., are removed from the surface. Any
area where rust appears before lining must be re -blasted.
Qualification of Applicator and Workmen: The ceramic epoxy lining shall be applied by a
competent firm with a ten (10) year history of lining sewer pipe. The workmen employed by the
applicator shall be experienced and competent in the application and inspection of the lining
compound to be applied. The Public Works Commission shall have the right to require the
applicator to furnish bonds covering proper performance and guaranteeing the payment of all
obligations arising as a result of improper materials and workmanship.
Equipment: All application equipment shall be as recommended by the suppliers of the lining
compound.
Application Technique: After the surface has been thoroughly prepared for application, the
interior of the pipe shall be coated with the ceramic epoxy to a minimum dry film thickness of 40
mils. No lining shall take place when the substrate or ambient temperature is below 40°F. The
surface must be dry and dust free. The number of coats of lining material applied shall be as
recommended by the lining manufacturer, but in no case shall it be applied above the dry film
thickness per coat recommended by the lining manufacturer. The time between coats shall be
that specified by the lining manufacturer.
Repair: All damaged areas or test areas shall be repaired by the lining manufacturer prior to
shipment, in accordance with the manufacturer's recommendation, so that the repaired areas are
equal to the undamaged lined areas in all respects.
Inspection: All pipe linings shall be checked for thickness using a magnetic film thickness
gauge. The thickness testing shall be done in accordance with the method outlined in SSPC-PA-
2 film thickness rating. The interior linings shall also be tested for pinholes with a non-
destructive 2,500 volt test. Any defects found shall be repaired as noted above. All ceramic
epoxy lined pipe and fittings shall be visually inspected for any defects, including runs, sags, or
debris within the lining. All repairs shall be performed by the manufacturer prior to shipment.
PUBLIC WORKS COMMISSION 09802 - 4 0 F 5 SPECIAL COATINGS - EPDXY LINING
DUCTILE IRON PIPE AND FITTINGS

Markings: Each joint, manhole unit, or fitting shall be marked with the date of application of the
coating system, the date of inspection, and the numerical sequence of application on that date.
Shipping and Handling: Equipment used to handle and transport the lined pipe shall be suitably
designed and operated not to damage the lining. Any damaged pipe or fitting shall be replaced at
no cost to the Public Works Commission.
INSTALLATION
Cutting Pipe: The Contractor shall cut the pipe without damaging the pipe or interior ceramic
epoxy coating. All cuts shall be at right angles to the pipe axis. All cut ends shall be dressed
with a power grinder to remove all sharp edges. The cut ends of push -on joint pipe shall be
beveled in accordance with the pipe manufacturer's instructions. All field cuts shall be coated
and sealed prior to installation. Application of the lining shall be done in accordance with the
ceramic epoxy lining manufacturer's recommendations.
Handling: All ceramic epoxy lined pipe and fittings shall be handled only from the outside. No
forks, chains, straps, hooks, cables, or other equipment shall be placed inside the pipe and fittings
for lifting, positioning, or installation. The pipe and fittings shall not be dropped or unloaded by
rolling. The pipe and fittings shall not strike sharp objects while moving or unloaded. Ductile
iron pipe shall not be placed on grade utilizing hydraulic pressure from machinery or hammers.
The use of nylon straps or other similar lifting devices are to be used.
Pipe Installation: All pipe and fittings shall be installed in accordance with PWC standard
specifications 02222 — Excavation, Trenching, and Backfilling for Utility Systems, 02730 —
Sanitary Sewer Systems, 02732 — Sewage Force Mains, and these Contract Documents.
PUBLIC WORKS COMMISSION 09802 - 5 OF 5 SPECIAL COATINGS - EPDXY LINING
DUCTILE IRON PIPE AND FITTINGS