WQ0038845_Sewer Extension Permit Status Update_20210712

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Transmittal Letter
Date: July 8, 2021
RECEIVED
To: NC Department of Environmental Quality 11�L 1 2 2021
Division of Water Resources
Attn: Collin Geersen NODE
512 N. Salisbury Street, Suite 925 Q�DWR/NPDES
Raleigh, NC 27604
Phone# [phone]
Project: NCCP Shell Building Project#: 16-O67/D
Mebane, NC WQ0038845
We Transmit: For Your:
(X) herewith (X) approval
() under separate cover () review and comment
() use
Copies Date Description
1 Sewer Extension Permit Status Update
1 Engineer's/Permittee's Certification
1 "As Built" Plans and Profiles
1 City of Mebane Sewer Specification
Comments:
If you have any questions or require additional information, please call.
Copies: File
Submitted by: L. Allan Hill, P.E.
e:T
Chief Civil Engineer
4807-C Koger Boulevard, Greensboro, NC 27407 I T-336-218-8282 F-336-218-8010 I www.triad-designgroup.com

Request for Engineering Certification Date of teller:June 15,2021
Sewer Extension Permit Status Update
Please complete the applicable portion of this form for each permit and return this form and supporting documents by July 14,2021
to the attention of Collin Geersen at the Division's Municipal Permitting Unit by the delivery method below:
NCDEQ/DWR
WQPS-Municipal Permitting Unit
By U.S.Postal Service: By Courier/Special Delivery: By Email:
1617 Mail Service Center 512 N.Salisbury St.Suite 925 Collin Geersen
Raleigh,NC 27699-1617 Raleigh,NC 27604 [e-mail]
Permit No.:WQ0038845 Permittee: Nccp Sansone LLC
Project Name:NCCP Shell Building
Project Status(Complete Signature&Date section below.Check appropriate box'to indicate Pernnttee's response.)
Name&Title(print): Arthur amet/Manage1NCCP SamOne, LLC RECEIVED
Signature: (ZC-. -- - Date: Q4v_
JUL 11 2021
Comments:
NCDEQ/DWR/NPDES
SEWER NOT YET CONSTRUCTED
0 The Permittee certifies that the permitted project has not been constructed but shall be constructed in the future in conformity
with the approved Permit,project plans,specifications,and supporting documents.The Permittee understands that the
appropriate certification documents will need to be forwarded to the Division prior to operation. Subject permit shall be
maintained in Active status.NOTE:if sewer will never be built,please complete Permit Rescission Request section below.
SEWER HAS BEEN CONSTRUCTED
Engineer's Certification: The Permitted project has been constructed and the required Certification page and supporting
documents are being submitted to the Division with this form.
OWNERSHIP/NAME CHANGE
❑ The Permittee requests information to apply for ownership or name change. Please provide email and phone number below for
follow-up.
Permit Rescission Request
The Permittee requests that the subject permit be rescinded and certifies that the permitted sewer system has not been and shall
not he constructed nor made operational.By signing below,we acknowledge that should we wish to operate a non-discharge sewer
system in the future,we shall apply for and receive a new Wastewater Collection System Permit.
Name&Title(Print):
Signature: Date:
Comments:
Contact Information Updates for Permittee
Updated Contact Person&Title(Print): _
Updated Mailing Address:
Updated Email: Updated Phone:

CERTIFICATION CHECKLIST
To be completed by the certifying engineer prior to operation of the permitted sewers,per 15A NCAC 02T.011E.
Certifying Engineer: L. Allan Hill, PE/Triad Design Group, PC
Certification Review Date: July 7, 2021
Project Name: NCCP Shell Building
WCtoo 38845 Project County: Alamance
1) Has permittee information changed since the permit was issued (or last modified):change of mailing address,
change of ownership, transfer from developer to HOA/POA,etc. ❑Yes n No
• f yes,please provide either a change of ownership form or new contact nformation. Note that transfer of
permits from the developer to the HOA/POA must occur with the first certification.
2) Have the as built drawings have been s gned,sealed, and dated by ar N.C.PE? U Yes L]No
3) Final Engineering certification? n Yes n No
• If Partial Engineering certification, provide detailed narrative including what is being certified in the current
phase,what was previously certified(if applicable),and what is left to be certified.
4) Adequate information related to sewer lines: X❑ Yes ❑ No ❑ N/A
• Three feet minimum cover has been provided for all sewers unless ferrous pipe was installed.
• Minimum diameters for gravity sewers are 8-incnes for public lines and 6-inches for private lines.
• Manholes have beer installed: At the end of each line, at all changes in grade,size, or alignment, at all
intersections, and at distances not greater than 425 feet; minimum diameter shall be 4 fee; (48-inches).
5) Adequate information related to pump stations: ❑ Yes ❑ No 0 N/A
• Ensure power reliability option was selected per 15A NCAC 02T.0305(h).
6) Was project construction completed in accordance with all of the following X❑ Yes n No E N/A
• 15A NCAC 02T,Minimum Design Criteria(MDC)for the permitting of Gray ty Sewers (latest version),and '.'::
for the Permitting of Pump Stations and Force Mains (latest version)?
If not,a variance approval is recuired in accordance with 15A NCAC 02T.0105(b),prior to certification and operation.
• Contact the Central Office to discuss the variance to determine a course of action
• Applicant must submit two copies of the variance request form, plans, specifications, calculations, and any other
pertinent information to the Central Office (one hard copy,one digital copy).
• The central office will review the varance request, and if approvable,speci9ic language regarding the variance
will be inccrporatcd into the pe-mit, either via a special conditior or a supplementary lette-.A copy of the
reissued oermit with variance language or the var'ance letter must be maintained with the original documents.
7) Does the project contains high priority lines(15A NCAC 02T.0402(2) ? n Yes L] No
• If yes, ensure that the permit already contains the necessary condition related to high priority lines 15A NCAC
02T.0403(a)(5). If the permit does not include this language,the Fast Track reviewer will reissue the permit with
the appropriate language.
8) Arc Permit modifications arc-equired for any changes-esulting in non-compliance with this permit(including but not
limited to pipe lergth changes of 10%or greater,change in flow,pump station design capacity design change of 5%or
greater,anc/or change in the number/type of connections)? L Yes Q No
• If yes,a permit modification request must be submitted to the appropriate Regional Office, and a modified
permit with revised certification must be issued prior to certification and operation.
NC UWR—Water Quality Regional Operations Section 450 West Hanes Vi II Road,Suite 300,Winston-Salem,NC 27105
Winston-Salem Regional Office Phone.[phone] FAX:[phone]
1

FAST TRACK SEWER ENGINEERING CERTIFICATION
PERMITTEE: NCCP SamOne, LLC
PERMIT#: WQ0038845
PROJECT: NCCP Shell Building
ISSUE DATE: October 31, 2016
This project shall not be considered complete nor allowed to operate in accordance with Condition 7
of this permit until the Division has received this Certification and all required supporting
documentation. It should be submitted in a manner that documents the Division's receipt. Send the
required documentation the Regional Supervisor, Water Quality Regional Operations Section at the
address at the bottom.
Any wastewater flow made tributary to the wastewater collection system extension prior to
completion of this Certification shall be considered a violation of the permit and shall subject the
Permittee to appropriate enforcement actions. The Permittee is responsible for tracking all partial
certifications up until a final certification is received. A Final Certification shall be a complete set of
record drawings and design calculations regardless of whether partials have been submitted.
J'ERMITTEE'S CERTIFICATION
I, the undersigned agent for the Permittee, hereby state that this project has been constructed
pursuant to the applicable standards&requirements,the Professional Engineer below has provided
applicable design/construction information to the Permittee, and the Permittee is prepared to
operate&maintain the wastewater collection system permitted herein or portions thereof.
Arthur L. Samet, Manager
NCCP SamOne, LLC 1( ZIVI
Printed Name,Title Signature Date
ENGINEER'S CERTIFICATION
I, L. Allan Hill, PE , as a duly registered Professional Engineer in the State of North Carolina,
having been authorized to observe (X periodically, ❑ weekly, ❑ full time)the construction of the
NCCP Shell Building and location as referenced above for the above Permittee hereby state that,to
the best of my abilities, due care and diligence was used in the observation of the construction such
that the construction was observed to be built within substantial compliance of this permit; 15A
NCAC 02T; the Division of Water Resources' (Division) Gravity Sewer Minimum Design Criteria
adopted February 12, 1996 as applicable;the Division's Minimum Design Criteria for the Fast-Track
Permitting of Pump Stations and Force Mains adopted June 1, 2000 as applicable; and other
supporting materials.
North Carolina Professional Engineer's Seal w/signature&date: r' �0''
•
o •.
® Final ❑ Partial (include description)
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• 8�9 ' x
Certification Comments/Qualifiers (attach if necessary): •
i`
-YGiNEEP. S
' gLLAN 14-00*%
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77 7/'06' i
NC DWR-Water Quality Regional Operations Section 450 West Hanes Mill Road,Suite 300,Winston-Salem, NC 27105
Winston-Salem Regional Office Phone: [phone] FAX:[phone]

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April, 2020 /01/rY

TABLE OF CONTENTS
Pages
Table of Contents TC-1
Introduction 1
Material Specifications MS-1 to MS-8
-Street-and-Site- revements Detailed-Specifications-for-+nstailation SI-DCI-1 to SI-DCI-10
—Water-Lines: Detailed-Specifieations-for--Installation W 1 to W 12
Sanitary Sewer Lines: Detailed Specifications for Installation SS-1 to SS-14
171E-T-A1LZ
WATER
:::1IIi111E20
SS-1 t
ISCELLANEOUS ITEMS
1. ter Taps Over 1" -1
2. Sewer Taps, MI-1
3. Fire Lines and Sprl .ler MI-1
Systems
4. Broken Curb Policy MI-2
5. Construction Inspection MI-2
6. Construction "As Builts" MI-3
7. Sewer Line Tie-ins MI-3
8. Parking Lo� .. MI-3
C ruction Documents Checklist for Plan Review Sheet • 7
TC-1

CITY OF MEBANE STANDARD SPECIFICATIONS
INTRODUCTION
The purpose of these standards is to serve as a guide in the preparation
and submittal of plans and for the construction of roadway, utility, and
development projects in the City of Mebane. These guidelines meet the current
design standards and ensure more uniformity in the design of those projects.
Engineers are encouraged to use these standards in their design process. It is
not the intent of this manual to provide an explanation for every design problem
encountered, nor, as a substitute for experience, sound judgment, and
engineering knowledge.
The City has other ordinances and policies that relate to new
construction projects including the following: Mebane Storm Sewer Design
Manual, Mebane Phase 2 Post Construction Ordinance and Manual, Riparian
Buffer Protection Ordinance, Water Supply Watershed Ordinance, and the
Mebane Unified Development Ordinance. Engineers are to refer to these
documents for specific requirements as a part of their design process.
The City of Mebane will use these standards and requirements along
with sound engineering principles to review the detailed engineering drawings.
These standards shall apply to all roadway and utility improvements and
developments within the City of Mebane. In addition, these standards apply to
areas outside the City Limits that are under the jurisdiction of the City.
The City of Mebane has the right of final approval over all construction
work done under these guidelines and no work will be accepted until approval
is made by the City. Please contact the City Engineer at [phone] with
any questions regarding these standards and specifications.
Note: Shop drawings for water, sewer, & storm drainage related materials are to be
submitted to the City for review approval prior to installation. Additional material
specifications may be required at times.
CITY OF MEBANE
April, 2020
1

CITY OF MEBANE STANDARD SPECIFICATIONS
MATERIAL SPECIFICATIONS
1. General Conditions
2. Cement
3. Sand
4. Coarse Aggregate
5. Water
6. Concrete
7. Steel for Reinforcement
8. Joint Materials
9. Mortar
10. Brick
11. Brick Masonry
12. Structural Steel
13. Storm Sewers
14. Catch Basin Frames & Covers
15. Water Main Materials
16. Ductile Iron Pipe and Fittings
17. Gate Valves
18. Swing Check Valves
19. Tapping Sleeves
20. Tapping Valves
21. Valve Boxes
22. Fire Hydrants
23. Mechanical Joint Restraint
24. Manhole Ring & Covers
25. Manhole Steps
26. Precast Manholes
27. Small Size Pipe
28. Air Release Valve
29. Steel Encasement Pipe
30. Carrier Pipe in Encasement
31. PVC Gravity Sewer Pipe
32. Sewer Force Mains
33. Aggregate Base Course
34. Asphalt Concrete Binder Course
35. Asphalt Concrete Surface Course
36. Prime Coat
37. Tack Coat
38. Pavement Replacement
39. Stabilization Stone for Pavement Cuts
40. Stabilization Stone for Ditches
41. Concrete Curb & Gutter
42. Rip Rap
43. Guarantee
Note: Shop drawings for water, sewer, & storm drainage related materials are to be submitted to
the City for review approval prior to installation. Additional material specifications may be required
at times.
MATERIAL SPECIFICATIONS MS-1
April, 2020

1. General Conditions. The following Specifications cover the material under the applicable
documents. Unless otherwise specified, all materials used in the work under this contract shall
conform to the requirements of the current specifications of the American Society for Testing
Materials, and shall be tested in accordance with the current specifications or current methods of
testing of ASTM, where specifications and methods of testing have been adopted, revised, or
proposed for such materials. No materials shall be used on the work until accepted by the
Engineer, and all materials rejected by the Engineer as unsuitable, or not in conformity with the
Plans or Specifications, or failing to pass the required tests, shall be removed immediately from
the work at no expense to the City. Failure to condemn materials on preliminary inspection shall
not be grounds for acceptance if future defects are found. All materials and equipment shall be
new and free from all flaws or defects.
2. Cement. All cement used in mortar, or concrete shall conform to Specifications for Portland
Cement of ASTM C-150. Brand of cement proposed for use by the Contractor will be subject to
the approval of the Engineer. Type II shall be used in all work unless approved by the Engineer.
3. Sand. All sand used in mortar or concrete shall be clean, sharp, practically free from loam,
clay or organic matter, and so graded as to ensure workability and water tightness when mixed
with other ingredients. Sand will conform to ASTM Specifications C-33 and when made into mortar
will have a compressive strength at 7 and 28 days of not less than 100% of mortar made with
standard sands.
4. Coarse Aggregate. Coarse aggregate will consist of broken stone, sound, hard and tough,
and will conform to the specifications of coarse aggregate given in ASTM Specification C-33.
Stone will be broken to the sizes hereinafter specified under"Concrete"for the various classes of
concrete, and grading will be well within the limits specified.
5. Water. Water used for mixing concrete and mortar will be clean, and free from deleterious
amounts of acids, alkalis, and organic materials.
6. Concrete. All concrete shall be made of Portland cement, water and aggregates as
hereinbefore specified, and shall further be in accordance with the following definite requirements
for the various classes.
A design of the mix made by an independent laboratory, approved by the Engineer,for each class
of concrete, shall be submitted for approval before concreting is started.
During progress of the work, standard compressive strength test specimens shall be made and
cured by the Contractor in accordance with ASTM Standard Method, Designation C-31, and
tested - by an independent testing laboratory in accordance with ASTM Standard Method,
Designation C-39. At least 3 cylinders will be made for each test. Tests results shall be submitted
for each thirty- (30)cubic yards, or fraction thereof, for each class of concrete used. Should there
be any evidence that concrete is not up to standard, a strength test may be required at any time
and the cost paid by the contractor.
If 100 LF of sidewalk is poured, at least one (1) test must be performed with at least 3 cylinders
made per test. Test on less than 100 ft. may be done at Engineer's request.
Class A concrete shall have a 28-day compressive strength of not less than 3,000 lbs. per square
inch and a slump of from 3 to 5 inches and a maximum water-cement ratio of 0.48.
MATERIAL SPECIFICATIONS MS-2
April, 2020

Coarse aggregate for all classes of concrete shall be commercial 1-inch stone, all of which shall
pass a 1-1/2" screen.
All concrete used shall be "ready-mixed" concrete made in accordance with ASTM Standard
Method Designation C-94. Cement, aggregate, water and design of mixes shall be as above
specified. Elapsed time for placing concrete, between adding the mixing water to the mix and
placing the concrete in the forms, shall not exceed that set forth in Table 1000-2.
TABLE 1000-2
ELAPSED TIME FOR PLACING CONCRETE
Air or Concrete Temperature Maximum Elapsed Time
Whichever is Higher No Retarding Admixture Used Retarding Admixture Used
90°F or above 30 minutes 1 hour 15 minutes
80°F through 89°F 45 minutes 1 hour 30 minutes
79°F or belowA 60 minutes 1 hour 45 minutes
70°F through 79°F B 60 minutes 1 hour 45 minutes
69°F or below B 1 hour 30 minutes 2 hour 15 minutes
A Applicable to Class AA, A, and Drilled Pier Concrete
B Applicable to Class B Concrete
The concrete temperature at the time of placing in the forms shall not be less than 50°F nor more
than 95°F except where other temperatures are required by N.C. State Highway Commission's
"Standard Specifications for Roads and Structures", January, 2018 as amended.
No concrete shall be placed when the air temperature is below 50°F and is falling. The placing of
concrete shall be permitted with permission at air temperature between 40°F and 50°F when said
air temperatures are rising.
Deliver concrete to any monolithic unit of a structure at a rate that will permit proper handling,
placing, and finishing of the concrete. Regulate the delivery so that the maximum interval between
the placing of batches at the work site does not exceed 20 minutes.
All concrete materials and installation shall comply with the N.C. State Highway Commission's
"Standard Specifications for Roads and Structures", January, 2018 as amended.
7. Steel for Reinforcement. All reinforcement steel will fulfill the Standard Specifications for
Billet Steel Concrete Reinforcement Bars, Designation A615 of ASTM. Intermediate Grade 60 will
be used. Deformations shall be in accordance with ASTM Designation A-305.
All steel will be free from rust, scale, or other coatings which would reduce or destroy the bond
when placed in forms and the Contractor will provide such protection as is necessary to ensure
that the steel will not be injured during the construction period.
8. Joint Materials. Joint filler, hot applied joint sealer, low modulus silicone sealant, and bond
breaker materials shall comply with Section 1028, Joint Materials of the N.C. State Highway
Commission's "Standard Specifications for Roads and Structures", January, 2018 as amended.
All joint filler shall be sealed unless otherwise specified by the engineer.
MATERIAL SPECIFICATIONS MS-3
April, 2020

9. Mortar. Unless otherwise provided, cement mortar will be Type M only. Type M mortar will
consist of Portland cement and sand mixed in the proportion of one-part cement to two parts sand
with not more than 6-1/2 gallons of water per bag of cement. This mixture may be varied to
increase workability only by reducing the amount of sand or blending one or more sands. Mortar
in which cement has been placed for more than one hour will not be used.
10. Brick. All brick used on the work will be hard, tough, sound clay or shale brick, of first-class
quality, thoroughly vitrified and especially suitable to the class of work for which it is to be used.
Brick used in manholes shall conform to ASTM Specifications C-216, grade SW.
11. Brick Masonry. All brick masonry will be constructed using Type M mortar and brick as
specified.
12. Structural Steel.
a. General. The American Institute of Steel Construction's "Specifications for the Design,
Fabrication and Erection of Structural Steel for Building", latest edition, and the American Institute
of Steel Construction's"Code of Standard Practice for Steel Buildings and Bridges", latest edition,
are hereby made a part of these Specifications to the same extent as if they were written herein,
except that they may be amended or superseded by these Specifications or the Drawings.
b. Materials.
(1) Structural steel shall conform to "Specifications for Structural Steel", ASTM A-36, latest
edition.
(2) Bolts, nuts, and circular washers-where required -shall conform to the requirements of the
latest edition of "Specifications for High-Strength Carbon Steel Bolts for Structural Steel
Joints: ASTM A-325 in exposed areas. For buried conditions or when used for sewer
components, use 304 Stainless Steel.
(3) Bolt and nut dimensions shall conform to the current requirements of the American National
Standards Institute for heavy hex structural bolts and nuts, ANSI Standard B18.2.1.
13. Storm Sewers. Reinforced concrete pipe (RCP) shall conform to AASHTO Specifications
M-170, Table III, Class III. High Density Polyethylene (HDPE) double wall corrugated smooth
interior drainage pipe shall conform with NCDOT's current "Standard Specifications for Roads
and Structures" and AASHTO M-294 Type S for sizes 15" through 48".
HDPE pipe in public applications shall only be used behind the curb and in areas with no vehicular
traffic unless HP Storm or approved equal pipe is used.
14. Catch Basin Frames and Covers. All catch basin frames and covers shall be of cast iron of
superior quality, tough and of even grain, and shall possess a tensile strength of not less than
18,000 psi. Dimensions of the ring and cover shall conform to the Construction Details shown on
the attached Drawings. All rings and covers shall be thoroughly cleaned and given two coats of
an approved bituminous paint.
15. Water Main Materials. Water main materials shall be certified to meet the NSF/ANSI 61
Standard. All hardware to be stainless steel.
MATERIAL SPECIFICATIONS MS-4
April, 2020

16. Ductile Iron Pipe and Fittings. Ductile Iron Pipe shall be manufactured in accordance with
ANSI C151/A21.51 of the AWWA as amended and shall be designed for type 2 laying condition
with the wall thickness determined by the depth of cover and a working pressure of 150 psi. Pipe
wall thickness shall be calculated in accordance with ANSI C150/A21.50.
Joints for ductile iron pipe shall be manufactured in accordance with ANSI C111 or AWWA
A21.11, push-on joint or mechanical joint. Flanges, where required shall be ANSI C110 or AWWA
21.10.
Ductile iron fittings through 12" shall be manufactured in accordance with ANSI Specification
21.10. Joints for fittings shall be mechanical joint conforming to ANSI Specification 21.11.
Flanged fittings, where required, shall conform to ANSI Specification B16.1.
Pipe and fittings shall have a cement lining in accordance with ANSI Specification 21.4. All
hardware to be stainless steel.
D.I. Pipe shall be a minimum Thickness Class 50, unless pressure or depth requires a higher class
of pipe.
17. Gate Valves. Gate valves shall be of the resilient wedge type, iron body, bronze mounted,
non-rising stem type designed to work equally well with pressure on either side of the gate. All
valves shall conform to the requirements of the latest revision of AWWA Standard C-500 for"Gate
Valves for Ordinary Water Works Service". The minimum designed working water pressure shall
be 175 psi for valves with diameters of 12" or less.
All buried valves shall be supplied with a 2" square operating nut and shall be opened by turning
the operating nut in a counterclockwise direction. Ends shall be mechanical joint.
All inside gate valves shall be hand wheel operated with flanged ends.
All gate valves 12" and smaller shall be supplied with double "0" ring seals in lieu of the
conventional stuffing box.
Gate valves shall be manufactured by Mueller, Clow, Darling, or equal. All hardware to be
stainless steel.
18. Swing Check Valves. Swing check valves shall have weight and lever. Check valves shall
have an iron body with bronze seat and disc rings, and shall be approved by Underwriters
Laboratories, Inc. Valves shall have a pressure rating of 175 psi and be American-Darling, Clow,
or approved equal. All hardware to be stainless steel.
19. Tapping Sleeves. Tapping sleeves shall be of ductile iron, of the split sleeve type with
mechanical joint ends, and with a Class 125 outlet flange. The end gaskets shall be Duck-Tipped
Rubber Gaskets and all end and side gaskets shall be totally confined to eliminate cold flow. The
tapping sleeves shall be as manufactured by American-Darling Valve Company; Clow or
approved equal. All hardware to be stainless steel.
20. Tapping Valves. Tapping valves shall be equal in all respects to the gate valves
hereinbefore specified except that they shall come equipped with one end having a Class 125
Flange and the other end having a mechanical joint. All hardware to be stainless steel.
21. Valve Boxes. Valve boxes shall be of cast iron conforming to ASTM Specification A048,
Class 35. They shall be of the extension type of a pattern approved by the Engineer. Size of
MATERIAL SPECIFICATIONS MS-5
April, 2020

valve box shall be suitable for size valve it is to serve and it's bury. Valve boxes shall be as
manufactured by James B. Clow Company, or equal, and shall have the word "WATER/SEWER"
cast on the top of the lid.
22. Fire Hydrants. Fire hydrants shall be cast iron bodied, fully bronze mounted, suitable for a
working pressure of 150 psi and shall conform to the requirements of the latest revision of AWWA
Standard C-502 for "Fire Hydrants for Ordinary Water Works Service". Hydrants shall be
constructed to permit withdrawal of internal working parts without disturbing the barrel or casing.
Main valves, when closed, shall be reasonably tight when upper portion of the barrel is broken
off. For water mains less than 12" in size, main valve opening shall be 4-1/2". For water mains
12" and greater in size fire hydrants shall have main valve opening of 5-1/4". The main valve
facing shall be made of rubber. There shall be no chattering under any condition of operation.
The hydrants shall be of the compression type, with main valve opening against the pressure and
closing with the pressure.
Each hydrant shall be equipped with two (2) 2-1/2" hose connection and one (1) pumper
connection. Hose nipples shall be bronze or non-corrosive metal. Threads shall be approved by
the City prior to placement of order for the hydrants.
Hydrants shall be American Darling or Clow and painted to city standard color scheme. All
hardware to be stainless steel.
23. Mechanical Joint Restraint. Mechanical joint restraint shall be wedge style restraint
manufactured of ductile iron conforming to ASTM A536-80 such that the device can be used with
standardized mechanical joint pipe and conform to ANSI/AWWA A 21.531 C153 and shall be
EBAA Iron, Inc., Megalug or Uni Flange Corporation. Mechanical joint restraints shall be installed
on all fittings, valves, bends, plugs, and on all pipe sections on hydrant legs.
24. Manhole Rings and Covers. Manhole rings and covers shall be made of cast iron of superior
quality, tough and of even grain, and will possess a tensile strength of not less than 18,000 psi.
Rings and covers shall be manufactured in accordance with ASTM A-48 Class 30. Rings will
weigh not less than 190 lbs., and covers will weigh not less than 120 lbs. The rings will be a
maximum of 7 1/2" high and have a minimum opening of 1'-10". See Detail SS-4 for the wording
that shall be cast in the covers. The finished rings and covers shall have the bearings surfaces
machined or ground so that there will be no variation that will permit rocking or rattling, and the
diameter of the covers shall be such as to fit the rings without wedging. All rings and covers will
be thoroughly cleaned and given two coats of an approved bituminous paint. Rings shall have a
solid cover on street work and perforated on outfalls.
25. Manholes Steps. Steps shall be constructed of a reinforced molded copolymer
polypropylene plastic shell. Reinforcing shall be a single 1/2" steel bar ASTM designation A615
grade 60 and equal in all respects to step PS1-PF as manufactured by M.A. Ind., Inc.
26. Precast Manholes. Precast manholes shall be constructed of reinforced concrete and shall
comply with the requirements of ASTM Designation C-478 "PRECAST REINFORCED
CONCRETE MANHOLE SECTIONS".
Shop drawings shall be submitted for approval prior to manufacture. Manholes shall be
constructed with a monolithic base with the side wall extending at least 48" above the base;
appropriate openings left in the side wall to receive the sewer pipe; barrel or riser sections with a
48" maximum length; and a conical top section having a 24" diameter opening offset in such a
manner that the edge of the opening is on a vertical line with the edge of the barrel or riser section.
MATERIAL SPECIFICATIONS MS-6
April, 2020

Manhole steps for precast manholes, unless otherwise approved by the Engineer, shall be as
hereinbefore specified and shall be set at a spacing of 16" on centers.
Manhole rings and covers for precast manholes shall be as hereinbefore specified. Precast
manholes shall be as constructed by N. C. Products Corporation, Raleigh, North Carolina, or
approved equal.
Precast manholes shall be parged w/ non-shrink grout at every joint. Block manholes shall be
parged from top to bottom.
27. Small Size Pipe. Small size of(2"to 4") pipe will be as follows: 3" or 4" pipe shall be D.I.P.,
Class 50 minimum. 2" pipe shall be Type "K", soft copper.
28. Air Release Valve. Air release valves shall be as manufactured in accordance with
ANSI/AWWA C512 by G.A. Industries, Clow Corporation, or equal, of size, number, and location
as shown on the Drawings depending on the type of service. All hardware to be stainless steel.
29. Steel Encasement Pipe. Wherever a line must be encased under a highway or railway, it
must be encased in a steel pipe that has been manufactured in conformance with the standards
of AWWA C-202. Joints, coatings, and method of installation shall be in conformance with the
requirements of the N.C. State Highway Commission. In general, the encasement pipe will be
installed by boring with an auger so as not to displace material on the outside of the casing.
Manufactured casing spaces shall be used in sufficient quantity to assure proper alignment of the
carrier pipe within the encasement pipe. There shall be 3 spacers per joint of carrier pipe with
spacing of these spaces not exceeding 9 feet on center. Spacers shall be stainless steel with
stainless steel hardware and polymer skids. Spacers shall be Spider Supports and Spacers as
manufactured by Spider Manufacturing Inc. or approved equal.
30. Carrier Pipe in Encasement. Wherever a water line or sewer line must be encased under
a highway, it shall be of ductile iron as hereinbefore specified and all joints shall be restrained.
31. PVC Gravity Sewer Pipe. PVC (Poly Vinyl Chloride) Gravity Sewer pipe shall be made of
PVC plastic conforming to ASTM D-3034 SDR35. Rubber gaskets shall comply in all respects
with the physical requirements specified in ASTM D-3212. The bell shall be an integral part of the
pipe and the spigot ends shall be supplied from factory with bevels. The Contractor shall furnish
the Owner with an affidavit from the manufacturer that the materials furnished comply with these
specifications.
32. Sewer Force Mains. Sewer Force Mains 3" or larger in size shall be of Ductile Iron Pipe,
Class 50 as hereinbefore specified. For force mains less than 3" in size, the material shall be
PVC C-900, minimum pressure Class 150. All hardware to be stainless steel.
33. Aggregate Base Course. The materials used in the construction of the aggregate base
course shall comply with Section 520, Aggregate Base Course, of the N.C. State Highway
Commission's "Standard Specifications for Roads and Structures", January, 2018 as amended.
34. Asphalt Concrete Binder Course. The materials used in the construction of the bituminous
concrete base course shall comply with Section 610, Asphalt Concrete Binder Course - Type I
19.0, of the N.C. State Highway Commission's "Standard Specifications for Roads and
Structures", January, 2018 as amended.
MATERIAL SPECIFICATIONS MS-7
April, 2020

35. Asphalt Concrete Surface Course. The materials used in the construction of the bituminous
concrete surface course shall comply with Section 610, Asphalt Concrete Surface Course—Type
SF 9.5, of the N.C. State Highway Commission's "Standard Specifications for Roads and
Structures", January, 2018 as amended.
36. Prime Coat. The prime coat shall comply with Section 600 of the N.C. State Highway
Commission's "Standard Specifications for Roads and Structures", January, 2018 as amended.
37. Tack Coat. The tack coat shall comply with Section 605 of the N.C. State Highway
Commission's "Standard Specifications for Roads and Structures", January, 2018 as amended.
38. Pavement Replacement.
a. Wherever asphalt type pavement has been ordered by the Engineer or the Owner to be
cut and replaced, it shall be replaced with 6" Type I-190B, and 1" thick asphalt concrete surface
course in conformance with N.C. State Highway Commission's "Standard Specifications for
Roads and Structures", January, 2018 (as amended). If existing asphalt is thicker than 7" then
additional 119.0B shall be installed. Any tack coat used shall conform to same standards.
b. Wherever concrete type pavement has been ordered by the Engineer or Owner to be cut
and replaced, it shall be replaced with Class A concrete poured 8" thick. All concrete shall be
doweled into existing concrete using NCDOT approved epoxy coated dowels. If existing concrete
is greater than 8"then match existing depth.
39. Stabilization Stone for Pavement Cuts. The stone used in stabilizing pavement cuts shall
conform to the Aggregate Base Course as described in the N.C. State Highway Commission's
"Standard Specifications for Roads and Structures", January, 2018 as amended.
40. Stabilization Stone for Ditches. The stone used in stabilizing ditch bottoms, prior to the
installation of storm sewer pipe in the said ditch, shall conform to the requirements of Size No. 67
Aggregate as described in the N.C. State Highway Commission's "Standard Specifications for
Roads and Structures", January, 2018 as amended.
41. Concrete Curb and Gutter. Concrete used in curb and gutter shall be 3,000 psi concrete
as hereinbefore specified.
42. Rip Rap. Rip Rap shall be Class 1 quarry stone as described in Section 1042 of the N.C.
State Highway Commission's "Standard Specifications for Roads and Structures", January, 2018
as amended. (Class A & B to be used where specified.)
43. Guarantee. The Contractor shall guarantee that if any materials, equipment or
workmanship covered by these Specifications and the accompanying Drawings proves defective
within one year after final acceptance, such defects shall be made good by him. The Engineer
shall provide a letter to the City indicating the start of the 12-month guarantee period. Provide
State required certifications and "As Builts" with guarantee letter.
MATERIAL SPECIFICATIONS MS-8
April, 2020

CITY OF MEBANE STANDARD SPECIFICATIONS
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION
1. General Provisions
2. Scope of Work
3. Lines and Grades for Sanitary Sewer Lines
4. Clearing of Rights-of-Way
5. Excavation for Pipelines
6. Rock Excavation in Trenches
7. Pavement Cutting and Removal
8. Backfilling Trenches
9. Pipelines Crossing Gravel Drives
10. Pipe Laying - General Provisions
11. Pipe Laying -Vitrified Clay Pipe
12. Pipe Laying - PVC Sewer Pipe
13. Pipe Laying - Ductile Iron Pipe Sanitary Sewer Mains
14. Precast Concrete Manholes
15. Drop Manholes
16. Connections to Existing Sewage Collection System
17. Testing Sewer Lines and Force Mains
18. Setting Ductile Iron Fittings
19. Joint Restraint
20. Concrete Encasement
21. Cast Iron Soil Pipe Stacks
22. Pipelines Under State Highway Pavement
23. Pavement Replacement
24. Existing Pipes, Conduits, and Cables - Care of
25. Responsibility for Damages
26. Signs and Barricades
27. Cleanup
28. Erosion Control
29. Bonds and Permits Required by N. C. State Highway Commission
30. Guarantee
31. Manhole Testing
32. Video Inspection
33. Testing Notice
34. Damaged Piping
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION SS-1
April, 2020

1. General Provisions. The following Specifications cover work which is to be furnished and
installed under the document containing Sanitary Sewer Improvements.
2. Scope of Work. The work to be performed under this Contract includes the Sanitary Sewer
Improvements shown on the Drawings, complete with all appurtenant items, as shown on the
accompanying Plans and as described in these Specifications.
3. Lines and Grades for Sanitary Sewer Lines.
The Contractor shall furnish the following material, equipment, and services:
(a) All intermediate lines, grades, hubs, measurements, etc., required for the actual
construction;
(b) Suitable laser equipment for installing the pipe at the indicated grade. Installation
by batter boards will not be allowed;
(c) Both a transit and leveling instrument with appurtenances, all meeting the
Engineer's approval, shall be kept on the construction site and a person skilled in their operation
shall be employed or obtained whenever necessary to give or check elevations, levels,
alignment, etc., in the work as the Contractor may need and as the Engineer may request;
(d) Two (2) copies of a daily record of the approximate lineal feet and depth of sewer
trench opened per pipe size, the lineal feet of each size of pipe installed at the various
incremental pay depths, the number and depth of manholes completed, and the completion of
all other pay items. This daily record shall also record the time and location of any blasting.
Locations of all work and blasting shown on the daily record shall be identified by station
numbers;
4. Clearing of Rights-of-Way. The necessary rights-of-way for all lines crossing privately owned
property will be secured by the owner. The permanent and temporary construction easements
are of size and location as shown on the drawings. The entire width of the permanent right-of-
way shall be cleared by the Contractor to its full width and will be left free of all stumps, brush,
roots and rubbish. The temporary construction easement may be cleared in part to aid in the
installation of the line.
All clearing operations conducted by the Contractor on the temporary construction easement
shall be performed in exactly the same manner as that performed on the permanent easement.
Stumps, brush, roots and rubbish resulting from the clearing operation shall not be disposed of
by placing on adjoining privately owned property unless the owner of the property in question
approves of such disposal, and the Contractor furnishes the Engineer two (2) copies of a written
instrument attesting to the said approval signed by the owner of the property.
5. Excavation for Pipelines. All trenches will be excavated in open cut from the surface, except
as otherwise provided for herein, and in close conformity to the lines given by the Engineer.
In order that there be sufficient room for properly laying and jointing the pipe, trench widths shall
be a minimum of 24" plus the outside pipe diameter. In order to safeguard the pipe, however,
the maximum trench width shall not exceed 36" plus the outside pipe diameter unless approval
to the contrary is given by the Engineer. Trench widths will be measured between faces of the
cut at the top of the pipe.
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION SS-2
April, 2020

Where no special bedding is required, trench bottoms may be machine excavated to slightly
above grade and cut down to pipe grade by hand in the fine-grading operation. Should the
trench bottom be inadvertently cut below grade, it shall be filled to grade with #67 washed stone
tamped.
Length of trench open ahead of pipe laying shall be not more than 300 feet, and no less than 20
feet unless approval is obtained from the City and Engineer. Contractor shall open no more
trench than can be covered by end of working day.
Wet trenches or those with unstable subgrade shall be stabilized by the use of No. 67 stone.
The Contractor shall keep all trenches free from water during excavation for pipelines. The
water shall be pumped out of the ditch or dams built to keep it out of the ditch in such a manner
as not to cause injury to the public health, private property, or the work in progress.
Portable bridges shall be erected across trenches, wherever the City deems them necessary to
permit the passage of vehicular and/or pedestrian traffic.
The local Fire Department and 911 shall be notified at least 24 hours before any street is
blocked by the opening of a trench. The Fire Department shall also be notified when the street is
once again open to traffic. The contractor shall provide all temporary signage and barricades
which may be required by the Fire Department or the Department of Transportation.
Sheeting or bracing shall be used wherever necessary to prevent caving of the trench banks.
The removal of sheeting shall be done in such a manner as to minimize the loss of friction
between the trench walls and the backfill. Sheeting shall be cut off and left in place where its
removal will adversely affect the pipeline installation.
6. Rock Excavation in Trenches. Should rock be encountered in the trenches, the excavation
shall be carried to a depth of 6" below the body of the pipe and the trench shall be brought back
to grade with No. 67 Stone properly compacted. In rock excavation areas, the bedding must be
#57 stone. Once bedded, pipe must have a minimum of 6" of#57 stone overtop of the pipe.
Suitable backfill material shall be defined as stabilization stone, sand, or native material free
from rocks of optimum moisture content in order to obtain a compaction of 95% standard
proctor. The use of native material shall be subject to the sole approval of the Engineer or his
representative.
Should rock be encountered in the trenches and blasting is required for its removal, then all
blasting operations shall be conducted in strict accordance with existing ordinances and
accepted safe practices relative to the storage and use of explosives.
No rock excavated from trenches larger than 3" diameter shall be used to backfill such trenches
and no rock is allowed in the first 24" above the top of the pipe. The items named for the
various sizes and classifications of pipe to be installed shall include the removal and disposal off
site of such excavated rock material. The contractor shall secure, haul, and place in the trench
sufficient suitable backfill material.
The use of native material shall be subject to the sole approval by the Engineer or his
representative.
7. Pavement Cutting and Removal. Wherever it becomes necessary to cut pavement, the cuts
shall be confined to a maximum width of the nominal pipe diameter plus 24". No pavement shall
be cut wider than the Specifications without authorization from the City. All pavement to be
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION SS-3
April, 2020

removed shall be marked for cutting by chalk line or other acceptable method. After marking,
bituminous pavement shall be sawed to its full depth to a neat and true line along the mark.
Concrete pavement shall be sawed to a minimum depth necessary for the smooth cut when
broken out. All pavement cut shall be removed from the site of the work and shall not be used to
backfill trenches.
8. Backfilling Trenches. Trenches shall be filled in layers six inches (6") deep and thoroughly
compacted with mechanical compactors to attain 95% standard proctor. Dry material used in
refilling shall be sufficiently moistened so that after compacting future settlement will be at a
minimum. Flooring will not be permitted and excess water from any cause shall be removed
from the ditch. Material left over from the trench shall be hauled away and no extra
compensation will be allowed for such disposal. If native soils from the trench are unsuitable to
attain a stable, unyielding trench; the contractor shall provide suitable backfill material as
defined in paragraph 6. Compaction testing of the backfill shall be provided by a certified testing
firm and paid by the contractor. See additional requirements as indicated under Section 10 and
27 of the Street and Site Improvements specifications.
The top twelve inches (12") of all trenches where pavement has been cut, and where directed
by the City, shall be backfilled with crushed stone placed in layers six inches (6") deep and
thoroughly compacted. This stone shall be Aggregate Base Course stone meeting the
requirements of the N. C. State Highway Commission's "Standard Specifications for Roads and
Structures", January 1, 2018 (as amended). It shall be the Contractor's responsibility to
maintain all pavement cuts until paved or accepted by the Owner.
Wherever pipelines are laid in the shoulders of paved roads, backfilling shall be accomplished in
the same manner as hereinbefore described for trenches in paved roads or streets except that
the trench shall be filled to its full depth with earth.
9. Pipelines Crossing Gravel Drives. Wherever a sewer line crosses a gravel drive, it shall be
backfilled as hereinbefore described in backfilling trenches for crossing paved roads, except the
top six inches (6") shall be filled with thoroughly compacted ABC Aggregate. It shall be the
Contractor's responsibility to maintain all drives until accepted by the City.
10. Pipe Laying - General Provisions. The Contractor shall be responsible for all material which
may become a part of the finished work until it is finally in place, tested and accepted by the
City, except as otherwise provided for herein, and shall remove from the lines any cracked or
defective pipe or fittings.
Great care must be exercised by the Contractor in handling lined pipe so as not to injure the
linings. A damaged lining in a piece of pipe or a fitting will be deemed sufficient reason for its
rejection by the Engineer.
Should any pipe be cracked or defective, the City may allow the Contractor to cut off the
cracked or defective portion and lay the remainder of the pipe if, in the City and Contractor's
opinion, the cutting of the cracked or defective end will not injure the balance of the pipe.
Permitting such cutting off of cracked or defective ends, however, will not absolve the
Contractor from any of his responsibility toward the work. Cutting of pipe shall only be done at
the end of the pipe unless special permission is given by the City.
Pipe must be of uniform material for gravity sewers between manholes. Change in material is
only allowed at manholes.
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION SS-4
April, 2020

All pipe shall be thoroughly cleaned of earth and rubbish before being placed in the trench and
so kept until final completion and acceptance of the work. Every open end of the pipe shall be
securely plugged when pipe laying is not in progress.
All pipe shall be thoroughly flushed and cleaned after installation but prior to acceptance. All
connections to existing lines or manholes shall be plugged to prevent mud and water from
entering the existing system during construction.
All pipe shall be laid on lines and grades as directed by the Engineer and as shown on the
Drawings. All pipe shall be placed on a firm foundation so as to prevent subsequent settlement,
and the trenches will be carefully excavated to the proper grade, except where rock excavation
is encountered, so that it will be unnecessary to fill in under the pipe. Bell holes shall be
provided for all pipe laying modes and special care shall be exercised in obtaining full barrel
support.
Trace wire shall be installed on all gravity sewers, services, and force mains that are of material
other than Ductile Iron. Trace wire shall be 12-gauge minimum solid copper with thermoplastic
insulation recommended for direct burial. Trace wire shall be installed along the entire length of
the sewer, service, or force main and should terminate in manholes, cleanouts, valve boxes,
and/or in test boxes. Trace wire shall be tested by the contractor and witnessed by the City after
backfilling. Any areas that are not detectable shall be repaired at no cost to the City.
11. Pipe Laying —Vitrified Clay Pipe. Vitrified clay pipe may only be installed with special
permission of the City. All materials for laying and jointing the pipe in the trench shall conform
to the specifications for such materials hereinbefore given and will be furnished by the
Contractor. Grade lines for aligning and grading the pipe in the trench will be established by the
Engineer, and all material and labor required will be furnished by the Contractor.
Previous to being lowered into the trench, each pipe shall be inspected by the pipe foreman,
and faulty pipe rejected and removed from the work. No pipe shall be laid in the trench until the
Engineer has been notified of the intention of the Contractor to lay pipe, giving the Engineer
sufficient time to check the lines and grades before pipe laying is begun. The Contractor shall
notify the Engineer at least three days before work is to begin.
Extra strength Vitrified Clay Pipe, as hereinbefore specified, shall be used regardless of the
depth of trench in which it is to be installed.
Class "B" Bedding shall be used in trench depths between 0 feet and 24 feet. All pipe installed
in trenched greater than 24 feet shall be installed using Class "A" Bedding.
Upon completion of the work, all lines shall present a clean and unbroken barrel, true to line and
grade, and any defective lines shall be repaired, and any deposits removed by the Contractor at
his own expense.
12. Pipe Laying - PVC Sewer Pipe. PVC gravity sewer pipe shall be installed using a minimum
Class "B" bedding as shown on the plans with a select backfill material to the springline of the
pipe. Minimum cover over PVC sewer pipe shall be 3-feet to any subgrade elevation.
Select backfill material is defined as stabilization stone (Size No. 67)
PVC Sewer Pipe shall be installed in accordance with ASTM D221 - Standard Recommended
Practice for Underground Installation for Flexible Thermoplastic Sewer Pipe. PVC Sewer Pipe
shall be tested by the contractor for deflection. The pipe shall be mandrelled with a rigid device
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION SS-5
April, 2020

sized to be cylindrical in shape and constructed with 9 to 10 evenly spaced arms. The mandrel
shall be hand pulled by the contractor through all sewer lines. Any sections of sewer not passing
the mandrel shall be uncovered and the contractor shall reround or replace the sewer and retest
that section of line. The contractor shall submit mandrel drawings and testing schedule to the
engineer for approval. The mandrel shall be sized for a 5% deflection allowance.
Previous to being lowered into the trench, each pipe shall be inspected by the pipe foreman,
and faulty pipe rejected and removed from the work. No pipe shall be laid in the trench until the
Engineer has been notified of the intention of the Contractor to lay pipe, giving the Engineer
sufficient time to check the lines and grades before pipe laying is begun. The Contractor shall
notify the Engineer at least three days before work is to begin.
All PVC sanitary sewer services shall be placed in stone bedding.
13. Pipe Laying - Ductile Iron Pipe Sanitary Sewer Mains. Wherever, in the laying of sanitary
sewer lines, the pipe must be supported on piers, where the pipe crosses surface waters, under
a highway that cannot be open cut, in shallow trenches where insufficient cover conditions exist,
or in deep trenches with excess of 12-feet of cover, the Sanitary sewer lines shall be of ductile
iron pipe. The material for laying and jointing the pipe shall conform to the specifications
hereinbefore given for Ductile Iron Pipe. The ductile iron will be paid for at the unit price bid for
the different sizes of pipe installed in the various pipe laying conditions. Force mains shall be of
size and type as shown on the drawings and shall be installed in conformance to "Pipe Laying -
General Provisions".
Previous to being lowered into the trench, each pipe shall be inspected by the pipe foreman,
and faulty pipe rejected and removed from the work. No pipe shall be laid in the trench until the
Engineer has been notified of the intention of the Contractor to lay pipe, giving the Engineer
sufficient time to check the lines and grades before pipe laying is begun. The Contractor shall
notify the Engineer at least three days before work is to begin.
All ductile iron pipe gravity sewer shall have a stone bedding placed under pipe.
14. Precast Concrete Manholes. Precast concrete manholes shall be built where shown on the
plans or as directed by the Engineer. The inside diameter of the manholes shall be at least four
feet (4'). Inverts will be built up to a depth of three-quarters (3/4) of the diameter of the pipeline
as directed to properly take care of the flow through the manholes and to ease the drop from
one pipe to the other. Benches shall be sloped for drainage, as shown of the Plans. Manholes
shall be provided with flexible sleeves sealed with stainless steel bands at each pipe entering or
exiting a manhole.
Joints between sections of the precast manhole shall be sealed with a Neophrene "0" Ring
Gasket and bitumastic rope. Manholes shall be bedded on layer of crushed stone. The stone
shall be the same as that specified for stabilizing ditches (Size No. 67) and shall be spread in a
layer at least six inches (6")thick.
The manholes shall be capped with cast iron manhole frames and covers with the frames set in
mortar with even bearing. The C.I. Frame shall be anchored to the manhole wall as shown on
the plans. Manhole installed in asphalt will have 2' concrete collar surrounding cast-iron frame.
After completion, all manholes will be cleaned out and left in a neat condition with all jointing
material protruding from joints shall be removed. All riser joints shall be parged with non-shrink
grout. Any infiltration into the manhole will not be allowed.
15. Drop Manholes. Drops in manholes greater than 6" but less than or equal to 30", indicate a
concrete slide. If the drop exceeds 30" provide an outside drop manhole. The outside drop
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION SS-6
April, 2020

f I
manhole shall have a special drop pipe built into the manhole. This drop shall consist of a T-
branch in the main sewer where it enters the manhole and a vertical drop pipe down the side of
the manhole and supported therefrom and terminating at the bottom by a quarter bend into the
manhole. All piping and fittings shall be of restrained joint ductile iron pipe with mega-lugs.
Drop pipe shall be Ductile Iron Pipe and fittings strapped to manhole wall with 1" stainless steel
straps and masonry anchor bolts.
16. Connections to Existing Sewage Collection System. Connections to existing sewage
collection systems shall be made where shown on the Plans or as directed by the Engineer.
Where the connection is made at an existing manhole, it will be necessary to reconstruct the
existing invert(s) to accommodate the new line.
No connection to existing manholes or sewer lines shall be made until remaining project
construction has been completed and tested.
17. Testing Sewer Lines and Force Mains. After the sewer lines are completed, but prior to
their acceptance and before any sewage is permitted to enter, the following test shall be made
by the Contractor to determine the watertightness of the lines, including the manholes. The
Engineer will determine whether the test to be made shall be for infiltration or exfiltration. If
ground conditions are such that an infiltration test would give no significant results, then an
exfiltration test shall be made in the manner hereinafter described. The sewer line shall be filled
with water to a level equal to the top of the lowest manhole in the section to be tested. At no
point in the sewer line shall the head of the pipe reach more than 10 feet of water. The test will
not be deemed conclusive, however, unless the head on the pipe reaches at least 3 feet of
water at the upper end of the section being tested. Tests shall be run on the lines in separate
sections so that the head on the pipe is at least 3 feet of water but does not exceed 10 feet.
Under the exfiltration method the line shall be tested for six hours (6) after filling and the leakage
will be carefully measured. Allowable leakage shall be 100 gallons per inch of internal diameter
per mile of pipe per 24 hours. If the leakage exceeds this limit the line shall be drained, repaired,
and retested. The manholes shall be included in the test.
In the event the Engineer elects to test the sewer line by the infiltration method, the allowable
infiltration shall be 10 gallons per inch of internal diameter per mile of pipe per 24 hours. If the
infiltration exceeds this limit, the line shall be repaired and retested.
All sewer lines must pass the test requirements prior to their acceptance by the City. Excessive
leakage or infiltration in any one section shall be corrected even through the total may come
within the allowable limits.
Force mains shall be tested in the manner set forth in Section 13 of AWWA Standard C600,
except the Contractor shall furnish his own gauges and perform the test at no cost to the Owner.
Before final acceptance, the force main shall be filled with water, care being taken to expel all
air.
A pressure test of 150 psi shall be applied to the line at the test pump and shall be maintained
at that pressure for a minimum period of two consecutive hours.
All defective material found shall be replaced by the Contractor. All leaking joints shall be made
tight. The pipe installation will not be accepted unless and until leakage, evaluated on the
pressure test of 150 psi for 2 hours, does not exceed 10.0 gallons per day per mile of pipe per
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION SS-7
April, 2020

inch of nominal diameter. The contractor has the option of using an air test method in lieu of the
exfiltration method in testing the sewer line. The following requirements apply.
Air Test:
Low-Pressure Air Test for Sanitary Sewers:
*Introduction - Numerous laboratory and field air tests have been devised over the years since
the early 196O's. Much of the information contained in these tests was utilized by the American
Society for Testing and Materials (ASTM)when preparing ASTM C828, a low-pressure air test
for sanitary sewers.
Described below is the procedure for air testing sewer lines to demonstrate the integrity of the
installed material and the construction methods.
*Summary of Method - The section of the sewer line to be tested is plugged. Low-pressure air is
introduced into the plugged line. The amount and rate of air loss is used to determine the
acceptability of the section being tested.
*Preparation of the Sewer Line - Flush and clean the sewer line prior to testing, thus serving to
wet the pipe surface as well as clean out any debris. A wetted interior pipe surface will produce
more consistent results. Plug all pipe outlets to resist the test pressure. Give special attention to
stoppers and laterals. Testing to include all completed sewers including sewer services if
included as a part of the work.
*Procedures - Determine the test duration for the section under test by computation from the
applicable equations shown in ASTM C828, or from prepared air test tables. The pressure-
holding time is based on an average holding pressure of 3 psi (21 kPa) gage or a drop from 3.5
psi (24 kPa) to 2.5 psi (17 kPa) gage.
Add air until the internal air pressure of the sewer line is raised to approximately 4.0 psi (28 kPa)
gage. After an internal pressure of approximately 4.0 psig is obtained, allow time for the air
pressure to stabilize. The pressure will normally show some drop until the temperature of the air
in the test section stabilizes.
When the pressure has stabilized and is at or above the starting test pressure of 3.5 psi (24
kPa) gage, commence the test. Before starting the test, the pressure may be allowed to drop to
3.5 psig. Record the drop in pressure for the test period. If the pressure has dropped more than
1.0 psi (7 kPa) gage during the test period, the line is presumed to have failed. The test may be
discontinued when the prescribed test time has been completed even though the 1.0 psig drop
has not occurred.
*Safety- The air test may be dangerous if, because of lack of understanding or carelessness, a
line is improperly prepared.
It is extremely important that the various plugs be installed and braced in such a way as to
prevent blowouts. Inasmuch as a force of 250 lb. (1112N) is exerted on an 8-in. (203-mm) plug
by an internal pipe pressure of 5 psi (34 kPa), it should be realized that sudden expulsion of a
poorly installed plug or of a plug that is partially deflated before the pipe pressure is released
can be dangerous.
SANITARY SEWER LINES: DETAILED SPECIFICATIONS FOR INSTALLATION SS-8
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i
As a safety precaution, pressurizing equipment may include a regulator or relief valve set at
perhaps 10 psi (69 kPa) to avoid over-pressurizing and damaging an otherwise acceptable line.
No one shall be allowed in the manholes during testing.
*Table -The air test table below has been prepared utilizing applicable equations from ASTM
C828. It is based on an allowable air loss of 0.003 ft3/min.ft2 of internal pipe surface, a
maximum air loss per test section of 3.5 ft3/min and a minimum significant air loss per test
section of 2.0 ft3/min. (Test sections of such length that an air loss of 3.5 ft3/min would be
exceeded using the allowable loss of air per square foot of internal pipe surface may be tested
in segments where total air loss would be between 2.0 and 3.5 ft 3/min.). It applies when testing
one pipe diameter only and for convenience ignores 4" and 6" lateral sewers, which in most
instances create only insignificant differences in test time.
AIR TEST TABLE
Based on Equations from ASTM C828
SPECIFICATION TIME (min:sec) REQUIRED FOR PRESSURE DROP FROM 3-1/2 TO 2-1/2
PSIG
WHEN TESTING ONE PIPE DIAMETER ONLY
PIPE DIAMETER, INCHES
LENGTH OF
LINE, FEET 4 6 8 10 12 15 18 21 24
25 0:04 0:10 0:18 0:28 0:40 1:02 1:20 2:01 2:38
50 0:09 0:20 0:35 0:55 1:19 2:04 2:58 4:03 5:17
75 0:13 0:30 0:53 1:23 1:59 3:06 4:27 6:04 7:55
100 0:18 0:40 1:10 1:50 2:38 4:08 5:56 8:05 10:34
125 0:22 0:50 1:28 2:18 3:18 5:09 7:26 9:55 11:20
150 0:26 0:59 1:46 2:45 3:58 6:11 8:30 - -
175 0:31 1:09 2:03 3:13 4:37 7:05 - - -
200 0:35 1:19 2:21 3:40 5:17 - - - 12:06
225 0:40 1:29 2:38 4:08 5:40 - - 10:25 13:36
250 0:44 1:39 2:56 4:35 - - 8:31 11:35 15:07
275 0:48 1:49 3:14 4:43 - - 9:21 12:44 16:38
300 0:53 1:59 3:31 - - - 10:12 13:53 18:09
350 1:02 2:19 3:47 - - 8:16 11:54 6:12 21:10
400 1:10 2:38 - - 6:03 9:27 13:36 18:31 24:12
450 1:19 2:50 - - 6:48 10:38 15:19 20:50 27:13
500 1:28 - - 5:14 7:34 11:49 17:01 23:09 30:14
18. Setting Ductile Iron Fittings. Ductile iron fittings shall be set at locations shown in the Plans
or as directed by the Engineer. The installation of fittings shall be made in accordance with
Section 10 of AWWA C600. Special care shall be taken to properly bell-up the joints and to
support the body of the fitting. All fittings shall be restrained using mega-lug mechanical joint
restraints.
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19. Joint Restraint. All cast iron or ductile iron fittings, valves, and other sewer main
components subject to hydrostatic thrust shall be securely restrained by use of mega-
lug mechanical joint restraints and appropriately sized concrete reaction blocking.
Reaction blocking shall be 3,000 PSI ready mixed concrete. Sakrete type concrete is
not allowed.
20. Concrete Encasement. Wherever in the laying of the sanitary sewer line the pipe is in a
shallow trench where insufficient cover conditions exist, or where shown on the Drawings, or as
directed by the Engineer, the pipe shall be completely encased in Class "C" concrete. This
encasement shall conform to the typical section shown on the drawings. Delivery tickets on the
concrete thus shall be turned in to the Engineer no later than the following working day after
delivery was made.
21. Cast Iron Soil Pipe Stacks. The cast iron soil pipe stacks shall be installed where shown on
the Drawings and to material specifications as hereinbefore specified.
The stack shall be installed as detailed on the Drawings. Care must be taken to properly tamp
the earth around stack as the pipe is laid.
The concrete pad is to be poured on undisturbed soil under the 1/4 bend to size as detailed on
the Drawings.
22. Pipelines Under State Highway Pavement. Where shown on the Plans, or as directed by
the Engineer, ductile iron sewer mains shall be installed under State Highway pavement by
encasing in a larger pipe. The carrier pipe shall be of restrained joint ductile iron and the
encasement pipe shall be of steel.
The encasement pipe shall be installed true to line and grade and in conformance with the
requirements of the N. C. State Highway Commission. The size of the encasement and carrier
pipes shall be as shown on the Drawings.
Following the installation of the carrier pipe, the ends of the encasement pipe shall be suitably
protected against the entrance of foreign material but shall not be tightly sealed. In general, this
may be accomplished by the use of the same stone specified for trench stabilization. The ductile
iron carrier pipe shall extend approximately 5.0 feet beyond each end of the encasement pipe.
Pipelines installed under this Section shall not be undertaken without the express approval of
the appropriate N. C. State Highway Commission's Division Engineer.
23. Pavement Replacement. All pavement cut and removed from publicly maintained roads,
streets or highways as authorized by the Engineer, shall be replaced by the Contractor.
Pavement cuts shall be maintained by the Contractor until such time as the pavement has been
replaced, but such replacement shall be done as promptly as weather permits. Pavement shall
be replaced within 48 hours after being cut. No pavement cuts are allowed on Friday.
24. Existing Pipes, Conduits and Cables - Care of. Special care must be exercised by the
Contractor, in the installation of the storm sewers, in passing under or over existing storm
sewers, sanitary sewers, water lines, gas lines and telephone or power conduits or cables. All
aforementioned structures broken or ruptured by the Contractor must be immediately repaired
or replaced by him. It shall be the contractor's responsibility to verify the location of all
underground lines before construction.
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25. Responsibility for Damages. The Contractor shall be held responsible for all damages
claimed, as a result of the installation of this project, to all utility poles, driveways, yards,
shrubbery and planting, drain ditches and pipes, pavement, sidewalks, water lines, gas lines,
telephone or power conduits or cables, buildings, fences, etc., and will be required to make
satisfactory adjustment of all claims arising from the installation of the work contemplated in this
contract prior to final settlement.
26. Signs and Barricades. The Contractor shall provide, erect, maintain and illuminate, where
necessary, all barricades, warning signs and local detour signs required. The Contractor shall
be held responsible for all damages to the project due to the failure of the signs and barricades
to properly protect the work from traffic, pedestrians, animals, and from all other sources. Signs
and barricades shall comply with Manual on Uniform Traffic Control Devices for Streets and
Highways as amended by the N. C. Department of Transportation.
27. Cleanup. Upon installation of the specified improvements, the Contractor shall remove all
excess materials, earth, debris, etc., along the line of his work and shall cleanup and leave, in
its original or better condition, all affected property. The contractor shall clean up all work to the
point of construction activity not less than weekly.
28. Erosion Control.
A. Reference to Other Documents. The General Conditions, Supplementary Conditions,
Material Specifications, and Detailed Specifications for Installation contain requirements relevant
to the work covered by this Section. Clearing and Grubbing, Site Grading, Clearing of rights of
ways, excavating and backfilling, and Spoil Disposal will be subject to the applicable requirements
of this Section.
B. General Requirements. Control of erosion and sedimentation resulting from land disturbing
activities is subject to the requirements of the North Carolina Sedimentation Control Commission.
Any authorized representative or agent of the commission shall be granted entry or access for
purposes of inspection; he shall not be obstructed, hampered, or interfered with while he is in the
process of carrying out his official duties. The requirements for erosion and sedimentation control
apply to areas which are involved in borrow, waste disposal, and topsoil storage activities; and to
areas which are directly involved with the construction of buildings, paving, curb, gutter, and to
areas where storm drainage,water, and sewer lines and structures are installed. No Construction
shall take place until erosion control permit is in hand and erosion control devices are installed.
Land disturbing activities shall be planned and carried out to achieve the following objectives:
1) Expose minimum sized areas at any one time
2) Limit exposures of areas to the shortest possible time
3) Control surface water run-off to reduce erosion and sediment loss
4) Hold off-site erosion and sedimentation damage to a minimum
With reference to requirement No. 2, portions of the site on which land disturbing activities have
been undertaken, but upon which no further active construction takes place for a period of 15
workingdays, shall be planted or otherwise provided with a ground cover sufficient to restrain
Y
erosion.
The Contractor shall be responsible for maintaining all temporary and permanent erosion and
sedimentation measures and facilities until the project is accepted by the City, or until removal of
facilities and cessation of control measures is authorized by the Engineer.
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C. Work Included. This Section includes the labor, materials, equipment, and related services
required for the installation of berms, drainage structures, storm water drains, straw barriers,
vegetative covers, and other devices or methods for control of erosion and sedimentation shown
on the Drawings or specified herein.
D. Facilities and Measures for Erosion and Sedimentation Control.
1) Phased Construction. The installation of improvements shall be done in phases as
specified on the construction drawings.
This phasing of construction will help limit erosion caused during the installation of the
improvements and will act as an erosion control measure.
2) Clearing and Grubbing. The Contractor is to clear the entire width of the permanent
easement of trees, stumps, shrubs, and brush. The natural vegetative cover is to remain
intact until the installation of the line begins, except that which has to be removed during
the clearing and grubbing operation. Stumps, brush, and rubbish resulting from the clearing
operation shall not be disposed of by placing on adjoining privately owned property unless
the Contractor has a written instrument from the property owner. All other spoil is expected
to be trucked off to the sanitary landfill for disposal.
3) Rip Rap. Rip Rap shall be installed at locations as shown on plans or as directed by the
Engineer per the NC DENR erosion control manual.
4) Berms. Drainage berms and ditches shall be installed as shown on the Drawings per
the NC DENR erosion control manual.
5) Silt Fence. Silt fences shall be installed as shown on the Drawings or when directed by
the Engineer per the NC DENR erosion control manual.
6) Excelsior Matting. Matting shall be installed at location shown on the Drawings and shall
be in compliance with "Standards and Specifications for Soil Erosion and Sediment Control"
by the Land Quality Section of NCDENR per the NC DENR erosion control manual.
7) Utility Line Installation. Soil resulting from trench excavation to be used as backfill
material shall be placed on the uphill side of the trench. This will prohibit runoff directly into
the creek. No excavation shall be placed in the creek or on the bank at any time. Rock
encountered during excavation shall be removed from the site and shall not be disposed of
by placing on adjoining privately owned property.
8) Permanent Vegetative Cover. Prepare seedbed by ripping, chiseling, harrowing or
plowing to depth of six inches so as to produce a loose, friable surface. Remove all
stones, boulders, stumps or debris from the surface which would prohibit germination or
plant growth per the NC DENR erosion control manual.
Incorporated into the soil 800 to 1,000 pounds of 10-10-10 fertilizer plus 500 pounds of
twenty percent (20%) Superphosphate per acre and two tons of dolomitic lime per acre
unless soil tests indicate that a lower rate can be used.
Mulch after seeding with 2.0 tons of grain straw per acre and either crimp straw into soil or
tack with liquid asphalt at 400 gallons per acre or emulsified asphalt at 300 gallons per
acre.
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PERMANENT SEEDINGS
PLANTS & MIXTURE PLANTING RATE/ACRE PLANTING DATES
TALL FESCUE 100-150 LBS. AUG. 15-OCT. 15
(LOW MAINTENANCE) FEB. 15- MAY 1
TALL FESCUE 200-250 LBS. AUG. 15-OCT. 15
WATERWAYS AND LAWNS FEB. 15- MAY 1
(HIGH MAINTENANCE)
BLEND OF TWO TURF-TYPE 200-250 LBS. AUG. 15- OCT. 15
TALL FESCUES (90%)AND TWO FEB. 15- MAY 1
OR MORE IMPROVED KENTUCKY
BLUEGRASS VARIETIES (10%)
(HIGH MAINTENANCE)
TALL FESCUE AND KOBE OR 100 LBS. &20-25 LBS. FEB. 15- MAY 1
KOREAN LESPEDEZA AUG. 15-OCT. 15
TALL FESCUE AND 50 LBS. NOV. 1 - FEB. 1
SERICEA LESPEDEZA 60 LBS./ACRE (UNSCARIFIED)
TALL FESCUE AND 70 LBS. AND JULY AND AUGUST
GERMAN MILLET OR 40 LBS.
SUNDANGRASS
TALL FESCUE AND RYEGRAIN 70 LBS.AND 25 LBS. NOV. 1 -JAN. 30
COMMON BERMUDAGRASS 8 LBS. (HULLED) APRIL 15-JUNE 30
15-20 LBS. (UNHULLED) FEB. 1 - MARCH 30
Permanent Seeding Notes:
1. For spring seedlings, use scarified lespedeza seed. For late fall and winter seedings,
use unscarified seed.
2. Annuals such as millet, sundangrass and ryegrain must be kept at 10-12" maximum
height. The use of annual rye grass is not permitted.
The preceding permanent cover requirements pertain to all areas disturbed during the
project construction including road shoulders,temporary access roads, spoil areas, building
sites, rights-of-way, easements and line work.
29. Bonds and Permits Required by N. C. State Highway Commission. The Contractor, at his
own expense, will secure from the N. C. State Highway Commission, the "Encroachment
Agreement" required prior to the installation of that portion of this project that lies within the right
of way of the said Commission. Any or all other bonds and/or permits required by the said
Commission in connection with this project shall be provided and paid for by the Contractor. This
relates especially to the "Permit to Open Pavement" and the performance bond.
30. Guarantee. The Contractor shall guarantee that if any materials, equipment or workmanship
covered by these Specifications and the accompanying Drawings proves defective within one
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year after final acceptance, such defects shall be made good by him. The Engineer shall provide
a letter to the City indicating the start of the 12-month guarantee period. Provide State required
certifications and "As Builts" with guarantee letter.
31. Manhole Testing. This section is to supplement the manhole specifications. All manholes
shall be tested using either the exfiltration test or vacuum test as specified below. Manholes shall
be tested by plugging the inlet and outlet lines with airtight plugs prior to performing the manhole
test.
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. Manholes that fail the test
shall be repaired as necessary and retested until they pass.
b. Vacuum Air: The manhole shall be sealed at the top of the rim with the test rig and
shall have 10-inches of mercury applied through the rig. The time for the mercury to
drop from 10-inches to 9-inches shall be measured. The minimum test time for the
specified drop shall not be less than that shown in the following table. All manholes
on the project shall be tested. If any manhole fails, it shall be repaired as necessary
and retested until it passes.
Diameter of Manhole
Manhole Depth
48" 0 60" 0 72" 0
<_ 10 ft. 60 sec. 75 sec. 90 sec.
> 10 ft. but < 15 ft. 75 sec. 90 sec. 105 sec.
> 15 ft. 90 sec. 105 sec. 120 sec.
32. Video Inspection. All sewers and sewer services shall be video inspected by the Contractor
and a copy of such video delivered to the City in DVD format. Prior to the video of the sewers, all
lines shall be pressured cleaned and flushed and the contractor shall pour 5 gallons of water down
each service. All defects noted during the video inspection shall be corrected by the Contractor.
The Contractor shall provide 48 hours' notice to the City prior to the cleaning and/or video
inspection in the event the City desires to witness the inspection.
33. Testing Notice. Notice to the City, for any testing related to sewer line work, will be required
of the Contractor, 48 hours in advance of testing.
34. Damaged Piping. Should any piping be damaged prior to acceptance by the City, the whole
joint will be replaced.
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