20201061 Ver 1_F - Project Manual_FOR REVIEW PURPOSES ONLY_20200818

Amendment No. 1
Project Manual
McMullen Creek Tributary July 2020
at Quail Hollow
Rosemary and Sharon Hills
Rehabilitation
CHARLOTTE
W TER
cis,
Gavel & Dorn
Engineering
FINAL DRAWING -
FOR REVIEW PURPOSES ONLY frantic
mat
tt-aaactcorw, ine.
Prepared by: Gavel & Dorn Engineering, PLLC

CHARLOTTE
W6T E R
McMullen Creek Tributary at Quail Hollow —
Rosemary and Sharon Hills Rehabilitation
Amendment No. 1 Project Manual
July 2020
Charlotte Water Contact:
Irene Teshamulwa Okioga, Ph.D., P.E., LEED AP, ENV SP
Jason L. Dorn, Ph.D., P.E.

Charlotte Water
McMullen Creek Tributary at Quail Hollow — Rosemary and Sharon Hills Rehabilitation
Amendment No. 1 — Project Manual
Date: July 13, 2020
Owner: Charlotte Water
Contractor: Atlantic Coast Contractors
Engineer: Gavel & Dorn Engineer, PLLC
Project: McMullen Creek Tributary at Quail Hollow — Rosemary and Sharon Hills
Rehabilitation
RE: Amendment No. 1 — Project Manual
Project Background
Atlantic Coast Contractors (Contractor) is currently under contract with Charlot later (Owner)
to provide services for sewer maintenance of select areas along the McM en eek Tributary
at Quail Hollow. The maintenance services will include the rehabilitation of existing gravity
sewer piping and manholes. Most of the pipe rehabilitation will consist of interior pipe lining (i.e.
cured -in -place -pipe [CIPP]) which will not require excavation. Other pipe rehabilitation services
on the project will include point repairs and lateral replacement These types of rehabilitation
require relatively minor excavation down to the existing piping that is followed by replacement of
pipe sections of typically less than 20-feet. In general, excavations will be backfilled and
seeded on the same day. It is important otethat no new sewer alignments or services will
No. be added as part of Amendment 1.
The Agreement (Contract #20190NT4 between the Contractor and Owner was executed on
January 19, 2019 as a desi n-build contract. The Contractor retained Gavel & Dorn
Engineering (Engineer to p+r ode the engineering services for the Project. The rehabilitation is
to be performed by tl�e t ct in two stages. The first stage (called Amendment No. 1) will
consist of sewer rehabilitation recommendations for the sewer system around Rosemary Lane
and the south end of SharUn Hills Road. The project area for Amendment No. 1 is shown on
the vicinity map in Exhibit A. The second stage (called Amendment No. 2) will consist of sewer
rehabilitation recommendations for the sewer system along the west side of the golf course and
for smaller miscellaneous areas around the golf course. The following Project Manual will
present the Contractor's Scope of Work for Amendment No. 1. The Scope of Work for
Amendment No. 2 will be provided in a separate manual at a later date.
The Contractor submitted an initial Proposal for the Amendment No. 1 sewer rehabilitation on
December 10, 2019. The most recent version of the Proposal was resubmitted on March 3,
2020. A few scope items from the Proposal have since been completed or moved from
Amendment No. 1 — Project Manual Page 1 of 4

Charlotte Water
McMullen Creek Tributary at Quail Hollow — Rosemary and Sharon Hills Rehabilitation
Amendment No. 1 — Project Manual
Amendment No. 1 to Amendment No. 2. Below is a summary of the changes to
Amendment No. 1 since the most recent Proposal.
1. CCTV completed for GM-94282, 94283, 94284, and 20746.
2. Sewer rehabilitation for GM-22060, 21233, 21234, 21230, and 21231 moved to
Amendment No. 2.
3. Manhole rehabilitation for MH-233193, 240448, 240430, 241449, 241465, 241452,
45319, 241459, 256245, 241511, 241542, 241551, 241067, 241080, and 241111 r%pved
to Amendment No. 2.
4. Manhole rehabilitation for MH-241207, 241209, 241220, 241559, 2419R , 41581, and
241176 added to the rehabilitation schedule of Amendment No. 1. The Contractor
included this work in the budget of the Proposal, but the work was not identified in the
rehabilitation schedule. 'quo -
Purpose of Project Manual
The purpose of the Project Manual is to present�r ro ct startup the Contractor's Scope of
Work under Amendment No. 1. The Contrvo all perform the sewer and manhole
rehabilitation work outlined in Exhibit B (Reha 'lit ion Map — North Area), Exhibit C
(Rehabilitation Map — South Area), Exhibit D (Sewer Rehabilitation Table), and Exhibit E
(Manhole Rehabilitation Table). The locations of the sewer and manhole rehabilitation work
are illustrated on the maps AT—hibit B for the north side of the project area and Exhibit C for
the south side of the project eak The rehabilitation work corresponding to those maps are
described in the tables i ib D for the sewer and Exhibit E for the manholes.
Work Chan e
The Scope of Work provided in Exhibits B, C, D, and E shall be incorporated into the Contract
Documents in accordance with Article 3 of the Agreement. This Project Manual will be
submitted as a Work Change Directive in accordance with Paragraph 9.2 of the General
Conditions. Work performed by the Contractor shall conform to Charlotte Water's Design
Manual and Standard Details. The Design Manual and Standard Details can be found on the
Owner's website at
httas://charlottenc.aov/Water/Develor)ment/Resources/Paaes/DesianManual.asr)x. It is
anticipated that, at a minimum, the documents listed below from the Owner's Design Manual
and Standard Details will be applicable to the Scope of Work. The documents listed below are
Amendment No. 1 — Project Manual Page 2 of 4

Charlotte Water
McMullen Creek Tributary at Quail Hollow — Rosemary and Sharon Hills Rehabilitation
Amendment No. 1 — Project Manual
included as exhibits (refer to the List of Exhibits section below) in this Project Manual for the
Contractor's convenience. This list shall in no way be interpreted as complete. The Contractor
shall conform to the Owner's Design Manual in its entirety. Furthermore, the Contractor shall
refer to the Owner's complete list of standard details to ensure that the Scope of Work conforms
to the Owner's standards. Copies of final easements are included as exhibits in this Project
Manual for reference.
Charlotte Water— List of Anticipated Manuals and Standard Details *` N
Design Manual (Chapter 00 — Table of Contents) v -
Design Manual (Chapter 20 — Sanitary Sewer Rehabilitation Specifi tion
Standard Detail A — Rehabilitation of Existing Manholes
Standard Detail B —Typical Point Repair
Standard Detail C — Rehabilitation of Manhole Walls and Top Section
Standard Detail D — Rehabilitation of Manhole Walls anQ Top Section with Cone
Standard Detail E — New Pipe Connection at Manhol
Standard Detail F — Service Lateral Replacement
Standard Detail G — Typical Cleanout
Standard Detail H — Rehabilitation of Manhole and Cover
Standard Detail I — Service Lateral Connecting to Cured -In -Place Pipe Lining CIPP
Proposal Update
Contractor shall update the "ACPIt\Z and Schedule of Values in the Proposal to account for
the changes described in this Project Manual.
List of Exhibits
Exhibit A: Vicinity Ma
Exhibit B: Rosemary & Sharon
Hills Rehabilitation Map (North Area)
Exhibit C: Rosemary & Sharon Hills Rehabilitation Map (South Area)
Exhibit D: , iFewet"Rehabilitation Table
Exhibit E: #anhole Rehabilitation Table
Exhibit F: Design Manual (Chapter 00 — Table of Contents)
Exhibit Design Manual (Chapter 20 — Sanitary Sewer Rehabilitation Specifications)
Exhibit H: Standard Detail A — Rehabilitation of Existing Manholes
Exhibit I: Standard Detail B —Typical Point Repair
Exhibit J: Standard Detail C — Rehabilitation of Manhole Walls and Top Section
Exhibit K: Standard Detail D — Rehabilitation of Manhole Walls and Top Section with
Cone
Exhibit L: Standard Detail E — New Pipe Connection at Manhole
Exhibit M: Standard Detail F — Service Lateral Replacement
Amendment No. 1 — Project Manual Page 3 of 4

Charlotte Water
McMullen Creek Tributary at Quail Hollow — Rosemary and Sharon Hills Rehabilitation
Amendment No. 1 — Project Manual
Exhibit N: Standard Detail G — Typical Cleanout
Exhibit O: Standard Detail H — Rehabilitation of Manhole Frame and Cover
Exhibit P: Standard Detail I — Service Lateral Connecting to Cured -In -Place Pipe
Lining CIPP
Exhibit Q: Easement Exhibits and Property -Specific Special Provisions (TO BE
ADDED LATER)
Amendment No. 1 — Project Manual Page 4 of 4

Exhibit A
Vicinity Map

N N, Exhibit B Legend
Streets
Project Area
yo
F r
a AGL
a�
Exhibit C
Exhibit C �tv
SM17HF1 (Lower -Right Corner)
ELD VQ
ny
Gin
2
�O
CHARLOTTE
� artier
Gavel & Dorn W TER t EXHIBIT A
Engineering antaraetors,C� VICINITY MAP

Exhibit B
Rosemary and Sharon Hills
Rehabilitation Map (North Area)

/ N4211
PARCEL ID
(TYP.)
8
ti� • M.i-241575 6548
6826 7 1
i 6600
6818 1 MH 41i68 6610
i
6810 1 6700
21 6720 i 1 6710
6800 1 ; 1
!I ,i
j 21113 MH-241581
GM- „c„nary
6732 !1 � i � _ -�s-�- r•�
• MH-241 11 it f - • MH-24157
Gn1-20965 N i, GM-21105
GM-21104
MH-241559
MH-241209-241220
I 1
6827 III 1
6819 1.i a 6615 6601
i 7
6811 1 �! 6701
6801 2 6719 i 22 6711 r
6743 6735 6727 1 0
66549 501
Legend
�) MH
Manholes for Rehab i �' 41208_ _ _•_•
IIL._._._._._._.
II i
O Manholes for Pipe Rehab cl !1
• Existing Manholes N
3 7040 � ! 6514
Proposed Work
i
POINT REPAIR, INSTALL CIPP, REPLACE SERVICE LATERAL
POINT REPAIR, INSTALL Cl PP 1' `�
H-241196 6518
INSTALL Cl PP, REPLACE SERVICE LATERAL
INSTALL Cl PP
Existing Sanitary Sewer `�\ 'moo`• // // 6422
6525
6 6522 /� 7 6526 $ 12 6521
� Note: The Contractor shall protect against soil 6616 4 6614 5 6610 \'� \\'\
-------
erosion into nearby streams, ditches, storm-- M7 _
drains, etc. at all times. Contractor shall provide-= --------
erosion ;_
control measures (such as silt fence, 11 ---------
temporary construction entrances etc. as _ -___ �-13,• 6500_ _
1 9 6528 6524 6520 ._._
necessary. 6620 Sources: Esri, HERE, Garml 6606 11U _ _ GM-21111
NGCC, (c) OpenStrp", • M1-241194
CHARLOTTE �><tic 1 inch = 100 feet
ce EXHIBIT B
Gavel&Dorn W TER t MCMULLEN CREEK TRIBUTARY AT QUAIL HOLLOW
Engineering onitractors' �"�• ROSEMARY & SHARON HILLS REHABILITATION MAP (NORTH AREA)
Date: 7/10/2020

Exhibit C
Rosemary and Sharon Hills
Rehabilitation Map (South Area)

\6616y4
5 6610
6620 /) �
6606
PARCEL ID
(TYP.)
6528
6422
218
T
m�
o�
p• • H-241 8 it
6433
6613
1 N�H-241188 0
1
1
H-24116 10 6524 i
U6601� 1 MH- 200 \\"�"- � 14 i 6510
i i o6
c 11 6520 6516
°� i II Ili 6501
6535 ti i II i� i o� 4 8 /
Ra
GM-21115 GM-21114 Rd
• MH-241155 MH-241160 MH-2411 GM20g6 ar°n V�`\o�0a
2 �"L 411
ps G
MH-24117
0
/0 5
///6900 6901
Legend !// III MA 241147 16 MH- 411 T
Manholes for Rehab 6515 6909
7 6908 p
O
O Manholes for Pipe Rehab 6525
• Existing Manholes //;' ?• j-241142
Proposed Work ; /i,3269 i , • MN-241140
i II I
POINT REPAIR, INSTALL CIPP, REPLACE SERVICE LATERAL Temporary Stream Crossing
it
POINT REPAIR, INSTALL CIPP %//� ii illls 6920 6921
INSTALL CIPP, REPLACE SERVICE LATERAL ll'
16 6900 • i
INSTALL CIPP
Existing Sanitary Sewer 26 \ 3819 %i MH-2411 G 212ss
fAH-24„47
41126
Note: The Contractor shall protect against soil Temporary Stream Crossing ; %/ /;!
W 6908 �� 124
erosion into nearby streams, ditches, storm
drains, etc. at all times. Contractor shall provide , i ! 19 3810 24 3901
erosion control measures (such as silt fence,
/
temporary construction entrances, etc.) as MH a, a
necessary. ources: Esri, HERE, Garmin, V. 3900
N'�'CC, (c) OpenStreetMa'p
�itic 1 inch = 100 feet
CIOCHARLOTTE EXHIBIT C
Gavel &Dorn W TER a t MCMULLEN CREEK TRIBUTARY AT QUAIL HOLLOW
Engineering ontra Wrs, ine• ROSEMARY & SHARON HILLS REHABILITATION MAP (SOUTH AREA)
Date: 7/10/2020

Exhibit D
Sewer Rehabilitation Table

EXHIBIT D - SEWER REHABILITATION TABLE
MCMULLEN CREEK INTERCEPTOR
SANITARY SEWER REHABILITATION PROJECT
EXISTING SEWER REHABILITATION SCHEDULE
RECOMMENDATIONS FROM JC-FE-041 FOR ROSEMARY / SHARON HILLS / GLENEAGLES AMENDMENT #1
UPSTREAM
MH
DOWNSTREAM
MH
GM
NUMBER
PIPE
DIAMETER
(inches)
TV
LENGTH
(feet)
PIPE
MATERIAL
DATE PRE TV
COMPLETED
DATE REHAB
COMPLETED
REQUIRED
SEWER
REHABILITATION
ANTICIPATED CLTW
STANDARD DETAILS
MH-241207
MH-241209
GM-20965
8
352.3
VCP
9/24/2015
PERFORM A POINT REPAIR STARTING AT MH-241207 GOING DOWNSTREAM ENDING AT
12' (12' REPAIR) TO REMOVE A BROKEN PIPE; SERVICES ARE LOCATED AT T AND 8'
WITHIN THE REPAIR
B & E
REPLACE SERVICE LATERAL LOCATED 190' DOWNSTREAM OF MH-241207
F & G
INSTALL CIPP
I
MH-241209
MH-241559
GM-21104
8
381.8
VCP
9/24/2015
REPLACE SERVICE LATERAL LOCATED 321' DOWNSTREAM OF MH-241209
F & G
PERFORM A POINT REPAIR STARTING 345' DOWNSTREAM OF MH-241209 GOING
DOWNSTREAM ENDING AT 363' (18' REPAIR) TO REMOVE AN OFFSET JOINT; A SERVICE
IS LOCATED AT 348' WITHIN THE REPAIR - RECONNECT THIS REPAIR TO THE EXISTING DIP
B
INSTALL CIPP
I
MH-241581
MH-241571
GM-21113
8
226.1
VCP
9/24/2015
INSTALL CIPP
I
MH-241571
MH-241559
GM-21105
8
402.7
VCP
9/24/2015
PERFORM A POINT REPAIR STARTING AT MH-241571 GOING DOWNSTREAM ENDING AT
IT (12' REPAIR)TO REMOVE BROKEN PIPE; SERVICES ARE LOCATED AT T AND 7' WITHIN
THE REPAIR
B & E
INSTALLCIPP
I
MH-241559
MH-241575
GM-21101
8
198.8
VCP
10/20/2015
INSTALLCIPP
I
MH-241575
MH-241568
GM-21098
8
43.3
DIP/VCP
10/20/2015
INSTALLCIPP
I
MH-241568
MH-241220
GM-21102
8
178.9
VCP
10/20/2015
INSTALLCIPP
I
MH-241220
MH-241208
GM-21103
8
176.3
VCP
9/22/2015
INSTALLCIPP
I
MH-241208
MH-241196
GM-211061
8
171.2
VCP
9/22/2015
INSTALLCIPP
I
MH-241196
MH-241180
GM-21107
8
191.4
VCP
9/22/2015
REPLACE SERVICE LATERAL LOCATED 31' DOWNSTREAM OF MH-241196
F & G
REPLACE SERVICE LATERAL LOCATED 142' DOWNSTREAM OF MH-241196
F & G
INSTALL CIPP
I
MH-241180
MH-29893
GM-21108
8
126.9
VCP
9/22/2015
REPLACE SERVICE LATERAL LOCATED 12' DOWNSTREAM OF MH-241180
F & G
REPLACE SERVICE LATERAL LOCATED 20' DOWNSTREAM OF MH-241180
F & G
INSTALL CIPP
I
MH-29893
MH-241191
GM-21109
8
32.5
VCP
9/22/2015
INSTALL CIPP
I
MH-241191
MH-241194
GM-21110
8
368.9
VCP
9/23/2015
REPLACE SERVICE LATERAL LOCATED 89' DOWNSTREAM OF MH-241191
F & G
INSTALL CIPP
I
MH-241194
MH-241198
GM-21111
8
126.2
VCP
10/29/2015
INSTALL CIPP
I
MH-241198
MH-241188
GM-21112
8
131.6
VCP
10/26/2015
INSTALL CIPP
I
MH-241188
MH-241171
GM-20684
8
219.3
VCP
10/26/2015
REPLACE SERVICE LATERAL LOCATED 45' DOWNSTREAM OF MH-241188
F & G
INSTALL CIPP
I
MH-241164
MH-241168
GM-20958
8
243.3
VCP
10/12/2015
REPLACE SERVICE LATERAL LOCATED 113' DOWNSTREAM OF MH-241164
F & G
INSTALL CIPP
I
MH-241168
MH-241163
GM-21117
8
102.2
VCP
10/12/2015
INSTALL CIPP
I
MH-241163
MH-241155
GM-21116
8
212.8
VCP
10/12/2015
INSTALL CIPP
I
MH-241155
MH-241160
GM-211151
8
157.4
VCP
10/12/2015
INSTALL CIPP
I
MH-241160
MH-241169
GM-21114
8
127.2
VCP
10/12/2015
INSTALL CIPP
I
MH-241169
MH-241171
GM-20968
8
100.6
VCP
10/12/2015
INSTALL CIPP
I
MH-241171
MH-39460
GM-20685
8
36.3
VCP
10/12/2015
INSTALL CIPP
I
MH-241218
MH-241200
GM-20682
8
211.5
VCP
10/12/2015
INSTALL CIPP
I
MH-241200
MH-241184
GM-20683
8
133.9
VCP
10/26/2015
REPLACE SERVICE LATERAL LOCATED 89' DOWNSTREAM OF MH-241200
F & G
INSTALL CIPP
I
MH-241184
MH-241176
GM-20707
8
133.1
VCP
10/26/2015
INSTALL CIPP
I
MH-241176
MH-39460
GM-20708
8
76.1
VCP
10/26/2015
INSTALL CIPP
I
MH-39460
MH-241147
GM-21282
10
356.7
VCP
10/26/2015
INSTALL CIPP
I
MH-241147
MH-241140
GM-20739
12
115.0
VCP
10/26/2015
INSTALL CIPP
I
MH-241146
MH-241142
GM-20740
8
95.6
VCP
10/26/2015
INSTALL CIPP
I
MH-241142
MH-241140
GM-20741
8
237.5
VCP
10/26/2015
INSTALL CIPP
I
MH-241140
MH-241124
GM-20742
12
212.3
VCP
10/26/2015
INSTALL CIPP
I
MH-241128
MH-241126
GM-21235
8
74.2
VCP
10/29/2015
INSTALLCIPP
I
Note: The Contractor shall protect against soil erosion into nearby streams, ditches, storm drains, etc. at all times. Contractor shall provide erosion control measures (such as silt fence, temporary
construction entrances, etc.) as necessary.
Date: 7/9/2020 GMP Mainline Rehabilitation Schedule Amendment 1.xlsx

Exhibit E
Manhole Rehabilitation Table

MCMULLEN CREEK TRIBUTARY AT QUAIL HOLLOW
ROSEMARY & SHARON HILLS REHABILITATION
EXISTING MANHOLE REHABILITATION SCHEDULE AMENDMENT #1
Bench and Invert Channel
Anticipated CLTW
Existing Manhole ID
Frame and Cover Rehabilitation
Interior Wall Rehabilitation
Rehabilitation
Pipe Connections Rehabilitation
Standard Detail
Remove and Replace Frame and Cover
MH-241207
and Adjust to Finished Grade
H
Remove and Replace Frame and Cover
MH-241209
and Adjust to Finished Grade
H
Remove and Replace Frame and Cover
MH-241220
and Adjust to Finished Grade
H
Remove and Replace Frame and Cover
MH-241559
and Adjust to Finished Grade
H
Remove and Replace Frame and Cover
MH-241571
and Adjust to Finished Grade
H
Remove and Replace Frame and Cover
MH-241581
and Adjust to Finished Grade
H
MH-241176
Locate and Raise to Finished Grade
H
Note: The Contractor shall protect against soil erosion into nearby streams, ditches, storm drains, etc. at all times. Contractor shall provide erosion control measures (such as silt fence, temporary construction entrances, etc.) as necessary.
Date: 7/9/2020 GMP New Manhole Rehabilitation Schedule Amendment 1.xlsx

Exhibit F
Charlotte Water Design Manual
(Chapter 00 — Cover
Contents)
— Table of

CHARLOTTE-MECKLENBURG
UTILITY DEPARTMENT
Go to❑
Table of Contents
Water and Sewer
Policies, Procedures,
Standards and Specifications
5100 Brookshire Boulevard
Charlotte, North Carolina 28216
PUBLICATION DATE: DECEMBER 29, 1993
July 27, 1995

This page intentionally left blank.
July 27, 1995

IMPORTANT NOTICE
This document was created and assembled for use in planning designing
and constructing water and sanitary sewer facilities which will be owned
and operated by the Charlotte -Mecklenburg Utility Department. It is not
intended nor should it be used for any other purpose.
Particular attention should be given to requirements of the North Carolina
De artment of Environment, Health, and Natural Resources as they relate
to his document. CMUD has beenqranted variances from NCDEHNR
regulations in instances where justification for the variance was well
documented. This document includes the variances but does not
specifically indicate where a variance has been made. These variances
are based on local conditions, historical data, and in some cases,
specialized equipment which CMUD owns and operates to maintain
facilities. These variances are not necessarily appropriate for other
situations or other jurisdictions.
July 27, 1995 i Disclaimer

This page intentionally left blank.
July 27, 1995 ii Disclaimer

U.
TABLE OF CONTENTS
Introduction
A. Purpose
B. CMUD System
C. CMUD Facilities
D. CMUD Organization
E. Utility Contact List
F. Important Telephone Numbers
System Planning
A. Ten Year Needs Assessment
B. Five Year Capital Improvements Program
CMUD Extension Policy
A. Purpose
B. Facilities Provided by CMUD
C. Extension of Service Required by Annexation
D. Programs for Extension of Service
E. Service Connections
F. Letter of Credit for Reimbursable Program Financing
G. Initiation/Utilization of Extension Programs
H. Wastewater Lift Stations
I. Other Considerations
J. Definitions
IV. Design of Sanitary Sewers
A. Hydraulic Design
B. Route Selection
C. Survey Requirements
D. Rights -of -Way And Construction Easements
E. Sewer Location, Spacing and Venting
F. Conflicts With Existing And Proposed Utilities
G. Depth And Structural Design
H. Stream Crossings
I. Inverted Siphon Design
J. Protection Of Water Supplies
K. Corrosion Protection
L. Design of Erosion And Sediment Control Measures
M. Bores And Tunnels
N. Sequential Procedure For Design Of Sewer
July 27, 1995
Table of Contents

V. Design Of Water Mains
A. Fire Flow And Residual Pressure Requirements
B. Hydraulic Design
C. Survey Requirements
D. Location And Depth
E. Pipe Materials and Thickness Design
F. Thrust Restraint
G. Valve Location Requirements
H. Fire Hydrant Spacing
I. Provisions For Testing And Disinfection
J. Air Relief Valves And Blowoffs
K. Minimum Pipe Size And Limitations On Use Of Small Diameter Mains
L. Conflicts With Existing And Proposed Utilities
M. Bores And Tunnels
N. Stream Crossings
O. Design Of Erosion And Sediment Control Measures
VI. Survey Standards
A. General
B. Preliminary
C. Sanitary Sewer Outfall & Trunk Lines
D. Sanitary Sewer Street Extensions
E. 16" and Larger Water Mains
F. Water Mains Less Than 16"
G. Construction Stakeout - Sanitary Sewer
H. Construction Stakeout - Water Mains
VII. Drafting Standards
VIII. Traffic Control Plans
IX. Permits And Encroachments
A.
Highway Encroachments
B.
Railroad Encroachments
C.
DHS/DEM Permits
D.
Erosion Control Permits
E.
Storm Water Permits
F.
Blasting Permits
G.
Pavement Cutting Permits
H.
Burning Permits
I.
Wetlands Permits
J.
Tree Removal Permits
July 27, 1995 ii Table of Contents

X. Engineer's Checklist for Water And Sewer Plans
A. Title Sheet
B. General
C. Water Plans
D. Sewer Plans
E. Contract Maps
F. As -Built Checklist
G. Activation/Project Final Checklist
XI. Environmental Assessments
XII. Wetlands Permits
XIII. Cross Connection/Backflow Prevention
A. Introduction
B. Definitions
C. Installation Specifications
D. Construction Guidelines
E. Approved Assemblies and Material Specifications
F. Testing Requirements
G. Certified Tester Requirements
H. Test Kits
I. Approved Testing Equipment
J. Approved Testers Schools
K. Standard Details
XIV. Standard Water Specifications And Details
Material Specifications
A.
Pipe
B.
Fittings
C.
Fire Hydrants
D.
Valves
E.
Water Main Taps
F.
Sleeves/Clamps
G.
Residential Water Services
H.
Large Water Services
I.
Ferrous Castings
J.
Miscellaneous Steel
K.
Concrete
L.
Stone and Brick
M.
Traffic Control Devices
N.
Erosion Control
July 27, 1995 iii Table of Contents

Detailed Specifications
A. Handling and Storage of Materials
B. Connection to Existing Mains
C. Existing Utilities
D. Water/Sewer Clearance
E. Excavation
F. Pipe -Laying
G. Installation and Assembly
H. Installing Valves, Hydrants, and Fittings
I. Water Main Taps
J. Backfill
K. Compaction
L. Removal and Restoration of Pavement
M. Concrete
N. Bores
O. Guaranteed Casing
P. Tunnels
Q. Blasting
R. Testing and Inspection
S. Repairs
T. Restoration
U. NCDOT right-of-way
Standard Details
XV. Standard Sewer Specifications And Details
Material Specifications
A.
Pipe
B.
Manholes
C.
Miscellaneous Steel
D.
Concrete
E.
Stone and Brick
F.
Ferrous Castings
G.
Traffic Control Devices
H.
Erosion Control
Detailed Specifications
A. Handling and Storage of Materials
B. Connection to Existing Sewers
C. Existing Utilities
D. Sewer/Water Clearance
E. Clearing
F. Excavation
G. Pipe -Laying
July 27, 1995
IV
Table of Contents

H. Lateral Installation
I. Backfill
J. Compaction
K. Manhole Construction
L. Piers
M. Removal and Restoration of Pavement
N. Concrete Construction
O. Bores
P. Guaranteed Casing
Q. Tunnels
R. Blasting
S. Testing and Inspection
T. Repairs
U. Abandonment
V. Restoration
W. NCDOT right-of-way
Standard Details
XVI. Environmental Protection
A. Trees
B. Air Pollution
C. Noise Control
D. Water Pollution
E. Erosion and Siltation Control
F. Standard Details
XVII. Wastewater Lift Stations And Force Mains
A. Operational & Performance Standards
B. General Provisions & Details
1. Pump Stations
2. Wetwell
3. Valves
4. Piping
5. Structures
6. Site
7. Testing, Inspection, and Startup
C. Electrical Specifications for Package Pump Stations
1. General
2. Materials and Methods
3. Motors and Controls
4. Electrical Power Equipment
5. Lighting Fixtures
6. Testing, Inspection, and Startup
July 27, 1995 v Table of Contents

D. Standard Details
XVIII. Low Pressure Sewers
A. Design of Pressure Sewer Systems
B. Material and Installation Specifications for Low Pressure Sewer
1. Piping
2. Fittings
3. Valves
4. Service Boxes and Lids
5. Installation
C. Standard Details
XIX. CMUD Methods And Materials Committee
A. Purpose
B. Composition And Procedures
C. Criteria For Approval Of New Materials Or Construction Methods
July 27, 1995 vi Table of Contents

Exhibit G
Charlotte Water Design Manual
(Chapter 20 - Sanitary Sewer
Rehabilitation Specifications)

STANDARD SANITARY SEWER REHABILITATION SPECIFICATIONS
MATERIAL SPECIFICATIONS FOR SANITARY SEWER REHABILITATION
Unless superseded or modified in the Detailed Specifications, all materials, apparatus, supplies,
methods of manufacture, or construction shall conform to the specifications contained in this
section. National material standards (ASTM, ANSI, AWWA, NSF, etc.) referred to herein shall
be considered to be the latest revisions only.
A. CURED -IN -PLACE PIPE LINING
1. Product Requirements: Cured -in -place pipe (CIPP) lining shall be one of the
following products:
• Invert -A -Pipe by Improved Technologies Group
• National Liner by National EnviroTech Group, LLC
• Inliner by Inliner Technologies, Inc.
• Insituform by Insituform Technologies, Inc.
• Diamond Lining Systems by Daystar Composites LLC
• Premier -Pipe USA by J.W.M. Environmental, Inc.
The above products shall adhere to all requirements specified herein and shall be
modified as necessary to meet these requirements.
The liner shall be composed of tubing material consisting of one or more layers of a
flexible non -woven polyester felt with or without other additives such as fiberglass or
other reinforcing additives. The felt tubing shall be impregnated with a thermosetting
isothalic polyester resin and catalyst or vinyl ester and catalyst. The liner material
and resin shall be completely compatible. The inside and/or outside layer of the tube
shall be coated with an impermeable material compatible with the resin and fabric.
The liner shall cure in the presence of water at the required temperature for the resin
system. Steam -cure shall not be allowed unless approved by the Engineer in writing.
The felt material shall be manufactured by companies specializing in felt production
for CIPP. The manufacturer shall have manufactured felt material for CIPP for at
least 2 years as documented by references. The felt manufacturer, references and
location of the manufacturing facility shall be submitted to the Engineer for review
and approval. The felt material manufacturer and facility shall not change during
construction unless specifically approved by the Engineer in writing.
The polyester or vinyl ester resin shall be PREMIUM, NON -RECYCLED resin only.
Polyethylene Terephthalate (PET) resins, or those containing fillers, additives or
enhancement agents shall not be used. The resin manufacturer shall not include any
old resin or rework in the product shipped to the wet -out facility (i.e., where the liner
v1.0 09/12/13

is impregnated with the resin). The resin shall be manufactured under ISO 9002
certified procedures. Such certification shall be submitted to the Engineer for each
shipment of resin to the wet -out facility. The proposed resin shall equal or exceed the
published properties of Reichhold Polylite 33420 resin (for isothalic polyester resin)
or Reichhold Atlac 580-20 (for vinyl ester resin).
The exact makeup of the resin shall be submitted to the Engineer including chemical
resistance information, cure logs and temperatures. Polyester resins shall have a
minimum Heat Distortion Temperature of 212°F per ASTM D648. Vinyl ester resins
shall have a minimum Heat Distortion Temperature of 220°F per ASTM D648.
The exact mixture ratio of resin and catalyst shall also be submitted. The catalyst
system shall be identified by product name. The resin/catalyst ratio shall be approved
by the resin manufacturer in writing. The catalyst system shall be made up of a
primary catalyst and a secondary catalyst. The primary catalyst shall be Akzo
Perkadox 16 or approved equal and shall be added at a maximum of 1% of the resin
volume by weight unless otherwise approved by the Engineer. The secondary
catalyst shall be Akzo Trigonox or approved equal and shall be added at a maximum
of 0.5% of the resin volume by weight unless otherwise approved by the Engineer.
The resin/catalyst system shall be formulated so that the CIPP will cure as specified
below. Quick -cure or accelerated resin systems that cure in half the specified time or
substantially quicker than the minimum 3 hours specified below will not be allowed.
Quick -cure resin systems include those formulated by substantially increasing the
amount of catalysts from that specified above. Resins, catalysts and resin/catalysts
mixing ratios shall not be changed during this Contract unless specifically approved
by the Engineer in writing.
The cure schedules for the CIPP shall be submitted to the Engineer for review. The
curing process/schedules shall be approved by the resin manufacturer in writing. The
cure schedules shall include specific information on stepping the temperature up to
"cooking" temperatures, "cooking" temperatures and durations, and cool -down
procedures — all to be approved in writing by the resin manufacturer.
The resin shall be shipped directly from the resin manufacturer's facility to the CIPP
wet -out facility. The resin shall not be sent to any intermediate mixing facility.
Copies of the shipment documents from the resin manufacturer shall be submitted to
the Engineer showing dates of shipment, the originating location and the receiving
location.
The resin shall be used to manufacture the CIPP as shipped. No fillers or additives
shall be added at the wet -out facility except for the required catalyst as recommended
by the resin manufacturer. The Contractor shall submit the catalyst product and
quantity recommended by the resin manufacturer (submittal to include direct
correspondence from the resin manufacturer). The Contractor shall also submit a
Certificate of Authenticity from the resin manufacturer for each shipment to the wet -
out facility (to include the date of manufacture and the Heat Distortion Temperature).
v1.0 09/12/13 2

This information shall be submitted prior to manufacturing any CIPP.
The application of the resin to the felt tubing (i.e., wet -out) shall be conducted under
factory conditions and the materials shall be fully protected against ultraviolet (UV)
light, excessive heat and contamination at all times.
The Contractor shall identify the wet -out facility where all CIPP will be
manufactured. All CIPP shall be manufactured from this designated wet -out facility
unless specifically approved otherwise by the Engineer in writing. Multiple wet -out
facilities shall not be allowed.
The Engineer, Owner and/or an agent of the Owner may inspect the CIPP during
manufacturing (i.e., wet -out). The Contractor shall submit a schedule for
manufacturing the CIPP to the Engineer every Friday for the following week. The
Engineer and Owner must be given an opportunity to witness the manufacturing of all
CIPP. If the CIPP is manufactured without providing the required notice to the
Engineer, the CIPP will be marked as rejected prior to installation and will not be
approved for installation.
If the Engineer and/or Owner decide to inspect the manufacturing of the CIPP, the
Contractor shall provide full access to witness the wet -out process and shall provide
any and all information related to the manufacturing as requested by the Engineer,
Owner or the Owner's agent without delay and without claims of confidentiality or
product privacy.
The Engineer or Owner may take samples of the resin from the wet -out facility for
infrared (IR) analyses (i.e., IR Scan) throughout the duration of construction. This
standard analytical test involves shining a beam of light in the IR frequency region
through a thin sample of the subject resin. The frequency of light is then varied
across the IR spectrum. Chemical functional groups present in the resin being
analyzed will absorb IR light as specific frequencies and with characteristic
absorption intensities.
The Owner will pay for all such IR analyses and resin testing. To allow the resin
samples to be taken, the Contractor shall place a sampling valve in -line at a point
prior to the resin/catalyst mixing stage and after the resin/catalyst mixing stage.
These sampling valves shall remain in place throughout the duration of construction
and shall always be accessible to the Engineer and Owner.
The IR analyses will be used to verify that the resin and resin/catalyst composition
and mixture being used is the approved resin and resin/catalyst system. Payment will
not be made for any CIPP manufactured with unapproved resin and resin/catalyst
mixtures. The Contractor shall submit results of IR analyses of the proposed resin
and resin/catalyst mixture, performed and certified by the resin manufacturer, prior to
manufacturing any CIPP as a shop drawing. The results of these analyses (the resin's
chemical fingerprint) will be used as the standard for verifying the resin and
V1.0 09/12/13 3

resin/catalyst mixture being used throughout construction.
The Engineer will compare the submitted chemical fingerprint with the fingerprint of
Reichhold Polylite 33420 resin (for isothalic polyester resin) or Reichhold Atlac 580-
20 (for vinyl ester resin) for a baseline comparison. The Contractor and resin
manufacturer shall fully describe, explain and justify any differences between the
Reichhold and proposed resin fingerprints without delay or claim to confidentiality.
When cured, the CIPP shall form a continuous, tight -fitting, hard, impermeable liner,
which is chemically resistant to any chemicals normally found in domestic sewage.
The liner shall be chemically resistant to trace amounts of gasoline and other oil
products commonly found in municipal sewerage and soils adjacent to the sewer pipe
to be lined.
The CIPP shall be fabricated to a size that will tightly fit the sewer being rehabilitated
after being installed and cured. The liner shall be capable of fitting into irregularly
shaped pipe sections and through bends and dips within the pipeline. Allowance for
longitudinal and circumferential expansion shall be taken into account when sizing
and installing the liner. All dimensions shall be verified in the field by the Contractor
prior to fabrication of the liner. Field measurements shall be used to ensure
maximum closure between the new liner and the existing sewer pipe. There shall be
no leakage of groundwater between the existing pipe and the CIPP at the manhole
connection or service lateral connections. Any leakage found shall be eliminated by
the Contractor at no additional cost to the Owner.
The length of the liner shall be the length deemed necessary by the Contractor to
effectively carry out the insertion of the liner and sealing of the liner at the outlet and
inlet manholes. The required length of liner shall be verified in the field by the
Contractor prior to fabrication of the liner.
The cured liner shall have the following minimum structural properties:
• Flexural Strength of 4,500 psi per ASTM D790
• Flexural Modulus of 250,000 psi per ASTM D790
• Tensile Strength of 3,000 psi per ASTM D638
The Contractor shall submit complete shop drawings of CIPP to demonstrate
compliance with these specifications, to show materials of construction (including
resins, catalysts, etc.) and to detail installation procedures. Installation procedures
shall include acceptable inversion heads and pressures, heating (i.e., cooking) and
cool -down procedures and temperatures, times for each stage of the process, and cure
logs for the resin/resin system used. The Contractor shall provide this information
without delay or claim to any confidentiality. Testing procedures and quality control
procedures shall also be submitted.
Certifications that the CIPP was manufactured in accordance with these specifications
v1.0 09/12/13 4

and the appropriate ASTM standards shall be submitted with each shipment. The
certifications shall include a signed statement by the wet -out manager/supervisor that
no fillers were added to the resin system during manufacture of the CIPP. In
addition, wet -out forms documenting the wet -out shall be submitted for each section
of CIPP manufactured. The wet -out forms shall be submitted prior to requesting
payment and shall be provided without delay or claim to any confidentiality. The
wet -out forms shall document the date and time of wet -out, the wet -out supervisor,
the wet -out facility address, the location where the CIPP will be installed (by work
order and manhole numbers), the CIPP diameter, the length of wet -tube and dry -tube,
the thickness of the CIPP, the roller gap setting for establishing the liner thickness,
the felt manufacturer, the resin used (by product name and batch/shipment number)
and quantity, the catalyst(s) used (by product name) and quantity, any quality control
samples taken, and all else pertinent to the wet -out process.
2. Liner Thickness: The Contractor shall submit liner thickness calculations to the
Engineer for review. The CIPP shall be designed in accordance with the applicable
provisions of ASTM F 1216 and ASTM D2412 for "fully deteriorated gravity pipe
conditions" and shall meet the following design conditions:
a. AASHTO H-20 Live Load with two trucks passing over CIPP in streets (16,000
lbs).
b. A soil modulus of elasticity of 1,000 psi, soil weight of 120 pounds per cubic foot
and a coefficient of friction of K„'=0.130r.
c. Short-term flexural modulus of 250,000 psi and long-term flexural modulus of
125,000 psi. Flexural strength of 4,500 psi.
d. Safety factor of 2.0 shall be used.
e. Groundwater elevation at the ground surface.
f. Pipe ovality of 2%.
g. Poisson's ratio of 0.3.
h. Enhancement factor (K) of 7.
i. Service temperature range shall be 40°F to 140°F.
j. Maximum long term deflection shall be 5 percent.
k. The installed, cured thickness shall be the largest thickness as determined by
calculations for deflection, bending, buckling and minimum stiffness. The
minimum installed, cured liner thickness shall be as follows, regardless of what
the calculations indicate as the required minimum thickness:
v1.0 09/12/13 5

8" sewer: 6 mm up to 17 feet deep
7.5 mm up to 25 feet deep
10" sewer: 6 mm up to 11 feet deep
7.5 mm up to 18 feet deep
9 mm up to 25 feet deep
12" sewer: 7.5 mm up to 12 feet deep
9 mm up to 18 feet deep
10.5 mm up to 25 feet deep
15" sewer: 7.5 mm up to 10 feet deep
9 mm up to 14 feet deep
10.5 mm up to 20 feet deep
The installed thickness shall be measured as specified elsewhere herein. The
Contractor shall submit his proposed plan for ensuring that the installed CIPP meets
the above minimum thickness requirements. The plan shall include the proposed
CIPP thickness to be installed (pre -installation thickness) and detailed inversion or
pull -in procedures to reduce stretching and to reduce migration of resin.
3. Reference Standards: The following American Society for Testing and Materials
(ASTM) standards are referenced herein:
a. ASTM D638 -Standard Test Method for Tensile Properties of Plastics
b. ASTM D790 - Standard Test Method for Flexural Properties of Unreinforced and
Reinforced Plastics and Electrical Insulating Materials
c. ASTM D2412 - Standard Test Method for Determination of External Loading
Characteristics of Plastic Pipe by Parallel -Plate Loading
d. ASTM D5813 — Standard Specification for Cured -In -Place Termosetting Resin
Sewer Piping Systems
e. ASTM F1216 - Standard Practice for Rehabilitation of Existing Pipelines and
Conduits by the Inversion and Curing of a Resin -Impregnated Tube
f. ASTM F1743 — Standard Practice of Rehabilitation of Existing Pipelines and
Conduits by Pulled -In -Place Installation of Cured -In -Place Thermosetting Resin
Pipe (CIPP)
Where reference is made to one of the above standards, the latest revision shall apply.
v1.0 09/12/13 6

B. MANHOLE LINING
1. Cementitious Manhole Lining System: The cementitious manhole lining system for
the interior of manholes shall be a monolithic system suitable for use as a trowel or
spray -applied monolithic surfacing in sewer manholes. The cementitious lining
system shall be one of the following products or approved equal:
- Strong Seal MS-2A, MS-2C, or High Performance by Strong Seal Systems
- QM -Is Restore or Aluminaliner by Quadex
- Cemtec Silatec MSM or CAM by A.W. Cook Cement
- Sewpercoat PG by Kerneos, Inc.
- Permacast MS-10,000 or CR-5000 by Action Products Marketing Corp.
- PerpetuCrete MSC or CA by Protective Liner Systems
- Mainstay ML-72, ML-CA or ML-PF by Madewell
- Reliner MSP or Maximum CA Cement by Standard Cement Materials
Where hydrogen sulfide resistance is required and when specified by the Engineer,
the cementitious lining system shall be a 100% calcium aluminate product (product
comprised of calcium aluminate cement and calcium aluminate aggregate). Partial
calcium aluminate products (or blended products) shall not be considered an equal
and shall not be approved. The 100% calcium aluminate products shall be one of the
following products or approved equal:
- High Performance by Strong Seal Systems
- Sewpercoat PG by Kerneos, Inc.
- Mainstay ML-PF by Madewell
- Maximum CA Cement by Standard Cement Materials
The cementitious lining system shall be a pumpable cementitious mortar product
specifically for manhole rehabilitation and shall be installed via low-pressure
application only. The materials shall be suitable for all the specified design
conditions.
The cementitious lining shall be installed on the benches and walls of existing
manholes as shown in the Details. All cementitious lining shall be troweled smooth
after spray application. The cured cementitious lining shall be applied to a minimum
total thickness of 1 inch.
The cured surfacing thickness shall be smooth, even (without ridges or bumps) and
continuous with proper sealing connections to all unsurfaced areas.
The materials used in the cementitious lining systems shall be mixed on site in
accordance with the manufacturer's recommendations. Water shall only be added to
the materials during the mixing process and prior to material pumping or spray
application. No water shall be added at the nozzle.
v1.0 09/12/13 7

The cementitious liner when cured shall have the following minimum characteristics
at 28 days as measured by the applicable ASTM standards referenced herein:
Minimum compressive strength of 6,000 psi
Minimum bond strength of 130 psi
Shrinkage of less than 0.05%
The cementitious lining shall provide a minimum service life of 25 years.
The cured cementitious lining shall be continuously bonded to all the brick, mortar,
concrete, chemical sealant, grout, pipe and other surfaces inside the sewer manhole.
Provide bond strength data on cured, cementitious lining based on ASTM test
methods referenced herein.
Chemical sealants or grouts used to seal active manhole leaks, to patch cracks, to fill
voids and to otherwise prepare the manhole surfaces for the lining installation shall be
suitable for the intended purpose and shall be compatible with the lining as certified
by the manufacturer.
When cured, the monolithic cementitious lining shall form a continuous, tight -fitting,
hard, impermeable surfacing which is suitable for sewer system service and
chemically resistant to any chemicals or vapors normally found in domestic sewage.
The monolithic cementitious lining shall cover the complete interior of the existing
sewer manhole including the benches (shelves). The lining shall effectively seal the
interior surfaces of the sewer manhole and prevent any penetration or leakage of
groundwater infiltration.
The lining shall be compatible with the thermal condition of the existing sewer
manhole surfaces. Surface temperatures will range from 20oF to 100oF. Provide test
data on shrinkage of the cementitious lining based on the ASTM standards referenced
herein.
All invert channels shall be coated with grout or cementitious mortar to build up the
invert channel to the invert elevations of the new liner pipes; to fill all voids, cracks,
holes, etc.; and to form a smooth flow channel. The entire channel shall be coated.
The coating shall be a minimum 1/4-inch thick.
The Contractor shall submit complete shop drawings of manhole lining system to
demonstrate compliance with these specifications, to show materials of construction
and to detail installation procedures. Testing procedures and quality control
procedures shall also be submitted. Certifications that the manhole lining was
manufactured in accordance with these specifications and the appropriate ASTM
standards shall be submitted with each shipment.
2. Epoxy Manhole Lining System: In some applications, the Engineer may specify that
v1.0 09/12/13 8

an epoxy product be installed for hydrogen sulfide protection in lieu of the specified
100% calcium aluminate products. The minimum thickness of the epoxy coating
shall be 160 mils. The epoxy shall be Raven 405 by Raven Lining Systems, NPR-
5300 by NeoPoxy International, or approved equal.
3. Outside Coating: Whenever the outside of exposed manholes walls are specified to
be coated with a special exterior cementitious mortar product, the exterior mortar
shall be HB2 Repair Mortar by ThoRoc, SikaTop 123 by Sika Corporation, or
approved equal.
C. PIPE BURSTING
I. Product Requirements: Replacement pipe installed by pipe bursting shall be high
density polyethylene (HDPE) pipe. The pipe shall be manufactured from a high
density, high molecular weight polyethylene resin which conforms to ASTM D 1248
and meets the requirements for Type III, Class A, Grade P34, Category 5 and has a
Plastic Pipe Institute (PPI) rating of PE 3408 when compounded. The pipe produced
shall have a minimum cell classification of 345434D or 345434E under ASTM
D3350. The HDPE installed shall be minimum SDR 17 and shall be capable of
supporting the full -bearing load. Contractor shall submit thickness calculations.
Sections of HDPE shall be butt -fused in accordance with the HDPE manufacturer's
specifications.
2. Service Connections: Connection of the new service lateral to the mainline shall be
accomplished by means of a compression -fit service connection saddle or an
electrofuse saddle. The service connection shall be specifically designed for
connection to the sewer main being installed, and shall be Romac CB Saddle as
manufactured by Romac Industries, Inc., Central Plastics Electrofuse Saddle, or
approved equal.
3. Reference Standards: The following American Society for Testing and Materials
(ASTM) standards are referenced herein:
a. ASTM D1248 Standard Specification for Polyethylene Plastics Extrusion
Materials for Wire and Cable
b. ASTM D3350 Standard Specification for Polyethylene Plastic Pipe and Fittings
Materials
Where reference is made to one of the above standards, the latest revision shall apply.
D. INJECTION GROUTING
1. Product Requirements: The grout used to completely stop identified leaks shall be
Hydro Active Cut by DeNeef Construction Chemicals or approved equal.
v1.0 09/12/13 9

The grout shall be suitable for injection and shall expand to seal identified leaks. The
grout shall be installed per the manufacturer's recommendations. The material shall
be suitable for all the specified design conditions.
The grout shall provide a minimum service life of 25 years. When cured, the grout
shall be suitable for sewer system service and chemically resistant to any chemicals
or vapors normally found in domestic sewage. The grout shall be compatible with the
thermal condition of the existing sewer manhole surfaces. Surface temperatures will
range from 20T to 100T.
The grout shall effectively seal the identified leak in the sewer manhole and prevent
any penetration or leakage of groundwater infiltration at this location or other nearby
locations or within the same pre -cast manhole joint as a direct result of the injected
grout.
The Contractor shall submit complete shop drawings of the injectable grout to
demonstrate compliance with these specifications, to show materials of construction
and to detail installation procedures. Testing procedures and quality control
procedures shall also be submitted.
v1.0 09/12/13 10

DETAILED SPECIFICATIONS FOR SANITARY SEWER REHABILITATION
A. CURED -IN -PLACE PIPE LINING
I. Qualifications: The Contractor performing the CIPP lining work shall be fully
qualified, experienced and equipped to complete this work expeditiously and in a
satisfactory manner and shall be certified and/or licensed as an installer by the CIPP
manufacturer. The Contractor shall have installed a minimum of 300,000 feet of CIPP
for a minimum of five years. The full-time, on -site superintendent/foreman that will
supervise the CIPP installation shall have installed at least 150,000 feet of a cured -in -
place pipe lining system for a minimum of two years. The total footage claimed shall
be supported by Owner references. The Contractor shall submit information to
document his experience and the experience of the proposed superintendent/foreman.
2. Delivery, Storage and Shipping Care shall be taken in shipping, handling and laying
to avoid damaging the CIPP. Extra care shall be taken during cold weather
construction. Any CIPP damaged in shipment shall be replaced as directed by the
Engineer. Any CIPP showing a split or tear or has been mishandled shall be marked
as rejected and removed at once from the work site. The liner shall be maintained at a
proper temperature in refrigerated facilities to prevent premature curing at all times
prior to installation. Any liner showing evidence of premature curing will be rejected
for use and will be removed from the work site immediately.
3. Cleaning and Television Inspection of Main Sewers Prior To Installing CIPP Lining
The Contractor shall first thoroughly clean and televise the sewer and submit one
copy of the final television inspection videos to the Engineer for review as specified
herein.
The Contractor's cleaning operations shall fully clean the sewers and remove all
roots, grease and debris to facilitate the CIPP lining installation. The cleaning shall
be performed prior to the pre -rehabilitation television inspection. No cleaning
equipment shall be in the sewers while the pre -rehabilitation CCTV inspections are
being performed. Acceptance of the cleaning portion of the work shall be dependent
upon the results of the pre -rehabilitation television inspection. Lines not acceptably
clean as to permit television inspection or the subsequent lining installation shall be
re -cleaned, re -inspected and re -submitted to the Engineer for review at no additional
cost to the Owner.
The equipment used for the cleaning operations shall be specifically designed for
cleaning sewers. The Contractor shall use the appropriate equipment to clean all
debris, roots and grease from each sewer segment thoroughly. The required
equipment may be high velocity water jet cleaning equipment with various
attachments or mechanical cleaning equipment such as power buckets or power
rodders. The Contractor shall select the cleaning equipment and procedures based on
the conditions of the sewers at the time the work commences. All solids shall be
removed at the downstream manhole of the section being cleaned - passing material
v1.0 09/12/13 11

from one sewer segment to another will not be permitted. Cleaning operations shall
begin at the most upstream sewers and proceed downstream. The solids shall be
removed from the site and properly disposed of at approved locations provided by the
Contractor. A Vehicle Mounted Permit from CMUD will be required to obtain water
from fire hydrants for cleaning operations.
The Contractor shall take precautions to avoid damage or flooding to public or private
property being served by the line being cleaned. The Contractor shall be responsible
for all flooding and pay for cleanup from flooding to the satisfaction of the property
owner. The Contractor shall document all backups and submit documentation to the
Engineer including the reason for the backup, the time and date of the backup, the
property owner's name, address and phone number, the resolution to problem, the
time and date the problem was resolved, and any special cleanup work that had to be
performed. This required documentation shall be submitted for all backups regardless
of when they occur.
All cleanup shall be completed within 4 hours of the backup. The Contractor shall
take care in cleaning older sewers and shall protect existing sewers from damage
caused by improper use of cleaning equipment.
After the sewers are completely cleaned, the sewers shall be inspected via closed
circuit television (CCTV). The purposes of the CCTV inspections are to verify that
the sewers have been thoroughly cleaned, to document the condition of the existing
sewers and the locations of service connections, to locate sewer defects requiring
repair prior to lining, and to confirm that the lining can be properly installed and
cured. The Contractor shall use extreme caution during all cleaning and television
inspection work, as the sewer mains are likely old and may be in poor structural
condition.
Upon completion of the cleaning and television inspection work, the Contractor shall
submit one copy of the final CCTV inspection videos to the Engineer. The videos
shall be clearly labeled as to their contents. The final inspection shall mean that the
sewer has been completely cleaned (no roots, debris or grease), the inspection is
complete from manhole to manhole without the need for a reverse setup unless
otherwise approved, and all protruding service connections have been cut flush with
the existing pipe wall. If point repairs, service lateral replacements or manhole
replacements are performed after the inspections are submitted, it shall be the
Contractor's responsibility to confirm that the work was performed properly,
including proper alignment, grade and connection to the existing sewer (no offset
joints) and that no debris has entered the sewer. Any problems with the work shall be
corrected by the Contractor prior to CIPP installation or such corrections will be
required after the liner installation if the problems are evident from the post -
rehabilitation CCTV inspections.
4. Removal of Protruding Service Connections: Service connections that are protruding
into the main sewer shall be cut flush with the pipe wall prior to installing the CIPP.
v1.0 09/12/13 12

The cutting shall be accomplished using an internal robotic cutter specifically
designed for such work. The internal remote cutter shall be capable of cutting PVC,
vitrified clay, cast iron, ductile iron and orangeburg pipe. All cut pieces of the service
connection shall be removed from the main sewer pipe. The Engineer will not
approve payment for excavating protruding services in lieu of cutting them internally
unless there is a specific reason or circumstance in which the lateral cannot be cut.
5. Installation: The Contractor shall clean and televise each length of pipe to be lined as
specified. Prior to lining the main sewer and the pre -rehabilitation television
inspection, protruding service lateral connections shall be internally cut/ground down
flush with the pipe wall with a robotic cutter specifically designed for this purpose
and all required point repairs shall be completed. The internal cutter shall be capable
of cutting cast iron, PVC, vitrified clay pipe, ductile iron pipe and orangeburg pipe.
The Contractor shall notify all property owners that will be affected by the work 72
hours in advance of the work, giving the date, start time and estimated completion
time for the work being conducted and the expected impacts to the property owner.
The Contractor shall bypass pump sewage flows around the lining work while it is
being performed. The Contractor will be required to submit, for approval by the
Engineer, a detailed plan of the method the Contractor proposes in order to maintain
the existing flow during construction. The plan must include a provision for handling
the existing peak flow by pumping. When pumping is used, an identical standby
pump(s) shall be on site in the event of failure of the primary pump(s).
If, at any time during construction, effluent from the existing sewer is not fully
contained by the bypass system, gravity service will be restored and work shall be
suspended until the problem is resolved to the satisfaction of the Engineer. This
includes wastewater flow into trenches during excavation work. Sewer system
overflows will not be tolerated. All fines imposed on the Owner associated with
overflows caused by the Contractor's work shall be paid by the Contractor.
The Contractor shall furnish and install the CIPP lining in the full length of sewer.
The installation of the CIPP shall be in complete accordance with the applicable
provisions of ASTM F1216 or ASTM F1743, these specifications and the
manufacturers' specifications.
Water shall be used to invert CIPP installed via ASTM F1216 or to invert the
calibration hose through CIPP installed via ASTM F 1743. Air shall not be used to
invert the CIPP or calibration hoses under any circumstances. The water inversion of
the CIPP and calibration hoses shall be accomplished by using natural water pressure
(head) only. Natural water pressure shall be achieved by erecting platforms or
scaffolding to an elevation determined by the Contractor necessary to provide
adequate inversion heads (pressure). CIPP installation vessels/units of any kind used
to create water pressure shall not be used. Water pressure shall not be varied by any
means throughout the inversion process except by increasing the height of the
v1.0 09/12/13 13

platform/scaffolding when approved by the Engineer. The Contractor shall submit
required inversion heads for each installation as a shop drawing without delay and
claim to confidentiality or product/installation privacy.
Where possible, the Contractor shall line multiple sewer segments at one time as
determined by the Contractor. When this is done, the top one-half of the liner in the
intermediate manhole shall be neatly removed, and the void behind the liner pipe
shall be filled with non -shrink grout. The manhole bench shall be reconstructed if
necessary to make a smooth transition at no additional cost to the Owner.
There shall be no leakage of groundwater into the manhole between the CIPP and
existing sewer pipe and between the existing sewer pipe and manhole wall. A
hydrophilic waterstop (non-bentonite) comprised of modified chloroprene rubber
shall be installed 6 inches from each manhole wall prior to processing the liner to
provide additional waterstop protection. As the CIPP is expanded, the waterstop shall
be pressed tightly between the liner and existing sewer to provide a leak -tight seal.
The waterstop shall be Hydrotite as manufactured by Greenstreak (St. Louis,
Missouri) or a pre -approved equal. The Contractor shall submit detailed drawings of
the pipe -manhole connections to the Engineer for approval, including termination
points in manholes and transitions with manhole linings where installed.
The CIPP shall cure in the presence of water only. The minimum cure (i.e., cook)
time shall be 3 hours at 180°F. The cure time shall be increased as deemed necessary
by the Contractor/resin manufacturer, including but not limited to, longer CIPP
installations, active ground water infiltration into the existing sewers, pipe type, pipe
location, etc.
The CIPP shall be neatly cut 2 inches from the manhole walls after installation and
cure to facilitate the application of the 1-inch thick cementitious manhole coating
where required.
The Contractor shall fully reopen all of the existing active service connections in each
length of sewer following lining. The service connections shall be reopened from
inside the sewer by means of a CCTV camera controlled cutting device appropriate
for the CIPP. All openings shall be clean and neatly cut and shall be flush with the
lateral pipe. The openings shall also be buffed with a wire brush to remove rough
edges and provide a smooth finish. The bottom of the openings shall be flush with
the bottom of the lateral pipe to remove any lip that could catch debris. Openings
shall be 100% of the service lateral pipe. The Contractor shall re -open any service
lateral that does not meet this requirement as evidenced by the post -rehabilitation
inspections at no additional cost to the Owner. The Contractor shall be fully
responsible for all backups and damage caused by not fully opening a lateral
connection, including paying all costs associated with repairing damage as required
by the Engineer, Owner and/or property owner.
Installation reports shall be generated for each segment of liner installed. The reports
v1.0 09/12/13 14

shall document installation, including manhole numbers, street names/sewer location,
project number, date, time, temperature, curing temperature, curing time, liner
thickness, etc. A sample report shall be submitted to the Engineer for approval prior
to installing any lining. The reports shall be submitted to the Engineer prior to
requesting payment.
6. Post -Rehabilitation Television Inspection: Following installation of the CIPP,
reopening and brushing the service connections, and completion of all manhole
rehabilitation work including vacuum testing, the Contractor shall conduct a final
post -rehabilitation television inspection of the completed work to verify that the liner
installation is acceptable as defined in the Sanitary Sewer Rehabilitation Material
Specifications.
Payment will not be made for the installed CIPP or the cementitious coating of the
manholes until the post -rehabilitation CCTV inspections are submitted and approved
by the Engineer.
The Owner will consider payment of the installed CIPP prior to completion of the
manhole rehabilitation work and the above specified final post -rehabilitation CCTV
inspections if the Contractor performs preliminary CCTV inspections of the installed
liner. The preliminary inspections must be performed after all service connections
are fully opened and brushed and must be submitted to the Engineer for review. The
inspections must clearly show the installed CIPP from manhole to manhole and each
service connection to demonstrate that the installed CIPP meets the requirements of
the Material Specifications of the Design Manual.
Logs must be submitted with the preliminary inspections. The submittal and approval
of preliminary CCTV inspections does not waive the requirement for the final post -
rehabilitation inspections specified above. Payment will not be made for cementitious
coating of manholes until the final post -rehabilitation CCTV inspections are
submitted and approved by the Engineer.
7. Acceptance Tests: For every sewer segment that is lined (sewer segment is defined as
the sewer between two manholes), the Contractor shall remove one restrained sample
of the installed liner at least 12 inches in length for testing of installed CIPP flexural
properties and thickness. The CIPP testing shall include determining flexural strength,
flexural modulus, tensile strength and thickness of each sample. These four separate
individual tests make up one completed CIPP test. Payment will be made for each
completed CIPP test at the unit price bid after the test results are submitted to the
Engineer.
For sewers 12 inches in diameter and smaller, the sample shall be captured by
installing the lining through a section of PVC pipe (same diameter as the existing
sewer diameter) within the most downstream manhole of the installation and at all
intermediate manholes if multiple sewer segments are lined at the same time. For
sewers 15 inches in diameter and larger, plate samples shall be taken and cured in the
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same water as the installed CIPP.
The Contractor shall be responsible for capturing the samples and preparing the
samples for testing (i.e., cutting the samples to the required dimensions, removing the
PVC pipe, etc.). The testing laboratory shall specify the dimensions for the samples.
In addition, the Contractor shall cut a 1-inch wide representative sample (taken at
least 2 inches from the end of the specimen) for the Engineer's records. The
Contractor shall label all samples including writing on the samples where they were
taken (manhole numbers and work orders) and the date they were taken.
Each day, the Contractor shall submit the samples taken that day to the Engineer.
The Engineer will forward the samples to the testing laboratory. The Contractor shall
select the independent testing laboratory and shall pay the laboratory for all tests.
The Engineer will copy the Contractor on all submittals to the testing laboratory. The
testing laboratory shall submit all test results directly back to the Engineer with a
copy to the Contractor. The test results shall be returned to the Engineer within 21
days from the laboratory receiving the samples. If the results are not received in this
timeframe, payment will be withheld. It shall be the Contractor's responsibility to
ensure that the laboratory meets the specified schedule.
All testing shall be performed by an independent, ASTM-certified testing laboratory.
The Contractor shall submit the name and location of the testing laboratory along
with a certified statement from the laboratory that they are independent from and not
associated with the Contractor in any way for approval. The testing laboratory shall
also submit their ASTM certification. The Contractor shall consider utilizing a local
testing laboratory for these services.
The tests shall be used to verify that the installed CIPP meets these specifications.
CIPP thickness shall be measured in accordance with ASTM D5813. Flexural
properties shall be determined per ASTM D790. Tensile strength shall be determined
per ASTM D638.
Any lining that does not meet the specified installed strength and/or thickness
requirements, regardless of the amount below the specified requirements, shall be
corrected by the Contractor in a manner approved by the Engineer at no additional
cost to the Owner. The Engineer's decision on how to correct deficient CIPP
installations shall be final. Options for correcting deficient liner that will be
considered by the Engineer include removing the liner and re -lining the sewer,
excavating and replacing the sewer from manhole to manhole, re -lining sewers
completely from manhole to manhole, installing a sectional CIPP patch to repair the
defective area.
Credits will be considered for lining that does not meet the required thickness. If a
credit is acceptable to the Engineer and Owner, the credit shall be calculated by
multiplying the bid price by the percent that the liner thickness is below the minimum
required installed thickness as follows:
v1.0 09/12/13 16

Credit = (1 — (installed CIPP thickness/min required thickness)) x Bid Price
The Contractor shall not assume that a credit will be acceptable to the Engineer or
Owner.
If a CIPP patch is approved as a repair method, the Owner will not pay the full bid
price for that sewer segment (manhole to manhole). The price reduction (credit) shall
be negotiated with the Contractor and shall be acceptable to the Owner. The credit
shall be equal to at least 25% of the unit price bid for the CIPP installation and shall
apply to the entire CIPP lining from manhole to manhole. The Owner shall have the
final decision on the amount of the credit.
In addition, there shall be no groundwater leakage through the CIPP or between the
liner and the existing pipes. Any leakage shall be completely eliminated in a manner
approved by the Engineer. Options for eliminating leaks that will be considered by
the Engineer include installation of specialized grout by injection methods and
sealing leaks with specialized waterstop materials.
Following installation of the CIPP, reopening and brushing of all active service lateral
connections, and completion of all manhole rehabilitation including vacuum testing,
the Contractor shall conduct a final post -rehabilitation CCTV inspection of the
completed work to verify that the liner installation is acceptable as defined herein.
The sewers shall be thoroughly cleaned prior to performing the CCTV inspections,
and the pipe shall be dry so that the entire CIPP can be seen. This will require that
temporary plugging or bypass pumping be provided for all post -rehabilitation CCTV
inspections.
The Contractor shall submit a sample television inspection after the final inspection
of the first section of sewer is performed so that the Contractor and Engineer can
agree on performance and quality of the inspections which must be met throughout
the Contract. Sewers not inspected to the Engineer's satisfaction shall be re -inspected
by the Contractor at no additional cost to the Owner.
One copy of the final post -rehabilitation videos shall be submitted to the Engineer for
review and approval. The videos must be clearly labeled as to their contents. In
addition, they must be in order or they will be returned to the Contractor. If post -
rehabilitation inspections on the submitted videos are not approved by the Engineer,
the videos will be returned to the Contractor. The Contractor shall remove all
unapproved sewers from the videos so that the final videos submitted to the Engineer
include only those sewers approved and acceptable. The Contractor shall provide
correct counter numbers on the videos after all such editing is performed.
Payment will not be made for any sewer lining until the Engineer has reviewed and
approved the final videos. As mentioned previously, the Owner will consider
payment of the CIPP lining based on preliminary television inspections. In either
v1.0 09/12/13 17

case, the Contractor shall submit the required videos a minimum of 10 days in
advance of any payment request to provide the Engineer ample time to review the
information.
There shall be no holes, dry spots, lifts, ribs, wrinkles, ridges, splits, bulges, cracks,
delaminations or other type defects in the CIPP lining unless predicted in writing by
the Contractor prior to lining. Defective lining or groundwater leakage shall be
repaired in a manner suitable to and approved by the Engineer at no additional cost to
the Owner.
B. MANHOLE LINING
1. Qualifications: The cementitious product and epoxy product shall have been
manufactured for installation specifically in manholes for at least five years. The
cementitious and epoxy product shall have been installed in at least 5,000 manholes.
References that are documented and that can be verified shall be submitted to
demonstrate that the cementitious product meets these requirements. Contact names
and numbers shall be included with the references.
In addition, the Contractor performing the work shall be fully qualified, experienced
and equipped to complete this work expeditiously and in a satisfactory manner and
shall be an approved installer as certified and licensed by the manufacturer. The
Contractor shall have held such certification by the manufacturer to install the
specific product being used for a minimum of one year prior to the bid date. The
Contractor, as a company, must have at least three years of experience coating
manholes with cementitious mortar and/or epoxy product (whichever product is being
applied) and shall have successfully installed a cementitious lining and/or epoxy
product (whichever product is being applied) in a minimum of 1,000 manholes as
documented by verifiable Owner references. Further, the Contractor's proposed
superintendent/foreman for the work under this Contract shall have successfully
installed a cementitious lining product and/or epoxy product (whichever product is
being applied) in a minimum of 500 manholes as documented by verifiable Owner
references. The Contractor shall submit information to demonstrate that he meets the
experience requirements.
2. Delivery, Storage and Shipping:: Care shall be taken in shipping, handling and
placing to avoid damaging the lining products. Any lining product damaged in
shipment, showing deterioration, or which has been exposed to any other adverse
storage condition that may have caused damage, even though no such damage can be
seen, shall be marked as rejected and removed at once from the work. While stored,
the lining products shall be adequately packaged and protected. The lining products
shall be stored in a manner as recommended by the manufacturer.
3. Installation: The Contractor shall clean each sewer manhole to be surfaced and shall
dispose of any resulting material. The cleaning shall be performed using a high
power jet wash at a minimum of 3500 psi water pressure to remove all dust,
v1.0 09/12/13 18

biological growths, grease, oil, paint or any other surface contaminants or coatings.
Coatings that cannot be removed shall be sanded with coarse sand paper to rough the
surface sufficient to obtain and insure adequate bonding of the cementitious lining.
Roots shall be removed by manually cutting the roots from inside the manhole.
The Contractor shall conduct a visual inspection of each manhole after it is cleaned.
All active, hydrostatic infiltration leaks shall be plugged or sealed with an appropriate
grout compatible with the cementitious or epoxy lining. Injection grouting may be
required to seal active leaks including leaks in existing invert channels and benches.
All loose mortar and rubble of existing walls, benches and inverts shall be removed.
The Contractor shall prepare the manhole to receive cementitious or epoxy lining as
necessary by reshaping and repairing benches, inverts, and walls where required
including smoothing out irregular shaped corbel and chimney sections prior to spray
application. All interior surfaces shall be prepared as recommended by the
manufacturer. Minimum requirements are as listed below.
a. All cracks and other voids must be repaired and filled with suitable
non -shrinking cements, sealants or grouts, including all voids between the
existing sewer pipes and manhole walls. All patches shall be smooth and
even with the manhole wall.
b. All voids around existing manhole rungs/steps shall be filled.
C. All surfaces shall be suitably prepared for the required bonding of the
Cementitious or epoxy lining as recommended by the manufacturer.
The Contractor shall notify all property owners who discharge sewage directly to the
manhole being rehabilitated 72 hours in advance, giving the date, start time and
estimated completion time for the work being conducted and the impacts to the
property owner.
The Contractor shall bypass pump sewage flows around the manhole when the work
is being performed. Contractor shall submit a detailed bypass pumping plan to the
Engineer prior to starting any work.
The Contractor shall furnish and place cementitious and/or epoxy lining in each
manhole as shown in the Details. The installation of the lining shall be in complete
accordance with the applicable provisions of ASTM and the manufacturers'
specifications. The Contractor is advised that a number of manholes will surcharge
during rain events.
Prior to installing the lining, the Engineer along with the Contractor must inspect and
approve the surface preparation work. The Contractor shall notify the Engineer when
the manholes are ready for inspection. The Contractor is responsible for ensuring
proper preparation and installation conditions including temperature and moisture
regardless of the findings by the Engineer during his inspection. The manhole lining
v1.0 09/12/13 19

shall be completed immediately after the inspection, or the manhole may need to be
re -cleaned prior to spraying to remove accumulated debris on the benches and walls.
For cementitious lining applications, the walls and benches shall be coated
monolithically to the required thickness by spray -on methods in one pass or
application. Spray -applied cementitious linings shall be troweled smooth after
application. The invert channel shall be coated with an appropriate quick -set grout
product in complete accordance with the manufacturer's instructions.
All epoxy coatings shall be spray -applied in one or two passes. Hand -applied
applications (trowel -applied) shall not be allowed. When epoxy is specified, the
Contractor shall install one of the specified cementitious mortar products (minimum
1" thick) followed by a minimum 160 mil thickness epoxy coating to provide the
required hydrogen -sulfide resistance. The cementitious product and epoxy shall be
completely compatible as documented by the material manufacturers. In this case,
payment will be made separately for the cementitious mortar lining and the epoxy
lining under the corresponding bid items.
In some situations, the Engineer may specify that an epoxy coating (minimum
thickness of 160 mils) be applied directly to the manhole instead of placed over a
cementitious mortar product (when the manhole walls are satisfactory and do not
need to be re -built). In this situation, all preparatory work will be as specified by the
epoxy manufacturer and as outlined herein for preparing the manhole for a
cementitious mortar product. Payment will be made for the epoxy lining only under
the corresponding bid item. Testing shall be as specified herein.
All other requirements specified herein for cementitious mortar lining installation
shall also be met for epoxy coating, including preparation and installation.
A complete, watertight seal shall be provided at pipe and manhole wall connections.
Contractor shall submit details of how the watertight connections will be made to the
Engineer for review and approval.
The manhole lining shall not be installed until all required main sewer rehabilitation
and other manhole rehabilitation work are complete.
4. Acceptance Tests: Field acceptance of the manhole lining shall be based on the
Engineer's field inspections and evaluation of the appropriate installation and curing
test data. The lining shall provide a continuous monolithic surfacing with uniform
thickness throughout the manhole interior. If the thickness of the lining is not
uniform or is less than specified, it shall be repaired or replaced at no additional cost
to the Owner.
If the Engineer has to enter the manholes to inspect the work, the Contractor shall
provide forced air ventilation, gas monitors and detectors, harnesses, lights, confined
space entry permits, etc. for the Engineer or Owner to enter the manhole and perform
v1.0 09/12/13 20

the inspection in complete accordance with OSHA requirements at no additional cost
to the Owner.
• Cementitious Mortar Lining: Samples shall be taken of the installed liner
each day that cementitious lining is installed as follows: one sample if one to
five manholes were coated that day, two samples if six to ten manholes were
coated that day, three samples if eleven to fifteen manholes were coated that
day, and four samples if sixteen or more manholes were coated that day.
Samples shall be taken at equally spaced intervals throughout the day. The
frequency of tests may be increased by the Engineer and performed by the
Contractor at no additional cost to the Owner when the required tests show
that the installed lining does not meet the specifications.
Samples shall be cube samples. At least six cubes shall be taken for each
sample for testing. All cube samples shall be taken in the field from the
material being sprayed. The Contractor shall show the samples to the
Engineer each day and the Engineer shall initial the samples for delivery to
the testing laboratory. The Contractor shall properly take and store the
samples and shall deliver the samples to the testing laboratory. The laboratory
shall document that they received the initialed samples. The tests shall be
performed by an independent testing laboratory. All costs associated with the
tests shall be paid for by the Contractor. The test results shall be submitted to
the Engineer immediately when available, no later than 30 days after the
lining is installed or payment will be withheld.
The samples shall be tested in accordance with the applicable ASTM
standards to verify that the installed liner meets the compressive strength
requirements specified herein and the lining manufacturer's published data on
the product. Tests shall include 7-day and 28-day strength tests (3 tests/cubes
for each time period for each sample). Shrinkage and bond strength tests shall
be performed on each batch or lot of material shipped to the Contractor.
• Epoxy Lining_: A wet film thickness gage meeting ASTM D4414 or approved
equal shall be used to ensure a monolithic coating and uniform thickness
during application. After the coating has set hard to the touch, it shall be
inspected with high -voltage holiday inspection equipment. The spark tester
shall be initially set at 20,000 volts minimum and shall be increased as
deemed necessary by the Engineer. The Engineer may require the Contractor
to create a "test'' holiday in the coating to determine the minimum/maximum
voltage to be used. All detected holidays shall be marked and repaired as
approved by the Engineer. The manhole shall then be re -tested as specified.
All manholes (cementitious and epoxy coatings) shall be tested via vacuum testing
when all manhole rehabilitation work to that manhole is complete. Manholes shall
not be vacuum tested until at least 7 days after the cementitious or epoxy lining was
installed. Vacuum testing shall be performed in accordance with ASTM C-1244,
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CMUD standard specifications and the Details, except that the minimum test time
shall be I minute. The testing shall be paid for by the Contractor and be included in
the bid price for manhole lining. The Engineer or Owner shall be present for all
testing. The Contractor shall notify the Engineer 48 hours prior to testing. The
Contractor shall submit test reports of the testing which include the project name,
manhole tested, data on testing (vacuum pressure, test duration, etc.), and whether the
manholes passed or failed the test. Test reports must be submitted for failed tests
with the reason for failure noted on the report. The Engineer shall sign all test reports
to document that he was present for the testing. Any manhole that fails the vacuum
test shall be repaired and retested immediately by the Contractor at no additional cost.
There shall be no groundwater infiltration or other leakage (active or previously
active) through the manhole walls, benches, inverts or pipe connections at the
manholes after it has been lined. If leakage is found, it shall be eliminated with an
appropriate cement mortar, grout or sealant as recommended by the manufacturer and
approved by the Engineer at no additional cost to the Owner. Injection grouting may
be required to stop leaks around the pipe connections or in the invert channel or
benches. The Engineer's decision on how defective lining is repaired shall be final. If
any defective lining is discovered after it has been installed or during the warranty
period, it shall be repaired or replaced in a satisfactory manner at no additional cost to
the Owner. Repaired manholes including those repaired during the warranty period
shall be vacuum tested at no additional cost to the Owner.
Payment shall not be made for the installed cementitious lining and/or epoxy until (1)
the manhole passes the vacuum test and (2) the final post -rehabilitation television
inspections of the installed CIPP connecting to the manhole as specified elsewhere in
these Special Provisions are approved by the Engineer (where applicable).
5. Reference Standards: The following American Society for Testing and Materials
(ASTM) standards are referenced herein:
ASTM C78 Standard Test Method for Flexural Strength of Concrete
ASTM C94 Standard Test for Ready Mix Concrete
ASTM C 109 Standard Test Method for Compressive Strength of Hydraulic Cement
Mortars
ASTM C234 Standard Test Method for Comparing Concretes on the Basis of the
Bond Developed with Reinforcing Steel
ASTM C267 Standard Test Method for Chemical Resistance of Mortars, Grouts, and
Monolithic Surfacings
ASTM C321 Standard Test Method for Bond Strength of Chemical- Resistant
Mortars
v1.0 09/12/13 22

ASTM C496 Standard Test Method for Splitting Tensile Strength of Cylindrical
Concrete Specimens
ASTM C596 Standard Test Method for Drying Shrinkage of Mortar Containing
Portland Cement
ASTM C666 Standard Test Method for Resistance of Concrete to Rapid Freezing and
Thawing
ASTM C827 Standard Test Method for Change in Height at Early Ages of
Cylindrical Specimens from Cementitious Mixtures
ASTM C882 Test Method for Bond Strength of Epoxy -Resin Systems Used With
Concrete by Slant Shear
ASTM C952 Standard Test Method for Bond Strength of Mortar to Masonry Units
ASTM C 1072 Test Method for Measurement of Masonry Flexural Bond Strength
ASTM C1244 Standard Test Method for Concrete Sewer Manholes by the Negative
Air Pressure (Vacuum) Test
C. PIPE BURSTING
1. Qualifications: The Contractor shall be fully experienced in installing HDPE via pipe
bursting methods. The pipe bursting equipment and method of installation shall be
the Grundocrack and Grundoburst Systems as manufactured by T.T. Technologies,
Inc.; the InneReam Pipeline Replacement System by Nowak Pipe Reaming, Inc.; or
approved equal.
Contractors must obtain all licensing required to use the particular technology
proposed for this work. Proof of licensing must be provided prior to any pipe
bursting taking place. Personnel directly involved with installing the new pipe shall
receive training in the proper methods for handling and installing the HDPE pipe.
Training shall be performed by a qualified representative.
The Contractor shall be experienced with installing HDPE pipe using the pipe
bursting method and shall be certified by the particular Pipe Bursting System
Manufacturer that the Contractor is a fully trained user of the pipe bursting system.
Contractor shall provide proof to the Engineer of having successfully installed a
cumulative footage of replacement sewer by means of pipe bursting equal to or
greater than 10,000 linear feet of HDPE pipe using the particular Pipe Bursting
System Manufacturer proposed on the Bid Form.
v1.0 09/12/13 23

The Contractor shall hold harmless and defend the City and the Engineer in any legal
action resulting from patent infringements by the Contractor. The Contractor shall be
solely responsible for obtaining any necessary licenses and paying any applicable
patent fees.
2. Submittals: The Contractor will submit the following information:
a. Shop drawings, catalog data, and manufacturer's technical data showing
complete information on material composition, physical properties,
dimensions of new pipe and fittings and calculations and assumptions used
to support the proposed pipe wall thickness design. Include manufacturer's
recommendations for handling, storage, installation and repair of damaged
pipe and fittings.
b. Method of construction and restoration of existing sewer service
connections if different from the details in the Plans.
C. Pipe installation training certification for employees installing and fusing
pipe on the project.
d. Plans and procedures for wastewater flow control supplying temporary
sewer service including but not limited to withdraw/discharge points, type
and size of pumps and temporary piping, proposed fittings, security
measures, etc.
e. CCTV inspection reports and color videos made after new pipe
installation.
3. Installation: The Contractor shall perform the pipe bursting in strict accordance with
the equipment and HDPE manufacturers' specifications and recommendations. The
Contractor shall locate all utilities in the area prior to performing the pipe bursting
and shall be responsible for all restoration and damage caused by the installation,
including upheaval of the ground and damage to adjacent utilities.
Before any excavation is done for any purposes, the Contractor shall contact the
various utility companies (via NC One Call) for determining field location of existing
utilities. All work is to be completed within existing street rights -of -way or
easements. Any damage to adjacent properties that are not part of the work shall be
repaired and property restored to its original condition at the Contractor's expense.
For main sewer replacement, the Contractor shall disconnect existing service laterals
from the main sewer prior to pipe bursting to prevent excessive damage to the lateral.
After the bursting is complete, the Contractor shall connect all active service laterals
to the HDPE with a CMUD-approved strap -on saddle or connection fitting, replace
the laterals to the edge of the sewer right-of-way and install a cleanout. Reconnection
of laterals shall only occur after the HDPE replacement pipe has passed the initial air
test.
All joints shall be inspected by the Engineer before insertion. The HDPE sewer line
will be joined on site in appropriate working lengths near the launching pit.
v1.0 09/12/13 24

The new HDPE pipe shall be connected to the existing manholes in accordance with
the Standard Details for connecting liner pipes to existing manholes. The connection
shall be leak -tight. The manholes shall be rehabilitated after the pipe bursting work is
completed in accordance with the manhole lining requirements in this section of the
specifications.
Where the HDPE pipe is connected with ductile iron fittings, an HDPE flange adapter
shall be fused to the end of the pipe and the connection made with bolted flange
components, in accordance with the manufacturer's recommended procedures. Prior
to installation, the Contractor shall submit to the Engineer for review and approval,
information from the manufacturer including detailed drawing and description of the
flanged system, design capabilities/limitations, and installation procedures.
4. Testing: After installation of the replacement pipe and subsequent to connections at
manhole inlets and outlets and at service laterals, the replacement pipe shall be air
tested under low pressure as follows:
The pipe shall be plugged at each manhole with pneumatic plugs. The design of the
plugs shall be such that they will hold against the test pressure without requiring
external blocking or bracing. One of the plugs shall have three air hose connections:
one for inflating of the plug, one for reading the air pressure in sealed line, and one
for introducing air into the sealed line.
Low pressure air shall then be introduced into the sealed line until the internal air
pressure reaches 4.0 psig greater than the average back pressure resulting from any
ground water that may be over the pipe. At least two minutes shall elapse to allow the
pressure to stabilize.
The time required for the internal pressure to decrease from 3.5 to 2.5 psig greater
than the average back pressure resulting from any ground water that may be over the
pipe, shall not be less than the time shown for a given pipe diameter in the following
table:
Carrier Pipe Diameter Minimum Elapsed Time
(Inches) (Minutes)
8 4
10 5
12 6
15 7
18 8
After the replacement pipe has been secured and finished at manhole inlets and
outlets and service lateral connections, lateral lines, and cleanouts have been installed,
the Contractor shall perform leak testing in accordance with the CMUD Design
Manual.
v1.0 09/12/13 25

D. INJECTION GROUTING
I. Qualifications: The Contractor performing the work shall be fully qualified,
experienced and equipped to complete this work expeditiously and in a satisfactory
manner. The Contractor, as a company, must have at least three years of experience
with the product and shall have successfully installed a grout product in a minimum
of 250 manholes as documented by verifiable Owner references. Further, the
Contractor's proposed superintendent/foreman for the work under this Contract shall
have successfully installed the product in a minimum of 100 manholes as documented
by verifiable Owner references. The Contractor shall submit information to
demonstrate that he meets the experience requirements.
2. Delivery, Storage and Shipping_ Care shall be taken in shipping, handling and
placing to avoid damaging the product. Any product damaged in shipment, showing
deterioration, or which has been exposed to any other adverse storage condition that
may have caused damage, even though no such damage can be seen, shall be marked
as rejected and removed at once from the work. While stored, the products shall be
adequately packaged and protected. The products shall be stored in a manner as
recommended by the manufacturer.
3. Installation: The Contractor shall clean each sewer manhole to be treated as
appropriate and shall dispose of any resulting material. The cleaning shall be
performed using a high power jet wash at a minimum of 3500 psi water pressure to
remove all dust, biological growths, grease, oil, paint or any other surface
contaminants or coatings. As appropriate, roots shall be removed by manually cutting
the roots from inside the manhole.
The Contractor shall notify all property owners who discharge sewage directly to the
manhole being rehabilitated 72 hours in advance, giving the date, start time and
estimated completion time for the work being conducted and the impacts to the
property owner.
The Contractor shall bypass pump sewage flows around the manhole when the work
is being performed if necessary. Contractor shall submit a detailed bypass pumping
plan to the Engineer prior to starting any work.
The Contractor shall furnish and place grout in each manhole as identified by the
Engineer. The installation of the grout shall be in complete accordance with the
manufacturers' specifications.
4. Acceptance Tests: Field acceptance of the grout shall be based on the Engineer's
visual inspections, the Engineer's evaluation of the appropriate installation, and the
absence of any visible active leaks in the general area of the original leak location or
within the same pre -cast manhole joint.
v1.0 09/12/13 26

If the Engineer has to enter the manholes to inspect the work, the Contractor shall
provide forced air ventilation, gas monitors and detectors, harnesses, lights, confined
space entry permits, etc. for the Engineer or Owner to enter the manhole and perform
the inspection in complete accordance with OSHA requirements at no additional cost
to the Owner.
There shall be no groundwater infiltration or other leakage (active or previously
active) at or near the original leak location or within the same the pre -cast manhole
joint after it has been repaired. If leakage is found and deemed to be a direct result of
the original repair as determined by the Engineer, it shall be eliminated as approved
by the Engineer at no additional cost to the Owner. The Engineer's decision on how
additional leak(s) are repaired shall be final. If any additional leaks are discovered
after it has been installed or during the warranty period, they shall be repaired in a
satisfactory manner at no additional cost to the Owner.
v1.0 09/12/13 27

VIDEO INSPECTION OF SANITARY SEWER SYSTEM
The purpose of this section is to provide the Contractor with specific guidelines pertaining to the
closed circuit television (CCTV) inspection of CMUD sanitary sewer mains and manholes. The
Contractor shall fully comply with the provisions of this section, and with any provisions
pertaining to CCTV inspections contained in the project -specific special provisions (if any). In
the event of conflicting requirements, the more restrictive shall apply.
A. CCTV DIGITAL VIDEO INSPECTIONS
The camera equipment used for the CCTV inspections shall be one specifically designed
and constructed for such inspection. Lighting for the camera shall be suitable to allow a
clear picture for the entire periphery of the pipe. The camera shall be a color, pan -and -tilt
camera. The Contractor shall submit a sample television inspection so that the Contractor
and Engineer can agree on performance and quality of the inspections which must be
met. Sewers not inspected to the Engineer's satisfaction shall be re -inspected by the
Contractor at no additional cost to the Owner.
All cameras shall move through the main sewers via self -powered tractor assemblies — no
skid assemblies shall be permitted. The tractor assemblies used for the inspections shall
be the appropriate size assembly for the pipe being televised according to the
manufacturer of the television equipment. For example, an 8-inch tractor assembly shall
be used to televise 8-inch-diameter sewers.
The camera shall move through the sewers in either direction at a uniform rate but not
greater than 30 feet per minute. The camera shall be stopped at major defects and service
connections and shall be panned, tilted and rotated to fully view the defects and
connections. All such inspections shall be documented on computer -generated logs.
Particular attention should be paid to service connections and whether the services are
active or plugged.
The inspections shall be complete from manhole to manhole without the need for reverse
setups unless approved otherwise by the Engineer. If, during the work, the CCTV
inspection is blocked by debris, a protruding lateral or sewer system defect, the
Contractor shall remove the blockage or repair the defect as authorized by the Engineer
and then continue the inspection.
If the Contractor's cleaning or television equipment becomes lodged in the sewers during
the work, the Contractor shall be responsible for removing the equipment, including
excavation of the sewer, and paying all costs associated with the removal unless
otherwise agreed to by the Engineer (for example, if the equipment is hung in pipe with
major structural damage that definitely needs to be repaired, the Engineer may agree to
pay for removing the equipment).
The inspections shall begin at the center of the manhole, shall clearly show the pipe
connection of the sewer to be inspected at the manhole and shall pan and tilt around the
v1.0 09/12/13 28

manhole to provide a clear view of the manhole and all pipe connections. At every
downstream manhole, the camera shall be panned and tilted within the manhole to
provide a clear view of the manhole and all pipe connections.
The television inspection shall include video documentation and computer generated logs
to document the inspection. The camera shall be panned, tilted and rotated at any defects
and at service lateral connections for a complete video documentation. Footages and
locations of any defects and service laterals shall be documented. The entire lateral
opening shall be clearly shown.
The accuracy of the measurements cannot be stressed too strongly. Daily calibration of
measuring devices shall be performed. Sewer lengths shown and reported on the CCTV
inspection tapes and logs shall be within 3 feet (plus or minus) of the actual sewer length
as measured above ground from center of manhole to center of manhole. CCTV
inspections that do not meet this criteria shall be re -performed and re -submitted to the
Engineer at no additional cost to the Owner.
The maximum flow depth for CCTV inspection work is 25% of the pipe diameter or as
approved by the Engineer. The Contractor may be required to perform inspections during
off-peak hours (night inspections) if specifically requested by the Engineer to achieve this
maximum flow standard.
B. DIGITAL VIDEO FORMAT
All televised sewer inspections performed (including sewer laterals) shall be submitted to
the Engineer in electronic (digital) format. All inspections performed will be imported
into CMUD's LT.pipes inspection software. The import tools used by CMUD will not
function properly if data is not submitted in the exact format required below.
All inspections shall be performed using LT.pipes software in the field. LT.pipes must be
installed in the truck that is performing the television inspections and used for the live
field inspections. If LT.pipes with the specific CMUD template is not in the truck(s), the
work shall immediately cease until it is installed in the truck(s) to be used during the
inspection process.
The contractor must use the LT.pipes CMUD template available from LT.pipes. This
template contains all correct data entry fields, all observation inputs and required
parameters, template settings for overlay control and setup, and other settings. The
Contractor shall obtain the template prior to performing any CCTV inspections.
Inspections performed without using the CMUD template will be rejected, and the
Contractor will have to re -perform the inspections at no cost to the City.
WMV recording with embedded meta -data is required. Each submittal to the Engineer
shall include the LT.pipes software database file within the approved structure along with
the WMV video files. The Contractor shall make all adjustments necessary to adhere to
the required format specified herein including performing the work using the required
v1.0 09/12/13 29

software at no additional cost to the City. After the first submittal, the Engineer will
notify the Contractor of any required changes in the data and file format, and the
Contractor shall make such modifications at no additional cost.
The digital recording shall include both audio and video information that accurately
reproduces the original picture and sound of the video inspection. The video portion of
the digital recording shall be free of electrical interference and shall produce a clear and
stable image. The audio portion shall be sufficiently free of background and electrical
noise as to produce an oral report that is clear and discernible.
1. Video Overlay: The video shall include overlay/text display with an initial display
screen and with a continuous running screen. Each inspection start shall include
overlay display of section details including at a minimum:
1. Owner Name
2. Project Name
3. Contractor Name
4. Street Name (if applicable)
5. Date/Time of Inspection
6. MH Start #/MH End #
7. Pipe Material
8. Pipe Size
9. Direction of Video
10. Weather or Flow Level
11. Pipe Identifier Number
The continuous running screen shall include a constant display of the street name,
MH start #/MH End #, date and distance shall appear on screen. The CCTV inspector
shall move or remove overlay display accordingly so it does not interfere with the
inspection review of particular observations/defects as the inspection is occurring.
As an observation/defect is noted by the inspector, a text display shall appear with the
text describing the observation/defect. Text shall display for 4-5 seconds.
Distance shall appear continuously in the lower right corner of the video image as the
camera is traveling down the line.
It is imperative that distance is accurate. The CCTV inspector shall calibrate/test
footage at the beginning of each day as incorrect footage will result in return of
inspections.
2. Video Format: Completed work shall consist of WMV video files captured live off
the inspection camera.
Each pipe inspection's observations shall be related to a time point within the video.
Each pipe inspection WMV file shall have a related text file, with an identical name
v1.0 09/12/13 30

but different extension on the file. This file shall contain the distances of each
observation and the related time point for that observation.
During the inspection, the video file recording shall pause as the operator selects the
observation/defect notation, eliminating "on hold" video.
The WMV files shall be named as follows:
EXAMPLE:
Pipe ID is GM-31619 and manhole numbers are (Upstream) MH-249417 to
(Downstream) MH-249341
Then, the video filename = GM-31619_249417_249341.wmv
The video file resolution shall be 640 x 480
The audio shall be included within the WMV and not as a separate file.
3. Video Media: The database file and the corresponding video files shall be submitted
to the Engineer on DVD, flash drive or portable external hard drives. One copy of the
printed logs (in color) that correspond to the inspections shall be submitted to the
Engineer. The Engineer will return the hard drive to the Contractor after the
inspections have been reviewed.
Each submittal to the Engineer shall include a transmittal letter, listing the file names
and all sewer segments and video files included on the hard drive.
4. Customized Data Fields: CMUD has developed customized data fields for its viewing
software. The Contractor will be required to use these data fields, without any
modifications, to enter project information for each inspection. These data fields are
available for download from I.T.pipes.
Observations for each inspection shall include:
• Observation distance (part of the CMUD catalog)
• Observation defect/description (part of the CMUD catalog)
• Counter time observation occurs within digital video (part of the CMUD
catalog)
• Severity rating for each observation/defect (part of the CMUD catalog)
• Infiltration rating (part of the CMUD catalog)
5. PACP: All work submitted by the Contractor shall be completed by PACP Certified
professionals. A current PACP certification number shall be included for each person
creating/gathering inspection reports. All work shall be performed using CMUD's
PACP format. The Contractor shall use CMUD's template in LT.pipes so the format
is correct. Note that CMUD's module is different from the standard PACP module.
v1.0 09/12/13 31

CHEMICAL ROOT CONTROL
The purpose of this section is to provide the Contractor with specific guidelines pertaining to the
use of chemical root control within Charlotte -Mecklenburg Utilities sanitary sewer system. The
goal of chemical root control is to kill the root growth present in the mains and to inhibit re-
growth, without damaging the vegetation producing the roots. The Contractor shall fully comply
with the provisions of this section, and with any provisions pertaining to chemical root control
contained in the project -specific special provisions. In the event of conflicting requirements, the
more restrictive shall apply.
A. POLUTION LIABILITY INSURANCE
In addition to all other insurance required in these General Conditions or by law, the
Contractor shall purchase and maintain with a company acceptable to the City and
authorized to do business in the state of North Carolina, pollution liability insurance for
limits of not less than $2,000,000. This coverage shall protect against claims for
damages for bodily or personal injury, sickness or disease, including death, and from
claims for damages to property and/or the environment, which may arise directly out of
the use of chemicals and/or pollutants.
B. PRODUCT REQUIREMENTS
The chemical root control treatment material shall be EPA registered and labeled for use
in sewer lines and acceptable to the State agency having jurisdiction over its use. The
Contractor shall submit a specimen product label of the material to be used in treatment
process to the Engineer. The chemical agent shall be non -systemic, which will not
permanently affect parts of trees distant from the treated roots. Diquat dibromide is the
accepted chemical root control agent. Razorooter II, or approved equal, is the accepted
root control product.
C. QUALIFICATIONS
Chemical root control shall be performed by a company with not less than five years of
experience in providing the required root control services, employing experienced
workers and experienced supervisory personnel. Supervisory personnel shall have not
less than three years of experience in providing the required services, backed up with
project references, and shall be present at the jobsite during all work related to the
required services.
The Contractor, as well as the specific individual(s) mixing and applying the chemicals,
shall be licensed in the State of North Carolina to apply the approved chemical agents for
the purpose of sanitary sewer root control. Supervisory personnel shall have treated a
minimum of 500,000 if of sanitary sewer lines using the approved products within the
last 3 years, backed up with project references and shall remain on site at all times while
the mixing and application process is under way.
v1.0 09/12/13 32

The Contractor is directed to ensure compliance with all Federal, State and Local
ordinances pertaining to chemical root control. Particular attention shall be paid to those
laws and ordinances relating to transportation of material (DOT), the application of sewer
chemical root control herbicides (US EPA), and traffic safety regulations. The
Contractor's Federal DOT number and material EPA registration number must be
submitted with bid.
D. APPLICATION AND TREATMENT
The Contractor shall carry out all preparatory work, flow control, mixing and application
procedures as described below:
1. Preparatory Procedures: At the beginning of each day, the Contractor shall bring
equipment, chemicals and supplies to the project site (area to be treated). The
Contractor shall not use streets, right-of-ways, individual property owner lands, or
easements as staging areas. At the end of each day, Contractor shall remove all
equipment, chemicals and supplies from the project site.
No cleaning is allowed in lines prior to chemical root treatment unless extensive
grease, root masses, or debris preclude proper application of the material.
2. Flow Control: Generally, sewer service shall not be interrupted during root control
treatment. In situations where it is necessary to shut down upstream pumping stations
or block/bypass upstream flows, the Contractor shall coordinate his activities with the
Engineer and do the work at night or during periods of low flow. The entire
procedure of maintaining existing flows shall be fully discussed with the Engineer
well in advance of the interruption of any flow. Sewer system overflows will not be
tolerated. All fines imposed on the Owner and associated with overflows caused by
the Contractor's work shall be paid by the Contractor
3. Mixing Procedures: All materials shall be delivered to the site in undamaged,
unopened containers bearing the manufacturer's original label. Mixing of the root
treatment material shall be done at the time of application. The water used shall be
clear and free of acid, alkali, oxidizing agent, oil, or other organic materials. Mixing
water temperature shall be between 40°F and 80°F. Mixing of root treatment with
water must be accomplished immediately before injection of foam into sewer line.
4. Application Procedures: Where conditions permit, the volume of foam shall be
sufficient to completely fill the air space above the flow, manhole to manhole. In all
cases, the volume of foam delivered to the sewer line shall be sufficient to attach to
and permeate all root masses. The foam shall be applied at sufficient pressure to
penetrate several feet into service connections. The hose insertion method is the most
common and preferred of foam application. Use of any other method must be
approved by the Engineer.
5. Protection of Wastewater Treatment Plans: The Contractor shall take all steps
v1.0 09/12/13 33

necessary and appropriate to prevent adverse effects on wastewater treatment plant
operations during the application process.
Notwithstanding the requirement that the active ingredient shall not adversely effect
wastewater treatment plant operations, in the event that a wastewater treatment plant
experiences any reduction in operating efficiency during the execution of the contract,
the Contractor shall immediately suspend all applications, at the direction of the
Engineer. The Contractor shall continue operations only after problems at the
wastewater treatment plant have been corrected to the satisfaction of CMUD's
Environmental Division. CMUD reserves the right to suspend or terminate the
chemical root control contract at any time for any reason.
The Contractor shall be limited to the amount of line footage treated per day in any
one treatment plant basin and shall adhere to the following production schedule:
Diquat Dibromide Basin Limits
Irwin Creek WWTP Basin — 6,800 ft/day
Mallard Creek WWTP Basin — 6,800 ft/day
Sugar Creek WWTP Basin — 8,000 ft/day
McAlpine Creek WWTP Basin — 13,600 ft/day
McDowell Creek WWTP Basin — 2,250 ft/day
CMUD reserves the right to reduce or add to these production limits if deemed
necessary or appropriate.
All CMUD wastewater treatment plants are required to perform toxicity testing on a
quarterly basis, more often if any of these tests fail. If directed by the Engineer, the
contractor may be required to suspend treatment during the testing periods. The
testing schedules for the various plants are as follows:
Irwin Creek and McDowell Creek WWTPs — January, April, July and October
Sugar Creek and Mallard Creek WWTPs — February, May, August and November
McAlpine Creek WWTP — March, June, September and December
If needed, CMUD will make every effort to provide ample work in the various basins
as to not impact production during testing periods.
The Contractor shall maintain daily contact through e-mail with the CMUD's
Environmental Division representative Shannon Sypolt at [e-mail]
and shall communicate to Mr. Sypolt the dosing concentration and quantities, the area
being treated, as well as linear footage treated for the day. The Contractor shall also
provide Mr. Sypolt with a schedule of areas to be treated, which shall be updated as
needed.
E. POST -TREATMENT INSPECTION AND WARRANTY
v1.0 09/12/13 34

The Contractor shall provide a written guarantee that meets or exceeds any claims or
warranties made by the manufacturer in published advertising. As a minimum, the
Contractor shall guarantee that no blockages due to roots will occur in pipes treated by
the Contractor for a period of three years, from the date that treatment is performed on
the pipe. The Contractor shall also guarantee that the chemical treatment foam likewise
kills all roots in the service laterals, at least past the tee connection point of the lateral to
the main line. Any treatment foam entering a building is unacceptable and will not be
tolerated. The Contractor shall also guarantee no adverse impacts to plants and trees as
well as wastewater treatment facilities operations.
No less than 3% of the total length of sanitary sewer lines treated shall be inspected via
closed circuit television (CCTV). CCTV inspection shall occur no sooner than six
months following treatment of the sanitary sewer. The Engineer shall choose which
sanitary sewer mains are to be inspected and provide system maps identifying those
mains to the Contractor. If any section of the sanitary sewer mains inspected is
unacceptable to the Engineer, the Contractor shall retreat the section and inspect another
main by CCTV of equal length at no charge.
v1.0 09/12/13 35

Exhibit H
Charlotte Water Standard Detail A
- Rehabilitation of Existing
Manholes

IN ^ THICK CEMEN71TIOUS LINER
N VERTICAL WALL TO * ABOVE
.VE
� �
BOTTOM OF FRAME
SEE NOTES » 2 2 « »
MIN. 2 fE
EXISTING INVERT ANNE
»4»?»#«ft «#<fec <c
R-i In Will z \
�

1. MANHOLE SHOWN IS A TYPICAL SHAPE. HOWEVER, MANHOLE SHAPES WILL VARY.
CONTRACTOR SHALL DETERMINE ACTUAL SHAPE. UNIT PRICES BID SHALL COVER ANY
SHAPE.
2. BID ITEMS ARE INCLUDED FOR COATING EXISTING 4—FOOT, 5—FOOT, AND 6—FOOT
DIAMETER MANHOLES WITH ANY SPECIFIED MATERIAL AND WITH HYDROGEN —SULFIDE
RESISTANT MATERIAL. THE ENGINEER WILL SPECIFY THE REQUIRED MATERIAL FOR EACH
MANHOLE.
3. CEMENTITIOUS LINER SHALL NOT BE INSTALLED UNTIL ALL MAIN SEWER, SERVICE
LATERAL WORK WITHIN THE MANHOLE, AND OTHER MANHOLE REHABILITATION WORK IS
COMPLETED.
r 'a r •r i im
CONTRACTOR SHALL PROVIDE BYPASS PUMPING AS REQUIRED WHILE REHABILITATING
MANHOLES. BYPASS PUMPING MUST BE PERFORMED WHEN COATING THE INVERT
CHANNELS WITH GROUT. NO MATERIAL SHALL BE ALLOWED TO ENTER THE SEWERS.
5. PROVIDE ADDITIONAL CEMENTITIOUS MATERIAL AS NECESSARY TO PROVIDE A MINIMUM
2'° FALL FROM THE MANHOLE WALL TO THE INVERT CHANNEL. ANY AND ALL
ADDITIONAL CEMENTITIOUS MATERIAL REQUIRED TO PROVIDE THE 2" FALL SHALL BE
INCIDENTAL TO THE WORK AND SHALL BE INCLUDED IN THE UNIT PRICE BID FOR THE
CEMENTITIOUS COATING. THE CONTRACTOR IS ADVISED THAT MOST OF THE EXISTING
BENCHES ARE FLAT. PROVIDE CHANNEL IN BENCHING FOR SEWERS ENTERING MANHOLES
ABOVE BENCHING. CHANNEL TO PROVIDE SMOOTH TRANSITION TO MAIN INVERT
CHANNEL.
6. COAT INVERT CHANNELS WITH A QUICKSET NON —SHRINK GROUT TO PROVIDE A
CONSTANT SLOPE BETWEEN INLET AND OUTLET SEWERS WHEN SPECIFIED/REQUIRED BY
THE ENGINEER. PROVIDE ADDITIONAL MATERIAL AS NECESSARY TO PROVIDE A UNIFORM
INVERT CHANNEL THROUGH THE MANHOLE. THE WIDTH OF THE UNIFORM CHANNEL
SHALL BE EQUAL TO THE INCOMING AND OUTGOING PIPE DIAMETERS. THE FINISHED
CHANNEL SHALL BE SMOOTH AND FREE OF BURRS THAT WILL CATCH TOILET PAPER,
DEBRIS, RAGS, ETC. SEE NOTE 6.
T. AT WALL/BENCH INTERFACE, INSTALL ADDITIONAL CEMENTITIOUS MATERIAL TO PROVIDE
A SMOOTH TRANSITION FROM THE WALL TO THE BENCH AS SHOWN. MATERIAL SHALL
BE MONOLITHICALLY APPLIED WITH THE WALL AND BENCH MATERIAL.
B. THE ENGINEER WILL SPECIFY MANHOLE BENCHES AND INVERT CHANNELS THAT ARE
REQUIRED TO BE RE —BUILT. THE ENGINEER WILL DETERMINE SUCH WORK BASED ON
MANHOLE INSPECTIONS. RE —BUILDING MAY BE REQUIRED IF THERE IS NO BENCHING,
AND NO DEFINED INVERT CHANNEL OR IF THE EXISTING INVERT CHANNEL IS MORE THAN
6 INCHES WIDER THAN THE INCOMING AND OUTGOING PIPE DIAMETERS. EXISTING INVERT
CHANNELS THAT ARE LESS THAN 6 INCHES WIDER THAN THE INCOMING/OUTGOING PIPE
DIAMETERS SHALL BE NARROWED TO PROVIDE A UNIFORM CHANNEL PER NOTE 6 AS
PART OF THE MANHOLE REHABILITATION WORK AND AT NO ADDITIONAL COST. BENCHES
AND INVERTS SHALL BE IN ACCORDANCE WITH CMUD STANDARD SPECIFICATIONS AND
DETAILS. SEE NOTE 6.
9. ALL REHABILITATED MANHOLES SHALL BE VACUUM TESTED IN ACCORDANCE WITH ASTM
C-1244 EXCEPT THAT THE MINIMUM TEST TIME SHALL BE 1 MINUTE. VACUUM TESTING
SHALL BE PERFORMED AFTER ALL MANHOLE REHABILITATION WORK IS COMPLETE.
TESTING SHALL INCLUDE VACUUM TESTING THE FRAME —CHIMNEY INTERFACE.
CONTRACTOR TO PERFORM ALL MANHOLE REHABILITATION WORK NECESSARY IN ORDER
TO PASS THE VACUUM TEST. THE CONTRACTOR SHALL REPAIR ALL LEAKS AND SHALL
RE —TEST MANHOLES THAT FAIL THE VACUUM TEST REGARDLESS OF THE REASON FOR
THE FAILURE (INCLUDING LEAKS AT THE FRAME —CHIMNEY SEAL) AT NO ADDITIONAL
COST TO THE OWNER.
10. THE ENGINEER WILL SPECIFY MANHOLES TO RECEIVE
AN EXTERIOR COATING OF MORTAR. THE MORTAR
SHALL BE SPECIALLY DESIGNED FOR INSTALLATION ON
VERTICAL, EXPOSED SURFACES AS RECOMMENDED BY
THE MORTAR MANUFACTURER. THE MORTAR SHALL BE
USED TO REPAIR BROKEN OR CRACKED MORTAR AND
TO PATCH HOLES IN EXPOSED WALLS. ALL OLD,
CRACKED MORTAR SHALL BE COMPLETELY REMOVED
AND THE SUBSTRATE SURFACE SHALL BE CLEAN AND
DRY PRIOR TO INSTALLING NEW, 1—INCH THICK
MORTAR. MORTAR TO BE HB2 REPAIR MORTAR BY
THOROC, SIKATOP 123 BY SIKA CORPORATION OR
APPROVED EQUAL.

Exhibit
Charlotte Water Standard Detail B
—Typical Point Repair

r-JAITIAt �+
• '
� 4.
«:.r .' .—• 'fir � e
ffm

r
1. THE SEQUENCE OF WORK FOR PERFORMING POINT REPAIRS SHALL BE AS FOLLOWS:
A BYPASS PUMP FLOWS AROUND POINT REPAIR SEGMENT.
S. EXCAVATE TO 8* BELOW EXISIING SE
EXISTINGC. NEATLY CUT EMSTING SEWER AT EACH END OF POINT REPAIR AND REMOVE
E` COMPLETELY.
CONSTANTD. INSTALL #67 STONE TO SEVIER INVERT ELEVATION AND COMPACT.
I— INSTALL NEIN DIP SEWER AT A SLOPE BETWEENk
EXISTING PIPE ENDS CONNECT THE NEW SEWER TO THE EXISTING WITH RUBBER
SLEEVE COUPLINGS. REMOVE STONE BEDDING AS REQUIRED TO INSTALL PIPE
AND t D. UNDER WITH PIPESTONE.
F. RETURN FLOWTHROUGH t PIPG. BACKFILL E.
COMPACT ♦.
2. UNDER PAVED SURFACES ONLY, CONTRACTOR SHALL REMOVE EXCAVATED SOIL AND
DISPOSE OF IT OFFSTE. CONTRACTOR SHALL IMPORT ABC STONE OR PIT GRAVEL
FOR 13ACKnLUNG FROM TOP OF #57 STONE M PAVEMENT SUBGRADE. PAYMENT FOR
ABC STONE OR PIT GRAVEL SHALL BE BASED ON THE LENGTH OF POINT REPAIR.
ALL r OF #RK SHALL BE INCLUDED IN THE UNIT PRICES BID.
3. SERVICE LATERALS LOCATED VATHIN POINT REPAIR SEGMENTS SHALL BE CONNECTED
M NEW SEVIER WITH A DIP TEE.REFER T0, DETAIL
4, LENGTH OF POINT REPAIR WILL 13E DETERMINED BY THE CONTRACTOR AND/OR THE ENGINEER
AFTER REVIEWING THE TELEVISION INSPECTION TAPES AND LOGS. THE CONTRACTOR
SHALL EXTEND POINT REPAJRS IN THE FIELD AS NECESSARY AND APPROVED BY THE
ENGINEER TO CONNECT TO SOLID PIPE.
5. THE CONTRACTOR SHALL USE A TRENCH BDX OR SHEETING AND SHORdNG IN ACCORDANCE
WITH OSHA FtEGULAllONS TO SUPPORT THE TRENCH WALLS DURING THIS WORK.
THE CONTRACTOR WILL NOT BE ALLOWED TO SLOPE TRENCH WALLS.
6. REFER TO DETAIL E FOR
•,

Exhibit J
Charlotte Water Standard Detail C
- Rehabilitation of Manhole Walls
and Top Section

24m OR 300 CAM -LOCK WATERTIGHT
FRAME« AND COVER FRAME « CAST
INTO FLAT -TOP C\ ON
SEE NOTE /
/4* CHAMFER ALL AROUND
GROUT ALL OUTSIDE »m..
BO \ WITH
< »
NON -SHRINK GROUT . «
to
2TYP 120
FINISHEDE I
CONCRETE C COLLAR R . ALL . AROUND
JOINT- SEE NOT f
R1 d »fd?>
r7
iiiiiiiiiiiij1< < * ».
TAI2 fir STUB -OUT
; NOTE.9
I
�
a
E)(»2 < MANHOLE STEPS � \INSIDE JOINTGROUT
WHERE APPLICABLE �XL yi d / �
»:: MANHOLE / % \_� / \' INSTALL 2 PIECES BUTYL
ISER
SEE««: ■t CT WHERE POSSIBLE 4 w yid <� §\? 2 .
CHARLOTTE, NORTH CAROLIKA
REHABILITATION O MANHOLE WALLS
AND TOP SECTION
(PAGE 1 7 M
NT T IL Na
N� Da e By R sbn deL-pp-rovedd By

1. WORK SPECIFIED IN THIS DETAIL SHALL BE PAID UNDER BID ITEM 6. ALL WORK AND MATERIALS
TO BE IN ACCORDANCE WITH CMUD'S STANDARD SPECIFICATIONS AND DETAILS.
2. THIS DETAIL DEPICTS AN EXISTING BRICK MANHOLE WITH A TYPICAL CHIMNEY SECTION.
SOME MANHOLES MAY BE PRECAST CONCRETE WITH CONE SECTIONS.
3. CONTRACTOR TO MEASURE THE INSIDE DIAMETER OF EXISTING MANHOLE TO SELECT
APPROPRIATE DIAMETER OF NEW RISERS.
4. CONTRACTOR TO REMOVE EXISTING WALLS TO SOLID STRUCTURE (TO AT LEAST BELOW THE
CONE OR CHIMNEY SECTION) OR TO THE SPECIFIED LOCATION. THE LIMITS OF REMOVAL
SHALL BE APPROVED BY THE ENGINEER IN THE FIELD. CONTRACTOR TO ALSO REMOVE EXISTING
FRAMES AND COVERS, VENT PIPES AND ALL APPURTENANCES, STEPS, ETC. CONTRACTOR TO
DISPOSE OF ALL MATERIALS OFF -SITE,
NO DEBRIS SHALL BE DROPPED INTO THE SEWER, IF DEBRIS ENTERS THE SEWER, THE CONTRACTOR
WILL BE REQUIRED TO CLEAN THE SEWER AT NO ADDITIONAL COST TO THE OWNER.
5. CONTRACTOR TO INSTALL NEW RISER SECTIONS AS NECESSARY TO EXTEND THE MANHOLE TO THE
SPECIFIED/APPROVED ELEVATION. ENGINEER SHALL APPROVE FINAL ELEVATIONS IN THE FIELD.
BOTTOM RISER TO BE PROVIDED WITH A FLAT JOINT UNLESS OTHERWISE APPROVED.
6, CONTRACTOR TO SEAL NEW RISER SECTION/EXISTING WALL JOINT TO PROVIDE A LEAK -TIGHT JOINT,
THE CONTRACTOR SHALL PERFORM ALL WORK NECESSARY TO PROVIDE A LEAK -TIGHT SEAL.
WHERE POSSIBLE, BUTYL RUBBER SEALANT SHALL BE PROVIDED UNDER THE NEW RISER SECTION.
IN ALL CASES, A CONCRETE COLLAR SHALL BE POURED AROUND THE JOINT. COLLAR TO BE MINIMUM
6 INCHES WIDE AND 12 INCHES HIGH CENTERED ON JOINT ALL AROUND.
ON THE INSIDE OF THE JOINT, CONTRACTOR TO SEAL JOINT WITH NON -SHRINK GROUT. GROUT TO
COMPLETELY FILL JOINT AND SHALL EXTEND AT LEAST 6 INCHES EACH SIDE OF JOINT ALL AROUND.
GROUT TO BE TAPERED TO THE EXISTING WALL SECTION BELOW THE JOINT. GROUT TO 8E RESISTANT TO
HYDROGEN -SULFIDE.
1 lmm�mwlw =@=0
8. FOR FLAT -TOPS, ALL FRAMES SHALL BE CAST INTO THE FLAT -TOP SECTION UNLESS OTHERWISE
SPECIFIED. FOR CONE SECTIONS, FRAMES SHALL BE BOLTED TO THE CONE. ALL COVERS SHALL
BE CAM -LOCK WATERTIGHT COVERS UNLESS OTHERWISE SPECIFIED/APPROVED.
24-INCH-DIAMETER FRAMES/COVERS SHALL BE PROVIDED ON MANHOLES FOR SEWERS 247 AND SMALLER.
30-INCH-DIAMETER FRAMES/COVERS SHALL BE PROVIDED ON MANHOLES FOR SEWERS LARGER THAN 24'.
THE 24' AND 30' CAM -LOCK FRAMES/COVERS SHALL BE AS MANUFACTURED BY EAST JORDAN IRON WORKS,
US FOUNDRY, OR APPROVED EQUAL.
9. WHERE SPECIFIED, FLAT TOP SECTIONS SHAH BE FURNISHED WITH THE VENT PIPE CAST INTO THE TOP SECTION.
SEE CMU STANDARD SPECIFICATIONS AND DETAILS.
IF A VENT PIPE IS SPECIFIED, FURNISH VENT PIPE TO THE SPECIFIED HEIGHT (HEIGHT TO VENT OPENING) PER CMU
STANDARD SPECIFICATIONS AND DETAILS.

Exhibit K
Charlotte Water Standard Detail D
- Rehabilitation of Manhole Walls
and Top Section with Cone

FRAME AND COVER
SOLID OR WATERTIGHT AS DIRECTED
SEE NOTE 8
CONE SECTION
SEE NOTE 7
u')
12
0
z
STEPS AS
UK
SPECIFIED
FINISHED GRADE
cn
Idd
MINQ
o WIDE BUTYLRUcn
z
BW—GRADE JOINTS
CONCRETE COLLAR ND
JOINT — SEE NOTE 6
EMOVE E)OST MH
SEE NOTES 3 AND 4
EASTING MANHOLE STEPS
FILL INSIDE JOINT WITH
WHERE APPLICABLE
NON SHRINK GROUT
SEE NOTE 6
INSTALL 2 PIECES BUTYL
E)USTING MANHOLE WALL
-T—
RUBBER UNDER RISER
SEE NOTE 2
SECTION WHERE POSSIBLE —
SEE NOTE 6
E)GSTING BENCHING
MANHOLE DIAMETER VARIES —
CONTRACTOR TO DETERMINE IN FIELD
SEE NOTE 3
CHARLOTTE-MEC=NBURG UTILITIES
CHARLOTTE, NORTH CAI OUNA
REHABILITATION OF MANHOLE WALLS
AND TOP SECTION (WITH COME SECTION)
(PAGE 1 OF 2)
DETAIL NO.
DETAIL NO.
NTS
No.L2
By Date By
Revision Scale Approved By I D

1. ALL WORK AND MATERIALS TO BE IN ACCORDANCE WITH CMU's STANDARD SPECIFICATIONS AND DETAILS.
2. THIS DETAIL DEPICTS AN EXISTING BRICK MANHOLE WITH A TYPICAL CHIMNEY SECTION.
SOME MANHOLES MAY BE PRECAST CONCRETE NTH CONE SECTIONS.
3. CONTRACTOR TO MEASURE THE INSIDE DIAMETER OF EXISTING MANHOLE TO SELECT
APPROPRIATE DIAMETER OF NEW RISERS.
4. CONTRACTOR TO REMOVE EXISTING WALLS TO SOLID STRUCTURE (TO AT LEAST BELOW THE
CONE OR CHIMNEY SECTION) OR TO THE SPECIFIED LOCATION. THE LIMITS OF REMOVAL
SHALL BE APPROVED BY THE ENGINEER IN THE FIELD. CONTRACTOR TO ALSO REMOVE EXISTING
FRAMES AND COVERS, VENT PIPES AND ALL APPURTENANCES, STEPS, ETC. CONTRACTOR TO
DISPOSE OF ALL MATERIALS OFF —SITE_
i ► � "f" I i I ♦ i'
5. CONTRACTOR TO INSTALL NEW RISER AND CONE SECTIONS AS NECESSARY TO EXTEND THE MANHOLE TO THE
SPECIFIED/APPROVED ELEVATION, THE FINAL ELEVATION MAY BE HIGHER THAN, LOWER THAN OR EQUAL TO
THE EXISTING ELEVATION. THIS DETAIL ILLUSTRATES A HIGHER ELEVATION. THE CONTRACTOR SHALL
DETERMINE THE REQUIRED RISER AND CONE HEIGHTS TO MEET THE SPECIFIED ELEVATION. ENGINEER SHALL
APPROVE FINAL ELEVATIONS IN THE FIELD. BOTTOM RISER TO BE PROVIDED WITH A FLAT JOINT UNLESS
OTHERWISE APPROVED.
6. CONTRACTOR TO SEAL NEW RISER SECTION/EXISTING WALL JOINT TO PROVIDE A LEAK —TIGHT JOINT.
THE CONTRACTOR SHALL PERFORM ALL WORK NECESSARY TO PROVIDE A LEAK —TIGHT SEAL.
WHERE POSSIBLE, BUTYL RUBBER SEALANT SHALL BE PROVIDED UNDER THE NEW RISER SECTION.
IN ALL CASES, A CONCRETE COLLAR SHALL BE POURED AROUND THE JOINT, COLLAR TO BE MINIMUM
6 INCHES WIDE AND 12 INCHES HIGH CENTERED ON JOINT ALL AROUND.
i i "` i i y ► '
." i 4 i r t l� •" F i
7. NEW CONE SECTIONS TO BE INSTALLED ON TOP OF NEW RISER SECTIONS UNLESS SPECIFIED
OTHERWISE. FRAMES TO BE BOLTED ONTO CONE SECTIONS PER CMU's STANDARD DETAILS AND DETAIL G.
REFER TO DETAIL G FOR ALL WORK IN PAVED AREAS, SEE NOTE 8.
8. COVERS SHALL BE CAM —LOCK WATERTIGHT COVERS OR SOLID COVERS AS DIRECTED BY THE ENGINEER.
CAM —LOCK WATERTIGHT FRAMES/COVERS SHALL BE AS MANUFACTURED BY EAST JORDAN IRON WORKS, US
FOUNDRY, OR APPROVED EQUAL.

Exhibit L
Charlotte Water Standard Detail E
- New Pipe Connection at Manhole

it •► -M t
t t
MIN
t
1 t
; A
i- i - • t` '

Exhibit M
Charlotte Water Standard Detail F
- Service Lateral Replacement

w
RUBBER SLEEVE COUPLING
SEWER--/ WITH STAINLESS STEEL
COMPRESSION BA}
SHEAR RINGS AS MANUFACTURED
MISSIONBY ► i OR fi .
(TYP EACH E' ►WIDE)

a -. Lois -a- .a a
2. 1 ■ i".EW SEWER AT A CONSTANTSLOPE
s EXISTING PIPE ENDS.
211
�- t - �I •
5. INSTALL AND COMPACT #e7 CRUSHED STONE TO A MIN OF 1 FOOT
ABOVE THE TOP OF THE NEW SEWER PIPE, TEE, FITTINGS AND SERVICE
LATERALTO OPAVED AREAS, INSTALL
STONEAND COMPACT IMPORTED ABC STONE OR PIT GRAVEL FROM TOP OF
• PAVEMENT SUBGRADE. PAYMENT FOR ABC STONE OR PIT
GRAVEL SHALL BE BASED
UNPAVED PACT COMMON O. OF
STONE• FINISHED GRADE. RESTORE - .MATCH
CONDITIONS.
.`. TEES SHALL BE ROTATED 22 1/2 DEGREES PER D
NECESSARYINSTALL FITTINGS AS RETURN LATERAL

Exhibit N
Charlotte Water Standard Detail G
- Typical Cleanout

�
« » £
/:l r
It f I«v Z <»
»© «».-11..
°2 / »{i11 Us
903 12£ a f� k»
NEW tf ORPVC SERVICE LATERAL 6*z
2 NOTE
1.» CLEANOUT «#»<e TO BE FLUSH WTH THE FINAL « . RESTORE SURFACE TO ATC
EASTING?v.t\OS IN ACCORDANCE WITH C/ } STANDARD SPECIFICATIONS \«DD\\:<
LOCATION CLEANOUT SHALL BE t2 tf»:©# BY ENGINEER.
3. © SERVICE ;:x*z PIPE, .z»«t 2 PIPING AND FITTINGS t» t ±�: PIPE
OR PVC. » 2 SERVICE LATERALS? SHALL4\BE INSTALLED TMATCH
THE
DUCTILE
SLOPES AND CONFIGURATIONSNOTEDOTHERWISE. REFER � T DETAIL 2
4. » w1» t 2 ».* SHALL > v»»2 ±f PLUG, # #< PIPE MODEL,!« «:� « INDUSTRIES
O \f R APPROVED EQUAL
.. .. . .. . END . PIPE . .
FOR MEASUREMENT AND PAYMENT, « °«« » ? TO BEGIN AT WYE FITTING.

Exhibit O
Charlotte Water Standard Detail H
- Rehabilitation of Manhole Frame
and Cover

LANDSCAPEDPAVED AREAS
MANHOLEE AND COVER
SEE NOTES 1,5 AND 6 1®- "
MAX® T - SEE NO 4
PAC L TO GRADE NEW PAVEMENT EASING
SEED ® MU SPECM EA ENT
EXI NGGRADE
a • ■I� i i► i i, siNSTALL AND COMPACT
1F.
• -
LAI
i ► .• r --
• t rt

r
� •- E r � t a-
�.-t a r � •
r x - r r �►
� � i �� � r
s � � • • +- �
�. * r r •
� � -• e- s ► • ►- r � •- ♦ •- :f
� �t,a ►r '• :►
► � � � ►i

Exhibit P
Charlotte Water Standard Detail I -
Service Lateral Connecting to
Cured -In -Place Pipe Lining CIPP

Exhibit Q
Easement Exhibits and Property —
Specific Special Provisions