HomeMy WebLinkAboutOrdinance 6590113 West Mountain Street
Fayetteville, AR 72701
(479) 575-8323
Ordinance: 6590
File Number: 2022-0642
AMEND §51.170 STANDARD SPECIFICATIONS FOR WATER AND SEWER LINES:
AN ORDINANCE TO AMEND § 51.170 STANDARD SPECIFICATIONS FOR WATER
AND SEWER LINES AND ADOPT THE STANDARD SPECIFICATIONS FOR DESIGNAND
CONSTRUCTION OF WATER LINES AND SEWER LINES, 2022 EDITION
WHEREAS, pursuant to Ark. Code Ann. § 14-55-207, the City may adopt by ordinance technical
codes, regulations, or standards without including the full text of the regulations in the City Code; and
WHEREAS, the Standard Specifications for Design and Construction of Water Lines and Sewer
Lines, 2022 Edition has been developed to represent the culmination of several years of product
reviews and field observation of best practices.
NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF
FAYETTEVILLE, ARKANSAS:
Section 1: That the City Council of the City of Fayetteville, Arkansas hereby repeals § 51.170
Standard Specifications for Water and Sewer Lines by repealing the current version and enacting
a new § 51.170 as follows:
"The City Council adopts the Standard Specifications for Design and Construction of Water Lines
and Sewer Lines, 2022 Edition, as recommended by the Utilities Director and attached to the
enacting ordinance. All technical procedures and design standards contained therein shall be
enforceable as part of the Unified Development Code through enforcement procedures of Chapter
153 as well as § 150.12 Penalty."
PASSED and APPROVED on 8/2/2022
Page 1 Printed on 813122
Ordinance: 6590
File Number. 2022-0642
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City of Fayetteville, Arkansas 113 West Mountain Street
Fayetteville, AR 72701
(479)575-8323
Text File
File Number: 2022-0642
Agenda Date: 8/2/2022 Version: 1 Status: Passed
In Control: City Council Meetinq File Type: Ordinance
Agenda Number: CA
AMEND §51.170 STANDARD SPECIFICATIONS FOR WATER AND SEWER LINES:
AN ORDINANCE TO AMEND § 51.170 STANDARD SPECIFICATIONS FOR WATER AND
SEWER LINES AND ADOPT THE STANDARD SPECIFICATIONS FOR DESIGN AND
CONSTRUCTION OF WATER LINES AND SEWER LINES, 2022 EDITION
WHEREAS, pursuant to Ark. Code Ann. § 14-55-207, the City may adopt by ordinance technical codes,
regulations, or standards without including the full text of the regulations in the City Code; and
WHEREAS, the Standard Specifications for Design and Construction of Water Lines and Sewer Lines,
2022 Edition has been developed to represent the culmination of several years of product reviews and field
observation of best practices.
NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF
FAYETTEVILLE, ARKANSAS:
Section 1: That the City Council of the City of Fayetteville, Arkansas hereby repeals § 51.170 Standard
Specifications for Water and Sewer Lines by repealing the current version and enacting a new § 51.170 as
follows:
"The City Council adopts the Standard Specifications for Design and Construction of Water Lines and
Sewer Lines, 2022 Edition, as recommended by the Utilities Director and attached to the enacting ordinance.
All technical procedures and design standards contained therein shall be enforceable as part of the Unified
Development Code through enforcement procedures of Chapter 153 as well as § 150.12 Penalty."
City of Fayetteville, Arkansas Page 1 Printed on 81312022
City of Fayetteville Staff Review Form
2022-0642
Legistar File ID
8/2/2022
City Council Meeting Date - Agenda Item Only
N/A for Non -Agenda Item
Tim Nyander 7/14/2022 WATER SEWER (720)
Submitted By Submitted Date Division / Department
Action Recommendation:
Staff recommends approval of an Ordinance to adopt the updated Standard Specifications for Design and
Construction of Water Lines and Sewer Lines, 2022 Edition.
Budget Impact:
N/A N/A
Account Number
N/A
Project Number
Budgeted Item? No
Current Budget
Funds Obligated
Current Balance
Does item have a cost? No Item Cost
Budget Adjustment Attached? No Budget Adjustment
Remaining Budget
Purchase Order Number:
Change Order Number:
Original Contract Number:
Comments:
Fund
N/A
Project Title
$ -
Previous Ordinance or Resolution #
Approval Date:
V20210527
CITY OF
FAYETTEVILLE
ARKANSAS
MEETING OF AUGUST 2, 2022
TO: Mayor and City Council
THRU: Susan Norton, Chief of Staff
Tim Nyander, Utilities Director
Water & Sewer Committee
FROM: Corey Granderson, Utilities Engineer
DATE: July 14, 2022
CITY COUNCIL MEMO
SUBJECT: An Ordinance to Adopt the Standard Specifications for Design and
Construction of Water Lines and Sewer Lines, 2022 Edition
RECOMMENDATION:
Staff recommends approval of an Ordinance to adopt the updated Standard Specifications for
Design and Construction of Water Lines and Sewer Lines, 2022 Edition.
BACKGROUND:
The 2017 Edition of these standard specifications was adopted by Ordinance 6003 in October
2017. In 2019 the document was amended for administrative items related to professional
endorsements of new city staff. The 2022 Edition includes a variety of technical adjustments
and clarifications to better assist developers, engineers, and city reviewers and inspection staff.
DISCUSSION:
The 2022 Edition of the specifications represents the culmination of several years of product
reviews and field observation of best practices. A collaborative, consensus -building approach
was used including many City Staff: Staff Engineers, Public Works Inspectors, Planning,
Transportation, Water/Sewer Operations, Water/Sewer Warehouse. The modifications provide
better clarity and definition of the City's expectation for construction of water and sewer
infrastructure by private developers and their contractors. Some of the changes to this
specification include:
• Clarification on responsible parties, applicability and variances
• Domestic Steel requirements
• Allowances for new construction methods and materials
• Clarification on easement and building offset requirements from utilities
• Consistency between specification language and standard detail drawings
• Sewer Lift Station specs updated to match current practices and standards
• Updated references to other city standards (e.g., Minimum Street Standards)
• Clarification to common field -questions from engineers and contractors
• Limitations on frequency of repairs to new lines, requiring engineer involvement
Mailing Address:
113 W. Mountain Street www.fayetteville-ar.gov
Fayetteville, AR 72701
The redlined draft version of the 2022 specifications is available at:
https://www.faVetteville-ar.gov/DocumentCenter/View/26558/2022-Water-and-Sewer-Standard-
Specifications--- Red lined -Draft -Version
BUDGET/STAFF IMPACT:
None.
Attachments:
ADH Approval Letter
2022 Standard Specifications (Final version)
Arkansas Department of Health
4815 west Markham Street • Little Rock, Arkansas722OS-3867 •Telephone (501) 661-2000
Governor Asa Hutchinson
Renee Mallory, RN, BSN, Interim Secretary of Health
Jennifer Diilaha, MD, Director
Engineering Section, Slot 37 Ph 501-661-2623 Fax 501-661-2032
www.Healthy.Arkansas.gov/eng/ After Hours Emergency 501-661-2136
May 31, 2022
City of Fayetteville Water/Sewer
113 W. Mountain Street
Fayetteville, AR 72701
RE: 2022 Fayetteville Standard Specifications and Details Revisions
Fayetteville Waterworks— Washington County
Project 118312
Attn: Corey Granderson, PE
The 2022 edition of the Standard Specifications for the Design and Construction of Water Lines and Sewer
Lines and associated Standard Details for the City of Fayetteville have been reviewed and are hereby
approved with the following conditions:
1. The Engineering Section relied upon the statements and representations made in the
specifications. In case any statement or representation in the aforementioned document is found
to be incorrect, this Approval may be revoked.
2. There shall be no deviation from the specifications unless revised specifications have been first
submitted for review and written consent given.
3. Please provide the ADH Engineering Section with amendments for approval whenever they are
made to the specifications and/or details. The ADH Engineering Section strongly recommends
that the standard utility specifications are thoroughly reviewed at least every 5 years to ensure
conformance with current industry standards, regulations, etc.
One set of the specifications and details is being retained for our files. When submitting correspondence
pertaining to this project, please include our reference number 118312.
Sincerely,
Craig Corder, P.E.
Chief Engineer
Engineering Section — ADH
CSC:RT:TCB:tcb
Cc: City of Fayetteville
STANDARD SPECIFICATIONS
FOR DESIGN AND CONSTRUCTION
OF WATER LINES AND SEWER LINES
CITY OF
FAYETTEVILLE
ARKANSAS
2022 EDITION
(THIS PAGE INTENTIONALLY LEFT BLANK)
STANDARD SPECIFICATIONS
FOR DESIGN AND CONSTRUCTION
OF WATER LINES AND SEWER LINES
2022 EDITION
TABLE OF CONTENTS
Title Pages
Table of Contents
0001
Certification and Statement
1-4
1000
General Requirements
1-14
2001
General Design Standards — Water
1-10
2002
General Design Standards — Sewer
1-12
2003
Trench Safety/Protective Systems
1-2
2004
Confined Spaces
1-2
2005
Public Employees Right to Know Act
1-2
2006
Asbestos Pipe
1-2
2100
Erosion and Sediment Control
1-4
2200
Site Preparation
1-4
2300
Excavation, Backfilling, and Compacting
1-8
2400
General Installation Information and Procedure
1-6
3000
Sewer Pipe, Fittings, and Materials
1-12
3100
Installation of Sewer Pipe, Fittings, and Materials
1-8
3200
Installation of Sewer Service Lines
1-4
3300
Manholes
1-12
3400
Bores and Steel Encasement Pipe
1-6
3500
Sewer Pump Stations
1-14
3600
Cast -In -Place Concrete
1-6
4000
Water Pipe, Fittings, and Materials
1-16
4100
Installation of Water Pipe, Fittings, and Materials
1-12
4200
Water Line Pressure Reduction Procedures
1-4
5000
Sewer Line Cleaning
1-4
5100
Sewer Line Television Inspection
1-4
5200
Inspection and Testing of Sewer Lines, Manholes, and Service Lines
1-8
STANDARD SPECIFICATIONS
FOR DESIGN AND CONSTRUCTION
OF WATER LINES AND SEWER LINES
2022 EDITION
5300 Inspection and Testing of Water Lines and Service Lines 1-6
6000 Pavement Repair 1-2
6100 Lawn and Grass Restoration 1-8
6200 Reporting Forms
Appendix A City of Fayetteville Policy OP-01, Sewer Service Line and
Connection Policy 1-10
Appendix B City of Fayetteville Policy OP-02, Water Service Line and
Connection Policy 1-6
END OF TABLE OF CONTENTS
SECTION 0001 CERTIFICATION AND STATEMENT
1.01 INTENT
A. The intent of this publication is to simplify and expedite the process of water and sewer design and
construction within the jurisdiction of the City of Fayetteville.
1.02 REQUIREMENTS
All rules, regulations and requirements of the Arkansas Department of Health (ADH Rules Pertaining
to Public Water Systems) are the minimum standard of all plan requirements and construction and
development practices to be approved by the City of Fayetteville. In such case as the Standard
Specifications herein set forth exceeds the Arkansas Department of Health requirements, then this
Standard Specification as approved by the City Council Fayetteville, Arkansas governs.
The Utilities Director and/or the City Engineer are responsible to the extent possible as a function of
their supervisory position within the City to require compliance with the Arkansas State Board of
Health, Department of Health Center for Local Public Health Environmental Health Branch,
Engineering Section, Rules and Regulations Pertaining to Public Water Systems, latest edition, aka
"Rules and Regulations Pertaining to Public Water Systems".
All rules, regulations and requirements of the Arkansas Board of Licensure For Professional Engineers
and Professional Surveyors shall be the minimum standard for professional surveying and for
professional engineering.
Standard construction details prepared by the City of Fayetteville Engineering Division are available
from the City Engineer. In the case of a conflict between the Standard construction details prepared
by the City of Fayetteville Engineering Division and the text of these Standard Specifications, then
the text of these Standard Specifications govern unless an exception or variance is otherwise granted.
Nothing within this Standard Specification is intended to, or can, replace any latest edition minimum
requirement by City Ordinance or Arkansas State Rules, Law or Regulations or any Federal Law or
Regulation.
The Engineer of Record is responsible for their design and compliance with City of Fayetteville
Specifications, ADH Rules Pertaining to Public Water Systems and State of Arkansas Rules,
Regulations and Laws and any Federal Law, Rule or Regulation.
These Specifications do not replace the Engineer of Record's specifications and contract documents,
however these specifications set forth the minimum requirements for design and construction of all
water and sanitary sewer within the jurisdiction of the City of Fayetteville.
These Specifications shall not be copied, reproduced or physically included within any private or
public project documents without the prior written consent of the City of Fayetteville.
0001 Certification
The City of Fayetteville, and the City of Fayetteville Utilities Engineer, accept no liability arising from
any use or reuse of these specifications.
1.03 CITY STANDARDS
The basis for the STANDARD SPECIFICATIONS FOR DESIGN AND CONSTRUCTION OF
WATER LINES AND SEWER LINES, 2022 Edition is as follows:
A. Previous editions of City of Fayetteville water and/or sewer standards.
The following previous editions of Water and Sanitary Sewer minimum standards were found
in the files and utilized in the current edition.
1. City of Fayetteville 1994 Minimum Requirements for Water, Sewer, Streets, Drainage
and Inspection by Donald Bunn, P.E., City Engineer.
2. City of Fayetteville Water and Sewer standards 1995 by Donald Bunn, P.E., City
Engineer.
3. City of Fayetteville 1996 Standard Water Line Specifications 1996 Donald Bunn, P.E.,
City Engineer, as further approved by the City's Water and Sewer Committee and the
City Council by Resolution 46-96 on April 2, 1996.
4. STANDARD SPECIFICATIONS FOR DESIGN AND CONSTRUCTION OF
WATER LINES AND SEWER LINES, 2017 Edition
B. Other published City Standard Specifications utilized in our region, with specific
acknowledgement to the City of Bentonville.
C. Meetings and review with City of Fayetteville Engineering Division staff, the Utilities
Director, the Utitlies Operation Manager, and the Utilities Field Supervisors.
D. Public review available at the City of Fayetteville website, at the City of Fayetteville Water
and Sewer Committee meetings, and at the City of Fayetteville City Council meeting.
E. Review and Approval by the Arkansas Department of Health.
END OF SECTION 0001
0001 Certification 2
SECTION 1000 GENERAL REQUIREMENTS
1.01 GENERAL
A. The intent of this publication is to simplify and expedite the process of water and sewer
design and construction with the jurisdiction of the City of Fayetteville.
All rules, regulations and requirements of the Arkansas Department of Health (ADH Rules
Pertaining to Public Water Systems) are the minimum standard of all plan requirements
and construction and development practices to be approved by the City of Fayetteville. In
such case as the Standard Specifications herein set forth exceeds the Arkansas Department
of Health requirements, then this Standard Specification as approved by the City Council
Fayetteville, Arkansas shall govern.
Additionally, this Standard Specification includes the requirement that the minimum
standards of design and construction specified herein, that directly affects health and safety,
must further comply with the recommendations of both (1) the 10 States Standards
(GLUMRB) and (2) the American Water Works Association (AWWA). Any conflict that
directly affects health and safety between these Standard Specifications and the
recommendations from the 10 States Standards, or the recommendations from AWWA,
must be resolved to provide the greatest protection of health and safety.
Incorporation by reference: The Arkansas State Board of Health, Department of Health
Center for Local Public Health Environmental Health Branch, Engineering Section, Rules
and Regulations Pertaining to Public Water Systems, lasted edition, aka "Rules and
Regulations Pertaining to Public Water Systems"; and the National Primary Drinking water
Regulations found in 40 CFR Parts 141, 142 and 143 are incorporated by reference into
this Standard Specification.
All rules, regulations and requirements of the Arkansas Board of Licensure For
Professional Engineers and Professional Surveyors shall be the minimum standard for
professional surveying and for professional engineering.
Special conditions may arise on projects that are not covered in these Specifications. Such
special conditions must be submitted to the City Engineer or Utilities Division for review
and approval.
Standard construction details prepared by the City of Fayetteville Engineering Division are
available from the City Engineer. In the case of a conflict between the Standard
construction details prepared by the City of Fayetteville Engineering Division and the text
of these Standard Specifications, then the text of these Standard Specifications govern
unless an exception or variance is granted.
B. This Standard Specification applies to all water and sewer design and construction within
the jurisdiction of the City of Fayetteville and as follows:
1000_General_Requirements I
This publication specifically applies, but is not limited to "Subdivision", "Large Scale
Development" and other development as defined by City ordinances.
This publication provides the minimum standards to be utilized by the Engineer of Record
in producing project specific specifications for a Capital Project (a.k.a. Capital
Improvement Program/Project or CIP). The Engineer of Record for a Capital Project may
use or adapt these Standard Specifications by express permission only. The Engineer of
Record for a Capital Project shall prepare and provide project specific technical
specifications.
Maintenance performed by City forces "in-house" shall utilize these specifications under
the direction of the Utilities Director.
The Utilities Director and/or the City Engineer are responsible to the extent possible as a
function of their supervisory position within the City to require compliance with the
Arkansas State Board of Health, Department of Health Center for Local Public Health
Environmental Health Branch, Engineering Section, Rules and Regulations Pertaining to
Public Water Systems, lasted edition, aka "Rules and Regulations Pertaining to Public
Water Systems".
Nothing within this Specifications is intended to, or can, replace any minimum requirement
by City Ordinance or State Law.
This standard specification is not intended to cover all operation, maintenance, purchasing,
warehousing, and emergency scenarios that arise in the City's operation of a public water
distribution system and public sewer collection system, but rather intended to apply to new
construction within the City's service boundary.
C. The Engineer of Record is responsible for their design and compliance with latest edition
City of Fayetteville Ordinances and Specifications, ADH Rules Pertaining to Public Water
Systems and State of Arkansas Rules, Regulations and Laws, or any Federal Law, Rule or
Regulation.
These Specifications do not replace the Engineer of Record's specifications and contract
documents, however these specifications set forth the minimum requirements for design
and construction of all water and sanitary sewer within the jurisdiction of the City of
Fayetteville. These specifications may be included by reference only in the Engineer of
Record's documents.
D. The Engineer of Record for public, private and City -forces "in-house" projects designed
and constructed under the requirements of these Specifications, shall provide to the Utilities
engineer and copy to the City Engineer a sealed (PE) letter report stating that the design
and construction of the water and/or sewer improvements met the minimum requirements
of these Specifications. This sealed letter report will also contain documentation of any
special conditions or additions to these Specifications for the specific project.
1000_General_Requirements 2
E. These specifications shall not be copied, reproduced or physically included within any
private or public project documents without the prior written consent of the City of
Fayetteville.
The City, and the Utilities Engineer, accept no liability arising from any use or reuse of
these specifications.
F. Comprehensive construction observation services shall be provided by, or under the
direction of, a professional engineer as defined by AR § 17-30-101.
G. The City Engineer's office is responsible for the issuance of construction permits for the
installation of water and sewer facilities constructed in the City of Fayetteville as required
by the City of Fayetteville Unified Development Code. The City's Utilities Engineer is
responsible to assist the City Engineer's office as directed by the Utilities Director.
The City's Utilities Engineer is responsible for review and recommendations, or assisting
the City Engineer with review and recommendations, of the City's Capital Improvement
Projects requiring City Council approval.
All water and/or sewer capital project design, including water and/or sewer included in
other capital projects such as roadway improvements, designed by consultant or by City
engineers, will be reviewed and approved by the Utilities Director or the Utilities Engineer
as appropriate.
H. The City of Fayetteville is not responsible, nor bears any liability for the Contractor's
means, methods, techniques, sequences, procedures of construction or the safety
precautions and programs incident thereto in performing or furnishing any of the work.
Maintenance Bond: Once the City accepts the project for ownership, the Owner shall be
responsible for the provision to the City of a two (2) year maintenance bond for 25 percent
of the construction cost of water lines and sewer lines, which shall cover defects in
materials and workmanship. A walk-through shall be performed at the end of the two year
period and all deficiencies corrected prior to release of the bond. City maintenance shall
begin after release of the Two (2) year Maintenance Bond.
J. Change's or addendums to this document shall require formal approvals and addendums
in compliance with professional standards of practice and Arkansas Professional
Engineering rules and regulations.
K. Administration, Appeals, Variances and Exceptions:
Administration, Appeals and Variances are defined in Chapters 152, 155 and 156 of the
City of Fayetteville Unified Development Code and as follows:
When the Utilities Director and/or the City Engineer determines that application of the
standards within this Standard Specification would cause undue hardship, or unnecessary
1000_Gen eral_Requirements
practical problems for a specific project, then an exception or variance to this Standard
Specification may be reviewed on a case by case basis and may be granted by the Utilities
Director and/or City Engineer. An exception or variance that is granted may be conditioned
by requiring other standards to safeguard the purposes of this Standard Specification.
No exception or variance can violate minimum Arkansas Health Department requirements,
or the Arkansas Board of Licensure for Professional Engineers and Professional Surveyors
Board Laws and Rules, City Ordinances or State or Federal Law.
Requests that are Professional Engineering shall be submitted by and reviewed by a
licensed Professional Engineer.
Such exception or variance request will be approved or denied by written communication
by the Utilities Director and/or City Engineer as appropriate to existing regulations.
Engineering plans reviewed and approved by the City do not grant or imply a variance to
these Specifications. Variances must be requested by the Engineer of Record and approved
in writing by the City of Fayetteville prior to start of work.
If an exception or variance is granted then a copy of the exception or variance must be
provided by the Engineer of Record to the Arkansas Department of Health.
L. Questions and comments concerning theses Specifications should be directed to the
Utilities Director, 113 W. Mountain St., Fayetteville, Arkansas, 72701 (479) 575-8386.
1.02 DEFINITIONS
A. City — The City of Fayetteville. Throughout this document, the name City of Fayetteville
applies for all entities in the City of Fayetteville water and/or sewer service and jurisdiction
areas.
B. City of Fayetteville Utilities Department —The Utilities Department is comprised of 4 major
divisions with a common goal of providing vital city services to the citizens of Fayetteville:
Utilities Management and Capital Projects
Wastewater Treatment
Water and Sewer Operations Division
Water & Sewer Service Set Up & Billing
C. City of Fayetteville Engineering Division - The Engineering Division:
Provides design and project management for city infrastructure projects.
Reviews development proposals for compliance with city criteria such as water,
sewer, streets, drainage, grading and other technical requirements.
Manages the planning, design, and permitting of trails projects and oversees
construction of trails by the Transportation Division or private contractors.
Assists in the acquisition and sale of city property, right of way, easements, etc.
Manages miscellaneous stormwater and water quality initiatives.
Is responsible for ensuring compliance with
1000_General_Requirements 4
The City's NPDES Stormwater Permit issued through the Arkansas
Department of Environmental Quality.
The City's floodplain regulations.
D. Engineer, and/or Engineer of Record — A qualified Professional Engineer licensed in the
State of Arkansas, for the Owner, City or Governmental agency.
E. STANDARD SPECIFICATIONS FOR DESIGN AND CONSTRUCTION OF WATER
LINES AND SEWER LINES, 2022 Edition — also referred to as "standards" or "minimum
standards" or "specifications" or "Standard Specification(s)" within this document.
F. Design — Includes, but is not limited to, all requirements of:
1. Arkansas State Law Title 22 - Public Property Chapter 9 — Public Works Subchapter
— General Provisions 22-9-101 -Observation by registered professionals required.
2. Arkansas Board of Licensure for Professional Engineers and Professional Surveyors,
Board Laws and Rules Handbook.
3. Arkansas Department of Health requirements, including but not limited to, "Rules and
Regulations Pertaining to Public Water Systems" XXI. Submission of Plans and
Specifications.
G. Comprehensive construction observation services -
1. Observation and inspection services must comply with Arkansas State Law Title 22 -
Public Property Chapter 9 — Public Works Subchapter 1 — General Provisions 22-9-101 -
Observation by registered professionals required.
2. As required by the City of Fayetteville. Observation and inspection includes, but is not
limited to, periodic visits to construction site to observe the progress and quality of the
executed work to determine compliance with approved plans and specifications and the
standards or requirements as set forth in the project approval or permit.
If deemed necessary by the City of Fayetteville, the Engineer of Record shall provide
qualified full time Resident Inspection during part or all of the executed work for the
project.
3. As required by the Arkansas Department of Health.
4. As further defined in this Standard Specification.
H. Owner — Any Individual, partnership, firm, corporation or other entity who,
as property owner, is initiating the work.
Provide — Furnish and install, complete in place, operating, tested and approved.
1000_General_Requirements 5
J. Products — The materials, systems, and equipment provided by the Contractor.
K. 10 States Standards — The recommended standards and polices prepared by Great Lakes —
Upper Mississippi River Board of State and Provincial Public Health and Environmental
Managers (GLUMB). Standards include: Recommended Standards for Waterworks and
Recommended Standards for Wastewater Facilities, latest editions.
1.03 LAWS, REGULATIONS AND ORDINANCES
A. All Federal, State, County and Municipal Laws, Regulations, or Ordinances shall be
complied with on all projects. Where the requirements of another jurisdictional authority
having influence on work outside the purview of the City of Fayetteville are greater than
that provided by these Specifications, the work shall conform to the greater requirement
of that respective jurisdictional authority.
1.04 PERMITS AND LICENSES
A. City of Fayetteville construction permits for Development projects shall be obtained from
the City Engineer's Office for the installation of all water and/or sewer facilities in
accordance with the City Ordinances, City Engineering standards and these Specifications.
B. All other permits required to accomplish the work shall be the responsibility of the owner
or engineer. Such permits may include but are not limited to permits for work within
Highway Department R/W, railroad crossing permits, "Notice of Intent" for Erosion
Control (Arkansas Department of Environmental Quality). Work shall not be started
without the appropriate permit(s) in place.
1.05 DOMESTIC USA MANUFACTURE
A. Domestic United States of America (USA) manufacture. Product -specific requirements
for Domestic manufacture are noted within the "product" sections of this specification for
each product.
B. American Iron and Steel (AIS) requirements.
a. The American Iron and Steel (AIS) requirements of the Consolidated
Appropriations Act of 2014 Public Law 113-76 and further requirements including,
but not limited to P.L. 113-121, 114-113 and 608 of Title 33 of the United States
Code and latest codes/laws as may be provided, are a separate and additional
consideration to these Specifications based upon Clean Water and Safe Water SRF
Federal and State funding sources.
1.06 PLANS AND SPECIFICATIONS - SUBMITTAL AND APPROVAL
A. Detailed plans and specifications shall be required for all water and/or sewer extensions,
facilities or modifications and shall be prepared by a qualified professional engineer
1000_General_Requirements 6
registered to do business in the State of Arkansas. These detailed plans and specifications
shall be submitted to the City for review and approval.
B. The plans and specifications shall be first approved in writing by the City Engineer or
Utilities Engineer as applicable for the project and then shall be forwarded to the Arkansas
Department of Health by the Engineer of Record for their (ADH) approval. In no case shall
any water or sewer construction be allowed before the City has written approval from the
Arkansas Department of Health.
C. The Engineer of Record must approve all material prior to installation.
D. The Owners of the project are responsible for acquiring and recording all easements and
giving all notices necessary and incidental to the work.
E. Private water lines constructed for fire prevention purposes which have no metering device
or backflow prevention device at the point of tie-in to the City main shall be treated as a
public line and be subject to these Standard Specifications as far as engineering,
construction techniques, materials, testing, and inspections are concerned.
F. For projects which require formal erosion control plans by ordinance or standards, the
construction may not begin without an approved erosion control plan on file with the City.
Minimum erosion control measures are required for all projects. It is the responsibility of
the owner and contractor to comply with the Arkansas Department of Environmental
Quality (ADEQ) requirements.
G. A pre -construction conference involving the Engineer of Record, Contractor, and the City
is required prior to beginning construction. One full set of construction drawings will be
provided to the Water and Sewer Department prior to the pre -construction meeting.
H. Provide legible, professional documents meeting the requirements of Ten States Standards
and as follows to City Engineering and/or the Utilities for review and approval.
Plans should be drawn to a scale suitable for adequately showing the facilities proposed as
stipulated herein.
All proposed water mains, sewer mains, water meters, water services, sewer services,
valves, hydrants, sewer manholes, lift stations and other appurtenances are to be clearly
represented on the plans.
All water and sewer mains shall include plan and profile sheets with the plan and profile
on the same sheet.
I. Engineering work, including plan and profile sheets, shall be sealed and dated by a
Professional Engineer licensed in the State of Arkansas and in compliance with the
requirements of the Arkansas Board of Licensure for Professional Engineers.
1000_General_Requirements 7
1.07 EASEMENTS
A. The Owners of the project are responsible for acquiring and recording all easements and
giving all notices necessary and incidental to the work.
1.08 UTILITY COORDINATION
A. The plans shall show the location of existing overhead and underground utility lines,
existing water and sewer lines and the proposed water and/or sewer improvements
according to the best information presented and available.
B. It is the responsibility of the Owner or his authorized representative to coordinate with and
get approval from the various UTILITIES, including other Departments of the City.
Further, it is the responsibility of the Owner to get authorization to encroach upon any other
utilities' easement(s) and secure such recorded encroachment as a requirement for
dedication of the water and/or sewer lines and system.
C. It is the responsibility of the owner or his authorized representative to comply with the
"Arkansas Underground Facilities Damage Prevention Act".
1.09 PUBLIC TRAVEL
A. When requested by the City, and project specific, the Engineer will provide a maintenance
of traffic plan for City review and approval.
B. The contractor will plan and execute the work to assure minimal interference with normal
flow of traffic and pedestrians.
C. The contractor will be reasonable for making provisions for the safe and free passage of
persons and vehicles over or around the construction site, both during and after working
hours. Such provisions will be satisfactory to the City, County or State authority having
jurisdiction within the work area.
D. The contractor will notify and obtain applicable approvals and permits from City, County
or State authorities before closing or obstructing any public highway, street, road, trail or
sidewalk.
E. The contractor will provide and maintain necessary barricades, signs, lights, roadway
trench covering, fencing, personal safety equipment and markers around or at the
construction area to avoid any property damage or personal injury. The contractor will
provide qualified flagmen to direct traffic while working upon or in a highway, street or
road over which traffic must pass.
F. Excavated area within traffic lanes of highways, streets, roads, trails and walks will be
backfilled with compacted class 7 aggregate base course immediately following pipe
installation and the area opened to traffic. Where indicated or when requested by the City
1000_General_Requirements 8
an additional course of asphalt concrete hot or cold mix will be provided as the travel
surface. Excavated areas shall be brought to the adjacent/contiguous paved surface
elevations and constantly maintained by the contractor.
1.10 MATERIALS SUBMITTALS
A. Submittals sent to the City shall be in PDF format.
B. The Engineer of Record shall be responsible to review and approve the materials
submittal(s) to ensure compliance with these specifications. The City of Fayetteville
generally will not review and approve material submittals for private development projects,
but will rather check materials in the field to ensure they comply with these specifications..
Once the Engineer of Record has reviewed and approved the material submittals, they shall
submit those to the City of Fayetteville where they will be kept on file for reference.
C. Submit the manufacturer's certificate that the products/materials meets the Specification
requirements including material testing requirements.
D. Construction procedures other than those outlined in these specifications shall be submitted
for review and approval by the City of Fayetteville.
1.11 CONSTRUCTION LAYOUT
A. The layout and staking of the construction work shall be by trained and qualified survey
personnel under the supervision of the Engineer. Construction layout shall consist of
staking (physical monuments) necessary to determine alignment and elevations to properly
construct the proposed facilities. The use of a pipe laser is required for gravity sewer
construction.
1.12 INSPECTION, OBSERVATION AND TESTING
A. Comprehensive construction observation services shall be provided by a professional
engineer as defined by AR § 17-30-101.
B. Only authorized personnel from the City of Fayetteville Water & Sewer Department are
permitted to operate valves on the existing water system. Under no circumstance shall the
Contractor operate any valve on the existing water system.
C. All field tests and inspections required for a project shall be witnessed by the City in the
presence of the Engineer of Record or their authorized representative and the Contractor.
Water Testing is further defined in Section 5300. The tests required for sewer lines,
manholes and service lines are further specified in Section 5200. The tests for pump
stations will be determined for each project based upon the final design and Section 3500.
1000_General_Requirements 9
On a case by cases bases for work after hours (or other similar circumstances), the City
Engineer or Utility Engineer may authorize testing without city personnel when the
Engineer of Record or their authorized representative is present.
D. The City representative will be determined at, or prior to, the pre -construction meeting.
E. In no case shall a test be made without the presence of the Engineer of Record's
representative and the Contractor. It is the responsibility of the Engineer of Record and/or
the Contractor to coordinate the scheduling of tests with the City and with the other parties
involved.
F. All equipment, materials, and labor required for testing shall be furnished by the Contractor
at his expense.
G. Generally, no Contractor or Engineer of Record involvement is required in the taking of
samples for the Bac-T test except that the Contractor is responsible for the proper flushing
of the line prior to samples being taken by the City. However, the City may require the
presence of the Contractor or Engineer of Record when questions have been raised as to
the methodology or techniques used in the sampling process.
H. Bac-T samples are sent to the Arkansas Department of Health for testing. Results are
available on-line at the ADH website. Results obtained by the City may be forwarded to
the Engineer of Record either by email, fax, or mail upon request of the contractor.
Lines failing the Bac-T tests shall be re -sampled as soon as practicable. If a line fails two
(2) consecutive Bac-T tests, the line must be re -chlorinated before Bac-T samples can be
taken again. The City shall not be responsible for rescheduling Bac-T tests.
J. The fire hydrant test shall consist of checking the operation of the fire hydrant valve and
flowing the fire hydrant. This test will be performed jointly by Contractor and City forces.
This test will be done after the pressure test has been completed. The fire hydrant valve
shall be left in the open position during the test and after the test is completed.
1.13 "AS -BUILT" or "RECORD DRAWINGS"
Upon completion of the project, the Engineer shall provide to City Engineering for record
purposes "as -built" or "record drawings". The minimum requirements include:
A. DATUM REQUIREMENTS
I. Horizontal Datum: NAD83 (1986) Arkansas State Plane, North Zone, US foot
(Grid System).
2. Vertical Datum: NAVD88 (feet)
B. TOLERANCES
1. Horizontal: +/- 0.5 feet
2. Vertical: +/- 0.05 feet
1000_General_Requirements 10
C. Water drawings submitted as record ("as -built") drawings shall indicate the location where
the water line was installed and have the following items surveyed during/after
construction and shown on the drawings:
1. Fire hydrant, location and top operating nut elevation
2. Water valves, location
I Water fittings, location
4. Water service saddle, location
5. Water service saddles used for testing, location
6. Water meters, location
7. Tapping sleeves, location
8. Any other pipe penetrations, location
9. Steel encasements, location
10. Details shall be provided for all vertical offset water lines, profile drawing
D. Manufacturing data shall be collected for pipe, valves, and hydrants as follows:
1. Pipe
a.
Manufacturer
b.
Material: DI, PVC or other — specify.
C.
Diameter
d.
Production run code or lot code
e.
DR or Thickness class
f.
Pressure class
2. Valves
a.
Manufacturer
b.
Model number
C.
Year manufactured
d.
Type (gate, butterfly, ball, etc.)
e.
Diameter
3. Hydrants
a.
Manufacturer
b.
Model number
C.
Year manufactured
d.
Depth of bury, including extensions
E. Sanitary sewer drawings submitted as record ("as -built") drawings shall indicate the
location where the sewer line was installed and have the following items surveyed
during/after construction and shown on the drawings:
1. Manholes, location and rim elevation
2. Pipe material, diameter, and invert elevations
3. Sewer main percent slope (calculated and setting from pipe laser)
4. Lateral connections. Lateral measurements shall be indicated by their distance
from the downstream manhole in the form of stationing. Lateral stationing shall
begin at 0+00 at each downstream manhole.
5. Location of capped service lines
1000_General_Requirements 11
6. Cleanouts (if installed during construction)
7. Location of fittings, valves, and valve boxes on force mains
8. Location of steel encasements
9. CCTV video (Digital Media format, USB drive preferred) and logs shall be
delivered to the City of Fayetteville.
F. All sheets shall have the phrase "as -built" or "record drawing" boldly printed on them with
the as constructed date, and shall be stamped and signed by a professional engineer
registered in the State of Arkansas. Record drawings shall be submitted in hard copy, .dwg
electronic format, and .pdf electronic format.
1.14 FINAL ACCEPTANCE BY THE CITY
A. The City will be deemed to have accepted water and sewer lines and appurtenances for
ownership upon completion of the following.
1. Acceptable physical site Final Inspection by the following:
a. A representative of the City Engineer's Office
b. A representative of the Fayetteville Water and Sewer Department
C. The Engineer of Record
d. The Contractor
2. Acceptable walk-through by the Meter Foreman for location, grade, and condition of
water meter settings
3. Acceptable walk-through by the City representative for all other items of water or sewer
construction.
4. Construction Cost is received by the City and subsequently approved in writing.
5. Maintenance Bond is received by the City
6. Record Drawings are received by the City
7. Engineer of Record Certification is received by the City.
8. Contractor furnished statement of estimated water quantity used during construction,
testing, flushing and final acceptance, total gallons.
9. The Engineer of Record shall provide to the Utilities engineer and copy to the City
engineer a sealed (PE) letter report stating that the design and construction of the water
and/or sewer improvements met the minimum requirements of these Specifications
including certification that the project was constructed in accordance with the
engineering plans and specifications as approved by the Arkansas Department of Health.
This sealed letter report will also contain documentation of any special conditions or
additions to these Specifications for the specific project.
10. Letter of Final Acceptance is provided by the City to the Engineer.
B. No water meter shall be set until all final acceptance requirements are met and the line is
accepted by the City.
C. No sewer shall be utilized until all final acceptance requirements are met and the line is
accepted by the City.
1000_General_Requirements 12
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END OF SECTION 1000
1000_General_Requirements 13
SECTION 2001 DESIGN STANDARDS - WATER
PART 1 — GENERAL
1.01 WATER LINE (MAIN) MATERIALS
A. Unless specified or detailed otherwise, materials for water line mains up to and including 12
inch diameter shall be PVC as further specified within these Standard Specifications. Ten (10)
inch diameter pipe is not permitted for water mains.
B. Ductile iron pipe (DIP) shall be used for all pipe greater than 12-inches in diameter and as
further specified within these Standard Specifications.
C. Unless requested otherwise by the City's designated engineer, all fire hydrant leads shall be of
the same pipe material as the attached water main as recommended in AWWA M17 latest
edition.
D. All buried iron pipe, valves, and fittings shall be double poly wrapped in accordance with these
Standard Specifications.
E. Polyethylene (PE) pressure pipe is not permitted as publically (City) maintained water main or
water service lines.
F. Pipe and fittings for nominal pipe diameters/sizes greater than 18-inch are not a Standard
Specification. Projects including pipe and fittings for nominal pipe sizes greater than 18-inch will
be considered on specific case by case basis in accordance with Section 1000 General
Requirements.
G. Any and all work for, on, or connecting to the City's concrete pressure water pipe (Prestressed
Concrete Cylinder Pipe, PCCP) is not permitted as a Standard Specification. Work for, on or
connecting to the City's PCCP will be considered on specific case by case basis in accordance
with Section 1000 General Requirements.
1.02 REQUIREMENTS TO EXTEND WATER SERVICE
A. Unless approved otherwise by City Council, new developments and/or water extensions to
serve existing lots, are required to extend water service to that development at the owner's
expense in accordance with City Ordinance Chapter 51: Water and Sewers. Water lines shall
be extended to each property to be served by City of Fayetteville water. Water service shall
include providing adequate domestic water flows as well as fire protection with hydrants
spaced in accordance with the local and state fire codes.
City Council approved cost share projects, including defined infill projects, may be further
considered in accordance with City Council guidance or policy and paragraph 1.05.
B. Water service lines shall extend perpendicular to the water main and extended to the property
2001_Design_Water
being served where an appropriately sized water meter will be installed.
C. On subdivision or large scale development water systems, water lines shall be extended
through all the development to the property line so that future development(s) can tie on
without disrupting the service to or property of any existing customers or owners. Dead end
lines shall be avoided whenever possible.
D. All water lines with dead ends shall be installed with an upstream valve, one full joint of pipe
with a MJ restraining gland, concrete anchor collar, a MJ cap with restraint, and a blow off
assembly. The seat of the MJ restraining gland on the pipe shall face the valve.
E. Subdivision developments greater than lot splits as defined in UDC Chapter 166: Development
will:
a. Connect into the existing water system at a minimum of two locations.
b. Provide water line extensions off of the development property to loop with the existing water
distribution system.
The extension and second connection to the water system is required to better maintain water
quality and to maintain water service in the event of a water line break in the immediately
vicinity. An inline valve shall be installed on the existing water line between the two points
of connection if one is not currently installed.
Construction of off -site extensions will be at the expense of the developer, subject to "rough
proportionality" as further noted in Chapter 155 of the City of Fayetteville Unified
Development Code.
Other developments, including Large Scale Developments, may be required by Planning
Commission or City Council to tie to the existing water system at a minimum of two locations
and provide off -site water extensions to maintain water quality and maintain water service in
the event of a water line break in the immediately vicinity.
F. At other locations easements may be required to facilitate future extension of lines to adjacent
properties.
G. The requirements to extend water service and provide lines adequate for both domestic and
fire demands shall apply to all subdivisions regardless of whether they are inside the City
Limits or not. Where subdivisions are outside the City Limits, the placement of fire hydrants
shall be optional and in no case shall hydrants be installed outside the City unless a) a fire flow
of at least 500 gallons per minute can be obtained at the hydrant, and b) the residents being
served by the hydrant have a contract for fire protection with the City of Fayetteville and/or
with a Washington County Rural Fire Department having a mutual aid agreement with the
Fayetteville Fire Department.
1.03 MINIMUM SIZE OF WATER LINES
2001_Design_Water 2
A. The minimum sized water line that may be installed in the water system as a "Water System
Improvement" shall be eight (8) inch diameter as defined in Chapter 151 of the City of
Fayetteville Unified Development Code. Unless documented and approved otherwise by the
City, the minimum size water main installed by development shall be eight (8) inch diameter.
Minimum water line sizes less than eight (8) inch diameter will receive special consideration
in situations such as existing areas of six (6) inch water lines. Such special consideration will
be based upon engineering calculations for domestic and fire flow demands, existing
infrastructure, water modeling, water age and water quality and as follows.
Four (4) inch diameter lines shall be the minimum water line size that may be approved for
special conditions such as "short" cul-de-sacs as determined by the City or rural water
extensions, provided such lines could not be reasonably extended in the future to provide
service to adjacent property and where a larger line is not needed to provide either fire
protection or adequate domestic flows.
Two (2) inch domestic water service extensions may be granted by the Utilities Director.
All water lines less than eight (8) inches in diameter require approval from the Utilities Director
and subsequently the ADH.
B. The minimum line size requirement for the provision of fire protection shall be based upon fire
flow calculations including the flow for the private fire line/sprinklers in addition to the flow
required at fire hydrants, water modeling calculations and as follows. The minimum line size
requirement for the provision of fire protection shall a looped six (6) inch line or, in the event
of a dead end line, an eight (8) inch. This minimum requirement shall apply regardless of the
theoretical flow capacities existing in the system. Lines larger than six (6) inch looped and
eight (8) inch dead end may be required if larger lines are needed to provide domestic and/or
fire flow demands based upon engineering calculations and/or water modeling.
C. The latest Water System Study has recommended a twelve (12) inch water line grid not to
exceed a spacing of 1/2 of a mile in both the north -south and east -west direction. In the event
that the maximum size water line for a development is less than twelve (12) inches, the City
may participate in "cost sharing" for the installation of twelve (12) inch water lines as
recommended by the latest Water System Study. The extent of the "cost share" will be for
pre -approved and verified installation cost differences. Refer to Paragraph 1.05 — City
Participation in Water Line Costs.
1.04 WATER SYSTEM STUDY/MASTER PLAN
A. The City's latest Water System Study (or Master Plan) and current water model will be the
primary basis for decisions made in regard to required line sizes, water line locations, location
of water pump stations, water tank sizes and location, and any other matter relating to the water
distribution system.
1. The latest Water System Study is a published document on file at the City Engineer's
Office and at the Utility.
2001_Design_Water 3
2. The current water model is located at the City's Utility (Water/Sewer).
It is the intent of these Standards that the City Utility, subject to other City and Utility
priorities, will provide the modeling of proposed water mains using the City's current
software and model. However, there may be specific projects that due to the size or
complexity, the Utility's current priorities, or the requirements of a Professional
Engineering sealed report, that such projects will require water modeling by the
Engineer of Record and review by the City.
B. The Utilities Director and City Engineer have the discretion to alter the published Water
System Study (Master Plan) priorities and recommendations based upon current City
requirements.
1.05 CITY PARTICIPATION IN WATER LINE COSTS
A. In cases where the City desires to have a larger sized water line in place than is required under
Paragraph 1.02 of these Standard Specifications, or in cases where the City desires to extend a
water line under Paragraphs 1.02 and 1.03 of these Standard Specifications, in accordance with
City Ordinance Chapter 51: Water and Sewers, the City may enter into an agreement with the
developer to provide for the construction of the larger sized line, or the extension of the
designed water line. City participation in water line costs will be based upon current City
Council guidance.
B. Upon City Council or Mayoral approval, the City will be responsible for the pre -approved and
verified installation cost difference between the water line required for the development and
the water line desired by the City.
C. The cost involved in up -sizing, or extending the water line shall be determined by the
developer's engineer by the taking of bids, and shall be approved by the City Engineer or
Utilities Director, and then approved by the City Council prior to construction.
1.06 WATER SERVICE LINES
A. Water service connections shall be made on 12-inch and smaller water lines.
B. Service lines serving single meters sets and double meter sets shall be 1- inch coated copper
pipe in accordance with these Standard Specifications.
C. In areas where it is determined by the City Engineer that installation of irrigation systems is
likely, service lines that cross roads and serve double meter sets shall be 2" services ending in
a 2" x 1" x 1" x 1" splitter. The middle leg of the splitter shall feed the double meter set, with
the other two legs containing a ball valve, and being intended to serve future irrigation meters.
The meter box shall be no greater than two feet from the splitter.
D. Service lines serving 1-1/2 and 2 inch meter sets shall be 2-inch coated copper pipe, or 2-inch
restrained joint PVC (main) in accordance with these Standard Specifications.
2001_Design_Water 4
E. Water services lines installed across city streets shall be encased back of curb to back of curb,
or state highway right-of-way to right-of-way. 1-inch lines shall be encased in minimum 2
inch HDPE SDR9 tubing. 2-inch lines shall be encased in minimum 4-inch HDPE SDR9
tubing. Larger diameter encasement tubing will be provided by the contractor as required.
F. Service lines serving 3-inch and larger meter sets shall be PVC or DIP in accordance with these
Standard Specifications.
G. Meter arrays for multiple meters fed from a single 2-inch tap shall be made per the standard
details. These must be approved on a case -by -case basis, and may be required by the City to
reduce the number of taps on a public main.
1.07 WATER METER SIZE
A. Water meters serving flows up to 10 gpm continuous (15 gpm intermittent) shall be 5/8" water
meter.
B. Facilities that use flush valve style (tankless) toilets shall use a minimum 1" water meter.
C. Water meters serving flows up to 25 gpm continuous (40 gpm intermittent) shall be 1" water
meter.
D. Water meters serving flows greater than 25 gpm continuous shall be approved by the City of
Fayetteville Meter Department during the plan review process.
1. For reference only, meter flow ranges may be as follows:
a. 1-1 /2" meter up to 65 gpm continuous (100 gpm intermittent)
b. 2" meter up to 150 gpm continuous (200 gpm intermittent)
C. 3" meter up to 350 gpm continuous (500 gpm intermittent)
d. 4" meter up to 800 gpm continuous (1000 gpm intermittent)
1.08 BACKFLOW PREVENTION
A. The City of Fayetteville water distribution system shall be protected from the possibility of
backflow by the use of a reduced -pressure principal backflow prevention assembly (RP), a
double check valve assembly (DC), or an air gap in accordance with the City Ordinance 51.146
Backflow Prevention and the Arkansas State Plumbing Code (ASPC), latest edition.
B. The City of Fayetteville Utilities shall review and sign off on all proposed backflow prevention
installations.
1.09 EASEMENTS
A. For water lines that are up to 10 feet deep, easements shall be at least 20 feet in width with the
water line in the center of the easement. For water lines that are greater than 10 feet deep,
easements shall be 1 foot per foot of depth to the bottom of the pipe on each side of the water
2001_Design_Water 5
line.
B. Lines sized 12-inches through 18-inches shall not be placed in easements of less than 25 feet.
Lines larger than 18-inches shall be placed in an easement of no less than 30 feet. Wider
easements may be required, depending on the specific circumstances involved.
C. Easements for 12-inch and smaller lines may be exclusive or general utility. Any line above
12-inches in diameter must be an exclusive water/sewer easement unless approved otherwise
by the Utilities Division.
D. New developments that contain existing water lines must modify the existing easements as
necessary to meet the above requirements for widths in relation to pipe location and size,
including increasing the size of the easement if proposed fill will cause the depth of bury to
exceed ten feet.
E. Easements of a lesser width will be considered when adjacent to another easement or under
other special circumstances.
1.10 LOCATION OF WATER LINES
A. Water lines shall be placed on public streets either in the right of way or in an easement adjacent
to the street right of way except that lines can go between lots when there is no other reasonable
way to access a line or provide for future service. In no case shall lines intended for individual
services be placed in the rear of lots or along back property lines.
B. When not adjacent to right of way or other easements, waterlines shall be centered in the
easement.
C. Water lines shall be located a minimum of 36-inches from any other parallel utilities or
structures.
D. Trees shall not be planted within 5-feet of any waterline, water service line, meter, valve,
hydrant or water system appurtenance. Larger waterlines may require further separation.
E. Water lines shall be offset 10-feet from any buildings, structures, overhangs, balconies, etc. If
an easement of more than 20-feet is warranted due to depth or diameter, the building offset
shall increase accordingly, to half the easement width.
1.11 LOCATION OF WATER METERS
A. Water meters shall be located in non -paved areas and readily accessible to the Meter
Department without going through fences or gates.
B. Water meters shall be free of obstructions for a minimum of a 3-foot radius from the center of
the water meter box.
C. Water meters shall typically be located on the Owner's side of the property line (edge of
2001_Design_Water 6
easement or right-of-way). If a water meter cannot feasibly be located 1-foot behind sidewalk
as per standard details, meter location must be approved in advance of construction. Otherwise,
the meter must be relocated at the developers' expense to the proper location. Consideration
for meters between curb and sidewalk (in greenspace) will be made on a case -by -case basis at
the discretion of the City.
D. Double meter sets shall be located on the common property line between the two properties
being served.
E. Where multiple meters serve units of a common building, the meters must be set to read left -
to -right in ascending unit numbers, with irrigation meters placed at the end, in a single yoke.
1.12 VALVE MARKERS
A. In all rural settings and where requested by the City, except those in cleaned yards, when valve
boxes, bends, air release valves, blow -offs, meter boxes and other similar hardware are
installed in an easement location, water system marker signs shall be installed so that the items
may be more easily found.
1.13 WATERLINE DEPTH
A. Minimum depth to the top of pipe for all water main lines less than 12- inches diameter shall
be 3.0 feet.
B. Minimum depth to the top of pipe for water lines 12 - inch diameter and greater shall be 4.0
feet.
C Maximum water line cover shall be 5.0 feet under normal conditions. Cover greater than 5.0
feet shall be allowed for short distances where required by field conditions and approved by
the City.
D. Minimum depth of all water service lines from the main to the water meter shall be 30-inches.
1.14 WATER PRESSURE
A. The water distribution system shall be designed to maintain a minimum working water pressure
of 45 psi at the water meter.
B. Design of new construction that results in less than 45 psi working pressure at the water meter
shall be approved by the Utilities Director on a case by case basis.
C. Under no circumstances shall the working pressure of the water distribution system be below
20 psi.
D. When new development extends public mains in excess of 150-psi static pressure, the City
reserves the right to require additional valving and easements to accommodate pressure
reduction vaults and appurtenances in the future. On dead-end extensions, pressure reducing
2001_Design_Water 7
mainline valves may be required, properly constructed in a vault, to be reviewed on a case -by -
case basis.
1.15 VELOCITIES
A. Velocities in the water distribution system shall be designed such that velocities will be no
greater than five (5) feet per second during normal operation conditions.
B. Velocities in the water distribution system during fire flow conditions shall be designed not to
exceed ten (10) feet per second.
1.16 VALVES
A. Valves for 4-inch through 8-inch water distribution shall be resilient seat gate valves. Ten (10)
inch diameter pipe is not permitted for water mains.
B. Valves 12-inch and larger shall be butterfly valves.
C. Valve spacing in the water distribution system shall not exceed 500 feet in commercial districts
and not more than one block or 800 feet intervals in other districts.
D. Valves at "tees" shall be provided to isolate water mains for maintenance or repairs and to limit
outages. Valves may be required on multiple legs of tees as designed by the Engineer of
Record and approved by the designated City engineer.
E. Valves shall also be located on each side of stream crossing as determined by the designated
City engineer.
1.17 90 DEGREE BENDS
A. Ninety degree (90°) bends shall only be used on a by -exception basis, and must each be
specifically approved by the City. Forty-five degree (45°) bends separated by a twenty-four
(24) inch swivel adapter shall be used in locations where 90' bends would otherwise be
considered.
1.18 FIRE FLOW DESIGN
A. Fire flow design for single family dwellings and duplexes shall be 1,500 gpm for a duration of
two (2) hours or as determined and documented by the City's Fire Chief.
B. Fire flow design for apartment complexes, commercial structures, and industrial structures
shall be as required by the International Fire Code latest edition, or as determined and
documented by the City's Fire Chief.
1.19 FIRE HYDRANT SPACING AND PLACEMENT
A. Fire hydrants for single family dwellings and duplexes shall be installed so that (1) the distance
2001_Design_Water 8
between two consecutive fire hydrants does not exceed 500 feet, and (2) no lot is more than
250 feet from a fire hydrant. The Fire Chief shall have the authority to require additional fire
hydrants upon a determination that such additional fire hydrants are necessary to provide
adequate fire protection as outlined in the International Fire Code, latest edition.
B. Fire hydrants in areas for apartment complexes, commercial structures, and industrial
structures shall be installed so that the distance between two consecutive fire hydrants does not
exceed 400 feet. The Fire Chief shall have the authority to require additional fire hydrants
upon a determination that such additional fire hydrants are necessary to provide adequate fire
protection as outlined in the International Fire Code, latest edition.
C. Fire hydrants shall be free of obstructions for a minimum of a 3-foot radius from the center of
the fire hydrant. Fire hydrants shall be placed outside of any fence.
1.20 FIRE LINES
A. Fire lines, backflow prevention, and FDC shall be installed and inspected the same as water
lines.
B. Fire lines shall be constructed of ductile iron pipe or C900 PVC .
C. All valves on fire lines shall have the word "FIRE" on the valve box lid, this includes the valve
on the water main.
D. Post Indicator Valves, or underground valves in a roadway box, as determined by the Fire
Chief or the City Engineer in compliance with NFPA 24 and City ordinances, shall be installed
on all fire lines to demarcate ownership. Post indicator valves shall match the valve
manufacturer.
1.21 AIR RELEASE VALVES
A. Air release valves shall be required on uphill, dead-end lines or on other specific applications
to protect the water distribution system at the discretion of the City.
1.22 STEEL ENCASEMENTS
A. Water lines under culverts, creeks, concrete channels, retaining walls, or other difficult and/or
dangerous to maintain areas shall be encased in a smooth steel encasement pipe. The steel
encasement shall extend 5 feet either side of the area.
B. Water lines through steel encasement shall be installed with three spacers per joint such that
the spacers are equally spaced along the length of the pipe.
C. Bell restraints shall be used for all joints inside the encasement pipe and for the first joint in
each direction outside the encasement pipe.
D. End Seals shall be used on all encasement pipes.
2001_Design_Water 9
E. Restrained and blocked ductile iron water pipe or restrained and blocked C900 PVC will be
used in situations where fittings are required on either side of the steel encasement to change
direction or overcome varying field conditions. Additional joint restraints and the use of
anchor collars shall be designed by the Engineer of Record and submitted to the City for
review.
1.23 PLANNED WATER OUTAGES
A. Under no circumstances shall water be shut off to any active service in the course of new
construction without written permission from the City of Fayetteville Water & Sewer
Department. If water pressure needs to be reduced to facilitate construction, a preconstruction
meeting shall be held. The work shall be performed as described in Section 4200 — Water Line
Pressure Reduction Procedures.
1.24 PROTECTION OF WATER SUPPLIES
A. Only authorized personnel from the City of Fayetteville Water & Sewer Department are
permitted to operate valves on the existing water system.
B. There shall be no physical connections between a public or private water supply system and a
sanitary sewer or appurtenances thereto which would permit the passage of any polluted water
into the potable supply. Sanitary sewers shall be laid at least ten (10) feet horizontally from
any existing or proposed water line. The distance shall be measured edge to edge of pipes and
where applicable to the outside of any appurtenances such as fire hydrants or sewer manholes.
In cases where it is not practical to maintain a ten (10) foot separation, the appropriate
reviewing agency may allow an exception on a case -by -case basis if supported by data from
the design engineer. Such exception may allow installation of the sewer closer to a water main
provided that the design and construction meets the more stringent requirements of the ADH
Rules Pertaining to Public Water Systems, Ten States Standards and City of Fayetteville
requirements which may include full encasement of the water main, and special trench, fill and
drainage requirements.
C. Sewer lines installed under a water line must have a clear distance between pipes of at least
eighteen (18) inches.
D. The sewer line shall be installed such that a joint of pipe is centered along the water line and
the joints are as far as possible from the water line.
E. If 18-inches of clearance cannot be provided or when the water main must pass under the sewer
main, either the sanitary sewer main or the water main shall be encased in twenty (20) feet of
watertight encasement pipe, centered over the point of crossing. Crossings that are not
perpendicular will require more than twenty (20) feet of encasement. The encasement shall
extend a minimum of ten (10) feet perpendicular from the outside edges of the line that is not
being encased. The ends of the encasement pipe shall be sealed watertight. If the water main
passes under the sewer main, 18-inches of clearance is still required between pipes. Refer to
Section 3400 — Steel Encasement Pipe.
2001_Design_Water 10
END OF SECTION 2001
2001_Design_Water 11
SECTION 2002 DESIGN STANDARDS — SEWER
1.01 REQUIREMENTS TO EXTEND SEWER SERVICE
A. Unless approved otherwise by City Council, new developments and/or sewer extensions to
serve existing lots, are required to extend sewer services to that development at the owner's
expense in accordance with City Ordinance Chapter 51: Water and Sewers.
Sewer lines shall be extended to each property to be served by City of Fayetteville sewer.
Sewer service lines shall extend perpendicular to the sewer main and extended to the property
being served. Sewer service lines will not cross property lines.
City Council approved cost share projects, including defined infill projects, and/or oversizing
of mains, may be further considered in accordance with City Council guidance or policy and
similar to Section 1100 paragraph 1.05 in accordance with City Ordinance Chapter 51: Water
and Sewers, or as requested by the City Council.
Construction of off -site extensions will be at the expense of the developer, subject to "rough
proportionality" as further noted in Chapter 155 of the City of Fayetteville Unified
Development Code.
B. Connection to a public sewer system shall be as required, or permitted, by City of Fayetteville
Ordinances and ADH Rules Pertaining to Public Water Systems.
1.02 DESIGN CRITERIA
A. GENERAL
All sanitary sewers shall be designed to carry the estimated flow from the area ultimately
contributing to the respective reach of the sanitary sewer. The required capacity shall either
be established by the City or at the City's option by means of a basin study developed by the
Owner or his authorized engineer/designer. In no instance shall a gravity sewer, other than a
building sewer, be less than eight (8) inches in diameter.
The following design standards for gravity sewers within or contributing to the City of
Fayetteville Sanitary Sewer System have been established:
1. Population DensitX
Population density shall be in accordance with the Comprehensive Plan for Fayetteville
projected by the Division of Planning for the City of Fayetteville or actual count or
character of proposed development, whichever is greatest.
2002_Design_Sewer
2. Average Family
For the purposes of design the average family unit is considered to be 3.0 persons per
single family home.
3. Design Flow
The design of all sanitary sewer facilities shall be based on future area population
growth and land development characteristics and figures provided by the Department
of Planning including the servicing of existing contiguous developed areas not
currently served by sanitary sewers. The values of Average and Peak Flow and Design
Population hereby shall be the values which include the future flows and population.
The City reserves the right to review and determine the appropriateness and/or
applicability of the estimated flow volumes provided.
The following shall be used as a guide:
a. Average Design Flows:
1) Single Family Residential: The average design flow for single family dwellings
shall be one hundred (100) gallons per person per day.
2) Multifamily/Commercial/Industrial/Institutional: Based upon Table 1 Section
2002-1.10 within these specifications unless modified by technical information
either submitted by the Owner and approved by the City, or developed by the
City. These flow volume guidelines may be modified at the City's discretion
as project location specific.
b. Peak Design Flow
1) Single Family and Multifamily Residential: The peak design
flow for a single family development shall be calculated as
follows:
PeakFlow= (Avg. Flow) 18+ = I�
4+ P I
Where P is equal to the total Design Population in thousands.
2) Commercial/Industrial/Institutional: The peak design flow from
commercial, industrial or institutional developments shall be the
average daily flow determined multiplied by 2.5. The peak
design flow shall not be less than 90% of the peak water demand
or exceed the flow limits of the water meter supplying the
facility.
2002_Design_Sewer 2
C. Inflow and Infiltration
1) When requested by the City, the design engineer will
also utilize current City Masterplan(s) and/or SSES
Studies.
4. Design Capacities: Collector and trunk sewers shall be designed on the
following basis:
a. Collector Sewers Twelve (12) Inches and Smaller
Peak design flow capacities shall be based on sewers flowing two-thirds
(2/3) full based on depth.
b. Trunk Sewers Fifteen (15) Inches and Larger
Peak design flow capacities for trunk or interceptor sewers shall be
based on sewers flowing 90% full based on depth, without head, using
the design population density and appropriate land use determined by
the Division of Planning; and shall include an allowance for infiltration
which will be reviewed on a case -by -case basis and is subject to the
approval of the City.
B. SEWER COMPREHENSIVE STUDY REQUIREMENTS
A study/engineering report of the applicable sewerage drainage basin(s) is required. This
study may include in addition to the proposed project or development, the upstream and
downstream basins and existing or proposed lift/pump stations. The size and location of
the project will determine the information required in the study/engineering report for the
proposed project.
If requested by the designated City Engineer, the Engineer of Record (EOR)
shall provide a detailed analysis and PE sealed report including:
The proposed design
The effects of the proposed project, and coordination with any required
improvements, to existing sewer facilities including pipe lines and
existing or proposed lift/pump stations.
The designated City engineer shall coordinate between the FOR and the
City's waste water operations contractor.
Other as determined by the designated City engineer.
2002_Design_Sewer 3
C. USE OF CITY SEWER MODEL
In lieu of the aforementioned calculations, the developer or engineer may consult
directly with the City's contract engineer to analyze the development and downstream
capacities/impacts using the hydraulic model of the City's sewerage system. A stamped
technical memo from the City's contract engineer shall be provided to the City for
review and acceptance. The City reserves the right to require either methodology and
is not bound by the findings or recommendations of this sewer modelling exercise.
Furthermore, the City may require that the hydraulic model be utilized due to the
complexities of a particular sewer basin in question.
1.03 MINIMUM PIPE SIZES AND STANDARDS
A. PIPE DIAMETER
1. The required diameter of gravity sewers shall be determined by Manning's formula
using a roughness coefficient, "n" of 0.013 or the pipe manufacturer's
recommendation, whichever is greater. The minimum pipe diameter for gravity sewers
lines shall be eight (8) inches.
B. MINIMUM SLOPES AND VELOCITIES
1. All sanitary collector and trunk sewers shall be designed and constructed to provide a
minimum velocity when flowing full of two (2) feet per second. The slope of the sewer
pipe shall be such that these minimum velocity requirements are attained. The
minimum acceptable slopes for the design and construction of sanitary sewers are as
follows:
2. THESE ARE MINIMUM SLOPES REQUIRED OF THE DESIGN. AS
CONSTRUCTED SANITARY SEWERS FOUND TO HAVE LESS THAN THIS
MINIMUM SLOPE SHALL NOT BE ACCEPTED.
Pipe Size* Minimum Slope**
(inches) (Feet per 100 Feet, %)
8 0.40
10 0.28
12 0.22
15 0.15
18 0.12
*4" and 6" lines are allowed for building sewers only (services).
** Minimum pipe slopes for diameters 8 inch through 18 inch are based upon the
2002_Design_Sewer 4
Ten States Standards 2014 Edition of the Recommended Standards for
Wastewater Facilities.
** Slopes for pipe diameters greater than 18 inch require specific City approvals.
C. MINIMUM DEPTH
l . For the protection of the sanitary sewer lines from damage caused by utilities installed
after the sanitary sewer has been constructed, the minimum depth to crown of all
gravity sanitary sewers shall be 3.0 feet, and the minimum depth to crown of all force
main sanitary sewers shall be 3.0 feet.
D. BUILDING SEWERS
1. Building sewers shall conform to the latest edition of the Uniform Plumbing Code, the
requirements of the City's Building Safety Division and to these Standards.
2. The building sewer shall connect to the public sewer at a mainline fitting. Sewer
service connections shall be made on 12-inch and smaller sewer lines. Connections to
manholes shall only be allowed at upstream terminating manholes or by approval of
the City. Inside drop connections to manholes are not allowed.
3. Building sewers requiring a 6-inch or larger sewer connection shall be connected at a
manhole. If an existing manhole is not available, a new manhole must be constructed.
4. Homes or buildings where the lowest elevation to have gravity sewer service is less
than 1 foot above the cover of either the first upstream or downstream manhole on the
sewer main shall have a cleanout with a pop-up type, non -locking cover at an elevation
no less than 6-inches below the lowest sanitary facility in the structure.
5. Homes or buildings with a slope from the lowest sanitary facility to the public sewer
main less than 1 percent shall be served with a pump system. The system shall be
purchased, installed, and maintained by the owner.
6. Building sewers within the right-of-way or easement shall be a minimum of four (4)
inches in diameter. Building sewers shall have a wye cleanout located within three (3)
feet of the building's exterior wall and extended to 3-inches above grade and shall have
a watertight, removable cap.
7. Cleanouts installed under concrete or asphalt paving shall be made accessible by a short
bodied cast iron valve box.
8. If cleanouts are determined during city review or construction to pose a risk of damage
due to location or grade, the city may require on a case -by -case basis the use of a
protective shroud cone housing and post indicator. Product shall be Utility Defender or
approved equal.
2002_Design_Sewer 5
9. Building sewers installed for future connections shall be terminated at the right-of-way
or easement and plugged to ensure 100 percent water tightness. Mark wyes for future
connections using marking tape, tracer wire, yellow nylon rope, and 1/2" x 4' rebar or
fence tee -post.
1.04 SEWER LINE MATERIALS
A. Materials for sewer line mains shall be PVC unless approved otherwise by the City of
Fayetteville or otherwise indicated in these specifications.
1.05 LOCATION OF SEWER LINES
A. Sewer lines shall be placed on public streets either in the right of way or in an easement
adjacent to the street right of way except that lines can go between lots when there is no other
reasonable way to access a line or provide for future service. Sewer lines located in easements
behind houses without a dedicated, paved alley shall have the manholes located adjacent to the
nearest street right-of-way.
B. When not adjacent to right of way or other easements, sewer lines shall be centered in the
easement.
C. Sewer lines shall be located a minimum of 36-inches from any other parallel utilities or
structures.
D. Trees shall not be planted within 5-feet of any sewer line, sewer service line, or sewer system
appurtenance. Larger sewerlines may require further separation.
E. Sewer lines shall be offset 10-feet from any buildings, structures, overhangs, balconies, etc. If
an easement of more than 20-feet is warranted due to depth or diameter, the building offset
shall increase accordingly, to half the easement width.
F. Easements for 12-inch and smaller lines may be exclusive or general utility. Any line above
12-inches in diameter must be an exclusive water/sewer easement unless approved otherwise
by the Utilities Division.
1.06 SEWER STRUCTURES
A. MANHOLES
1. General
a. Manholes shall be installed at the end of each line; at all changes in grade, size,
materials or alignment; at all sewer intersections and at the following intervals:
2002_Design_Sewer 6
Maximum Interval
Pipe Diameter Between Manholes
(inches) (feet)
8 to 18 400
b. Manholes shall be located such that they are readily accessible to sewer
cleaning equipment. Access drives will be provided as required by the City of
Fayetteville. Access drives will be a minimum 10' wide all weather drive
surface designed for maintenance truck traffic. 10' wide double gates shall be
provided for all fences where manhole access is required. Sewer mains located
in easements behind houses without a dedicated, paved alley shall have the
manholes located adjacent to the nearest street right-of-way.
C. The minimum inside diameter of manholes shall be as stated in Section 3300-
Manholes.
d. Flow channels shall be shaped and formed in each manhole to provide a smooth
transition of flow from all inlets to the outlet. The bench wall shall be formed
from the center of the manhole to the outlet pipe in the shape of a "U" as shown
in the City Engineer's Standard Details.
C. At changes in sewer alignment and/or sizes, the energy gradient elevation shall
not increase. This shall be accomplished by keeping the crown elevation
continuous where possible for changes in sewer sizes.
f. Connections to manholes on trunk sewer lines shall be installed at such
elevations that will not cause a backup in the collector sewer. Trunk sewers are
designed to flow completely full during peak operation. Therefore, connections
should not be made below the crown of the trunk sewer line pipe.
g. Minimum drop across the manhole from inlet invert to outlet invert for size on
size pipes shall be 0.10' for 0 up to 45 degree change in direction, and 0.20' for
45 to 90 degree change in direction.
h. Manholes proposed to be installed in unpaved areas shall be designed and
constructed such that the top of the casting is a minimum of three (3) inches and
a maximum of five (5) inches above the finished grade to prevent ponding of
water over the casting. Positive drainage away from the manhole shall be
provided.
i. Manholes constructed within a 100-yr floodplain shall be constructed such that
the rim elevation is a minimum of 2-feet above the flood elevation or be
constructed with hinged and gasketed covers. Manholes that are within the 100-
yr floodplain and also within the ROW shall have hinged and gasketed covers.
Manholes located on 15-inch and larger sewer lines or manholes on sewer lines
2002_Design_Sewer 7
within 100 feet of a 15-inch and larger sewer line shall be epoxy coated on the
interior. Capital Improvement Projects shall be a separate pay item for epoxy
coating or lining as further defined in the subsequent measurement and payment
specifications prepared by the Engineer of Record.
k. If requested by the City, manholes shall be provided with composite (non-
metallic) ring and lid to avoid corrosion. Exact product must be reviewed and
approved prior to installation, on a case -by -case basis. Lid must be capable of
locking shut and have metal tracing element.
2. Outside Drop Connections
a. Outside drop pipe connections shall be provided for all sanitary sewers entering
a manhole at an elevation greater than twenty-four (24) inches above the invert
of the manhole.
b. In areas where future residential, commercial, and/or industrial growth can
occur, all new manholes 15 feet deep or deeper shall be equipped with up to
two (2) outside drop connections of a size and at an elevation to be determined
by the City at the time of design to allow for future connections at these points.
The drops shall extend from the base to within 10 feet of the final graded surface
elevation.
NOTE: THIS SHOULD NOT IMPLY THAT EVERY MANHOLE SHALL
BE PROVIDED WITH 2 OUTSIDE DROP CONNECTIONS.
B. SEWER PUMP STATIONS
1. A construction permit shall not be issued for a sanitary sewer pump station until an
economic analysis proves to the satisfaction of the City that the pump station exhibits
a lower 20-year life cycle cost than extending a gravity sewer to the development.
2. The analysis shall be per latest standard practice for least cost (life cycle) as developed
by ASTM C 1131 and evaluate labor costs, maintenance costs (including parts
replacements), operation costs and rehabilitation costs. The analysis shall take into
consideration both interest and inflation rates.
3. The following minimum assumptions shall be made when calculating life cycle costs.
a. Pump Station Construction Costs = Actual cost
b. SCADA System = $7,500 in 2017 and is subject to annual revision by
the Utilities Director
C. Pump Station Routine O&M labor = 50 hrs/year @ $40/hr
d. Effective Energy Costs = $0.25/kW•hr
C. Interest Rate = 5%
f. Inflation Rate = 3%
2002_Design_Sewer 8
g. Replace pumps in year 11
4. In the event that a pump station is more cost effective than gravity sewer, the operation
and maintenance expenses for the pump station must be paid in addition to the monthly
sewer service charges paid by the benefiting customers. The estimated service life shall
be 20 years.
5. If a pump station is more cost effective, the City of Fayetteville reserves the right to
cost share with the developer to pay for a gravity sewer extension in lieu of a pump
station.
1.07 EASEMENTS
A. GENERAL
1. Whenever possible, sanitary sewers shall be constructed within the public right-of-way.
Should the construction be outside the limits of the public right-of-way, recorded sewer
easements shall be acquired, dedicated and recorded solely for the benefit of the City.
Easement boundaries shall be so shown on the plans and specifications as "Water and
Sewer Easement" in lieu of "Utility Easement". Sanitary sewers may be constructed
within "platted" utility easements if the work is performed in conjunction with a
development approved by the City.
2. The minimum permanent easement widths to be dedicated to the City are as follows:
Depth of Sewer from Finished Grade Easement (ft)
up to 10 feet 20
> 10 feet to 20 feet 25
greater than 20 feet 30
3. All sanitary sewers shall be centered in the easement. For those sanitary sewers
constructed in the public right-of-way, the easement shall extend the distance outside
the right-of-way necessary to provide the required easement width. Sewers not centered
in the easements shall have an easement width equal to 1/2 that designated above on
each side of the easement.
4. A minimum 50 foot by 50 foot deeded property shall be provided for all submersible
lift stations with wet wells up to 20 feet deep. Deeds for lift stations with wet wells
greater than 20 foot deep and/or wet well/dry pit lift stations shall be handled on a case
by case basis.
5. The sewer easements shall be exclusively under the discretion and control of the City.
Ingress and egress shall be available to the City's crews at all times. No utility
companies are allowed to use the sewer easements for installation of their utility lines
without the expressed written permission of the City. All plan sheets shall clearly
identify the sanitary sewer easement and the location of all other proposed utilities.
2002_Design_Sewer 9
The horizontal and vertical plans shall identify all utilities proposed to cross the sanitary
sewer easement.
1.08 PROTECTION OF WATER SUPPLIES
A. Comply with Section 2001 1.24.
1.09 STEEL ENCASEMENTS
A. For maintenance purposes, sanitary sewers will be encased in steel encasement pipe wherever
the sanitary sewer crosses significant utilities, significant drainage way(s), or other significant
obstacles as determined by the design provided by the Engineer of Record or as requested by
the designated City engineer.
B. Sewer lines through steel encasement shall be installed with three spacers per joint such that
the spacers are equally spaced along the length of the pipe.
C. Bell restraints shall be used for all joints inside the encasement pipe and for the first joint in
each direction outside the encasement pipe.
D. End Seals shall be used on all encasement pipes. Refer to Section 3400 — Steel Encasement
Pipe.
E. Force mains shall also include joint restraints, blocking and the use of anchor collars as
designed by the Engineer of Record and submitted to the City for review.
2002_Design_Sewer 10
4.10 TABLE 1 MINIMUM DESIGN FLOWS
Multifamily/Commercial/Industrial/Institutional:
Gallons Per Person
of Wastewater Per Day
Type of Establishment*
Unless Otherwise Noted
1.
Institutions other than hospitals
180 — 120
2.
Schools (without gym and showers)
15
3.
Schools (with gyms and showers)
25
4.
Organization camps only
a. With showers and handwashing facilities
20 +
b. With toilets, showers and handwashing facilities
40 +
+ Cooking or central food service included.
5.
Campgrounds
a. With individual sewer connections (per site)
100
b. With community building only (per site)
50
6.
Mobile home parks (per mobile home park space)
200
7.
Motels and hotels (per room)
100
8.
Restaurants along an interstate or major highway; 24-hour
70
operation (per seat)
9.
Restaurants; 24-hour operation (per seat)
50
10.
Restaurants; less than 24-hour operation (per seat)
35
11.
Bars and cocktail lounges (per seat)
35
12.
Bowling alleys (per alley)
100
13.
Places of employment (does not include industrial waste, per
15-35
employee per shift)
14.
Day workers at offices
15
15.
Picnic parks and areas
5
16.
Drive-in theaters (per ramp parking space)
7
17.
Service stations (per vehicle served)
10
2002_Design_Sewer I I
Gallons Per Person
of Wastewater Per Day
Type of Establishment*
Unless Otherwise Noted
18.
Swimming pool bathhouse (per person)
10
19.
Private dwelling (per dwelling)
300
20.
Apartments
a. One bedroom (per apartment)
200
b. Two bedroom or more (per bedroom)
150
21.
Shopping center (where stores are not known) per square foot
0.45
building area
22.
Churches
a. Without kitchen (per sanctuary seat)
3
b. With kitchen (per sanctuary seat)
5
23.
Beauty salon
35
24.
Day care center
20
* The flows listed indicate a reasonable approach for the type of establishment referenced.
Additional considerations, including the ADH Rules and Regulations pertaining to Onsite
Wastewater Systems Appendix B or other applicable technical data will be necessary in
some cases.
Source: Section 1200 of the "Standard Specifications for Design and Construction of Water Lines
and Sewer Lines, 2012 Edition"
2002_Design_Sewer 12
(THIS PAGE INTENTIONALLY LEFT BLANK)
END OF SECTION 2002
2002_Design_Sewer 13
SECTION 2003 TRENCH SAFETY/PROTECTIVE SYSTEMS
PART 1 - GENERAL
1.01 WORK INCLUDED
A. Comply with OSHA (Occupational Safety and Health Administration) Standards 29 CFR
1926 Safety and Health Regulations for Construction Subpart P, Excavations, Standard
1926.650, of the Code of Federal Regulations and as follows.
B. The Contractor is responsible for ensuring that safe working conditions exist and safety
procedures are being followed at the work site. The Contractor is responsible to comply
with all Federal, State and City laws, rules or regulations stated or not stated within these
specifications.
C. If the Contractor is working for any Arkansas public body (state agency, county,
municipality, school district, or other local tax unit or improvement district), and has
entered into a contact under the provisions of Arkansas Code Title 22. Public Property §§
22-9-202-204, then the engineer and the contractor shall comply with Arkansas Code Title
22. Public Property § 22-9-212 Public improvements generally - Trench or excavation
safety systems.
The requirements include, but are not necessarily not be limited to:
22-9-212. Public improvements generally -- Trench or excavation safety systems.
(a) Whenever any agency of this state or of any county, municipality, or school
district, or other local taxing unit or improvement district, enters into a contract
covered by the provisions of 22-9-202 -- 22-9-204 for the making of repairs or
alterations or the erection of buildings or for the making of any other improvements,
or for the construction or improvement of highways, roads, streets, sidewalks,
curbs, gutters, drainage or sewer projects, or for any other construction project in
which the public work or public improvement construction project involves any
trench or excavation which equals or exceeds five feet (5') in depth, the agency,
county, municipality, school district, local taxing unit, or improvement district shall
require:
(1) That the current edition of Occupational Safety and Health Administration
Standard for Excavation and Trenches Safety System, 29 CFR 1926, Subpart P, be
specifically incorporated into the specifications for the project; and
(2) That the contract bid form include a separate pay item for trench or excavation
safety systems to be included in the base bid.
(b) In the event a contractor fails to complete a separate pay item in accordance
with the applicable provisions of subsection (a) of this section, the agency, county,
2003_Trench_Safety
municipality, school district, local taxing unit, or improvement district shall declare
that the bid fails to comply fully with the provisions of the specifications and bid
documents and will be considered invalid as a nonresponsive bid. The owners of
the above -stated project shall notify the Safety Division of the Department of Labor
of the award of a contract covered by this section.
The engineer and the contractor are responsible for compliance with the latest version of
this Code (Arkansas Code Title 22. Public Property § 22-9-212 Public improvements
generally - Trench or excavation safety systems).
D. Protective Systems - The Contractor shall design or provide an engineered design, and shall
install, and maintain Protective Systems in strict compliance with OSHA (Occupational
Safety and Health Administration) Standards 29 CFR 1926 — Construction, of the Code of
Federal Regulations and all other applicable Federal, State, and local requirements.
1.02 29 CFR 1926, SUBPART P, INCORPORATED
A. The current edition of Occupational Safety and Health Administration Standard for
Excavation and Trenches Safety System, 29 CFR 1926, Subpart P, is incorporated by
reference into these Standard specifications.
B. Additional information may be found at:
United states Department of Labor, Occupational Safety and Health Administration,
Regulations (Standards — 29 CFR) Construction Standard Number 1926 — Safety and
Health Regulations for Construction.
https://www. osha. gov/pls/oshaweb/owasrch. search_form?p_doc_type=STANDARDS &p
_toc_level=l &p_keyvalue=1926
Trenching and Excavation Safety OSHA 2226-1OR 2015 Booklet at:
https://www.osha.gov/Publications/osha2226.pdf
END OF SECTION 2003
2003_Trench_Safety 2
SECTION 2004 CONFINED SPACES
PART 1 - GENERAL
1.01 WORK INCLUDED
A. Comply with OSHA (Occupational Safety and Health Administration) Standards 29 CFR
1910 Occupational Safety and Health Standards including Subpart J, General
Environmental Controls Excavations, Standard 1910, including but not limited to 29 CFR
1910.146, Permit -required Confined Spaces of the Code of Federal Regulations and as
follows.
B. The Contractor is responsible for ensuring that safe working conditions exist and safety
procedures are being followed at the work site. The Contractor is responsible to comply
with all Federal, State and City laws, rules or regulations stated or not stated within these
specifications. The Contractor is responsible to notify OSHA of the commencement of all
water or sewer construction.
C. The Contractor is responsible to notify the City Engineer or Utilities Director, and the
Engineer, when personnel are to work in, or near, a Permit -Required Confined Space and
contractor shall coordinate such work with the City Engineer or Utilities Director, and the
Engineer.
D. Contractor shall inform the City Engineer or Utilities Director, and the Engineer, of type
of Permit -Required Confined Space documentation, permit and program used by the
contractor.
E. Contractor shall inform the City Engineer or Utilities Director, and the Engineer, of any
hazards confronted or created in a Permit -Required Confined Space.
F. The Contractor is responsible to notify the City Engineer or Utilities Director, and the
Engineer, when personnel are to work in, or near, a Non -Permit -Required Confined Space
and contractor shall coordinate such work with the City Engineer or Utilities Director, and
the Engineer.
G. Contractor shall inform the City Engineer or Utilities Director, and the Engineer, of type
of Non -Permit -Required Confined Space documentation and program used by the
contractor.
H. Contractor shall inform the City Engineer or Utilities Director, and the Engineer, of any
hazards confronted or created in a Non -Permit -Required Confined Space.
2004_Confined Spaces
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END OF SECTION 2004
2004_Confined Spaces
SECTION 2005 PUBLIC EMPLOYEES RIGHT TO KNOW ACT
PART 1 - GENERAL
1.01 WORK INCLUDED
A. Comply with OSHA (Occupational Safety and Health Administration) Standards 29 CFR
1910 Occupational Safety and Health Standards including Subpart H, Hazardous Materials,
Standard 1910.120, of the Code of Federal Regulations and as follows.
B. Comply with State of Arkansas Act 556 of 1991, Arkansas Code Ann. Sec 8-7-1101 et.
Seq.: Public Employees Chemical Right to Know Act, and as follows.
C. The Contractor is responsible for ensuring that safe working conditions exist and safety
procedures are being followed at the work site. The Contractor is responsible to comply
with all Federal, State and City laws, rules or regulations stated or not stated within these
specifications.
D. The Contractor shall provide to the City Engineer or Utilities Director, and the Engineer, a
list of all hazardous chemicals and a copy of the appropriate Safety Date Sheets (SDS)
(previously aka Material Safety Data Sheets) brought onto the property. This information
is required prior to any work being started.
E. The City will provide to the contractor a list of hazardous chemicals at any City facility
where work is being performed. The locations and SDS information will be provided prior
to any work starting. The contractor is responsible for disseminating this information to
its employees.
2005_Right to —Know
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END OF SECTION 2005
2005_Right to —Know
SECTION 2006 ASBESTOS PIPE
PART 1 - GENERAL
1.01 WORK INCLUDED
A. If asbestos pipe is indicated on the plans for removal, tapping, connection to or other work,
or if asbestos pipe is discovered on the project site, then the Owner shall have prepared an
asbestos pipe work plan or an asbestos pipe mediation plan. The Owner will submit the
asbestos pipe work plan or an asbestos pipe mediation plan to the City for review and
approval prior to work beginning that includes asbestos pipe.
B. Comply with U.S. Environmental Protection Agency (EPA) 40 Code of Federal
Regulations (CFR) Part 61, Subpart M, National Emission Standards for Asbestos.
C. Comply with OSHA (Occupational Safety and Health Administration) Standards 29 CFR
1926 Safety and Health Regulations for Construction Subpart Z, Toxic and Hazardous
Substances, Standard 1926.1101-Asbestos, of the Code of Federal Regulations and as
follows.
D. Comply with Arkansas Department of Environmental Quality (ADEQ) regulations
including Regulation 21, The Arkansas Asbestos Abatement Regulation.
When required by ADEQ Regulations, provide the Notice of Intent to remove asbestos to
ADEQ and copy to the City, Owner and Contractor or Engineer of Record.
E. The Contractor is responsible for ensuring that safe working conditions exist and safety
procedures are being followed at the work site. The Contractor is responsible to comply
with all Federal, State and City laws, rules or regulations stated or not stated within these
specifications.
2006_Asbestos
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END OF SECTION 2006
2006_Asbestos
SECTION 2100 EROSION AND SEDIMENT CONTROL
PART 1 — GENERAL
A. All projects shall include erosion and sediment control features.
B. Comply with the published City Engineering regulations and standards and
as follows.
1.01 WORK INCLUDED
A. For Capital Improvement Projects, and other projects where required by Ordinance or
standards, the Engineer shall submit an erosion control plan for the Work to the City for
review and approval.
The Contractor shall accomplish temporary and permanent erosion protection in
accordance with approved plans and project specific specifications, City Ordinances,
manuals and standards, and State and Federal regulations.
City requirements include, but are not limited to:
ITILE XV Unified Development Code (UDC)
Chapter 167: Tree Preservation and Protection
Chapter 169: Physical Alteration of Land
Chapter 170: Stormwater management, drainage and erosion Control,
Chapter 168: Flood Damage Prevention- section 168.12 Streamside
Protection Code
Streamside Protection Best Management Practices (BMP) Manual
Drainage Criteria Manual dated July 1, 2014
City of Fayetteville City Engineer's office Standard Specifications, Manuals and
Standard Details, City of Fayetteville, are found at:
http://www.fayetteville-ar.gov/445/En ing eering-Specs-Details
B. The Contractor is responsible for implementing and maintaining Best Management
Practices (BMPs) during construction activities, including, but not limited to, sediment and
erosion control structures and achievement of final stabilization upon completion of
construction activities.
C. The Contractor shall be responsible for implementing all applicable requirements of the
ADEQ General Stormwater Permit for Construction Activity, the Spill Prevention Control
and Countermeasures Plan (SPCCP), as required by USEPA, local Municipal Separate
2100 Erosion 1
Storm Sewer requirements, and all other environmental regulatory requirements that are
associated with the construction activities that they are contracted to perform. The
Contractor is responsible for managing all materials, equipment, and activities at the work
site in a manner that is in compliance with local, State, and Federal environmental
regulations.
PART 2 — PRODUCTS
2.01 PRODUCTS/MATERIALS
A. Refer to City of Fayetteville City Engineer's office Standard Specifications, Manuals and
Standard Details, City of Fayetteville.
PART 3 — EXECUTION
3.01 TEMPORARY EROSION CONTROL
A. Comply with Section 8.2 Erosion, Runoff and Sediment Controls for Construction Sites,
of the City of Fayetteville Drainage Criteria Manual (2014 edition), the City Engineer's
office Standard Erosion Control Details and as follows:
B. Water removed from open pits and/or trenches shall have silt removed prior to leaving the
immediate site of construction. Silt shall be removed by natural vegetation, a straw bale
trench dewatering inlet device, settling pond, filter bag, a rock/geotextile fabric sediment
trap/basin, or other appropriate sediment control measure. Water filtered through a basin
shall not violate any water quality standard and shall have efficient sediment/silt removal
prior to discharging to a waterbody.
C. Contractor shall be responsible for providing adequate number of pumps for prompt and
efficient dewatering. Ends of discharge hoses shall be provided with flow dispersion and
filtration devices to prevent scouring of surface soils, discharge of turbid water, and/or
washout of stream banks. Discharges from dewatering activities shall not be conveyed into
or upon any roadside ditch, curb and gutter, street or publicly used thoroughfare.
D. The direct discharge of silty/muddy water to a stream, offsite, or across areas of equipment
access points and/or construction haul roads is strictly prohibited.
3.02 OTHER CONTROLS
A. A dedicated concrete truck wash out area shall be maintained to include adequate
containment to prevent runoff of concrete truck wash water. Concrete truck drivers shall
be notified to use wash out area.
B. Contractor shall follow the appropriate waste storage and disposal practices, as per
applicable environmental regulatory requirements. Solid waste dumpsters/roll-offs, or
2100 Erosion 2
other appropriate waste receptacles will be maintained and used at the site. Good
housekeeping practices will preclude trash, construction wastes, and debris to be dumped
or scattered on the construction site. There shall be no open burning of any waste material.
No solid materials, including building materials, shall be discharged to waters of the State.
C. No liquid waste chemicals, fuels, and/or oils are to be leaked or spilled on ground surfaces.
Bulk storage of liquid chemical wastes will be provided with secondary containment with
a capacity sufficient to contain the volume of the largest container within the secondary
containment. All waste materials shall be stored in a manner to prevent releases and should
be disposed of by a qualified waste disposal firm at an acceptable waste disposal facility.
Records of the disposal of all solid, hazardous, non -hazardous, and liquid wastes are to be
maintained by the Contractor. Contractor shall notify the Engineer of any spills or leaks
that occur in spite of the preventive measures taken. Contractor will prepare a report of
any spills or leaks in accordance with the reporting and recordkeeping measures described
in the BMPs. No contaminants from fuel storage areas, hazardous waste storage and truck
wash areas shall be discharged to waters of the State. These areas should not be located
near a water body.
D. Contractor shall maintain compliance with applicable State and/or local sanitary sewer,
septic system, and waste disposal regulations.
E. Off -site vehicle tracking of sediments and the generation of dust must be minimized.
Measures such as stone at construction access points, parking areas, and unpaved roads,
providing entrance wash racks or stations for trucks, and/or street sweeping shall be
implemented where appropriate. Application of water to construction haul roads should
be done, as appropriate, to control dust generation. Application of excessive levels of water
that create mud should be avoided.
F. The Contractor shall be responsible for maintaining the site and adjoining paved surfaces
in a dust free condition. Fugitive dust control is the sole responsibility of the Contractor.
3.03 PERMANENT EROSION CONTROL
A. The Contractor shall incorporate permanent erosion control features into the project at the
earliest practicable time as the construction progresses all in accordance with the approved
plans and project specifications, City Ordinances, City manuals and standards.
2100 Erosion
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END OF SECTION 2100
2100 Erosion
SECTION 2200 SITE PREPARATION
PART 1 - GENERAL
1.01 WORK INCLUDED
A. Excavation, grading, cutting and removal of trees, shrubs and underbrush, and the removal
of any debris existing above natural ground surface and within the cleared area necessary
for the construction of the improvements.
PART 2 - PRODUCTS
A. Not used
PART 3 - EXECUTION
3.01 GENERAL
A. For Development Projects, the Owner and his contractor are responsible for all costs
incurred by reason of the requirements of this section. For Capital Improvement Projects,
it shall be the responsibility of each bidder to examine the site carefully and make his own
calculations as to costs to be incurred by reason of the requirements of this section.
B. The Contractor shall not remove or disturb any vegetation except that required for the
execution of the work.
C. Trees, shrubs, underbrush and debris removed will be disposed of by the Contractor in a
manner approved by the City.
D. If access roads are required and not indicated on the plans, then the Contractor will be
required to submit a plan for construction of access roads for review and approval by the
Engineer.
3.02 SITE PREPARATION
A. Clear areas as indicated or only as necessary for performance of the work. Confine
operations to that area provided through easements, documented agreements and rights -of -
way.
For Capital Improvement Projects, entrance upon any lands outside of that area provided
by easements or public rights -of -way, shall require documented written approvals with
copies provided by the Contractor to the City.
B. For Capital Improvement Projects, do not occupy any portion of the project site prior to
the date established in the Notice to Proceed without prior approval of the Owner.
2200_Site_Prep
Ce
f7
E.
F.
The engineer will notify the contractor of requirements by individual property owners as
stipulated in easement documents pertaining to the project.
Remove, relocate, reconstruct or work around natural obstructions, existing facilities and
improvements encountered during site preparation as herein specified. Take care while
performing site preparation work adjacent
Promptly repair damage to existing facilities.
manner off the work site.
to facilities intended to remain in place.
Dispose of waste materials in a satisfactory
Protect, move, or brace public and private utilities as required by the affected utility.
Maintain mailboxes in the manner that the Postal Service requires to prevent interruption
of mail delivery.
G. Site preparation includes the removal of trees, shrubs, brush, crops, and other vegetation
within the limits of the easements (right-of-way), or as may be provided for in licenses,
permits and agreements. For Capital Improvement Projects, all efforts shall be made to
retain existing landscaping. For development projects these requirements will follow the
Owner's agreements and City Ordinances and City regulations. In the event that trees,
shrubbery, and hedges cannot be saved, then prior approval of the property owner and the
City's Representative must be obtained before the existing landscaping is removed.
1. Trees
a. Comply with Chapter 167: Tree Preservation and Protection of the City's
UDC. All trees shall be saved unless removal is approved by the Engineer
and the City. Trim trees in accordance with the City's regulations including
the City of Fayetteville Tree Preservation, Protection, and Landscape
Manual.
2. Shrubbery
a. Shrubbery shall be saved unless removal is approved by the Engineer and
the City. Make reasonable efforts to save all shrubbery by trimming, in
accordance with acceptable pruning practices, and treating wound surfaces
with a commercial pruning compound.
3. Small Plants and Flowers
a. At least two weeks prior to the start of construction, notify property owners
of the proposed starting date so that the property owners can remove any
small plants or flowers.
4. Protection of Existing Facilities
a. The Contractor shall notify all property owners in the immediate vicinity of
the construction area that may be affected by the construction activities a
minimum of 24-hours before starting work in that area. The notification
2200_Site_Prep 2
shall include a description of the work, work hours, and a 24-hour contact
name and number for the contractor.
b. Fences interfering with construction, and located within public rights -of -
way or as may be allowed for in permits or agreements, may be removed
only if the opening is provided with a temporary gate which will be
maintained in a closed position except to permit passage of equipment and
vehicles, unless otherwise herein specified. Fences within temporary
construction easements may be removed provided that temporary fencing is
installed in such a manner as to serve the purpose of the fencing removed.
C. Fencing removed shall be restored or replaced to the condition existing prior
to construction unless otherwise specified. Temporary fencing meeting the
requirements of the land owner will be provided when requested by the land
owner, Engineer or Owner. The Contractor is solely liable for the straying
of any animals protected or corralled, or other damage caused by any fence
so removed.
d. Driveways and driveway approaches removed or damaged during
construction shall be restored to the original or better condition.
C. Make every reasonable effort to protect private sewer facilities. Private
sewer facilities may not be shown on the Plans.
f. Preserve property corners, pins and markers. In the event any property
corners, pins, or markers are removed by the Contractor, such property
points shall be replaced at the Contractor's expense and shall be re -set by
competent surveyors properly licensed to do such work. In the event such
points are section corners or Federal land corners, they shall be referenced
and filed with the appropriate authority.
g. Where existing utilities and service lines are encountered, notify the owner
thereof at least 48 hours (not including weekends and/or holidays) in
advance of performing any work in the vicinity.
h. Excavate, install pipeline and backfill in the vicinity of such utilities in the
manner required by the respective owner and, if requested, under his direct
supervision. The Contractor shall be responsible for damages to a public or
private utility that may occur as the result of the construction.
i. Protect, move, or brace public and private utilities as required by the
affected utility.
Make a reasonable effort to ascertain the existence of obstructions and
locate obstructions by digging in advance of machine excavation where
definite information is not available as to their exact location. Where such
2200_Site_Prep
facilities are unexpectedly encountered and damaged, notify responsible
officials and other affected parties and arrange for the prompt repair and
restoration of service.
END OF SECTION 2200
2200_Site_Prep 4
SECTION 2300 EXCAVATION, BACKFILLING AND COMPACTION
PART 1 - GENERAL
1.01 WORK INCLUDED
A. Excavation, backfilling, and compaction for water lines, sewer lines, appurtenances, and
incidental construction.
1.02 GENERAL
A. Comply with the recommendations of AWWA C600 and AWWAC605 latest editions,
except as modified or limited within these specifications.
1.03 QUALITY ASSURANCE
A. When requested by the City's designated engineer, the Engineer of Record will provide:
1. One moisture/density relationship test (AASHTO T-99, or AASHTO T-180) taken at
the beginning of the project, and one additional moisture/density relationship test taken for
every 5,000 cubic yards of imported material.
2. The field density of adjacent undisturbed soil in accordance with ASTM D2922
(Standard Method for Density of Soil and Soil -Aggregate in Place by Nuclear Methods,
Shallow Depth) locations as determined by the City.
3. A minimum of one density test per street crossing and/or one density test per 500 lineal
feet of pipe or portion thereof when the pipe is located in the street, under pavement, under
the curb and gutter, under sidewalks or trails or other locations as determined by the City.
4. Other project specific tests as required by supplemental specifications provided by the
Engineer of Record.
B. Provide submittals as specified or as requested by the City's designated engineer.
1.04 UTILITIES PROTECTION
A. The Work included in this Project may require excavation and related activities in close
proximity to existing buried and aerial utility lines and facilities, such as water lines, sewer
lines, storm drains, natural gas lines, electrical power lines, telephone cables, and TV
cables. Where their presence is known, the approximate location of such utilities is shown
on the Drawings, but all such utilities and individual service lines are not shown. The
Contractor shall be aware of the potential for such utility lines to conflict with intended
construction efforts, and the Contractor shall use appropriate precautionary measures to
locate and protect such utility lines and services so as to avoid damage and interruptions to
2300 Excavation
MAIPRINA
B. The Contractor shall contact the owners of the various existing utilities lines and services
as may be affected by the construction and solicit their assistance in identifying, locating,
marking, and protecting these facilities prior to the beginning of any excavation or other
work which might endanger the existing utilities. If such utilities are damaged or impaired
because of the Contractor's actions or omissions, the Contractor shall be responsible for the
cost of repairs or replacements of the affected or damaged utility or service line.
C. The Contractor shall comply with the "Arkansas Underground Facilities Damage
Prevention Act" including latest amendments, the Arkansas One -Call System, and shall
alert potentially conflicting utility systems accordingly.
D. The Contractor is responsible for protecting public and private property. The Contractor
is responsible for the Contractor's safety plan and implementation.
1.05 SEDIMENT CONTROL
A. The Contractor shall be responsible for all sediment control in accordance with Section
2100 — Erosion and Sediment Control.
B. The Contractor shall be responsible for maintaining the site and adjoining properties and
adjoining paved surfaces in a dust free condition.
PART 2 — PRODUCTS
2.01 FOUNDATION MATERIALS
A. Foundation materials for trench over excavation shall be Class 7 Aggregate Base Course
(ABC), `B" stone with class 7 aggregate cap, or concrete as designed by the Engineer of
Record.
2.02 EMBEDMENT MATERIALS
A. Embedment materials are restricted to materials specified below. The Engineer of Record
shall provide as a submittal the gradation sieve analysis of the embedment materials
proposed for each specific project.
B. Without regard to the pipe material, all embedment materials include: bedding, pipe zone
(including haunching), and initial backfill from six (6) inches below the bottom of the pipe
to six (6) inches above the top of the pipe the full trench width with a minimum of six (6)
inches of embedment materials all around the exterior of the pipe.
C. Special design considerations, including supplemental trench drains, geotechnical fabric,
and/or specific aggregate, and/or filter gradations as recommended in AWWA C605 and
2300 Excavation 2
ASTM D2321 may be required to prevent migration of embedment particles. The Engineer
of Record is responsible to design the embedment system as needed for the specific project.
D. Embedment materials for water lines. The maximum aggregate size shall
be 3/4 inch. The Engineer of Record will design the installation using embedment
materials as ASTM C33 gradation #7 or ASTM C33 gradation 67 as modified and
described below:
1. Crushed aggregate conforming to ASTM C 33, gradation 7 as follows:
ASTM gradation Size 7 (not class 7)
Crushed aggregate sized from nominal 1/2 inch to No. 8 sieves:
100 percent passing the 3/4 inch sieve
90 to 100 percent passing the 1/2 inch sieve
40 to 70 percent passing the 3/8 inch sieve
0 to 15 percent passing the No. 4 sieve
0 to 5 percent passing the No 8 sieve
2. Crushed aggregate conforming to the ASTM C 33, gradation 67 and as follows:
Crushed aggregate sized from maximum 3/4 inch to No. 8 sieves:
100 percent passing the 3/4 inch sieve (maximum aggregate size 3/4 inch)
20 to 55 percent passing the 3/8 inch sieve
0 to 10 percent passing the No. 4 sieve
0 to 5 percent passing the No 8 sieve
The required modification of the ASTM C 33, gradation 67 is the clarification and
potential additional requirement of 100 percent passing the 3/4 inch sieve. Some
aggregate suppliers for Fayetteville projects are currently meeting this requirement
(maximum, not nominal, aggregate size 3/4 inch) as required in the 2012 Standard
Specifications.
D. Embedment materials for sewer lines shall be a Class I crushed aggregate material in
accordance with ASTM D2321 meeting the gradation requirements of ASTM C 33,
gradation 7 as specified above for water lines, or the same crushed aggregate material
conforming to a modification of the ASTM C 33, gradation 67 as specified above for water
lines, or ASTM Class 67 stone. The Engineer of Reocrd is responsible to design the
embedment and to verify the proper use of embedment materials for water and sewer
installation.
2.03 BACKFILL MATERIALS
2300 Excavation
A. AGGREGATE MATERIAL
Aggregate material for select backfill across streets, roads, driveways, and for placement
of "gravel" or aggregate surfaced areas, shall be Class 7 Aggregate Base Course (ABC)
material conforming to the Standard Specifications of the Arkansas Highway &
Transportation Department, latest edition.
B. SELECT NATIVE BACKFILL MATERIAL
Select native material shall be suitable on -site materials or imported good earth, sand, or
gravel that is free from large rocks or hard lumpy materials. Never use materials of
perishable, frozen, spongy or otherwise unsuitable nature as select material.
Initial backfill when consisting of select native materials, shall be free of rocks, stones or
particles greater than 3 inches in diameter.
C. FLOWABLE SELECT MATERIAL
Flowable select materials, aka flowable fill or controlled low strength materials, for select
backfill where indicated on plans across streets, roads, and driveways shall be Flowable
Select Material conforming to the Standard Specifications of the Arkansas Highway &
Transportation Department, latest edition.
D. CHERTY RED CLAY aka "HILLSIDE"
Locally available red clay chert material with a minimum of 55 percent retained on the #4
sieve prior to compaction, CBR of eight or greater and classified as GM or GC. The
Engineer of Record shall provide as a submittal the geotechnical analysis of the proposed
"Hillside" cherty red clay material for each specific project.
E. RIPRAP
1. Riprap material is not permitted as a Standard Specification.
2. Riprap material will be considered on specific case by case basis and in
accordance with Sections 1000 General Conditions.
3. Riprap material, if approved, shall be designed in accordance with the City of
Fayetteville Drainage Criteria Manual dated July 1, 2014.
PART 3 — EXECUTION
3.01 PROTECTIVE SYSTEMS - EXCAVATIONS AND TRENCHES
2300 Excavation 4
A. Comply with all Federal, State and Local requirements.
B. Comply with the requirements as specified elsewhere with these Specifications.
C. The Contractor is responsible for the Contractor's safety plan and implementation.
3.02 EXCAVATION - GENERAL
A. Excavation shall be carried accurately to the line and grade indicated on the drawings and
as established by the Engineer.
B. When the bottom of the excavation is at subgrade and found to be unstable or includes
ashes, refuse or other organic materials, or large pieces of inorganic material, that in the
judgement of the engineer should be removed, the contractor will remove all such material
(over -excavate) to the extent required by the engineer.
Over -excavation will be backfilled with foundations materials per 2.01 B and as directed
by the engineer.
C. Dewater all excavations as required and as follows:
1. Comply with Section 2100 EROSION AND SEDIMENT CONTROL.
2. Prevent groundwater contamination.
3. Dewater to the extent that water or sewer pipe can be placed on a dry and firm trench
bottom. Never place pipe in a wet or unstable trench.
4. When requested by the City, the Contractor, or the Engineer of Record, will provide a
dewatering plan based upon the Engineer of Record's dewatering engineered design.
3.03 DISPOSAL OF EXCAVATED MATERIALS
A. The Contractor shall be responsible for disposal of excess material, or disposal of
excavated material unsuitable for backfilling.
B. Disposal of excess material on private property shall only be allowed with written
permission of the owner of the property. A copy of the written permission must be
forwarded to the Engineer along with any permits as may be required by the governing
authority, city or county. Grading permits are required for any disposal within the City of
Fayetteville city limits.
3.04 EXPLOSIVES
A. The use of explosives/blasting materials is not permitted as a Standard Specification.
B. The use of explosives will be considered only on specific case by case basis in accordance
with Section 1000 General Conditions. Approval will be project specific and requires
approval from both the Utilities Director, Fire Chief and the designated City engineer.
2300 Excavation 5
3.05 EXCAVATION —TRENCHES
A. Trench For Water or Sewer Line - During excavation, all pipe to be replaced shall be
properly removed and properly disposed of offsite at a suitable landfill. Trench excavation
for water or sewer lines shall be kept within the maximum width limits specified below.
The specified maximum trench width from the bottom of the trench to 24-inches above the
outside top of the pipe shall not be exceeded unless authorized by the Engineer.
Refer also to SECTION 2006 ASBESTOS PIPE.
B. Trench For Water or Sewer Line in Paved Area additional requirements — Prior to
excavation in paved areas, the Contractor shall saw -cut (or other acceptable method
approved by the Engineer) the existing pavement to minimize the destruction of the
existing pavement outside the limits of the trench. The maximum trench width for the
installation of water or sewer lines, up to 12-inches in diameter, in paved areas shall not
exceed 36-inches without written approval from Engineer. The pavement shall be repaired
in accordance with Section 6000 — Pavement Repair. Contractor is responsible for damage
to paved areas by construction equipment outside the limits of trench excavation.
C. The bottom of the trench shall be prepared to provide a uniform and continuous bearing
and support for the pipe on solid or compacted soil. Further, shallow depressions shall be
made in the trench bottom to accommodate bellends. It is a requirement for bell or coupling
holes to be excavated where no part of the load is supported bells couplings or fittings.
D. Standard Trench Widths:
Refer to the Standard details prepared by the City of Fayetteville Engineering Division.
Minimum
Outside pipe diameter + 12 inches
Notes:
Maximum
Outside pipe diameter + 24 inches
(1) Pipe diameters larger than 24 inches may require specific project trench design
(2) Site specific soil conditions may require specific project trench design
(3) Trench widths may vary per specific project trench design to comply with
Section 2003 TRENCH SAFETY/PROTECTIVE SYSTEMS
E. Unless approved otherwise by the designated City engineer, limit trench excavation to one
hundred (100) feet ahead of the completed pipe work and backfill. The City, or the
Engineer of Record, may lower this limit in traffic or congested areas.
3.06 EMBEDMENT AND BACKFILLING - GENERAL
A. Install all water and sewer pipe using approved embedment materials only.
2300 Excavation 6
B. Structure foundation subbase or structure concrete sub -foundations require project
specific design.
C. Backfilling includes refilling and compacting the fill in the excavation to the elevations
indicated. Backfilling includes initial back fill, final backfill and surface materials.
D. All backfill shall be placed in layers of appropriate thickness and compacted using a
mechanical, hydraulically -powered vibratory trench compactor or other equivalent
equipment.
E. Unless designed otherwise by the Engineer of Record, use select native materials for
backfilling in unpaved areas (only).
F. Where trenches are to be located beneath existing or proposed streets, drives, and parking
areas, all backfilling procedures shall be in accordance with the Standard details prepared
by the City of Fayetteville Engineering Division.
G. Compaction testing will be provided by the contractor utilizing an independent testing
agency approved by the City.
3.07 EMBEDMENT AND BACKFILLING PIPE ADDITIONAL REQIREMENTS
A. A continuous and uniform embedment shall be provided in the trench for buried pipe.
Embedment materials shall be tamped in layers around the pipe and to a sufficient height
above the pipe to adequately support and protect the pipe.
B. Install embedment materials in no greater than eight (8) inch compacted lifts. Install
embedment materials from six (6) inches below the bottom of the pipe to six (6) inches
above the top of the pipe. Shovel slice bedding beneath the pipe haunches.
C. Unless approved otherwise by the designated City engineer, compact all embedment
material to a minimum density of 90% standard proctor as outlined in AASHTO T-99.
D. Unless designed otherwise by the Engineer of Record for deep bury/installation the tracer
wire will be installed on top of the pipe to a maximum of six (6) inches above the top of
pipe.
E. Pipe marking tape shall be provided in all trenches for water or sewer line construction.
Installation shall be per manufacturer's recommendations and shall be as close as practical
to finished grade while maintaining a required minimum of 18 inches between the marking
tape and the top of any pipe line.
F. Provide a minimum cover of thirty-six (36) inches over the top of sewer pipe.
G. Provide the following cover for water pipe:
2300 Excavation 7
1. Minimum depth to the top of pipe for all water main lines less than 12- inches
diameter shall be 3.0 feet.
2. Minimum depth to the top of pipe for water lines 12 —inches diameter and greater
shall be 4.0 feet.
3. Maximum water line cover shall be 5.0 feet under normal conditions. Cover greater
than 5.0 feet shall be allowed for short distances where required by field conditions
and approved by the City.
4. Minimum depth of all water service lines from the main to the water meter shall be
30-inches.
H. The maximum depth of bury for PVC pipe as a standard specification is sixteen (16) feet.
Any depths of bury greater than sixteen (16) feet require project specific design by the
Engineer of Record or the use of ductile iron pipe.
I. Install pipe in accordance with Section 3100 and Section 4100.
J. Backfill and compact the excavation.
K. Maintain all temporary surfaces in good condition until permanent repairs are complete.
3.08 MISCELLANEOUS STRUCTURES
A. Excavate a sufficient distance from walls and footings to allow for forms, protective
systems and observation.
B. Backfill as indicated on Standard details prepared by the City of Fayetteville Engineering
Division or project specific drawings.
3.09 BORES/PIPE BORING
A. Bores, pipe boring, pipe jacking and similar installations of encasement and carrier pipes
are indicated in SECTION 3400 BORES AND STEEL ENCASEMENT PIPE.
END OF SECTION 2300
2300 Excavation 8
SECTION 2400 GENERAL INSTALLATION INFORMATION AND PROCEDURE
1.01 GENERAL
A. Before installation of pipe and appurtenances, the trench bottom shall be graded so uniform
support of the pipe and appurtenances are provided per Section 2300 Excavation,
Backfilling and Compaction.
B. Comply with the recommendations of AWWA C600 and AWWAC605 latest editions,
except as modified, limited and/or further specified within these specifications.
C. Additional sewer specific and water specific requirements are found in Sections 3100 and
4100 respectfully.
1.02 HANDLING PIPE MATERIALS
A. The Contractor shall handle the material with the utmost care and in a manner to prevent
damage to the materials, material coating and lining during loading, hauling, unloading,
and installation operations. Hooks, chains, or cables shall not come into contact with the
exterior/interior of pipeline materials. It is recommended to use approved nylon straps or
approved clamps to handle pipeline material. Material damaged shall be replaced at the
contractor's expense.
B. Hooks shall not be in contact with the pipe interior and to the extent possible the interior
of the pipeline materials shall be kept free from dirt and foreign matter.
C. Pipeline materials, including valves, hydrants and fittings shall be drained and stored in a
manner to protect them from damage by freezing. Under no circumstances shall pipe or
accessories be dropped or dumped into the trench.
D. Proper implements, tool and facilities shall be provided and used by the Contractor for the
safe execution of the work.
E. All foreign matter or dirt shall be removed from the inside of the pipe and appurtenances
before lowering into the trench and the pipe interior shall be kept clean during and after
laying. A swab shall be kept in the water line as long as the pipe is being laid. Care shall
be taken to prevent dirt from entering the joint space. When pipe laying is not in progress,
the open ends of the pipe shall be closed by installing a plug or cap of sufficient design to
prevent trench water, foreign matter and dirt from entering the pipe.
F. Cutting of pipe for inserting valves, fittings or closure pieces shall be done in a neat and
workman like manner without damage to the pipe or pipe lining. Torch cutting is not
permitted. All pipe shall be cut at 90 degrees to the pipe centerline. Cutting at other angles
to provide greater deflections at joints shall not be permitted. Field welding or welding
except by the pipe manufacture shall not be permitted.
2400 General Installation
G. Cut ends shall be beveled according to the manufacturer's recommendation to prevent damage
to the bell gasket.
1.03 PIPE INSTALLATION - GENERAL
A. Install PVC pipe and DIP as recommended by the manufacturer and as follows.
B. Inspect each joint of pipe carefully internally and externally before it is placed in the trench.
Plainly mark and separate from the remaining pipe any joint found to be cracked, warped, or
otherwise damaged. Remove these damaged joints from the project site as soon as possible.
C. Unless otherwise designed by the Engineer of Record and approved by the City, all pipe
shall be laid with bell ends facing the direction of progress such that spigots are pushed
into bells, not bells pushed onto spigots; and for lines on appreciable slopes, bells shall face
upgrade.
D. No pipe shall be laid in water, or when the trench condition or the weather is unsuitable for
such work.
E. The pipe, fittings, valves, fire hydrants, meter boxes, manholes and other appurtenances shall
be constructed to conform to the location, line size and material and grades specified or
indicated on the approved plans.
F. When necessary to deflect PVC pipe from a straight line in either the horizontal or vertical
plan to avoid obstructions, the pipe may be deflected in the joint the least of the
manufacturer's recommendations, or a maximum of one degree (1 °) (equal to 4 inches per
20 feet).
G. When necessary to deflect DIP pipe from a straight line in either the horizontal or vertical
plan to avoid obstructions, the pipe may be deflected in the joint the least of the
manufacturer's recommendations, or a maximum of three degree (Y) (equal to 12 inches
per 20 feet).
H. Pipe barrel bending shall not be allowed.
I. All buried iron pipes, valves, and fittings shall be double poly wrapped.
J. Valves and fire hydrants shall be set with operating stem and nut plumb.
1.04 JOINTING PVC AND DUCTILE IRON PIPE AND FITTINGS
A. Make all pipe joints in strict accordance with the manufacturer's recommendation and as
follows for the particular type of connection. Make all joints watertight in accordance with
the latest ASTM Standards.
2400 General Installation 2
B. Prior to jointing the pipe, and/or fittings, the plain ends of the pipe and the bells of the pipe
and fittings shall be thoroughly cleaned using a soapy water and cloth or brush, removing
all foreign materials from the bells, especially the gasket seats. Any burrs or imperfections
in that part of the plain end or bell, which will be in contact with the gasket, shall be
removed.
C. The clean rubber gasket shall be inserted in the bell and a thin film of lubricant shall be
applied per the manufacturer's recommendations. Pipe lubricants specified by the pipe
manufacturer shall be used. For water lines the contractor shall lubricate the gaskets and/or
spigots with the manufacturer's recommended and NSF-61 approved lubricant.
D. The cleaned plain end shall initially be entered into the bell straight. The plain end shall be
pushed inside the gasket and bell until it strikes the end of the interior if the bell, after which
the end of the pipe will be moved sideways or as specified by the manufacturer's requirements
to move the pipe slightly away from the home position to allow for expansion and to provide
flexibility for the complete pipeline.
E. When connecting the pipe or fittings according to manufacturer's requirements, care shall
be taken to avoid damage to where the pushing device or machine contacts the pipe. A
wood block or suitable pad shall be placed between the pipe and that part of the pushing
device which contacts the pipe or fitting.
F. All plain ends that enter a push -on bell shall be beveled as specified by manufacturer
requirements. All cut pieces or ends of pipe of other classifications shall be so beveled.
G. All buried iron pipes, valves, and fittings shall be double poly wrapped.
1.05 JOINTING FLANGED PIPE AND FITTINGS
A. The faces of all flanges shall be thoroughly cleaned and all burrs or imperfections removed
with a steel brush.
B. Surface coating or lining touch up shall be provided to match original coating or lining.
C. Gaskets shall be AWWA approved of 1/16 inch minimum thickness.
D. All bolts and nuts shall be cleaned and lubricated prior to tightening. Bolts on opposite
sides shall be tightened alternatively to the torque recommended by the manufacturer.
1.06 JOINTING MECHANICAL JOINT PIPE AND FITTINGS
A. Comply with AWWA C600 Table I latest edition and the manufacturer's
recommendations.
2400 General Installation
The range of torque for pipe size and bolt size varies per application. The Engineer of
Record shall furnished to the City as a submittal the project specific materials used and the
range of torque required for the assembly and materials.
The AWWA C600 Table 1 Mechanical joint bolt torque includes:
Joint Size Bolt Size Range of Torque
In. In. ft-lbs
3 5/8 45-60
4-24 3/4 75-90
30-36 1 100-120
42-48 1 1 /4 120-150
B. The spigot end of the pipe, the bell of the connecting pipe, and the rubber gasket shall be
thoroughly cleaned using soapy water and cloth, removing all foreign materials from the bells,
especially the gasket seats as specified for push -on j oints. Clean the gland in a similar manner.
An approved pipe lubricant shall be applied to the spigot end of the pipe and the gasket.
C. After the gland and gasket are placed on the spigot end of the pipe, a sufficient distance from
the end to avoid fouling the bell, insert the spigot end in the fitting bell to the point of firm
contact with the bell shoulder. Then advance the rubber gasket into the bell and seat in the
gasket seat. Hammering the gasket into the seat is not permitted. Exercise care to center the
spigot end within the bell. Bring the gland into contact with the gasket, enter all bolts, and
make all nuts hand tight. Exercise continued care to keep the spigot centered in the bell.
D. Make the joints tight by turning the nuts with a torque wrench: First partially tighten a nut,
then partially tighten the nut 180 degrees away from it. Work around the pipe with uniformly
applied tension until the required torque is applied to all nuts.
E. The Contractor shall provide a torque wrench suitable for measuring tension on bolts.
F. Proper actuation of the gripping wedges for restraining glands shall be ensured with torque
limiting twist off nuts. Tightening sequence shall be as follows. First partially tighten a nut,
then partially tighten the nut 180 degrees away from it. Work around the pipe with uniformly
applied tension until the required torque is applied to all nuts. Failure to follow proper the
proper tightening sequence will result in the disassembly of the joint, removal of the current
restraining gland, and installation of a new restraining gland. Any damage to PVC pipe shall
be removed as well.
G. All buried iron pipes, valves, and fittings shall be double poly wrapped.
H. The rubber gasket and joint bolts of mechanical joint retainer glands shall be installed in
accordance with the above section. Set screws shall be tightened evenly to approximately
75 ft-lbs or as recommended by the manufacturer.
1.07 TRACER WIRE
2400 General Installation 4
A. Comply with Arkansas Law Section § 14-271-111 (a)(2) which includes: "In addition to
the foregoing, all underground facilities installed after January 1, 1996, shall be
permanently marked with tracing wires of appropriate durability or in other manner
which will enable the operator to trace the specific course of the underground facility.",
and as follows:
B. Tracer wire shall be installed on all buried pipelines including water mains, water leads
and water service lines without regard to pipe material. Tracer wire shall be installed on
all buried sewer gravity mains, sewer force mains and gravity or pressure sewer
services/sewer laterals without regard to pipe material.
C. Unless designed otherwise by the Engineer of Record for deep bury/installation the tracer
wire shall be installed directly on, to 6-inches above, the top of the pipe for sanitary
sewer and 6-inches above pipe for waterlines.
D. As designed by the Engineer of Record and approved by the designated City engineer or
Utilities Director, the tracer wire will terminate and/or connect at:
1. An approved site specific application tracer wire box as manufactured by
Copperhead Industries, LLC. or approved equal or,
2. Interior to sewer manhole, passing just below the frame or,
3. Terminate in a valve box as designed by the Engineer of Record and approved
by the designated City engineer or Utilities Director.
E. Unless approved otherwise by the Engineer of Record and the City's designated engineer,
all tracer wire installation will include a grounding anode at the termination and/or
connection locations.
1.08 MARKING TAPE
A. Marking tape shall be installed on all buried water or sewer pipelines without regard to
pipe material. This includes gravity sewer mains, sewer force mains, gravity sewer
laterals, water mains and water services.
Marking tape shall be installed 18-inches above the top of pipe.
1.09 CONCRETE MITIGATION DAM
A. Water and sanitary sewer designs shall include the effects of the trench functioning as
drainage or groundwater conveyance.
Where indicated on the approved plans, or determined by the Engineer in the field, concrete
dams or concrete dams with slotted drainage pipe will be constructed at each connection
location of new sewer pipe to the existing sewer system. Concrete dams with, or without
slotted drainage pipe will be provided to help control the migration of groundwater from
the new sewer trench to the exiting sewer system or adjacent property.
2400 General Installation 5
Concrete dams shall be constructed in the sewer trench, outside the limits of excavation for
manholes. Slotted drainage pipe where used will terminate in an approved drainage
conveyance.
B. Hand excavate around the sewer pipe into undisturbed earth a minimum of six inches into
bottom of the trench and the trench wall perpendicular to the pipe. The hand excavated
void around the pipe shall be filled with concrete and a form shall be used to hold the
concrete in place. The form may be left in place after backfilling and restoration. The
concrete dam shall be 8-inches thick, non -reinforced and extend to the elevation indicated
on the approved plans.
C. Slotted drainage pipe ("trench drains) shall also be provided at concrete dams or low points
from the bedding to defined drainage when required by the City.
1.10 INSTALLATION OF POLYETHYLENE PROTECTION MATERIAL
A. Comply with the recommendations of AWWA C105 latest edition and as follows.
B. Two layers ("double wrapped") of polyethylene material minimum 8 mils thickness, either in
tubing form or in the form of flat sheet or rolls shall be placed around all buried mechanical
joints ofpipe and fittings, valves, fire hydrants, and all saddles, sleeves, and couplings, tapping
saddles, and any other appurtenance with exposed bolts. Any and all iron or steel components
installed below ground shall be wrapped with the polyethylene material.
Tape for field taping of polywrapped pipe, fittings, etc. or field repair of missing
polyethylene encasement material shall be Polyken #900, Scotchrap #50 or equal. Each of
the two polywrap layers shall be independently taped.
C. Ductile iron and steel pipe and appurtenances shall be completely encased in polyethylene
tubing material. It is not the intent that the material form an enclosure that is absolutely air or
water tight, but to prevent pipe to soil contact.
D. All tongs, cables, or chains that are used for lifting pipe and appurtenances that have been
encased in polyethylene material shall be adequately padded to prevent damage to the
material.
E. Repair any rips, punctures, or other damage to the polyethylene with tape or with a short
length of polyethylene tube cut open, wrapped around the pipe and secured in place.
F. Polyethylene material shall be stored on the job site in such a manner that it is not exposed to
direct sunlight. Exposure during installation shall not exceed forty-eight (48) hours.
G. Backfill material shall be the same as specified for pipe without polyethylene wrapping.
Special care shall be taken to prevent damage to the polyethylene wrapping when placing
backfill. Backfill material shall be free from cinders, refuse, boulders, rocks, stones, and/or
other material that could damage polyethylene.
2400 General Installation 6
END OF SECTION 2400
2400 General Installation
SECTION 3000 SEWER PIPE, FITTINGS AND MATERIALS
1
PART 1 - GENERAL
1.01 WORK INCLUDED
A. This section covers pipe, pipe joints, and fittings and other materials for sanitary sewer
pipelines and sewer service lines.
B. Use only pipe, fittings, adapters and appurtenances approved by the City of Fayetteville.
C. Use bends, tees, plugs, wyes, or other approved fittings constructed from the same material
as the pipe in which they are installed. Use only standard, approved fittings.
D. The Standard Specification includes pipe and fitting in diameters up to and including 18-inch
diameter. Pipe and fittings for nominal pipe diameters/sizes greater than 18-inch are not a
Standard Specification. Projects including pipe and fittings for nominal pipe sizes greater than
18-inch will be considered on specific case by case basis in accordance with Section 1000
General Requirements.
1.02 SUBMITTALS
A. Use of materials other than those specifically listed below is prohibited.
B. Submit the manufacturer's certificate that the materials meet with these Specification
requirements including material testing requirements.
PART 2 — PRODUCTS/MATERIALS
2.01 PROHIBITED PIPE MATERIALS
A. The following materials are specifically forbidden for use either in city sewers or service lines:
1. Asphalt impregnated fiber tube pipe.
2. Clay pipe.
3. Concrete pipe.
4. Open profile PVC pipe as defined in ASTM F794.
5. "No Hub" cast iron soil pipe or other non bell and spigot pipe.
2.02 SERVICE LINES AND FITTINGS
A. Service lines shall typically be four (4) inches in diameter PVC pipe and PVC fittings. Six
(6) inch PVC services may be approved when constructed to the same standards as sewer
main lines.
3000 Sewer Materials 1
B. Four (4) inch PVC pipe and PVC fittings for service lines shall be SCH 40, glue joints, and
shall be completely bedded as required for larger diameter PVC pipe.
2.03 CLEANOUTS
A. Cleanouts shall be two-way opposing, SCH 40 PVC "Memphis Code" style. The riser pipe
shall be topped off with a screw type plug.
B. Cleanouts shall not be installed in areas of surface depressions or features that pond water.
C. All cleanouts installed in asphalt or concrete shall be protected by a cast iron short bodied
valve box, Model 70 as manufactured by East Jordan Iron Works.
All cleanouts installed in areas other than asphalt or concrete including but not limited to lawn
areas, will have the cleanout and cap protected from damage by a cast iron short bodied valve
box, meter box or other method approved by Utilities Director.
D. On a case -by -case basis, the City may require a 6-inch thick, 24-inch square concrete collar
to be poured around a sewer cleanout for protection in greenspaces.
E. On a case -by -case basis, the City may require a below -grade cleanout with protective vault
(Utility Defender or approved equal).
2.04 POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE (Solid Wall)
A. PVC pipe for gravity sewer mains or force mains shall be green in color and imprinted with
"SEWER".
B. Pipe fifteen (15) inches in diameter and less: conform to ASTM D 3034. Maximum standard
dimension ratio (SDR) shall be twenty six (SDR 26).
C. Pipe greater than (15) inches in diameter: conform to the requirements of ASTM F 679 with
pipe stiffness designed for the specific site and project. Sanitary sewer larger than 15 inch
diameter requires specific review and approval from the City.
D. Joint connections for internal or external pressure less than 25-ft head: push on, flexible
watertight elastomeric gaskets conforming to ASTM D 3212. Joint connections for internal
or external pressure equal to or greater than 25-ft head require specific project design and City
approval.
E. Marking In addition to "SEWER" provide: The date of manufacture, class of pipe,
specification designation, size of pipe, name or trademark of manufacturer, and identification
of plant/location shall be legibly marked on the outside of each pipe section in accordance
with the ASTM D-3034.
F. Minimum length of a cut section of pipe shall be 5 feet.
3000 Sewer Materials 2
2.05 DUCTILE IRON PIPE FOR GRAVITY MAINS
A. Gravity Sanitary Sewer ASTM A 746: Ductile Iron Pipe Gravity Sewer Pipe
B. Minimum Pressure Class shall be as follows:
1. 18-inch and smaller 350 psi
2. 24-inch 250 psi
3. 30-inch and greater 200 psi
C. Joint connections, pipe and fittings:
1. Push on and mechanical rubber gasket joints: ANSFAWWA C1 I l/A21.1 L
2. Flanged: ANSI/AWWA C 115/A21.15, ANSI B 16.1.
3. Grooved and shouldered ANSFAWWA C606.
D. Weights and Marking: Weights of pipe and fittings shall conform strictly to the
requirements of ANSI Specifications. The class designations for the various classes of
pipe and fittings shall be cast onto fittings in raised numerals, and cast or stamped on the
outside of each joint of pipe. Weights shall be plainly and conspicuously painted in white
on the outside of each joint of pipe and each fitting after the exterior coating has hardened.
E. Corrosion Control:
1. Interior:
All Ductile Iron Pipe and fittings used for sewer shall have an epoxy ceramic interior
protective lining and exterior protective coating. The ceramic epoxy lining will be Tnemec
Series 431 Perma-Shield, or Protecto 401 as determined by the Engineer of Record and
approved by the City for the specific project.
2. Exterior:
Where requested by the City, or indicated in the specific design by the Engineer, all Ductile
Iron Pipe and fittings used for sewer shall have in addition the interior ceramic epoxy lining
an ceramic epoxy exterior coating meeting the same requirements of the ceramic epoxy
interior protective lining, Tnemec Series 431 Perma-Shield, or Protecto 401 as determined
by the Engineer of Record and approved by the City for the specific project.
Ductile Iron Pipe and fittings not required to have an epoxy ceramic exterior coating shall be
supplied with manufacturer's standard 1 mil thickness asphaltic exterior coating per
ANSI/AWWA C151/A21.51. Per the Ductile Iron Pipe Research Association (DIPRA) the
1 mil asphaltic coating is not a corrosion control method but furnished by the manufacturers
to minimize atmospheric oxidation for aesthetic reasons (https://www.dipra.org/ductile-iron-
pipe-resources/frequently-asked-questions/corrosion-control).
3000 Sewer Materials
3. Ductile Iron Pipe and fittings shall be double wrapped in polyethylene tube or sheet
materials conforming to the requirements of ANSFAWWA C 105/A21.5.
4. Additional corrosion control methods including cathodic protection may be required for
specific sites and projects as requested by the City or designed by the Engineer and in
accordance with DIPRA publication "The Design Decision Model for Corrosion Control of
Ductile Iron Pipe" latest edition.
F. Minimum length of a cut section of pipe shall be 5 feet.
2.06 DUCTILE IRON FITTINGS
A. All ductile iron fittings for Ductile Iron Pipe (DIP) and PVC pipe shall conform to the
requirements of ANSI/AWWA CI53/A21.53, latest revision, for Ductile Iron Compact
Fittings. All fittings shall be MJ x MJ. All ductile iron fittings shall have an interior
ceramic epoxy lining suitable for sewer service.
2.07 INTERIOR CERAMIC EPDXY LINING FOR DUCTILE IRON PIPE AND
FITTINGS
A. Provide a minimum 40 mil nominal dry film thickness protective lining consisting of a
ceramic epoxy specifically designed for wastewater environments. The ceramic epoxy will
contain at least 20% by volume ceramic material.
The ceramic epoxy lining will be Tnemec Series 431 Perma-Shield, or Protecto 401 as
determined by the Engineer of Record and approved by the City for the specific project.
B. All cut ends and other areas requiring repair shall be immediately repaired with a
manufacturers supplied field ceramic epoxy touch-up kit.
2.08 POLYETHYLENE ENCASEMENT (PIPE WRAP)
A. Polyethylene encasement shall be in conformance to ANSI/AWWA C105, latest revision.
The virgin linear low -density polyethylene film shall have a minimum normal thickness
of .008 inches (8 mils), and shall be provided in either flat tube or sheet form.
B. The color shall be black with nominal 2% carbon black UV inhibitor and printed per the
AWWA C105 standard.
C. Tape for field taping of polywrapped pipe, fittings, etc. or field repair of missing
polyethylene encasement material shall be Polyken #900, Scotchrap #50, at least 2-inches
wide, and installed as per the Polyethylene Encasement Installation Guide published by
DIPRA. Duct Tape is not permitted.
D. All buried iron pipe and fittings shall be double poly wrapped.
3000 Sewer Materials 4
2.09 CENTRIFUGALLY CAST FIBERGLASS GRAVITY SEWER PIPE
A. Fiberglass gravity sewer pipe is not a Standard Specification.
B. Fiberglass gravity sewer pipe will be considered on specific case by case basis in
accordance with Sections 1000 1.01 B and 1000 1.07 A. Approval will be project specific
and requires approval from the Utilities Director.
2.10 REINFORCED FLEXIBLE RUBBER COUPLINGS
A. Materials: Chemical resistant rubber. Flexible rubber coupling shall be Fernco or MaxAdaptor
(Raptor).
B. Flexible rubber coupling shall be reinforced with a stainless steel shear ring.
C. Clamping bands: two (2) each stainless steel bands.
D. Dimensions: Inside diameter to fit the outside diameter of the different pipe materials being
connected: take care that proper alignment is maintained and the spacing between pipes does
not exceed 1/2 inch as shown in the City Engineering Standard Detail Drawings.
2.11 SERVICE SADDLES
A. A composite saddle using a virgin SBR compound gasket (ASTM D-2000) and a ductile iron
saddle casting (ASTM A 536), by Romac.
B. All saddles shall be approved by the Engineer prior to installation.
2.12 SERVICE WYES
A. The wye material and joint type must match that of the mainline pipe.
B. Wyes shall terminate in a bell suitable for connection of a 4 inch SCH 40 PVC service line
pipe as specified herein.
2.13 MECHANICAL JOINT RETAINER GLANDS
A. Restraint devices for mechanical joint fittings and appurtenances for nominal pipe sizes
greater than 18-inch are not a Standard Specification. Restraint devices for mechanical
joint fittings and appurtenances for nominal pipe sizes greater than 18-inch will be
considered on specific case by case basis in accordance with Section 1000 General
Requirements.
3000 Sewer Materials 5
B. Restraint devices for mechanical joint fittings and appurtenances for nominal pipe sizes 3-
inch through 18-inch shall consist of multiple gripping wedges incorporated into a follower
gland meeting the applicable requirements of ANSUAWWA C110/A21.10.
C. Mechanical joint retainer glands shall be made from ductile iron and shall be designed for
a working pressure of at least 350-psi for 3-inch through 16-inch ductile iron pipe, at least
305-psi for 3-inch through 12-inch PVC, and at least 250-psi for 18-inch ductile iron pipe.
D. Retainer glands shall have an approved coating system for corrosion resistance equivalent
to EBBA MEGA-BONDO and manufacturing traceability. Retainer glands shall be
manufactured by EBAA Iron, Inc. (USA only), Smith -Blair, Inc. (USA only), or Star Pipe
Products (USA only).
1. Retainer glands for pipe sizes 3-inch through 12-inch shall be manufactured by
EBAA Iron, Inc. (USA only), Smith -Blair, Inc. (USA only), or Star Pipe Products
(USA only).
2. Retainer glands for pipe sizes greater than 12-inches shall be manufactured by
EBAA Iron, Inc. (USA only), or Star Pipe Products (USA only).
2.14 PIPE BELL RESTRAINTS
A. Bell restraint devices for nominal pipe sizes greater than 18-inch are not a Standard
Specification. Bell restraint devices for nominal pipe sizes greater than 18-inch will be
considered on specific case by case basis in accordance with Section 1000 General
Requirements, and as follows.
B. Bell restraints for AWWA C900 PVC sizes 4-inch through 12-inch shall be Series 1900
Restraint Harness, as manufactured by EBAA Iron, Inc. Devices shall have an approved
coating system for corrosion resistance equivalent to MEGA-BONDO and manufacturing
traceability.
C. Bell restraints for SDR26 PVC sizes 6-inch through 18-inch shall be provided as required.
Devices shall have an approved coating system for corrosion resistance equivalent to
MEGA-BONDO and manufacturing traceability.
D. Bell restraints for Ductile Iron Pipe sizes 4-inch through 18-inch shall be Series 1700
Restraint Harness, as manufactured by EBAA Iron, Inc. Devices shall have an approved
coating system for corrosion resistance equivalent to MEGA-BONDO and manufacturing
traceability.
E. When all -thread attachments are required, eye -bolt style attachments are not
acceptable. Romac "Ductile Lug" style attachments shall be used. All -threads shall be
made of 316 stainless steel.
2.15 BOLTS
3000 Sewer Materials 6
A. All bolts and nuts for valves, fittings, and restraints shall be 316 stainless steel unless
specified otherwise. Anti -seize lubricant shall be used when assembling all stainless
steel hardware to reduce galling.
2.16 FORCE MAIN MATERIALS
A. Each material acceptable for force main construction is described below. The Engineer
shall submit a design fatigue analysis to determine which material will be used.
B. The City may require that force main be constructed in such a fashion that they may be
converted to gravity sewer lines at a later date with the only modification to be adding
manholes.
2.17 POLYVINYL CHLORIDE (PVC) PIPE FOR FORCE MAINS
A. PVC pipe less than 4 inches in size shall be manufactured in accordance with ASTM D-
2241 and be SDR 13.5.
B. PVC pipe 4 inches through 12 inches in size shall be manufactured in accordance with
AWWA C900, latest revision, and shall be DR 14.
C. PVC pipe, couplings, and fabricated fittings shall be made from virgin PVC resin that
has been compounded to provide physical and chemical properties that equal or
exceed cell class 12454 as defined in ASTM D1784, latest revision. Clean, reworked
material generated from the manufacturer's own production shall be acceptable as long as
the pipe produced meets all the requirements of the Specifications.
D. Joints for PVC pipe shall conform to ASTM Specification D-3139, latest revision.
E. Nominal laying length shall be 20 feet. Minimum length of a cut section of pipe shall be
5 feet.
F. Marking on pipe shall include the following and shall be applied at intervals of not more than
5 feet.
1. Nominal size in inches and OD base (for example, 4 CI).
2. PVC.
3. Dimension ratio (for example, DR 14).
4. AWWA pressure class (for example, PC 305).
5. Test pressure for hydrotested pipe (for example, T330) or if not tested, "NOT
HYDROSTATIC PROOF TESTED."
6. AWWA designation number for this standard (ANSI/AWWA C900 or ASTM
D-2241).
7. Manufacturer's name or trademark and production run record or lot code.
3000 Sewer Materials 7
8. Seal (mark) of the testing agency verifying the suitability of the pipe material
for potable -water service.
9. "SEWER".
2.18 DUCTILE IRON PIPE FOR FORCE MAINS
A. Ductile Iron Pipe shall conform to the requirements of "Ductile -Iron Pipe, Centrifugally
Cast" AWWA Standard C151/A21.51, latest revision.
B. Ductile iron pipe shall be designed in accordance with the requirements of "Thickness
Design of Ductile -Iron Pipe", ANSI/AWWA C150/A21.50, latest revision. Minimum
pressure class shall be 250 psi.
C. Joint connections, pipe and fittings (latest revision):
1. Push on and mechanical rubber gasket joints: ANSFAWWA CI I I/A21.11.
2. Flanged: ANSI/AWWA C 115/A21.15, ANSI B 16.1.
3. Grooved and shouldered ANSFAWWA C606.
D. Nominal laying length shall be 20 feet. Minimum length of a cut section of pipe shall be
5 feet.
E. Weights and Marking: Weights of pipe and fittings shall conform strictly to the
requirements of ANSI Specifications. The weight, class or nominal thickness, and casting
period shall be shown on each pipe. The manufacturer's mark, country where cast, year in
which the pipe was produced, and the letters "DI" or "DUCTILE" shall be cast or metal
stamped on the pipe, and letters and numerals on pipe sizes 14 in. (356 mm) and larger
shall be not less than 1/ 2 in. (13 mm) in height.
F. Corrosion Control
1. Interior:
All Ductile Iron Pipe and fittings used for sewer shall have an epoxy ceramic interior
protective lining and exterior protective coating. The ceramic epoxy lining will be Tnemec
Series 431 Perma-Shield, or Protecto 401 as determined by the Engineer of Record and
approved by the City for the specific project.
2. Exterior:
Where requested by the City, or indicated in the specific design by the Engineer, all Ductile
Iron Pipe and fittings used for sewer shall have in addition the interior ceramic epoxy lining
an ceramic epoxy exterior coating meeting the same requirements of the ceramic epoxy
interior protective lining, Tnemec Series 431 Perma-Shield, or Protecto 401 as determined
by the Engineer of Record and approved by the City for the specific project.
3000 Sewer Materials 8
Ductile Iron Pipe and fittings not required to have an epoxy ceramic exterior coating shall be
supplied with manufacturer's standard 1 mil thickness asphaltic exterior coating per
ANSI/AWWA C151/A21.51. Per the Ductile Iron Pipe research Association (DIPRA) the 1
mil asphaltic coating is not a corrosion control method but furnished by the manufacturers to
minimize atmospheric oxidation for aesthetic reasons.
3. Ductile Iron Pipe and fittings shall be double wrapped in polyethylene tube or sheet
materials conforming to the requirements of ANSI/AWWA C 105/A21.5 and SECTION 3000
2.06 of this specification.
4. Additional corrosion control methods including cathodic protection may be required for
specific sites and projects as requested by the City or designed by the Engineer and in
accordance with DIPRA publication "The Design Decision Model for Corrosion Control of
Ductile Iron Pipe" latest edition.
All cut ends and other areas requiring repair shall be immediately repaired with a
manufacturers supplied field ceramic epoxy touch-up kit.
2.19 VALVES FOR FORCE MAINS
A. Gate valves up to 8-inch shall be the same as water valves as specified in Section 4000.
B. Valves greater than 8 inches require project specific design and City approval.
C. Full port (100% area) plug valves shall be AWWA C517, latest revision shall be
manufactured by Val-Matic or Dezurik PEC.
D. Valves shall be installed along the length of the force main, not to exceed 1000' unless a
variance is approved by the City for long force mains. The City will determine if plug or
gate valves are appropriate. All valve boxes shall be marked sewer. An empty valve box
shall be installed in the vicinity of the discharge manhole and at fittings that cause a change
in direction where the tracer wire can be brought to grade for a point of connection to aid
in tracing the force main. A 2-inch SCH-40 PVC pipe shall be installed in the empty valve
box. The pipe shall have a pipe marker label affixed and further labeled "No Valve, Tracer
Wire Only." All lids shall have the word "SEWER" and a concrete pad with a minimum
of 18 inches square or round dimension as appropriate. This shall be for both paved and
unpaved applications.
2.20 AIR / VACUUM RELIEF VALVES
A. Sanitary sewer force mains shall be designed to avoid the need for air or vacuum release
lines. If possible, force mains shall be designed without high points and with the top of the
force main below the hydraulic grade line at the minimum pumping rate so that relief valves
will not be needed.
3000 Sewer Materials 9
B. If high points in the force main cannot be eliminated, a stainless steel A.R.I. Flow Control
Accessories sewage air release valve shall be installed at each significant high point where
air could become trapped. The air release valve shall be installed in a manhole structure in
accordance with the requirements of Section 3300-Manholes, and provisions shall be
required for draining the structure. A high point shall be considered significant if it is 2
feet or more above the minimum hydraulic grade line, or, when pumping is intermittent,
above the static head line.
2.21 TRACER WIRE
A. Tracer wire shall be 12-gauge solid coated copper or coated copper clad steel for underground
burial.
B. Jacket color shall be GREEN, and made of High Density Polyethylene (HDPE) or High
Molecular Weight Polyethylene (HMWPE) designed for direct burial.
C. Connectors shall be used for all splices or repairs. Connectors shall be moisture
displacement style as manufactured by 3M DBR. Wire shall be twisted and bent, without
the use of a wire nut prior to insertion into the gel cap.
D. A locate or conductivity test shall be performed prior to signing off on the project.
E. The tracer wire will terminate and/or connect at:
1. An approved site specific application tracer wire box as manufactured by
Copperhead Industries, LLC. or approved equal or,
2. Interior to sewer manhole, passing just below the frame or,
3. Terminate in a valve box as designed by the Engineer of Record and approved
by the designated City engineer or Utilities Director.
2.22 MARKING TAPE
A. Non-metallic sanitary sewer marking tape shall be warning tape as manufactured by Rhino
Marking and Protection Systems, Harris Industries, Inc.
B. Tape shall have a minimum thickness of 4 mils and manufactured with heavy metal -free
polyethylene tape that is impervious to all known alkalis, acids, chemical reagents, and
solvents found in soil. The minimum overall width of the tape shall not be less than 3-inches.
Standard rolls shall be 1000' length.
C. The tape shall be color coded Safety Green and imprinted with the following message:
Caution — Buried Sewer Line Below.
2.23 SEWER LINE MARKERS
A. Sewer line markers shall be TriView Marking System by Rhino Marking and Protection
Systems or Carsonite International Dual -Sided Utility Marker (CIB-380). All markers shall
3000 Sewer Materials 10
be installed according to the manufacturer's recommendations. The uppermost portion of
the Carsonite marker shall be made of Visibility Enhancer (CVE-360), and must be bolted
to the utility marker. TriView markers do not require visibility enhancers. The utility
marker shall read as follows: "CAUTION, SEWER PIPELINE", "City of Fayetteville",
and "Before Digging Call 1-800-482-8998". The label shall also include the official City
Logo and be white in color with green and black lettering. The label shall be affixed to
two sides of the marker. An additional white 1" wide reflective tape (3M) shall be
placed around the full circumference of the top of the marker. Concrete shall be placed
6-inches around and 1-foot deep around the base of each marker.
B. Sewer line pipeline markers shall be installed beside all manholes that are located in
easements and backyards. Manholes located in front yards and in streets do not require
markers.
C. Sewer line pipeline markers shall be installed along sewer force mains at valves and at
significant fittings that cause a change in direction.
PART 3 - EXECUTION
3.01 INSTALLATION
A. General Installation: refer to Section 2400
B. Sanitary Sewer Pipelines: Refer to Section 3100
C. Sanitary Sewer Service Lines: Refer to Section 3200
3000 Sewer Materials 11
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END OF SECTION 3000
3000 Sewer Materials 12
SECTION 3100 INSTALLATION OF SEWER PIPE, FITTINGS, AND MATERIALS
PART 1 - GENERAL
1.01 WORK INCLUDED
A. Installation of sanitary sewer pipelines.
B. Installation of sanitary sewer service lines.
C. Point repairs on existing sanitary sewer pipelines.
1.02 DEFINITIONS
A. New Sewer Lines — Sewer lines installed in such a manner that there is no sewage flow during
construction.
B. Replacement Sewer Lines — Sewer lines installed in a trench while there is a flow from "live"
service connections.
C. Point Repairs - Replacement of a short section (less than 50 feet in length) in an existing sewer
lines.
D. Force Mains - Sewer pipelines that transport wastewater under pressure from a pump station
to a discharge point.
E. City Sewer Main - A public sanitary sewer in which all owners of abutting properties have
equal rights and is maintained and controlled by the City of Fayetteville. No sewer line
smaller than six (6) inches in diameter is a city sewer.
F. Service Line - The sewer which conveys the discharge from a building's plumbing system
or other approved waste system to the city sanitary sewer system. The service line begins
at the connection to the city sanitary sewer and ends at the building foundation.
1.03 GENERAL REQUIREMENTS
A. As specified elsewhere within these Specifications.
1.04 QUALITY ASSURANCE
A. Inspect all service lines per Section 5200 - Inspection and Testing of Sanitary Sewer
Pipelines, Manholes, and Service Lines.
3100 Sewer Installation 1
1.05 ADDITIONAL REQUIREMENTS
A. SHALLOW BURY
Ductile iron pipe for sewer shall be required when the existing grade or the proposed finish
grade, whichever is less, provides less than 36 inches of cover. The ductile iron pipe shall
extend from manhole to manhole. The ductile iron pipe shall meet the requirements of Section
3000 — Sewer Pipe, Fittings, and Materials, of these Specifications.
B. MAXIMUM DEPTH BURY PVC
The maximum depth of bury for PVC pipe is sixteen (16) feet. Any depths greater than
sixteen (16) feet require ductile iron pipe. The ductile iron pipe shall extend from manhole
to manhole. The ductile iron pipe shall meet the requirements of Section 3000 — Sewer Pipe,
Fittings, and Materials, of these Specifications.
C. PIERS AND AERIAL CROSSINGS
1. Aerial crossings and sewer pipe on piers shall be encased.
2. Aerial crossings, sewer pipe on piers and piers shall be designed by the Engineer of Record
for the specific project and included within the project documents submitted to the City for
review and approval.
3. Install concrete piers as indicated on the approved plans and per Section 3600 - Cast -In -
Place Concrete.
D. GRADES EXCEEDING 15%
1. Whenever the grade of the sewer line exceeds 15% (percent), ductile iron pipe shall be
required. The ductile iron pipe shall meet the requirements of Section 3000 — Sewer Pipe,
Fittings, and Materials, of these Specifications.
2. Sewers on 15 percent pipe slope or greater shall be anchored securely with concrete anchors
in accordance with the Water Standard details prepared by the City of Fayetteville
Engineering Division and spaced as follows:
Not over 36 feet center to center on grades 15 percent and up to 35 percent.
2. Not over 24 feet center to center on grades 35 percent and up to 50 percent.
Not over 16 feet center to center on grades 50 percent and over.
4. Anchor collars should be placed on downstream side of bell.
Where no bell is available, a retainer gland shall be installed.
3100 Sewer Installation 2
E. COLD WEATHER INSTALLATION
1. The City reserves the right to order pipe installation discontinued whenever, in its
opinion, there is danger of the quality of work being impaired because of cold
weather. The Contractor shall be responsible for heating the pipe and jointing
material so as to prevent freezing of joints. Do not lay any pipe on frozen ground.
No flexible or semi -rigid pipe shall be laid when the air temperature is less than 32'
F unless proper precautions per the manufacturer's recommendations are taken by
the Contractor and the method is approved by the Engineer and City.
2. When pipes with rubber gaskets or resilient -type joints are to be laid in cold
weather, sufficiently warm the gasket or joint material so as to facilitate making a
proper joint.
D. Reinforced Flexible Rubber Couplings
1. Install reinforced flexible rubber coupling only where dissimilar pipe materials are
connected.
2. Take care that proper alignment is maintained and a maximum spacing between pipes
does not exceed one-half inch.
3. Encase reinforced flexible rubber coupling in Class 1 concrete as shown on the City
Engineering Standard Details.
PART 2 - PRODUCTS
A. Specified elsewhere within these Standards.
PART 3 — EXECUTION
3.01 ViYE FITTINGS FOR SERVICE CONNECTIONS
A. Use in -line wye fittings for all service connections except on ductile iron pipe and
polyethylene pipe.
B. The wye material and joint type must match that of the mainline pipe.
C. Use taps instead of wyes only on ductile iron pipe and polyethylene pipe.
D. Install wye branches at the location of live services or as indicated on the construction plans.
Install wye connections for services in accordance with the manufacturer's recommendations.
3100 Sewer Installation 3
E. Place Class "1" concrete under each wye branch to prevent cracking or twisting under earth
loads.
F. Mark wyes for future connections using marking tape, tracer wire, yellow nylon rope, and
1/2" x 4' rebar or fence tee -post.
G. Terminate wyes for future connections in a bell suitable for connection of a four -inch SCH-
40 PVC service line. Securely plug all wyes and service stubs for future connections.
H. For Service Wye Details, see the City Engineering Standard Detail Drawings.
3.02 CLEANOUTS FOR SERVICE CONNECTIONS
A. Install cleanouts on service lines at the property line where the main line is in the paved right-
of-way, as required by plumbing code, or as indicated on the construction plans and as further
specified in Section 3200.
B. For Cleanout Details, see the City Engineering Standard Detail Drawings.
3.03 BACKFILLING AND INSPECTION
A. Before backfilling, place concrete encasement at transitions between different types of pipe
and around all flexible rubber couplings as shown on the Drawings. Use Class 1 concrete per
Section 3600-Cast-In-Place Concrete.
B. Before backfilling, install concrete anchor collars in accordance with the City Engineering or
project specific details at the location and interval and shown on the Drawings. Use Class 1
concrete and reinforce with steel bars per Section 3600-Cast-In-Place Concrete.
C. After the pipeline is installed and visually inspected by the Engineer, backfill the trench per
Section 2300-Excavation, Backfilling, and Compacting.
D. Test the pipeline per Section 5200-Inspection and Testing of Sewer Lines, Manholes, and
Service Lines.
E. Repair all pavements per Section 6000-Pavement Repair.
F. Repair all incidental damage to buildings, structures, utilities, pavements, landscaping, etc.
G. Repair sodded and grass areas to original condition.
3.04 CONNECTION OF NEW SEWER LINES TO EXISTING SEWER LINES
3100 Sewer Installation 4
A. Construct, clean, test, and obtain City's approval for sewer lines and manholes before
connecting new sewer lines to the existing sewer.
B. If, in the opinion of the Engineer, conditions exist which require connection prior to final line
acceptance, plug all lines entering the manhole connecting to the existing system until the new
system is accepted. In addition, plug the line leaving the first manhole upstream. Never allow
water being used to flush the new lines to enter the existing system.
C. All new sewer lines must connect to the existing system at a new or existing manhole. If a
new manhole is built over an existing sewer line, do not break out the top of the existing pipe
until the new line is accepted. If existing sewer line is not PVC or DIP, replace section of line
first per City Engineering details.
D. If a new sewer line is to discharge into an existing manhole, divert the sewage flow around
the existing manhole while the tie-in is under construction. Intercept the sewage flow at the
existing manhole first upstream from the tie-in construction. Provide suitable pumping
equipment and re-routing conduit to pump the sewage around the tie-in construction.
Discharge into an appropriate manhole downstream from the construction.
E. Connection to an existing manhole shall be made by core drilling. A concrete manhole
adapter shall be installed on the sewer pipe, and the annular space grouted in accordance to
Section 3300 — Manholes.
F. Connect new sewer lines to existing manholes in a neat, workmanlike manner, to ensure a
watertight connection.
3.05 GRAVITY SEWER LINE INSTALLATION — LIVE SEWER LINES AND POINT
REPAIRS
A. Install sewer lines and point repairs as detailed above for new sewer lines with the following
exceptions:
Divert all upstream flow around the section to be replaced with plugs or pumps. The
bedding must be kept dry during installation. If trench bottom is too wet, excavate wet
portion and replace with bedding material.
2. Make transitions to original pipe using materials and procedures specified. Take care
that replacement pipe is aligned properly with no offsets. Install concrete encasement
around transitions. Take care that no concrete from the encasement enters the existing
pipeline. If this occurs, remove the concrete.
At the end of each day's work, and when for any reason the laying of pipe will be
discontinued for an appreciable period, place a temporary section of pipe in the live
line.
3100 Sewer Installation 5
4. Pressure testing is not required. Visual and television testing are required.
Mandrel testing is required.
6. Service line pressure testing is not required.
7. A temporary debris catcher, as shown in the City Engineering Standard Detail
Drawings, shall be used in the downstream manhole.
3.06 FORCE MAIN PIPE INSTALLATION
A. Install all pipe and fittings to the line and grade as detailed on the Drawings. All bolted valves,
fittings, etc. shall be installed the same as water lines. Refer to Section 4100.
B. The force main shall have tape marked sewer wrapped around the pipe with complete
revolutions not to exceed six feet (6'). Tape marked sewer shall also be installed in the
trench 18" above the top of the sewer force main.
C. Remove all dirt and other foreign matter from the inside of pipe and fittings before they are
lowered into the trench. Keep pipe and fittings clean during and after laying. Take care to
keep dirt out of the bells. Plug all pipe openings at the end of each day's work or when pipe
laying is discontinued.
D. Use proper equipment for lowering sections of pipe into trenches. Lower pipe carefully into
the trench so the spigot and bell will not become contaminated.
E. Cut pipe in a neat and workmanlike manner without damage to pipe or pipe lining when
trimming joint length.
F. Install pipe with bell ends facing in the direction of laying. Face bells upgrade on lines on an
appreciable slope.
G. When necessary to deflect pipe from a straight line in either the horizontal or vertical plan to
avoid obstructions, the pipe may be deflected in the joint the least of the manufacturer's
recommendations, or a maximum of one degree (1°) (equal to 4 inches per 20 feet).
H. Pipe barrel bending shall not be allowed.
I. Before backfilling, install concrete thrust blocking and anchor collars in accordance with the
project specific and/or City Engineering Standard Details on Plans and in accordance with
SECTION 4100 Installation of Water Pipe, Fittings and Materials. Thrust blocking shall be
designed based on pressures of at least 25 percent greater than the maximum pump design
shutoff head plus a water hammer allowance with an appropriate factor of safety.
J. All force mains shall be equipped with a Pig Launch & Retrieval System. Refer to City
Engineering Standard Details.
3100 Sewer Installation 6
K. Sewer line pipeline markers shall be installed beside all manholes and valve boxes that are
located in easements and backyards. Manholes and valve boxes located in front yards and in
streets do not require markers.
L. Test the pipeline per Section 5200-Inspection and Testing of Sewer Lines, Manholes, and
Service Lines.
M. After the pipeline is installed and visually inspected by the Engineer, backfill the trench per
Section 2300-Excavation, Backfilling, and Compacting. Repair all pavements per Section
6000-Pavement Repair. Repair all incidental damage to buildings, structures, utilities,
pavements, landscaping, etc.
N. Repair sodded and grass areas to original condition.
3.07 WATERLINE CROSSINGS
A. Sewer lines installed under a water line must have a clear distance between pipes of at least
eighteen (18) inches.
B. The sewer line shall be installed such that a joint of pipe is centered along the water line
and the joints are as far as possible from the water line.
C. If 18-inches of clearance cannot be provided or when the water main must pass under the
sewer main, either the sanitary sewer main or the water main shall be encased in twenty
(20) feet of watertight encasement pipe, centered over the point of crossing. Crossings that
are not perpendicular will require more than twenty (20) feet of encasement. The
encasement shall extend a minimum of ten (10) feet perpendicular from the outside edges
of the line that is not being encased. The ends of the encasement pipe shall be sealed
watertight. If the water main passes under the sewer main, 18-inches of clearance is still
required between pipes. Refer to Section 3400 — Steel Encasement Pipe.
3.08 STORM SEWER CROSSINGS
A. For maintenance purposes, sanitary sewers will be encased in steel encasement pipe
wherever the sanitary sewer crosses significant utilities, significant drainage way(s), or
other significant obstacles as determined by the design provided by the Engineer of Record
or as requested by the designated City engineer.
3100 Sewer Installation 7
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END OF SECTION 3100
3100 Sewer Installation
SECTION 3200 INSTALLATION OF SEWER SERVICE LINES
PART 1 - GENERAL
1.01 WORK INCLUDED
A. This section covers:
1. Installation of sanitary sewer service lines.
2. Point repairs on existing sanitary sewer service lines.
1.02 DEFINITIONS
A. City Sewer Main - A public sanitary sewer in which all owners of abutting properties have
equal rights and is maintained and controlled by the City of Fayetteville. No sewer line
smaller than six (6) inches in diameter is a city sewer.
B. Service Line - The sewer which conveys the discharge from a building's plumbing system
or other approved waste system to the city sanitary sewer system. The service line begins
at the connection to the city sanitary sewer and ends at the building foundation.
1.03 GENERAL REQUIREMENTS
A. Comply with the Arkansas Plumbing Code, the City of Fayetteville Codes and
requirements and as specified elsewhere within these Specifications.
1.04 QUALITY ASSURANCE
A. Inspect all service lines per Section 5200 - Inspection and Testing of Sanitary Sewer
Pipelines, Manholes, and Service Lines.
1.05 REFERENCES
A. Arkansas State Plumbing Code.
B. City of Fayetteville Ordinance Chapter 173 BUILDING REGULATIONS including but
not limited to 173.06 Plumbing Code.
PART 2 - PRODUCTS
A. Specified elsewhere within these Standards.
3200 Sewer Services 1
PART 3 - EXECUTION
3.01 ADDITIONAL REQUIREMENTS
A. Bends
1. Avoid using short radius ninety degree bends on 4" service lines.
2. Use only long sweep bends where bends are absolutely necessary.
B. Cleanouts
1. At the building foundation.
2. On lines longer than one hundred (100) feet, cleanouts are required at one hundred
(100) foot spacing.
3. Install cleanouts adjacent to any ninety degree bend.
4. Install pipe on cleanout riser up to finish grade.
5. The cleanout shall be the same diameter as the pipe on which it is installed.
6. On a case -by -case basis, the City may require a 6-inch thick, 24-inch square
concrete collar to be poured around a sewer cleanout for protection in greenspaces.
7. On a case -by -case basis, the City may require a below -grade cleanout with
protective vault (Utility Defender or approved equal).
C. Backwater Traps (Sewage check valve)
1. Provide backwater traps as required by Section 715 — Backwater Valves of the
Arkansas Plumbing Code or as shown on the Drawings.
2. Place backwater traps in a meter box to allow periodic servicing.
D. Aerial Crossings and Piers
Comply with Section 3100.
E. Service line installation.
1. Lay the service line on a straight alignment and at a constant slope. Install pipe at a
minimum slope of one percent (1.00%); this equal's one -eighth inch fall per lineal foot
(1/8" / LF).
2. Install bends on 4" service lines at all changes in alignment and slope. Cleanouts
are required at 90 degree bends and every 100 feet on lines longer than 100 feet. Bends on
6" and larger service lines are only permitted within 5 feet of the building foundation and
2 feet of the manhole being connected to; if longer than 150 feet, bends are not allowed
and manholes must be built.
3. "No -Hub" type pipe connections are not permitted.
3200 Sewer Services 2
F. Reinforced Flexible Rubber Couplings
1. Install a reinforced flexible rubber coupling only where dissimilar pipe materials
are mated.
2. Take care that proper alignment is maintained.
3. Encase reinforced flexible rubber coupling in Class 1 concrete as shown on the City
Engineering Standard Details.
G. Tracer wire shall be installed from the public main to the building foundation and as further
specified elsewhere.
3.02 SERVICE LINE CONNECTIONS TO CITY SEWER PIPELINES
A. Wye connection - Use existing wye or other prefabricated outlet if one has been left in the
city sewer for sewer service to a lot unless it can be shown that the dwelling unit or building
cannot drain by gravity to the wye.
B. Taps
1. Where a wye or other prefabricated outlet in the city sewer is not available to serve
a lot, a tap connection shall be installed at a location approved by the City to connect
the building sewer to the city sewer.
2. The City shall install all taps using approved materials and equipment after the tap
fee has been paid.
C. Manhole Taps
1. Manhole taps are only permitted on end -of -line manholes. Make manhole tap
connections into existing manholes as indicated on the Drawings.
2. Install manhole taps no more than twenty-four (24) inches above the manhole
invert.
3. Make manhole tap watertight and flush with inside surface of manhole.
4. Manhole taps are considered as part of the service line and are subject to inspection.
3.03 SERVICE LINE REPLACEMENT/REPAIRS
A. Obtain permit per City of Fayetteville requirements.
B. When possible, the existing tap or wye should be used to connect a repaired or replaced
service line.
C. When the existing wye or tap cannot be used, then the Contractor shall seal original wye
or tap (to prevent entrance or rainwater or debris into the city sewer) and contact the City
of Fayetteville to arrange for inspection of seal.
3200 Sewer Services
D. Repair damaged portion in accordance with these specifications.
E. If reinforced flexible rubber couplings are required, be sure to encase them in Class 1
Concrete as shown in the City Engineering Standard Details.
F. Contact the City of Fayetteville to arrange for inspection of service line repair.
3.04 RELOCATE SERVICE EXIT
A. Obtain Plumbing Permit from the City of Fayetteville.
B. Relocate where the sanitary sewer line exits the structure and plug the old sewer line where
it was cut to be rerouted.
C. Coordinate the inspection of the work with the City Plumbing Inspector.
END OF SECTION 3200
3200 Sewer Services 4
SECTION 3300 MANHOLES
PART 1 - GENERAL
1.01 WORK INCLUDED
A. This section covers the materials and procedures used in the construction and repair of sanitary
sewer manholes.
1.02 SUBMITTALS
A. Furnish Shop Drawings and Submittal Data for approval prior to the delivery of any pre -cast
manhole sections.
B. Submit all materials for approval.
1.03 MANHOLE DIMENSIONS AND LAYOUT
A. The required dimensions on manholes are:
1. Cone section height: 24 inches, minimum; 36 inches, maximum.
2. Throat section height: 18 inches, maximum.
B. Locate the manhole so the centerlines of all pipelines entering and leaving pass through the
center of the manhole.
C. The following are minimum manhole diameters for sanitary sewers entering/exiting a
manhole at the following range of angles:
MANHOLE DIAMETERS
Pipes Entering/Leaving Pipes Entering/Leaving
at0°-45'Bend at 45' - 90' Bend
Pipe Size
8" - 15" 48" 48"
16" - 30" 60" 60"
33" - 42" 7255 72"
PART 2 - PRODUCTS
2.01 WATER FOR MORTAR AND GROUT
A. Water: Potable water free from injurious amounts of acids, alkalis, oils, sewage, vegetable
matter, and dirt.
3300_Manholes 1
2.02 CEMENT
A. Portland Cement, conforming to AASHTO M 85, Type I.
2.03 MANHOLE GROUT
A. Cementitious non -shrink grout for use in manholes shall be one specially formulated for
stopping active infiltration and filling voids in manholes and similar locations. Grout mix
shall provide a quick -setting, volume -stable, cementitious product suitable for patching the
interior of manholes when mixed and applied according to the manufacturer's
recommendations. Grout mix shall be Strong Seal QSR.
2.04 CAST -IN -PLACE MANHOLES
A. Construct with Class 1 concrete only as outlined in Section 3600 - Cast -In -Place Concrete.
B. Reinforcement shall be as outlined in Section 3600 - Cast -In -Place Concrete.
C. The frame for the cover shall be installed when the manhole is constructed.
2.05 PRECAST CONCRETE MANHOLES
A. Conform to the latest requirements of ASTM C478.
B. Never transport sections to the site until they have achieved a minimum strength of 3,200 psi
(80% of 4,000 psi design) as determined by a concrete cylinder test for the concrete batch.
C. Mark each piece plainly with manhole numbers and date of manufacture so it can be installed
in the proper location, as shown on the plans.
D. Make sure factory -installed cutouts in the bottom section are appropriate for the pipe being
laid.
E. Pipe connections at manhole - Cutouts should be equipped with rubber boots to ensure a
watertight connection. Material shall be A-Lok compression connector or A-Lok G3 Boot
System, as manufactured by A-Lok Products, Inc.
F. Joint Sealant - Flexible rubber sealant for joints in pre -cast manhole sections shall provide
permanently flexible watertight joints, shall remain workable over a wide temperature range
and shall not shrink, harden or oxidize upon aging. Material shall be RFS Prelubricated
Gaskets by Press -Seal Gasket Corporation and shall meet ASTM C 443 and ASTM C 1619
(Classes C and E) requirements.
G. No supplemental joint sealant material is permitted.
3300_Manholes 2
H. All manhole joints shall be sealed with a 9-inch wide butyl external joint wrap material.
Material shall be Infi-Shield® Gator Wrap by Sealing Systems, Inc.
I. The frame for the cover shall be installed after the cone section is installed in the field.
1. Joint surfaces between the frame, adjustments, and cone section shall be free of dirt,
stones, debris, and voids to ensure a watertight seal. Place a flexible butyl gasket joint
material, E-Z STIK as manufactured by Press -Seal Gasket Corporation, minimum 1/2 inch
thick, in two concentric rings along the inside and outside edge of each joint. Position the
butt joint for each length of joint material on opposite sides of the manhole. No steel shims,
wood, stones, or any material not specifically accepted by the Engineer may be used to
obtain final surface elevation of the manhole frame.
2. All grade adjustments, the exterior surfaces of the frame base, and four inches
below the top of the manhole cone shall be cleaned with a wire brush and then waterproofed
with trowelable bitumastic gasket material, Trowelable EZ-STIK #3 as manufactured by
Press -Seal Gasket Corporation, or equal, in accordance with the manufacturer's
specifications. A protective polyethylene cover shall be placed over the waterproofing
material when backfilling, following sealing of the frame to the manhole. Trowelable
bitumastic gasket material is not required if no grade adjustment rings are used.
3. When grade adjustment rings are placed on the manhole structure to obtain proper
grade, no more than 18 vertical inches from the top of the frame to the top of the manhole
cone may be used.
J. REJECTION OF PRECAST MANHOLE SECTIONS
Precast reinforced concrete manholes, risers and tops shall be subject to rejection for
failure to conform to any of the following specification requirements:
1. Fractures or cracks passing through the shell, except for a single end crack
that does not exceed the depth of the joint;
2. Defects that indicate imperfect proportioning, mixing and molding;
3. Surface defects indicating honeycombed or open texture;
4. Damaged ends, where such damage would prevent making a satisfactory
joint;
5. Infiltration into manhole exceeding allowed limits;
6. The internal diameter of the manhole section shall not vary more than one
(1) percent from the nominal diameter;
7. Not clearly marked date of manufacturer, trade name, size designation part
number, and ASTM number;
8. Having a deviation more than 1/4" from the straight edge at any point
across the top of manhole cone section or riser ring; and/or
9. Having any visible steel bars along inside or outside surface of the
manhole except for reinforcement stirrups or spacers used to position the
cage during manufacture.
3300_Manholes
2.06 CORROSION PROTECTION
A. Manholes located on 15-inch and larger sewer lines shall be epoxy coated on the interior.
B. Manholes on sewer lines within 100 feet of a 15-inch and larger sewer line shall be epoxy
coated on the interior.
C. The products shall only be applied by personnel thoroughly familiar with handling of the
coating material, and in accordance with the manufacturer's specifications,
recommendations and requirements.
1. Raven Ultra High -Build Epoxy Coating, designated as Raven 405, with an average
thickness of 100 mils and a minimum thickness of 80 mils.
2. Warren Environmental Systems, designated as 5-301, with an average thickness of 100
mils and a minimum thickness of 80 mils.
3. Tnemec Permasheild series systems may be submitted by the Engineer of Record for
City review and approval.
3. All epoxies shall meet the following minimum requirements:
Flexural Strength ASTM D790 6,000 psi
Compressive Strength ASTM D695 8,000 psi
Tensile Strength ASTM D638 4,000 psi
Tensile Elongation ASTM D638 4%
Adhesion ASTM D4541 Concrete Substrate Failure
D. Any damage to an epoxy system on existing manholes shall be repaired by the City at the
expense of the contractor.
E. The installation of the interior manhole corrosion epoxy for Capital Improvement Projects
shall be a separate pay item further defined in the subsequent measurement and payment
specifications prepared by the Engineer of Record.
2.07 MANHOLE DROP
A. Drop on the outside of the manhole: Concrete encased PVC pipe and fittings as specified in
Section 3000 — Sewer Pipe, Fittings, and Materials.
2.08 STANDARD MANHOLE FRAME AND COVER
A. Covers located on manholes owned by the City of Fayetteville, generally within the
Fayetteville City Limits, shall have the words FAYETTEVILLE ARKANSAS SANITARY
3300_Manholes 4
SEWER and PERMIT REQUIRED CONFINED SPACE cast in the top. Also, include two
closed pick holes in top side of cover.
B. Covers located on manholes operated and maintained by the City of Fayetteville, generally
outside the Fayetteville City Limits, shall have the words SANITARY SEWER and PERMIT
REQUIRED CONFINED SPACE cast in the top. Also, include two closed pick holes in top
side of cover.
C. Minimum combined weights of the manhole frame and cover is 210 pounds. Minimum cover
weight is 110 pounds. Minimum frame weight is 100 pounds.
D. All casting shall be Traffic- rated meeting the requirements of AASHTO M306 latest edition
proof load representing a 2.5 safety factor over H-20 and HS-20 loading.
E. All castings shall be cast with the approved foundry's name, manufacturing foundry mark,
part number, and production date in mm/dd/yy format. All castings shall be manufactured in
the USA and shall be clearly marked "Made in USA."
F. All castings: Free from porosity, blowholes, hard spots, shrinkage, distortion and other
defects; smooth and well cleaned by sandblasting; manufactured true to pattern.
G. Frame and cover dimensions: Refer also to the City Engineering Standard Detail Drawings.
Final casting dimensions may vary one-half the maximum shrinkage possessed by the metal
or no more than +/- 1/16 inch per foot.
H. Cover and frame bearing surface: smooth finish, non -rocking design or machined bearing
surfaces to prevent rocking and rattling under traffic.
L Cast Iron: ASTM A 48, Class 35B.
J. Ductile Iron: ASTM A 536, Grade 80-55-06.
K. Approved manufacturers East Jordan Iron Works and Neenah/Deeter Foundry.
K. If requested by the City, manholes shall be provided with composite (non-metallic) ring and
lid to avoid corrosion. Exact product must be reviewed and approved prior to installation, on
a case -by -case basis. Lid must be capable of locking shut and have metal tracing element.
2.09 HINGED AND GASKETED MANHOLE FRAME AND COVER
A. Manhole frame shall be cast or ductile iron. Manhole cover shall be ductile iron. Seal shall
be by replaceable t-gasket. T-gaskets are required.
B. Covers located on manholes owned by the City of Fayetteville, generally within the
Fayetteville City Limits, shall have the words FAYETTEVILLE ARKANSAS SANITARY
3300_Manholes 5
SEWER and PERMIT REQUIRED CONFINED SPACE, or CONFINED SPACE ENTRY
PERMIT REQUIRED cast in the top.
C. Covers located on manholes operated and maintained by the City of Fayetteville, generally
outside the Fayetteville City Limits, shall have the words SANITARY SEWER and PERMIT
REQUIRED CONFINED SPACE or CONFINED SPACE ENTRY PERMIT REQUIRED
cast in the top.
D. Hinged and gasketed manhole frame and cover shall open to, or past, 90' and have a safety
stop at 90°.
E. All casting shall be Traffic- rated meeting the requirements of AASHTO M306 latest edition
proof load representing a 2.5 safety factor over H-20 and HS-20 loading.
F. All castings shall be cast with the approved foundry's name, manufacturing foundry mark,
part number, and production date in mm/dd/yy format. All castings shall be manufactured in
the USA and shall be clearly marked "Made in USA."
G. All castings: Free from porosity, blowholes, hard spots, shrinkage, distortion and other
defects; smooth and well cleaned by sandblasting; manufactured true to pattern.
H. Frame and cover dimensions: Refer to the City Engineering Standard Detail Drawings for
EJIW, Neenah similar. Final casting dimensions may vary one-half the maximum shrinkage
possessed by the metal or no more than +/- 1/16 inch per foot.
I. Cover and frame bearing surface: smooth finish, non -rocking design or machined bearing
surfaces to prevent rocking and rattling under traffic.
J. Cast Iron: ASTM A 48, Class 3513.
K. Ductile Iron: ASTM A 536, Grade 80-55-06.
L. Frame shall be anchored to the manhole cone per the City Engineering Standard Detail.
M. Approved products are East Jordan Iron Works Ergo and Neenah Liftmate.
2.10 MANHOLE STEPS
A. Manhole steps shall NOT be installed in any manholes.
2.11 RUBBER WATERSTOP GASKETS
A. Waterstop gaskets shall be required at ALL manhole connections. Manhole seals shall be
concrete manhole adapter by Fernco, A-Lok, or approved equal.
2.12 MANHOLE RISER RING
3300_Manholes 6
A. Manhole riser rings shall be compatible with the size and type of manhole cover with which
it will be used.
B. A maximum of 6 inches of riser rings shall be permitted. Adjustments greater than 6 inches
will require grade adjustment rings.
2.13 MANHOLE GRADE ADJUSTMENT RINGS
A. Grade adjustment rings shall be required to adjust the frame and cover to grade as required.
B. Sloped grade adjustment rings may be required to match the slope of paved areas.
C. Grade adjustment rings shall be concrete or injection molded, recycled HDPE as
manufactured by Ladtech, Inc.
2.14 RAIN STOPPERS (MANHOLE INSERT)
Rain stoppers shall be installed in all manholes that are located on 15-inch and larger sewer
mains when such manholes do not utilize hinged covers complete with gaskets.
Rain stoppers shall be installed in other manholes in locations subject to inflow and infiltration
as directed by the City's Utilities Director.
A. Polyethylene Insert
1. The manhole insert shall be of corrosion -proof high density polyethylene
that meets or exceeds the requirements of ASTM D 1248, Category 5, Type
III with a minimum impact brittleness temperature of-180°F.
2. The minimum thickness of the manhole insert shall be 3/16".
3. The manhole insert shall have a strap for removing the insert. The strap
shall be made of minimum 1 " wide woven polypropylene or nylon webbing,
with the ends treated to prevent unraveling, Stainless steel hardware shall
be used to securely attach strap to the insert.
4. The manhole insert shall have one or more vent holes or valves to release
gases and allow water inflow at a rate no greater than 5 gallons per 24 hours.
The valve shall be installed by the manufacturer at the factory.
5. There shall be a minimum 10-year warranty on the body of the dish and a
5-year warranty on all other parts of the insert.
6. The insert shall have proof of durability in traffic impact loads and shall
have an Engineer certified proof test passing H-20 loading.
B. Stainless Steel
Stainless steel inserts shall be installed at locations with pipe size diameters
of outfalls 15 inches or greater where a hinged/gasketed lid is not present.
3300_Manholes 7
2. Insert shall be 304 stainless steel.
3. The manhole insert shall be as manufactured by "No Flow In FLOW"
located in San Antonio, Texas.
PART 3 - EXECUTION
3.01 MANHOLES — GENERAL
A. Perform excavation and prepare base area in accordance with Section 2300 - Excavation,
Backfilling, and Compacting.
B. Never install base in a water filled excavation.
C. Place base per the City Engineering Standard Detail Drawings and Section 3600 - Cast -In -
Place Concrete. Extend base a minimum of six inches beyond finished sides of manhole.
D. Extend all pipes entirely through the manhole wall so that a joint occurs no closer than 24
inches outside the manhole wall.
E. Pipe installed for future extensions shall have one full joint of pipe installed.
F. After manhole is constructed, wait no less than 48 hours, then backfill per Section 2300 -
Excavation, Backfilling, and Compacting.
3.02 CAST -IN -PLACE MANHOLES
A. Dimension and layout: Per City of Fayetteville Engineering Detail Drawings and Tables. The
top section or cone must be concentric with the barrel unless otherwise noted.
B. The frame shall be set in accordance with City of Fayetteville Engineering Details. The frame
shall be installed to match the slope of paved areas.
C. Install rubber waterstop gaskets in the walls around all pipes.
D. Interior finish: Smooth, free of fins or sharp edges.
E. Flow channels shall be shaped and formed in each manhole to provide a smooth transition of
flow from all inlets to the outlet. The bench wall shall be formed from the center of the
manhole to the outlet pipe in the shape of a "U" as shown in the City Engineering Standard
Details.
F. Care should be taken to prevent the end of the pipe from deflecting, due to loads imposed by
the weight of the concrete.
G. Construction joints on manholes of excessive depth shall be connected with reinforcement
approved by the Engineer.
3300_Manholes 8
3.03 PRECAST MANHOLES
A. Dimension and layout: Per City Engineering Detail Drawings. The top section or cone must
be concentric with the barrel unless otherwise noted.
B. The bottom section for pre -cast manholes shall be manufactured as an integral part of the
manhole base slab.
C. Install remaining sections in a truly vertical plane.
D. The frame shall be set in accordance with City Engineering Details. The frame shall be
installed to match the slope of paved areas. In greenspaces, grout around the outside of frame
per standard details.
E. Fill space between pipe and periphery of cutout on the interior of the manhole with non -shrink
grout from the bottom of the invert to the spring line of the sewer pipe (1/2 pipe depth).
F. Grout joints between sections, interior only.
G. Interior finish: smooth, free of fins or sharp edges.
H. Flow channels shall be shaped and formed in each manhole to provide a smooth transition of
flow from all inlets to the outlet. The bench wall shall be formed from the center of the
manhole to the outlet pipe in the shape of a "U" as shown in the City Engineering Standard
Details.
I. Grout and/or plug lifting holes for manholes.
J. All manhole joints shall be sealed with an external joint wrap material.
3.04 DROP MANHOLES
A. Install a drop manhole when the vertical difference between the pipe entering and leaving the
manhole exceeds two (2) feet.
B. Construct manhole base, barrel, and top per the requirements for cast -in -place or pre -cast
manholes.
C. Construct drop of PVC pipe and fittings per City Engineering Standard Details.
D. Encase the pipe and fittings in Class 1 concrete as per City Engineering Standard Details.
3.05 MANHOLE FRAME AND COVER
3300_Manholes 9
A. Set the manhole frame for Cast -In -Place manholes in Class 1 concrete as shown on the
Standard Details as an integral part of the manhole construction.
B. Set manhole frame and cover top level and to the elevation shown on the Drawings. In public
rights -of -way, set the ring and cover flush with pavements, sidewalks, or other paved surfaced
areas.
3.06 MANHOLE INVERT
A. Invert depth at the flow line: the same as the pipe diameter.
B. In curved inverts, make curves with the longest possible radius to facilitate smooth flow and
the insertion of cleaning and televising equipment.
C. Flow channels shall be shaped and formed in each manhole to provide a smooth transition of
flow from all inlets to the outlet. The bench wall shall be formed from the center of the
manhole to the outlet pipe in the shape of a "U" as shown in the City Engineering Standard
Details.
D. Invert materials and finish: Class 1 Concrete, smooth finish.
E. Invert grade: Constant, smooth grade; no offsets.
F. Bench: Slope grout upward from the edge of the invert to the manhole wall.
G. Form a flow channel in the bench for any services stubbed into manhole. Form invert and
finish per above.
H. Cut the upper half of any pipe extending inside the manhole wall flush with the wall. Smooth
rough edges with grout.
3.07 MANHOLE REPAIRS
A. Make all repairs in accordance with these specifications.
B. Use manhole grout in patching around new taps.
C. Plaster all brickwork with mortar.
3.08 MANHOLE ADJUSTMENTS
A. Manhole riser rings may be used to raise manhole covers to grade.
B. Manhole riser rings shall be sealed with Adeka P-201 or Manus -Bond 75AM to create a water
tight seal.
3300_Manholes 10
C. Adjustments greater than 6 inches will require grade adjustment rings in accordance with
project specific approved details.
D. The exterior surfaces of the frame base, and four inches below the top of the manhole cone
shall be cleaned with a wire brush and then waterproofed with trowelable bitumastic gasket
material, Trowelable EZ-STIK #3 as manufactured by Press -Seal Gasket Corporation, 9-
inch wide butyl external joint wrap material in accordance with the manufacturer's
specifications. A protective polyethylene cover shall be placed over the trowelable
waterproofing material when backfilling, following sealing of the frame to the manhole.
E. The throat section height shall not exceed 18 inches. The throat section shall be defined as
the distance from the bottom of the integral cast manhole ring to the top of the manhole cover.
F. If a manhole cannot be raised to grade using riser rings or grade adjustment rings then the
manhole must be cut-off below the existing cone section and raised to grade using cast -in -
place methods. A 1-inch square keyway shall be cut into the cold joint surface, and #4 rebar
placed every 12-inches around circumference of cold joint. The rebar shall be doweled and
epoxied 6-inch depth in to existing manhole and 6-inches into new poured section. See
standard details.
3300_Manholes 11
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END OF SECTION 3300
3300_Manholes 12
SECTION 3400 BORES AND STEEL ENCASEMENT PIPE
PART 1- GENERAL
1.01 WORK INCLUDED
A. Provide encasement pipe jacked through bored tunnel for crossing of utility pipe lines under
roadways, railroads and at other locations as indicated on the approved drawings.
B. Provide encasement pipe by open cut construction where shown on the Drawings.
C. Pulling or jacking carrier pipe through encasement pipe.
D. Providing end seals at ends of encasement pipe.
1.03 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. ASTM A139 Specification for Electric -Fusion (Arc) - Welded Steel Pipe (sizes 4" and
over).
2. ASTM A211 Specifications for Spiral -welded Steel or Iron Pipe.
B. American Welding Society (AWS):
1. AWS D1.1 Structural Welding Code.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Encasement pipe: Smooth wall steel pipe conforming to ASTM A-53 / ASTM A283 / ASTM
A-135, Grade B, CW, physical tests only (no hydrostatic test required). The pipe shall have
beveled ends prepared for welded joints. The pipe steel shall have a minimum yield strength
of 35,000 psi.
B. Welding materials: Type required for materials being welded and conforming to applicable
AWS Specifications.
C. Grout: Cementitious grout shall consist of a preblend of lightweight aggregate, cement, fly
ash and admix to prevent segregation and promote expansion upon setting. Loose bulk
density for the dry mix materials shall be 30 to 35 pounds per cubic foot. Grout shall equal
or exceed Strong -Seal Grout 250 - Product Code 2133 and shall be packaged in 2 cubic
foot bags.
3400_Bores 1
D. Flowable Fill: Flowable fill shall conform to Section 206 — Flowable Select Material of the
Arkansas State Highway and Transportation Department's Standard Specifications for
Highway Construction, latest edition.
E. Casing Spacers: Shall be stainless steel, Cascade Model CCS as manufactured by Cascade
Waterworks Mfg. Co., BWM Company.
F. Casing End Seals: Casing end seals shall be watertight, interconnected mechanical -type,
interior to the encasement between the encasement and carrier pipe. Casing End Seals shall
be Link -Seal by GPT Industries, or Wrap -It Link by CCI Piping Systems..
G. Polyethylene Encasement: Polyethylene encasement shall be in conformance to
ANSI/AWWA C105/A21.5, latest revision.
2.02 MINIMUM THICKNESS
A. The encasement pipe shall be capable of supporting all traffic and earth loads. The Contractor
shall submit design calculations supporting the selection of the encasement pipe thickness
used.
B. Minimum thickness for encasement shall be as follows:
Diameter of Casing Pipe
20" OR LESS
24" — 30"
36"
48" 60"
72"
Minimum Thickness
.250"
.375"
.500"
.625"
.750"
Sizes not listed above shall be determined on an as -needed basis by the City.
C. When boring under railroad right-of-way, minimum thickness shall be determined by railroad
standards.
2.03 MINIMUM DIAMETER
A. The minimum diameter for encasement pipe shall be such that the carrier pipe, along with
casing spacers and joint restraints, will not bind against the inside of the encasement pipe
during installation. The minimum diameter of encasement pipe shall be as follows:
Diameter of Carrier Pipe Diameter of Encasement
2'f 5"
3400_Bores 2
3"
6"
4"
8"
6"
12"
8"
1699
10"
20"
12'
24"
14" — 1655
30"
18" — 20"
36"
24"
42"
30'
48"
36"
54"
42'
60"
48"
72"
3.01 EXCAVATION
A. The contractor shall inspect the location where encasement structures are to be installed and
become familiar with the conditions under which the work will be performed and with all
necessary details as to the orderly prosecution of the work.
B. The contractor shall satisfy themselves of soil conditions by means they deem necessary
including but not limited to exploratory boring or exploratory pit excavations at tunnel/bore
ends. All such exploratory work will be coordinated with City and the engineer of Record.
All such exploratory work shall be performed in a manner not to endanger highway, railroad
or street fill and embankments and shall be satisfactorily backfilled and restored.
C. Highway Bore: Do not set up equipment or begin excavating pit on state highway without
written permission/permit received from the Arkansas Highway and Transportation
Department District Engineer or his authorized representative.
D. Railroad Bore: Do not set up equipment or begin excavating pit on or near railroad property
without written permission/permit of the respective railroad company.
E. Highway and railroad permits for Capital Improvement Projects will be obtained by the City
or the City's designated representative.
3.02 INSTALLATION, ENCASEMENT PIPE
A. General.
1. Install encasement pipe at grade and alignment shown on Drawing. Allow for height of
casement spacers when establishing grade for gravity line encasement pipe. Refer to City
Engineering Standard Details.
3400_Bores 3
2. When indicated on the approved plans or project specifications all street, roadway and
highway crossings for water or sewer pipelines installed by jacking and bore methods shall
be accordance with AHTD standards.
3. Excavation of bore pits and trenches within street right-of-way, roadways or highways shall
be of sufficient distance from paving to permit traffic to safely pass without interference. The
Engineer of Record shall be responsible to design the location of bore pits to permit traffic to
safely pass without interference.
B. Bores:
1. Excavate pits and trenches required at each side of crossing to minimum width and
length indicated or necessary for boring and jacking operation and carrier pipe
installation.
2. Carefully set steel guide rails in pit to attain specified grade and alignment.
3. Keep pit pumped free of standing water. Maintain pit bottom to provide stable base
for rails and equipment and firm footing for workmen.
4. Provide Trench Safety/Protective Systems meeting Federal requirements and these
Specifications.
5. Bore tunnel and simultaneously jack encasement pipe forward one section at a time.
Connect sections by full penetration butt welding performed in accordance with AWS
D1.1.
6. Remove excavated soil from boring operation as it enters pit and dispose of it offsite.
7. Voids between the encasement pipe and the surrounding soil shall be pressure filled
with grout.
8. Cathodic protection shall be installed on the steel encasement pipe. Use 17# HP
magnesium anodes bonded to the steel encasement pipe.
9. End seal shall be installed after the carrier pipe has been installed.
C. Open Cut:
1. Excavate trench as required.
2. Steel encasement pipe shall be installed, bedded, and backfilled the same as ductile
iron pipe.
3. Steel encasement pipe shall be double poly wrapped.
4. Cathodic protection shall be installed on the steel encasement pipe. Use 17# HP
magnesium anodes bonded to the steel encasement pipe.
5. End seal shall be installed after the carrier pipe has been installed.
3.03 INSTALLATION, CARRIER PIPE
A. Joint pipe as specified in Section 3100 or 4100. Pull or jack carrier pipe through encasement
pipe. Do not allow cables or jacks to be in direct contact with carrier pipe while pulling or
jacking pipe. Use timber or padded steel member.
3400_Bores 4
B. A minimum of three casing spacers shall be installed on pipe up to 20-foot pipe joints.
C. All carrier pipe installed through the encasement shall be fully restrained. Over -belling of the
carrier pipe shall be prevented.
3.04 BACKFILL
A. Prior to backfill, seal ends of encasement pipe with end seal as shown in the City Engineering
Standard Details.
B. Use material excavated from pit.
C. Backfill against ends of encasement pipe.
D. Backfill pit and carrier pipe in same manner as specified in Section 2300 — Excavation,
Backfilling, and Compacting.
3.05 CLEANUP
A. Backfill in same manner as specified for line work in Section 2300 - Excavation, Backfilling
and Compacting.
B. Cleanup and restoration as specified in Sections 6000 PAVEMENT REPAIR and 6100
LAWN AND GRASS RESTORATION.
3400_Bores 5
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END OF SECTION 3400
3400_Bores
SECTION 3500 SEWER PUMP (aka LIFT) STATIONS
PART 1 - GENERAL
1.01 GENERAL REQUIREMENTS
A. This Section pertains to the minimum requirements for the design and construction of
submersible type pump (aka lift) stations, which are the primary type constructed as part
of private development. Sewer pump stations installed by private development will meet
or exceed the minimum standards within this section and as otherwise specified within
these Standards.
Comply with the "Ten States Standards" and modifications and/or additional requirements
as specified herein.
Sewer pump stations, for City Capital Projects will comply with this section and any other
requirements determined necessary by the Engineer of record, or Utilities Director, or the
City's designated engineer. Sewer pump stations for City Capital Projects will further be
considered on specific case by case basis in accordance with Section 1000 General
Requirements. Approval will be project specific and requires approval from both the Utilities
Director and the designated City engineer.
B. A registered Civil Engineer shall seal the civil portion of the drawings. A registered
Electrical Engineer shall seal the electrical portion of the drawings. All engineers shall be
registered in the State of Arkansas.
C. These Standard Specifications provide the minimum requirements for sewer pump stations.
The pump station dimensions, equipment, controls, etc. will be approved only upon the
submittal of plans and specifications to the City, and upon the City's written approval.
D. Pump Stations, in general, shall be submersible type pump capable of passing a 3 inch
(minimum) sphere. Multiple pumps shall be provided. Where only two pumps are
provided, the pumps shall be of the same size with one (pump and motor) designated as
duty and one (pump and motor) designated as stand-by with each pump capable of pumping
the design flow for the proposed development (including provisions for future phases of
the initial proposed development) with a minimum pumping capacity of 100 gpm each
under site operating conditions. Firm capacity and one minimum standby pump shall be
provided, pumps shall have the capacity such that with any one pump out of service the
remaining pump(s) will have the capacity to pump the design hourly flow. Further the
pump station will include: wet basin, separate valve pit, valves, piping, hatches, guide rails,
pump removal components, control center, level controls, remote monitor package,
interconnecting electrical wiring, incoming power and communications supply, and all
other features regularly and normally required as a part of a complete and functional
facility. All work shall be in accordance with site requirements, details in the Drawings,
the Engineer of Record's design, these Standards and the manufacturer's recommendations.
3500 Lift Stations 1
E. All Pump Stations shall be designed for and operate on 480 V, three (3) phase power. No
deviation from this requirement shall be permitted without the express prior written
approval of the City.
F. The station shall be equipped with a remote monitor capable of monitoring the status of
the lift station and communicating with the City's existing SCADA system housed at the
Noland and West Side WWTP. This system shall be purchased and installed by the City at
the developer's or contractor's expense.
G. All of the mechanical and electrical equipment shall be an integral package supplied by the
pump manufacturer with local representation so as to provide undivided responsibility.
Pumps, motors and appurtenance mechanical and electrical equipment shall be Fairbanks
Morse Pump equipment or Flygt Pump equipment and further comply with other specific
requirements set forth herein and in the approved plans.
H. The Contractor shall submit to the City for review and approval three (3) sets of shop
drawings, detailed specifications, pump warranty, and performance characteristics for all
of the equipment and fixtures to be furnished and installed. The Shop Drawings and
equipment data shall be submitted with a cover letter, Contractor's stamp of approval, and
Engineer's stamp of approval indicating that he has reviewed, checked, and approved the
data submitted. The City will review the submittal and render a decision in writing as to
the acceptability of the equipment. Without prior written City approval, the item of work
may not be accepted.
Any exceptions to this Standard or associated approved Plans shall be submitted in writing
and clearly stated. The exceptions must be approved by the City prior to proceeding with
the work.
I All mounting and fastening hardware shall be stainless steel.
K. All components of the pump station that are exposed to weather shall be constructed of
material that is resistant to corrosion and will not require surface protection throughout the
expected life of the lift station. In general, these materials are stainless steel, aluminum,
fiberglass reinforced polyester (FRP), and ultraviolet stabilized PVC.
L. All valves and ductile iron fittings shall be ceramic epoxy coated inside and out. All ductile
iron piping coming in contact with wastewater or installed in the wet well, dry well or valve
pit shall be coated with epoxy inside and out. Acceptable interior epoxy for ductile iron
pipe shall be specifically designed for wastewater environments and shall be Tnemec Series
431 Perma-Shield, or Protecto 401 as determined by the Engineer of Record and approved
by the City for the specific project.
M. All stainless steel hardware and accessories shall be protected from field applied coating
of the epoxy.
N. Wet well access/hatches shall include an integral safety grate and integral safety chain/rail
3500 Lift Stations 2
system or a separate safety rail system designed by, or selected by, the engineer of Record
and approved by the City.
O. Mixers. If the City determines the need for wet well mixing, then the developer's engineer
shall accommodate the City's purchase and installation of the mixer and controls, wiring,
hoses, and mixer appurtenances (only) within, and connected to, the developer's installed
pump station.
1.02 PUMP STATION SITE
A. The pump station site shall have minimum dimensions of 50' x 50' with a maximum cross
slope of 5%. The site shall be an all-weather surface consisting of asphalt or concrete.
Additional site area may be required depending on the diameter and depth of the wet well
and other accessories. Final dimensions of the site shall be determined by the City
Engineer.
B. The City of Fayetteville must own the land, by deed and not by plat, on which sewer pump
stations are located or anticipated to be constructed.
C. The pump station shall be provided with an access drive to the nearest public road. The
access drive shall be an all-weather surface with a stabilized gravel base and asphalt or
concrete surface. If the slope is greater than 10%, the surface shall be constructed in such
a way that the surface material cannot creep down slope. The drive shall enter the public
road at a curb cut.
D. The pump station site shall be secured by a minimum 6' high wooden fence. Posts shall
be a minimum of 3" SCH 40 galvanized steel. Gate posts shall be a minimum of 4" SCH
40 galvanized steel. Rails shall be 16-gauge aluminum or galvanized steel, 2" x 4" nominal
dimensions. Pressure treated wood shall be installed in the rails to anchor the pickets. All
pickets shall be constructed of cedar, and shall be a minimum of 1"W'W. All hardware
used to anchor the cedar pickets to the steel rails shall be designated for use with cedar. A
12' wide double gate with lockable hasp shall be provided.
1.03 OPERATING CONDITIONS
A. The characteristics and operating conditions of the lift station and pumps shall be provided
in detail as part of the ENGINEER'S design and submitted for approval to the City.
B. Prior to installation the Contractor shall submit the following information for each pump
to the City for review and approval:
l . Pump capacity in gallons per minute;
2. Total dynamic head (TDH) and operating RPM; Use C=120 and C=140
3. Motor horsepower;
4. Motor rpm;
5. Motor voltage, phase and cycle;
6. Make and model number; and
3500 Lift Stations
7. Pump curves for the pumps to be provided.
C. Pump station acceptance will be based upon pump drawdown tests. The acceptable range
is +10% and -5% of the reported pump capacity in GPM. Pump flows outside of this range
will result in non-compliance of the standard and the pump station will not be accepted.
1.04 NOTES TO DESIGN ENGINEER
A. SIZING OF WET BASIN
1. The wetwell storage depth below the lowest inlet shall be a minimum of 5'-0" and
shall also meet the following criteria:
a. All pumps OFF shall be set at the pump manufacturer's recommended level
but no less than 1'-6" from the bottom of the wet well.
b. The distance between all pumps OFF and the lead pump ON shall be set to
provide storage capacity equal to:
15 x RATED PUMP GPM
4
(i.e. 15 minute cycle minimum)
C. Designs utilizing multiple pumps will include the lag pump ON set a
minimum of 6" above the lead pump ON and a minimum of 12" below the
lowest inlet invert.
d. The high water alarm float shall be set a minimum of 6" above the lag pump
ON and minimum of 6" below the lowest inlet invert.
C. All level control elevations shall be set below the lowest inlet invert.
1.05 SMALL DIAMETER PRESSURE SEWERS
A. Small diameter pressure sewer systems are not permitted as a Standard Specification.
B. Small diameter pressure sewer systems will be considered on specific case by case basis in
accordance with Sections 1000 1.01 B and 1000 1.07 A. Approval will be project specific
and requires approval from the Utilities Director.
1.06 PUMP STATION WARRANTY
A. Pump station warranty shall be two (2) years from the date of acceptance per City
maintenance bond requirements.
3500 Lift Stations 4
PART 2 — PRODUCTS
2.01 PUMPING EQUIPMENT
A. Pumps shall be of the submersible type for handling raw unscreened sewage. Pump volute,
motor and seal housing are to be high quality gray cast iron. Impeller shall be either cast
iron or cast bronze of a non -clog design capable of handling minimum three (3) inch sphere
solids, fibrous material, heavy sludge, and other matter found in normal sewage
applications. Impeller shall have pump -out vanes on the back shroud of the impeller to
keep pumped material away from the seal area and increase operating life. Impeller shall
be either slip fit or taper fit with key to securely lock the impeller to the driving shaft. The
pump volute shall be fit with a replaceable bronze wear ring to minimize wear on the
impeller and help achieve longer balanced operating life. All fasteners shall be of stainless
steel.
B. All mating surfaces where watertight sealing is required shall be machined and fitted with
nitrile rubber 0-rings. Sealing shall be accomplished when metal -to -metal contact is made,
resulting in controlled compression of the rubber 0-rings without requirement of a specific
torque limit.
C. The pump shall be provided with a mechanical rotating shaft seal system running in an oil
reservoir having separate, constantly lubricated lapped seal faces. The lower seal unit
between the pump and oil chamber shall consist of one (1) stationary seat and one (1)
rotating ring held in place by its own spring. The lower seal shall be removable without
disassembling the seal chamber. The upper seal between the motor and the seal chamber
shall be of the same design with its own separate spring system. The seals shall require
neither maintenance nor adjustment, but shall be easily inspected and replaceable. The
shaft sealing system shall be capable of operating submerged to pressures equivalent to
two hundred (200) feet. No seal damage shall result from operating the pump unit out of
its liquid environment. The seal system shall not rely upon the pumped media for
lubrication.
D. The seal chamber shall also be equipped with a seal failure sensor probe which will sense
water intrusion through the lower seal. This sensor is to be connected to an alarm in the
control panel to indicate lower seal failure.
E. The stator winding, rotor and bearings are to be mounted in a sealed submersible type
housing. Insulation utilized in the stator windings shall be Class H with maximum
temperature capability of 155EC. Motor housing shall be filled with a high dielectric oil
to give superior heat transfer and allow the bearing to run in a clean, well lubricated
environment; or the housing shall be air filled with grease lubricated bearings. The pump
and motor are to be specifically designed so that they may be operated partially or
completely submerged in the liquid being pumped. The pump should not require cooling
water jackets. Stator shall be securely held in place with a removable end ring and threaded
fasteners so that it may be easily removed in the field without use of heat or press. Shaft
shall be of stainless steel and supported by ball bearings. Motor shall be provided with
3500 Lift Stations 5
heat sensing units attached to the motor windings which shall be connected to the control
panel to shut down pump if overheating occurs.
F. Pump motor cable and heat sensor/seal failure sensor cable shall be suitable for submersible
pump applications and this shall be indicated by a code or legend permanently embossed
on the cable. Cable sizing shall conform to NEC specifications for pump motors and shall
be of adequate size to allow motor voltage conversion without replacing the cable. Cable
of the proper length shall be provided to eliminate need for splices or junction boxes
between pump and "control center". The cable shall enter the motor through a cord cap
assembly which is double sealed allowing disassembly and disconnect of the wires and the
motor and still not damage the sealed characteristics of the motor housing. Each individual
conductor shall be color coded in accordance with generally accepted industry standards.
The color coding shall designate the application of the conductor.
G. The pump mounting base shall include adjustable guide rail supports and a discharge
connection with a one hundred twenty-five (125) pound standard flange. The base and the
discharge piping shall be permanently mounted in place. The base plates shall be anchored
in place utilizing epoxy type anchors with stainless steel studs and nuts as manufactured
by HILTI Fasteners, Inc.
H. A rail system shall be provided for easy removal of the pump and motor assembly for
inspection and service. The system shall not require a man to enter the wetwell to remove
the pump and motor assembly. Two (2) rails of two (2) inch stainless steel pipe shall be
provided for each pump. The guide rails shall be positioned and supported by the pump
mounting base. The guide rails shall be aligned vertically and supported at the top by
attachment to the access hatch frame. One (1) intermediate guide rail support is required
for each fifteen (15) feet of guide rail length for stainless steel pipe.
The pumps shall be equipped with sliding brackets or rail guides. To insure easy removal
of the pumps, the rail guides attached to each pump shall not encircle the rails. A stainless
steel lifting chain or manufacturer's pump removal system (Flygt Lift) of adequate length
for the basin depth shall be provided for each pump. Each pump shall be equipped with a
permanent, stationary lifting handle with a minimum clearance of 12" between the top of
pump and bottom of handle.
J. The rails and the rail guides shall function to allow the complete weight of the pumping
unit to be lifted on dead center without binding and stressing the pump housing. The rail
system shall function to automatically align the pumping unit to the discharge connection
by a simple downward movement of the pump. No twisting or angle approach will be
considered acceptable. The actual sealing of the discharge interface may be of the metal -
to -metal contact. No sealing gaskets will be permitted.
K. Pump warranty shall be provided by the pump manufacturer and shall warrant the units
being supplied to the Owner against defects in workmanship and materials for a period of
five (5) years under normal use, operation and service. The warranty shall be in printed
form and apply to all similar units. A copy of the warranty statement shall be submitted
3500 Lift Stations 6
with the approval drawings.
2.02 BASIN, VALVE PIT AND ACCESSORIES
A. The basin and valve pit are to be constructed of precast concrete meeting the requirements
of ASTM C-478. Cast -in -place monolithic structures may be substituted with the prior
written approval of the City. Minimum valve vault and wetwell diameter shall be 64.
The actual arrangement of the structures are to be as shown in the approved Plans. The
wetwell basin top shall be provided with a six (6) inch stainless steel vent having a
downward pointing inlet and screen over the inlet opening.
B. The basin, valve pit, flat tops, and base slabs are to be constructed of precast or cast -in -
place reinforced concrete manhole sections conforming to ASTM C-478. All joints
between precast sections shall be made with an approved rubber O-Ring in accordance
with ASTM C-443 and a 1/2 inch diameter non -asphaltic mastic conforming to AASHTO
M-198 and Federal Specification SS-521-A. All manhole joints shall be sealed with an
external joint wrap material. Material shall be 9-inch width Infi-Shield® Gator Wrap by
Sealing Systems, Inc. In addition, the outside wall below grade is to be coated with
bituminous waterproofing material. The top and bottom of the chambers shall be precast
or may be poured in place concrete if approved by the City Engineer.
C. The wetwell pump basin and the valve pit chamber shall be enclosed at grade level with a
reinforced concrete pad rectangular in shape and extending a minimum of F-0' from the
chambers outside dimension.
D. All concrete surfaces within the wet well shall be coated with one of the products listed
below. These products shall only be applied by personnel thoroughly familiar with
handling of the coating material, and in accordance with the manufacturer's specifications,
recommendations and requirements.
1. Raven Ultra High -Build Epoxy Coating, designated as Raven 405, with an average
thickness of 100 mils and a minimum thickness of 80 mils.
2. Warren Environmental Systems, designated as S-301, with an average thickness of
100 mils and a minimum thickness of 80 mils.
3. The above epoxies shall meet the following minimum requirements:
Flexural Strength
ASTM D790
6,000 psi
Compressive Strength
ASTM D695
8,000 psi
Tensile Strength
ASTM D638
4,000 psi
Tensile Elongation
ASTM D638
4%
Adhesion
ASTM D4541
Concrete Substrate Failure
4. A Tnemec system to include Tnemec Series 434 Permashield with a topcoat of
Tnemec Series 435 Perma Glaze will be reviewed on specific projects as an
approved equal.
3500 Lift Stations 7
E. The pump supplier shall provide an aluminum two (2) door access hatch frame and door
assembly to be installed in the concrete basin top. This door assembly shall provide access
for removal of the pumps and shall support the guide rails. The doors shall be provided
with lifting handle, safety latch to hold door in the open position and a hasp suitable for
padlock. The doors shall have a nonskid finish and be designed for light, medium, or heavy
duty, depending on the location of the pumping station.
F. An aluminum single door access hatch frame and door assembly similar to the one
described above shall be provided for use as entry to the valve pit. Minimum opening for
the valve box entry shall be thirty-six (36) inch by thirty-six (36) inch.
G. A swing check valve with external swing arm and a full port (100% area) eccentric plug
valve shall be installed in the valve pit in each pump's discharge piping. A minimum
clearance of twelve (12) inches shall be allowed from the bottom of the valves to invert of
the pit. A drain pipe and p-trap shall be installed to drain the valve pit back to the wet basin
but not allow the wet basin liquid to enter the valve pit. In addition, a 1/2" NPT tap and
ball valve shall be provided on the discharge side of the pumps past the valves to facilitate
pressure readings for the pump discharge.
H. All yard piping within the pump station site shall be centrifugally cast ductile iron and shall
conform to ANSI Specifications A21.51 and AWWA C-151, latest revision and shall be
Pressure Class 350, 300, 250, or 200 wall thickness dependent upon site conditions. All
direct buried ductile iron pipe and fittings shall be double poly -wrapped.
I. Force main pipe downstream of the pig launch structure shall be DIP or PVC in accordance
with these Standards. All force main pipe shall have tracer wire installed along its entire
length. Gate valves (up to 10-inch) or full -port plug valves (12-inch) shall be installed
along its length, not to exceed 1000' unless a variance is approved by the City for long
force mains, and shall be marked sewer. An empty valve box shall be installed in the
vicinity of the discharge manhole and at fittings that cause a change in direction where the
tracer wire can be brought to grade for a point of connection to aid in tracing the force
main. The valve box shall be marked sewer. A 2-inch SCH-40 PVC pipe shall be installed
in the empty valve box. The pipe shall have a pipe marker label affixed and further labeled
"No Valve, Tracer Wire Only." The force main shall have tape marked sewer wrapped
around the pipe with complete revolutions not to exceed 6'. Tape marked sewer shall also
be installed in the trench 18" above the top of the sewer force main.
J. Sewer line markers shall be TriView Marking System by Rhino Marking and Protection
Systems, Carsonite International Dual -Sided Utility Marker (CIB-380). All markers shall
be installed according to the manufacturer's recommendations. The uppermost portion of
the Carsonite marker shall be made of Visibility Enhancer (CVE-360) and must be bolted
to the utility marker. TriView markers do not require visibility enhancers. The utility
marker shall read as follows: "CAUTION, SEWER PIPELINE", "City of Fayetteville",
and "Before Digging Call 1-800-482-8998". The label shall also include the official City
Logo and be white in color with green and black lettering. The label shall be affixed to
two sides of the marker. An additional white 1" wide reflective tape (3M) shall be placed
3500 Lift Stations 8
around the full circumference of the top of the marker. Concrete shall be placed 6-inches
around and 1-foot deep around the base of each marker.
K. All force mains shall be equipped with a pig launch within the pump station site. A fire
hydrant is required to be located within 100' of the site to facilitate pigging of the force
main.
2.03 GENERAL ELECTRICAL
A. A single main fusible or breaker disconnect switch of adequate size to provide power for
the "control center" and its related components shall be provided by the Contractor.
B. The disconnect switch shall be housed in a NEMA 4X stainless steel enclosure with an
external operation handle capable of being locked in the ON position.
C. The pump station site shall include a GFI convenience outlet with 20 amp breaker and
suitable transformer or power supply to provide 110 volt single phase power to the
convenience outlet.
D. A minimum four (4) inch and two (2) inch PVC schedule 40 wall conduits shall be provided
from the wetwell basin to the control center which will allow the pump power cables,
sensor cables and level controls to be pulled through without difficulty and allow the use
of one (1) piece cables from the pumps and level controls to the control center. The conduit
shall be sealed at the control center to avoid entrance of sewer gases into the control panel.
E. A minimum three-quarter (3/4) inch and two (2) inch PVC schedule 40 wall conduits shall
be provided from the valve vault to the control center for future remote monitoring of the
swing check valves.
F. All vertical conduit and transitions from horizontal to vertical runs shall be rigid metallic
conduit. Horizontal, below grade, conduit runs may be either Schedule 40 PVC or rigid
metallic conduit.
G. All electric components shall be properly labelled per NFPA 70E requirements.
2.04 CONTROL CENTER
A. The control center shall be built in a NEMA 4X stainless steel enclosure and shall be
suitable for the specified horsepower and voltage for the pumping equipment. Enclosure
size must be verified by City prior to ordering to ensure all components will fit properly.
The outer door of the panel shall be hinged dead front with provisions for locking with a
padlock. Inside shall be a separate hinged panel to protect all electrical components. H-
O-A switches, run lights, circuit breakers, etc. shall be mounted such that only the faces
protrude through the inside swing panel and no wiring is connected to the back side of the
inside swing panel. The control center shall be located so as to provide safe access to the
panel while wetwell hatch doors are opened, and shall be positioned so as not to be between
the access drive and the wetwell.
3500 Lift Stations 9
B. A circuit breaker and magnetic starter with three (3) leg overload protection and manual
reset shall be provided for each pump. Starters shall have auxiliary contacts to operate
both pumps on override condition. A separate circuit breaker shall be supplied for power
to the control circuit. The control center shall include an extra circuit breaker of adequate
size to provide 115 volt, single phase power for the remote monitor panel (PLC cabinet).
The control center shall include a control voltage transformer to reduce supply voltage 115
volt, the float circuit and associated relays which shall be provided with 24 volt control
voltage. A green run light and H-O-A switch shall be provided for each pump. A terminal
strip shall be provided to make field connections of pump power leads, level control, seal
sensor leads, heat sensor leads, and remote monitor panel interconnections.
C. The control center shall incorporate connections for heat sensors which are installed in the
pumps. The connection shall disconnect the starter upon high temperature signal and will
automatically reconnect when condition has been corrected.
D. The control center shall incorporate connections for seal failure sensors which are installed
in the pumps. The panel will have a seal failure alarm light for each pump. This alarm
indicates failure of the lower mechanical seal in the pump. This will be an alarm light only
and will not shut down the pump.
E. The control center shall include an hour meter for each pump to register the elapsed
operating time of each pump.
F. The control center shall have a high water alarm built into the main enclosure. The high
water alarm shall consist of a flashing alarm light with red Lexan plastic cover or red glass
globe with metal guard mounted above the top of the enclosure such that it is visible from
all directions. An alarm horn shall be mounted on the side of the enclosure. A push to test
horn and light button as well as a push to silence horn button shall be provided and mounted
on the side of the enclosure. Unistrut or other means shall be used to avoid a penetration in
the building for these features.
G. The control center shall include a condensate heater to protect against condensation inside
the enclosure. The heater shall be placed so as not to damage any other component or
wiring in the control center.
H. The control center shall include lightning protection and a phase monitor relay to shut down
the control circuit and protect the equipment due to loss of phase or phase reversal. The
three (3) phase sequence voltage relay shall be of the 8-pin connector type.
I. The control center shall be suitable for connection to a remote monitor package as
described in the section titled "Remote Monitor Package". The main control must include
the following interconnection capability:
1. Circuit breaker to power remote monitor panel as described above.
2. Relay dry contact to signal power failure to panel
3. Relay dry contact to signal phase failure
3500 Lift Stations 10
4. Relay dry contact to signal generator fault alarm
5. Relay dry contact to signal generator run status, i.e. ON or OFF
6. Relay dry contact to signal transfer switch status on utility power
7. Relay dry contact to signal transfer switch status on generator power
8. Relay dry contact to signal drywell flood (if applicable)
9. Relay dry contact to signal site or vault intrusion alarm (if applicable)
10. Relay dry contacts to signal float status in wetwell (low, lead, lag, high floats)
11. Relay dry contact to signal pump(s) HOA switch in hand
12. Relay dry contact to signal pump(s) HOA switch in automatic
13. Relay dry contact to signal pump(s) running status, i.e. ON or OFF
14. Relay dry contact to signal pump(s) tripping of the overload
15. Relay dry contact to signal pump(s) seal failure (if applicable)
16. Relay dry contact to signal pump(s) over temperature failure
17. Analog input signaling the wetwell level
18. Relay dry contacts for the PLC to call for the pump(s) to be turned ON/OFF
J. All component of the control center shall be American made and available from local
sources. In particular, items such as circuit breakers, overload protection, relays, etc. shall
be available and in stock by local sources.
K. Pump control shall be achieved by the use of a pressure transducer. The Controller shall
be an Automation Direct Productivity 2000 with the following components:
1. Seven slot base model P2-07B
2. Power supply 110VAC model P2-0IAC
3. CPU model P2-550
4. Digital input card model P2-16ND3-1 (quantity 2 for two pumps, quantity 3 for 3-
4 pumps)
5. Isolated Relay output card model P2-08TRS
6. Analog input card model P2-08AD-1
7. Model P2-FILL to cover remaining open 1/0 cards
The Contractor will provide all hardware and wiring, City will provide PLC Software and
programming.
L. In addition to the pressure transducer, a backup float system shall be provided to monitor
wet well level. System should consist of low/off, lead, lag, and high-level floats and should
be installed such that the system can operate the pumps in the event the pressure transducer
fails or the PLC fails.
2.05 SCADA REMOTE MONITOR PACKAGE
A. The station shall be equipped with a remote monitor capable of monitoring the
status of the lift station and communicating with the City's existing SCADA system
housed at the Noland WWTP. This system shall be purchased and installed by the
City at the developer's or contractor's expense. The costs of the SCADA system
3500 Lift Stations 11
charged to the developer or contractor will be the actual costs based on site -specific
design as approved by the City.
2.06 SPARE PARTS
A. The Contractor shall supply one set of spare parts for each pump for each station, including
at a minimum the following:
1. Impeller;
2. Upper seal assembly;
3. Lower seal assembly;
4. Upper bearing assembly;
5. Lower bearing assembly;
6. Wear rings; and
7. O-Rings and gaskets (two (2) sets).
2.07 OPERATION AND MAINTENANCE MANUALS
A. Three (3) operation and maintenance manuals shall be submitted to the City
B. Manuals shall include, at a minimum:
1. Operation instructions;
2. Maintenance instructions;
3. Recommended spare parts list;
4. Lubrication schedules;
5. Structural diagrams;
6. As -built wiring diagrams; and
7. Bill of materials.
8. Copy of design engineer's pump operating point
assumptions, average daily flow, and peaking factor
2.08 GENERATOR SET
A. GENERAL
calculations, population
1. The pump station shall include an on -site backup power generator. The generator
and lift station combination must include switching and control gear such that the
backup power source is activated automatically without human action. The fuel
source shall be natural gas. In the event that natural gas is unavailable, propane, or
diesel shall be used with a minimum fuel tank/storage sized to run all pumps at full
load for 48 hours. The generator must be capable of operating the lift station at full
capacity, i.e., with the largest pumps, impellers, and motors, and the greatest
number of pumps, that the lift station can physically contain, with all of the above
operating at full speed simultaneously.
3500 Lift Stations 12
B. EQUIPMENT
1. The generator set shall be minimally rated at the kW rating as indicated on the
drawings when operating at 277/480 volts, 0.8 lagging power factor. The generator
set shall be capable of this rating while operating in an ambient temperature
condition of 122°F (50°C).
2. The generator set shall be capable of starting motor loads as indicated on the
drawings along with a minimum station load of 5 kW and a maximum voltage dip
of 25%.
3. The engine shall deliver power at a governed speed of 1800 rpm.
4. Sound Attenuated Weather Protective Enclosure
a. Manufacturer shall have a minimum five years experience in the design and
construction of weather -protected generator -set enclosures.
b. The enclosure panels shall be assembled with modular, bolt -together
construction.
C. Enclosure shall include the following features:
1) Foam insulation on all interior surfaces
2) Sound level not to exceed 68 dba within 7 meters of enclosure
surface in any direction
3) All exterior and interior surfaces finished with baked -on powder -
coat
4) Bottom flange with multiple mounting holes
5) Stainless steel door hardware and lift-off hinges
6) Lockable doors
7) Gasketed access doors
5. Automatic Transfer Switch (ATS)
a. It is the intent of this specification to secure automatic transfer switches that
have been prototype tested, factory built, production tested, and site tested,
together with all accessories necessary for a complete installation as shown
on the plans and drawings and specified herein. Automatic transfer
switches with number of poles, voltage and current ratings as shown on the
plans shall be provided. Each ATS shall consist of an inherently double -
throw power transfer switch unit and a control module interconnected to
provide complete automatic operation. All equipment shall be new and of
current production by an international firm which manufactures the
generator, controls, and transfer switch. The company selected will
assemble the standby generator set and system as a matched unit so that
there is one -source responsibility for warranty, parts and service through a
local representative with factory -trained personnel.
3500 Lift Stations 13
b. ATS shall be sized as indicated on the drawings, 480 volt, 3 phase, 4 wire,
3 pole with solid neutral.
C. ATS shall have dry contacts necessary to send status to SCADA (i.e.,
transfer switch on utility and transfer switch on generator).
6. Submit motor starting calculations and generator sizing calculations for approval.
7. The generator set shall provide the following status signals to the SCADA package:
a. Generator status
b. Generator general alarm
8. Generac.
PART 3 — EXECUTION
3.01 SYSTEM OPERATION
A. On wet well level rise, the lead pump shall start at the lead pump ON elevation. With the
lead pump operating, the wet well level shall lower to all pumps OFF and turn off the
PUMP—
B. If the wet well level continues to rise when lead pump is operating, the override switch
shall energize and start the lag pump. Both lead and lag pumps shall operate together until
low level switch turns off both pumps. If level continues to rise when both pumps are
operating, alarm level switch shall energize and signal the alarm.
C. If one pump should fail for any reason, the second pump shall operate on the override
switch.
D. If the pumps fail to turn off for any reason after receiving the signal for all pumps OFF, a
low level alarm shall signal.
E. All level controls shall be adjustable for level setting from the surface.
3.02 SYSTEM TESTING AND ACCEPTANCE
A. The City will provide the contractor and owner with a Lift Station Startup Checklist,
updated periodically, explaining expectations for lift station testing and demonstrations
onsite prior to the system receiving live sewerage and transferring operational ownership
to the City.
3500 Lift Stations 14
END OF SECTION 3500
3500 Lift Stations 15
SECTION 3600 CAST -IN -PLACE CONCRETE
PART 1 - GENERAL
1.01 WORK INCLUDED
A. This section covers cast -in -place concrete materials, reinforcing steel, forms, and finishing
in conjunction with water and sewer construction.
B. Use specification defined "Class 1" 4,000-psi concrete for miscellaneous non-structural
bedding, thrust blocking, anchor collars, and cast -in -place manholes.
D. Structural concrete for building and environmental structures shall comply with the
applicable requirements of ACI 318 and ACI 350 latest editions. Concrete for structures
is not a Standard Specification and shall require submittal, review and approval for specific
case by case basis and in accordance with Sections 1000 General Conditions.
1.02 QUALITY ASSURANCE
A. If requested by the City, or the Engineer of Record, the concrete shall be tested as required
in Table 11-1 , City of Fayetteville Arkansas Minimum Street Standards, as follows.
1.03 SUBMITTALS
A. Submit mix design, equipment details, and vendor name for field batched concrete.
3600_Concrete
Table 11-1 Materials Testing
AASHTO I ASTM Frequency
Subgrade
Sampling
R58
D420
per soil type encountered
Soil Classification
M145
D3282/D2488/D2487
Standard Proctor
T99/T310
D698
Modified Proctor
T180/T310
D1557
Density & Moisture
Content
T191/T233/T310
D6938
1 per 300 LF lane
minimum 1 per lane
Aggregate Base Course
Gradation
T27
C 136
1 per source
Standard Proctor
T99
D698
Modified Proctor
T180
D1557
Density & Moisture
Content
T310
D6938
1 per 300 LF lane
(minimum 1 per lane)
Asphalt Concrete Hot Mix
Sampling
T168
D979
-
Densi(Nuclear)
-
D2950
As directed by City
Density (Coring)
T166
D2726
1 per 500 LF paved
minimum 2 total
Portland Cement Concrete
Sampling
T141
C172
1 per 100 CY
1 per 1000 LF (curb)
(minimum 1 per day)
See Table 11-2 for Mix
Design
Mold and Cure
T23
C31
Cylinder Transport
T23
C31
Slump
T 119
C 143
Air Content
T152
C231
Compressive Strength
T22
C39
Compressive Strength
(Coring)
T24
C42
As directed by City
Table 11-2 Concrete Mix Design
Concrete Properties
Class 1
28-Day Compressive Strength(psi)
4000
Portland Cement (bags)
6.0
Max. Water/Cement Ratio
0.45
Slump Range inches
1-4
Air Entrainment %
4-7
Maximum Fly Ash Content %
20
3600_Concrete
PART 2 - PRODUCTS
2.01 CONCRETE
A. Concrete: composed of Portland cement; fine and coarse aggregate; water; and, an air
entraining agent. Provide either Class 1 concrete as described below.
B. For Class 1 concrete use ready -mixed concrete; conform to ASTM C 94, latest edition;
deliver and place within one hour after all materials have been placed in the mixing drum.
C. The concrete mix shall be designed so that the proportions will produce results that will
meet the requirements of Class 1 concrete. Proportion components, except water, by
weight. Water may be measured by volume. One sack of Portland Cement consists of one
cubic foot or 94 pounds. Proportion components to meet these requirements:
1. Class 1 Concrete:
a. Maximum net water/cement ratio = 0.45
b. Portland cement (bags) 6.0 minimum
C. Slump range: 1 - 4 inches
d. Minimum 28 day compressive strength: 4,000 PSI
e. Air Content: 4 - 7
D. Before beginning any concrete work, the Contractor shall have the concrete mix designed
and the ingredients selected and proportioned by an approved independent testing
laboratory meeting the requirements of ASTM E 329. Certified copies of all laboratory
trial mix reports shall be sent to the Engineer from the testing laboratory for review. Do
not place concrete prior to the Engineer's review and acceptance in writing of the concrete
mix design.
E. Cement: Portland Cement conforming to AASHTO M 85, Type I. Use Type III cement
high early strength ) only if approved by the Engineer.
F. Fly ash: Fly ash may be used as a partial cement replacement not exceeding 20% by weight
of the cement when approved by the City. When fly ash is used, the total weight of both
cement and fly ash will be used in design calculations.
G. Water: potable water free from injurious amounts of acids, alkalis, oils, sewage, vegetable
matter and dirt.
H. Air entraining agent: use in all Class 1 concrete as required; conform to AASHTO M 154;
add to the mixing water in solution; proportion to provide four (4) to seven (7) percent air
in the concrete.
I. Fine aggregate: clean, hard, durable particles of natural sand free from injurious amounts
of organic impurities; conform to the graduation requirements of AASHTO T 27.
3600_Concrete 3
J. Coarse aggregate: clean, hard and durable crushed stone or washed gravel; reasonably well
graded from course to fine; per AASHTO T 27.
2.02 REINFORCING STEEL
A. Steel bars: deformed, conforming to ASTM A 615 or A 617.
B. Steel wire: conform to ASTM A 82, Cold -Drawn Steel Wire for Concrete Reinforcement.
C. Wire mesh: conform to ASTM A 185; gauge and mesh per plans.
D. Submit reinforcing steel bars shop drawings for approval.
E. All steel reinforcement: free from rust, scale, mortar, dirt, or other objectionable coatings.
PART 3 — EXECUTION
3.01 GENERAL
A. Perform excavation per Section 2300 - Excavation, Backfilling, and Compacting.
B. Build forms neat, square, and flat so concrete will have smooth finish when forms are
pulled. Construct forms to provide finished concrete to dimensions shown on plans.
C. Place reinforcing steel accurately in accordance with details shown on the plans and
properly secure in position.
D. Concrete shall not be placed when the temperature is below 40' F and dropping or below
35' F if the temperature is rising, unless approved by the Engineer.
E. Vibrate all structural concrete as it is placed using internal vibrators capable of transmitting
vibration to the concrete at frequencies not less than 4,500 impulses per minute. Do not
use form vibrators. Limit vibration to provide satisfactory consolidation without causing
segregation. Do not insert vibrator more than six (6) inches into the lower courses
previously vibrated. Use vibrators in a substantially vertical position; insert at uniformly
spaced points no farther apart than the visible effectiveness of the vibrator.
F. Allow concrete to cure for at least 48 hours before stripping forms. If concrete is in a
structural member, do not remove forms until the concrete can withstand safely all
superimposed loads.
G. On all exposed surfaces, remove all fins and projections so the surface is smooth. Cut out
and fill with grout any honeycombed areas. Extensive honeycombing is not allowable.
3600_Concrete 4
(THIS PAGE INTENTIONALLY LEFT BLANK)
END OF SECTION 3600
3600_Concrete
SECTION 4000 WATER PIPE, FITTINGS AND MATERIALS
PART 1- GENERAL
1.01 WORK INCLUDED
A. This section covers pipe, pipe joints, fire hydrants, fittings, and other materials for water lines
and service lines.
B. Use only materials approved by the City of Fayetteville.
C. The Standard Specifications include pipe and fitting in diameters up to and including 18-inch
diameter. Pipe and fittings for nominal pipe diameters/sizes greater than 18-inch are not a
Standard Specification. Projects including pipe and fittings for nominal pipe sizes greater than
18-inch will be considered on specific case by case basis in accordance with Section 1000
General Requirements.
D. Any and all work for, on, or connecting to the City's concrete pressure water pipe (Prestressed
Concrete Cylinder Pipe, PCCP) is not permitted as a Standard Specification. Work for, on or
connecting to the City's PCCP will be considered on specific case by case basis in accordance
with Section 1000 General Requirements.
1.02 SUBMITTALS
A. The Engineer of Record shall approve all materials.
B. Submittals will further include the manufacturer's certificate that the materials meet with
these Specification requirements including material testing requirements.
1.03 LEAD-FREE BRASS
A. All brass shall be manufactured in accordance with the Safe Drinking Water Act (SWDA
latest edition and as amended) to be LEAD-FREE brass.
1.04 LEAD-FREE PIPES, FITTINGS, FIXTURES, SOLDER and FLUX
A. Comply with the Safe Drinking Water Act (SWDA) latest edition and as amended.
PART 2 — PRODUCTS
2.01 GENERAL
A. DOMESTIC UNITED STATES OF AMERICA (USA) MANUFACTURE
Comply with SECTION 1000 GENERAL REQUIREMENTS 1.05.A DOMESTIC USA
MANUFACTURE.
4000 Water Materials
B. MINIMUM WORKING PRESSURE
Unless approved otherwise in writing by both the Utilities Director and the designated City `s
engineer, all pipe, fittings, materials, and appurtenances used in potable water line installation
and repair will be rated for a minimum working pressure of 250 psi. Additional, higher than
250 psi requirements, apply to individual items as specified.
2.02 POLYVINYL CHLORIDE (PVC) PIPE FOR WATER LINES
A. PVC pipe for water lines shall be blue in color.
B. PVC pipe less than 4 inches is not permitted for water mains/lines per the Standard
Specifications.
PVC pipe for water service extensions less than 4 inches diameter will be considered only
on specific case by case basis in accordance with Section 1000 General Requirements
and Section 2001 Design Standards — Water. PVC pipe for water service extensions less
than 4 inch diameter, if approved, shall be ASTM D-2241 SDR 13.5 and further meeting
all requirements of these Standards.
C PVC pipe 4 inches through 12 inches in size shall be manufactured in accordance with
AWWA C900, latest revision, and shall be DR 14. Ten (10) inch diameter water main/pipe
is not permitted.
D. PVC pipe, couplings, and fabricated fittings shall be made from virgin PVC resin that
has been compounded to provide physical and chemical properties that equal or
exceed cell class 12454 as defined in ASTM D1784, latest revision. Clean, reworked
material generated from the manufacturer's own production shall be acceptable as long as
the pipe produced meets all the requirements of the Specifications.
E. Joints for PVC pipe shall conform to ASTM Specification D-3139, latest revision.
F. Nominal laying length shall be 20 feet. Minimum length of a cut section of pipe shall be
5 feet.
G. Marking on pipe shall include the following and shall be applied at intervals of not more than
5 feet.
1. Nominal size in inches and OD base (for example, 8 DI).
2. PVC.
3. Dimension ratio (for example, DR 14).
4. AWWA pressure class (for example, PC 305).
4000 Water Materials 2
5. Test pressure for hydrotested pipe (for example, T330) or if not tested, "NOT
HYDROSTATIC PROOF TESTED."
6. AWWA designation number for this standard (ANSI/AWWA C900, or ASTM
D-2241).
7. Manufacturer's name or trademark and production run record or lot code.
8. Seal (mark) of the testing agency verifying the suitability of the pipe material
for potable -water service.
2.03 DUCTILE IRON PIPE FOR WATER LINES
A. Ductile Iron Pipe shall conform to the requirements of "Ductile -Iron Pipe, Centrifugally
Cast" AWWA Standard C151/A2L51, latest revision.
B. Ductile iron pipe shall be designed in accordance with the requirements of "Thickness
Design of Ductile -Iron Pipe", ANSI/AWWA C150/A21.50, latest revision. Minimum
pressure class shall be 250 psi.
C. Joint connections, pipe and fittings (latest revision):
1. Push on and mechanical rubber gasket joints: ANSUAWWA CI I I/A21.11.
2. Flanged: ANSUAWWA CI 15/A21.15, ANSI B16.1.
3. Grooved and shouldered ANSI/AWWA C606.
D. Nominal laying length shall be 20 feet. Minimum length of a cut section of pipe shall be
5 feet.
E. Weights and Marking: Weights of pipe and fittings shall conform strictly to the
requirements of ANSI Specifications. The weight, class or nominal thickness, and casting
period shall be shown on each pipe. The manufacturer's mark, country where cast, year in
which the pipe was produced, and the letters "DI" or "DUCTILE" shall be cast or metal
stamped on the pipe, and letters and numerals on pipe sizes 14 in. (356 mm) and larger
shall be not less than 1/ 2 in. (13 mm) in height.
F. Interior Lining Required
The interior lining for use under normal conditions shall be a cement —mortar lining without
seal coat in accordance with the latest revision of ANSI/AWWA C104/A21.4, latest
revision and NSF 61.
G. Exterior Corrosion Control
Outside coating shall be manufacturer's standard 1 mil thickness asphaltic exterior coating
per ANSI/AWWA C151/A21.51. Per the Ductile Iron Pipe Research Association (DIPRA)
the 1 mil asphaltic coating is not a corrosion control method but furnished by the
manufacturers to minimize atmospheric oxidation for aesthetic reasons.
4000 Water Materials
Ductile Iron Pipe and fittings shall be double wrapped in polyethylene tube or sheet materials
conforming to the requirements of ANSFAWWA C 105/A21.5.
Additional corrosion control methods, including but not limited to cathodic protection and/or
zinc coating, may be required for specific sites and projects as requested by the City or
designed by the Engineer and in accordance with DIPRA publication "The Design Decision
Model for Corrosion Control of Ductile Iron Pipe" latest edition.
H. All ductile iron pipe shall be Made in USA.
2.04 POLYETHYLENE (PE) PRESSURE PIPE AND TUBING
A. Polyethylene (PE) pressure pipe is not permitted as publically (City) maintained water main
or water service lines.
2.05 COATED COPPER PIPE/SERVICE TUBING
A. Coated Copper Pipe 1" — 299:
Coated copper pipe shall be Type "K", soft tempered, seamless, annealed, copper pipe
suitable for use for underground water service installation, in accordance with ASTM
B88, and with an approved polyethylene coating system (minimum 25 mil). Coated
copper pipe shall meet or exceed NSF-61 requirements.
Damage to the polyethylene coating for the coated copper pipe must be repaired with
Polyken Tape Coating or Denso paste and tape, or as recommended by the coated copper
pipe manufacturer's engineer.
B. Connections to ductile iron pipe (DIP) main lines including fittings for coated copper
pipe to DIP main lines shall be double poly wrapped (polyethylene encasement) a
minimum of three feet beyond the DIP main pipe onto the coated copper service line.
C. Copper shall be joined using ProPress fittings by Viega and feature green dot Smart
Connect markings.
D. Coated copper pipe under roadways shall be encased in SDR9 polyethylene, ASTM D-
2241 SDR13.5 pipe sleeve, or C900 PVC.
E. Polyethylene pressure pipe and tubing (PE or HDPE or variations) shall not be used for
publically maintained water service materials.
4000 Water Materials 4
2.06 POLYETHYLENE ENCASEMENT (PIPE WRAP)
A. Polyethylene encasement shall be in conformance to ANSUAWWA C105/A21.5, latest
revision. The virgin linear low -density polyethylene film shall have a minimum normal
thickness of .008 inches (8 mils), and shall be provided in either flat tube or sheet form.
B. The color shall be black with nominal 2% carbon black UV inhibitor and printed per the
AWWA C105 standard.
C. Tape for field taping of polywrapped pipe, fittings, etc. or field repair of missing
polyethylene encasement material shall be Polyken #900 or Scotchrap #50, at least 2-inches
wide, and installed as per the Polyethylene Encasement Installation Guide published by
DIPRA. Duct Tape is not permitted.
D. All buried iron pipe, valves, and fittings shall be double wrapped.
2.07 DUCTILE IRON FITTINGS
A. All ductile iron fittings shall conform to the requirements of ANSUAWWA C 153/A21.53,
latest revision, for Ductile Iron Compact Fittings. All fittings shall be MJ x MJ. All fittings
shall be fusion -bonded epoxy coated inside and outside in accordance with ANSI/AWWA
C116/A21.16.
B. All ductile iron fittings shall be Made in USA.
2.08 FOSTER ADAPTERS
A. Compact MJ restraints shall be Foster Adapter by Infact Corporation. Made in USA.
2.09 SWIVEL ADAPTERS AND HYDRANT TEES
A. Swivel adapters and hydrant tees shall be designed for a working pressure of at least 250-psi
and to fit standard mechanical joint fittings (AWWA C111). One end of the swivel adapter
and the branch of the hydrant tee shall be provided with a gland that may be rotated 360
degrees on the fitting. Lengths of swivel adapters shall be as specified.
2.10 MECHANICAL JOINT RETAINER GLANDS
A. Restraint devices for mechanical joint fittings and appurtenances for nominal pipe sizes 3-
inch through 24-inch shall consist of multiple gripping wedges incorporated into a follower
gland meeting the applicable requirements of ANSI/AWWA C110/A21.10.
B. Mechanical joint retainer glands shall be made from ductile iron and shall be designed for
a working pressure of at least 350-psi for 3-inch through 16-inch ductile iron pipe, at least
305-psi for 3-inch through 8-inch PVC, and at least 250-psi for 12- 24 inch ductile iron
pipe.
4000 Water Materials 5
C. Retainer glands shall have an approved coating system for corrosion resistance equivalent
to MEGA -BONDS and manufacturing traceability. Retainer glands shall be
manufactured by EBAA Iron, Inc. (USA only), Smith -Blair, Inc. (USA only), or Star Pipe
Products (USA only).
1. Retainer glands for pipe sizes 3-inch through 12-inch shall be manufactured by
EBAA Iron, Inc. (USA only), Smith -Blair, Inc. (USA only), or Star Pipe Products
(USA only).
2. Retainer glands for pipe sizes greater than 12-inches shall be manufactured by
EBAA Iron, Inc.(USA only), or Star Pipe Products (USA only).
2.11 PIPE RESTRAINTS
A. Bell restraints for AWWA C900 PVC sizes 4-inch through 8-inch shall be Series 1900
Restraint Harness, as manufactured by EBAA Iron, Inc. (USA Only). Devices shall have
an approved coating system for corrosion resistance equivalent to MEGA -BONDS and
manufacturing traceability.
B. Bell restraints for Ductile Iron Pipe sizes 4-inch through 24-inch shall be Series 1700
Restraint Harness, as manufactured by EBAA Iron, Inc. (USA Only). Devices shall have
an approved coating system for corrosion resistance equivalent to MEGA-BONDO and
manufacturing traceability.
C. When all -thread attachments are required, eye -bolt style attachments are not permitted.
Romac "Ductile Lug" style attachments shall be used. All -threads shall be made of 316
stainless steel.
2.12 RESTRAINED FLANGED COUPLING ADAPTERS
A. Flanged coupling adapters used to transition from plain end pipe to a flanged fitting, above
ground, shall be EBAA Iron Series 2100 or Romac. Made in USA.
B. Pressure rating shall be a minimum of 250 psi and be fusion bonded epoxy coated.
2.13 RESTRAINED COUPLINGS
A. Restrained couplings to connect two pieces of pipe, size on size, shall be Made in USA,
EBAA Iron Series 3800 Restrained Coupling or Romac 400RG.
B. Restrained coupling pressure rating shall be a minimum of 250 psi and be fusion bonded
epoxy coated.
4000 Water Materials 6
2.14 BOLTS AND NUTS
A. All bolts and nuts for valves, fittings, and restraints shall be 316 stainless steel unless
specified otherwise. Anti -seize lubricant shall be used when assembling all stainless steel
hardware to reduce galling.
2.15 GATE VALVES
A. Gate valves 4-inch through 8-inch nominal pipe size shall be resilient -seated type, non -
rising stem gate valves, in conformance with the requirements of AWWA C509 or AWWA
C515, latest revision. Ten (10) inch pipe and gate valves are not permitted for water
main/pipe.
B. Gate valves shall be Made in USA and shall be Mueller Series 2360, American Flow
Control Series 2500, American AVK Company Series 25 or Series 45, or Clow 2638
C. All gate valves shall be designed for a minimum of 250 psi working pressure. All gate
valves shall have 304 stainless steel bolts.
D. All gate valves shall have 0-ring stem seals. The 0-ring stem seal shall be so designed
that the seal above the stem collar can be replaced with the valve under pressure in the
full -open position.
E. Gate valves shall have standard mechanical joint ends unless otherwise indicated on the
approved Drawings.
F. Buried gate valves shall be designed for operation with a nominal 2-inch square operating
nut. The standard direction of opening shall be open left as viewed from the top.
G. Handwheels for gate valves shall be in conformance to AWWA C515, latest revision.
H. The interior and exterior of the valve body and bonnet shall have factory applied fusion
bonded epoxy coating meeting AWWA C550, latest revision.
I. Valves shall be tested in accordance with AWWA C515, latest revision.
I Markings shall be cast on the bonnet or body, or stamped on a permanently affixed corrosion -
resistant tag of each valve.
1. Manufacturer's name or mark.
2. Year the valve casting was made.
3. Size of the valve.
4. Letters C509 or C515
5. Working water pressure (e.g. 250W)
4000 Water Materials 7
2.16 BUTTERFLY VALVES
A. Butterfly valves are required for pipe 12-inch and larger. Butterfly valves shall be Made
in USA. Butterfly valves shall conform to the requirements of AWWA C504, latest
revision, for Rubber -Seated Butterfly Valves.
B. Butterfly valves shall be Pratt HP250II or Dezurik BAW.
C. Butterfly valves shall be designed for a minimum of 250 psi working pressure. Butterfly
valves shall have 304 stainless steel bolts.
D. Butterfly valves shall be of the tight closing, synthetic rubber -seat type, as follows.
1. Valves 20 inches (nominal diameter) and smaller shall have bonded seats which are
simultaneously molded in, vulcanized and bonded to the body. Seat bond must
withstand 75 pounds pull under test procedure ASTM D429, Method B.
2. On valves 24 inches and larger, all seats shall be of a synthetic rubber compound.
Seats shall be retained in the valve body by mechanical means without retaining
rings, segments, screws or hardware of any kind in the flow stream. Seats shall be
a full 360' without interruption and have a plurality of grooves mating with a
spherical disc edge seating surface. Valve seats shall be field adjustable around the
full 360' circumference and replaceable without dismantling operator, disc or shaft
and without removing the valve from the line.
E. Valve discs shall utilize an on -center shaft and symmetrical design and be cast from Ductile
Iron ASTM A536 Gr. 65-45-12. The disc edge shall be stainless steel type 316.
F. Butterfly valves shall have standard mechanical joint ends unless otherwise indicated on
the Drawings.
G. Buried butterfly valves shall be designed for operation with a nominal 2-inch square
operating nut. The standard direction of opening shall be open left as viewed from the top.
The valve shaft shall be constructed of stainless steel and the bearings shall be corrosion
resistant and self-lubricating. The valves shall be equipped with a totally enclosed type
operator, fully gasketed and grease packed, suitable for direct burial.
H. The interior and exterior of the valve body and bonnet shall have factory applied epoxy
coating system meeting AWWA C550, latest revision.
Valves shall be tested in accordance with AWWA C504, latest revision.
J. Markings shall be cast on the bonnet or body, or stamped on a permanently affixed corrosion -
resistant tag of each valve.
Manufacturer's name or mark.
4000 Water Materials 8
2. Year the valve casting was made.
3. Size of the valve.
4. Class (e.g. 250B)
K. Materials for 12 inch water mains will be PVC , except that ductile iron pipe may be required
on each side of certain fittings and appurtenances including, but not limited to, 12-inch
Butterfly Valves (BFV). This detail shall be provided by the Engineer of Record.
2.17 BALL VALVES
A. Ball valves shall be made in USA, and shall be Ford B 11-777-NL or James Jones E1900, with
"tee -head" style operating nut.
2.18 VALVE BOXES
A. Valve boxes shall be Made in USA, and shall be East Jordan Iron Works 8550 Series or
Tyler Union 6850 Series, screw type, and shall be of correct length to match the bury of
the main.
B. The valve box and appurtenances shall include a base and a top section with a drop lid.
The lid shall be marked with the word "WATER". All lids shall have a concrete pad with
a minimum of 18 inches square or round dimension as appropriate.
C. Lids on valves on fire lines shall be marked with the word "FIRE" and painted red.
D. Lids on 2" valves shall be marked with the words "2" VALVE".
E. Markings shall be cast on each part:
1. Manufacturer's name or mark.
2. Model number
3. Year the casting was made.
4. Material of construction
5. USA
F. A valve box alignment device shall be provided and installed for each valve box
installation. The device shall be of HDPE or Glass Filled Polypropylene construction. It
shall be furnished in two pieces that will lock together under the operating nut of the valve
without requiring the removal of the operating nut. The device shall not affect the operation
of the valve. The device shall be AFC Alignment Ring as manufactured by American Flow
Control.
2.19 OPERATING NUT EXTENSIONS
A. Operating nut extensions shall be used when the top of the operating nut is greater than 4
feet from the top of finished surface.
4000 Water Materials 9
B. The stem shall be 1" SCH40 steel pipe with a 2-inch square bar steel operating nut attached
to the upper end. The stem extension shall be of adequate length to reach from the valve
operating nut to a point within 24-inches to 12-inches of the finished surface. A box
wrench, 2 1/8" I.D. square, made from steel 3/16-inches thick shall be welded to the lower
end of the stem extension which will fit over the valve operating nut. Two-inch valves
with a tee -head operating nut will require a rectangular shaped box wrench on the end of
the valve stem extension. The extension shall be secured to the valve operating nut by two
3/8" set screws. A round center guide made from 1/8-inch or 3/16-inch steel plate shall be
placed on the valve stem extension approximately 6-inches from the upper end. The
diameter of the guide shall be slightly less than the inside diameter of the valve box. The
guide shall be affixed to the stem extension in such a way that it can rotate freely on the
stem. Welds on stem extensions (top and bottom nut) shall be 1/8" - 3/16" fillet weld
around full circumference.
C. Shop drawings shall be submitted to the City of Fayetteville for approval prior to installing
the stem extension pieces.
2.20 FIRE HYDRANTS
A. Fire hydrants shall be dry barrel hydrants in conformance with AWWA C502, latest
revision. Fire hydrants shall be designed for a working pressure of 250 pounds per square
inch gauge. Fire hydrants shall be three-way, and painted white with reflective glass beads
above the ground line. Coating system shall be compatible with Sherwin Williams SHER-
CRYLTM HPA — High Performance Acrylic B66-300 Series that is used to color code the
fire hydrants. Permitted fire hydrants are (only) American Flow Control 5-1/4" Waterous
Pacer WB67-250, Mueller Super Centurion 250 hydrants, and CLOW Medallion Dry -
Barrel. No approved equals. Made in USA only.
B. Hydrants shall have a 6 inch mechanical joint inlet in conformance to the dimensions
shown in ANSI/AWWA C110/A21.10, latest revision. Three-way hydrants shall have a 5-
1 /4 inch valve opening.
C. Fire hydrants shall be equipped with a two-piece barrel with a safety stem coupling and a
break -a -way flange at the ground line and shall be designed for a 48-inch bury.
D. Hydrants shall be equipped with two 2-1/2 inch hose nozzles and one 5-1/4 inch pumper
nozzle. The operating nut shall be a nominal 1-1 /2 inch pentagon, National Standard
operating nut designed to open left (counterclockwise).
E. Hydrants shall be supplied WITHOUT nozzle cap chains.
F. Fire hydrants in non -paved areas shall be installed with a 24" x 24" square, 12" thick
concrete pad, reinforced with 2 layers of #5 rebar, around the lower barrel of the hydrant
six inches below the bottom of the break -away flange.
4000 Water Materials 10
G. A fire hydrant extension shall be installed in all locations where the centerline of the
pumper nozzle is less than 18-inches above the finished grade elevation. The extension
shall bring the centerline of the pumper nozzle between 18-inches and 24-inches above the
finished grade elevation. The centerline of the pumper nozzle shall be 24-inches above
rough grade elevations where sidewalks and yards will be installed in the future, in new
subdivisions only. Extensions shall be Waterous K562, Clow 2500, or Mueller A-320,
with no more than one extension allowed per hydrant.
H. Identification tags shall be installed indicating the depth of bury of all hydrants. Additional
tags shall be installed indicating the length of any extension installed.
2.21 BLOW -OFFS
A. Blow -offs shall have a 2-1/2" hose nozzle, traffic break -away, locking cover and be
designed for 48-inch bury. Blow -offs shall be Mainguard #77 as manufactured by The
Kupferle Foundry Company.
2.22 AIR RELIEF VALVES
A. All water mains shall have 1 "-2" single bodied air and or combination air and vacuum valves
or 3"-10" dual bodied combination air and vacuum valve where indicated on the drawings.
Valves shall have fiberglass reinforced nylon body or epoxy coated and lined cast iron bodies
with stainless steel or non-metallic internal parts. Valve shall have rolling seal mechanism to
allow full or partial opening and sealing of orifice or metal to metal stainless steel seating.
The 1" — 2" valves float shall be made of foamed polypropylene and shall disrupt vortex and
allow float to remain open until a 11 psi differential is achieved. Valves shall have a 250 psi
working pressure. Valves shall be listed under NSF-61 and shall have ISO 9001 certificate.
Valves shall be supplied with a male thread outlet or flanged outlet. All nipples and isolation
valves for 1"-2" valves shall be brass or stainless steel. Ball style isolation valve shall be full
port. Isolation valves for 3"-10" shall conform to Paragraph 2.12 — Gate Valves.
B. Air release valves shall be A.R.I. Model D-040 for 1" and 2" or A.R.I. Model D-060-C HF
NS for 3" — 10".
2.23 SERVICE SADDLES
A. Service saddles for 1" and 2" NPT service taps shall be sized for use on C900 PVC. Service
saddles shall be Romac 10INS.
2.24 TAPPING SLEEVES
A. Tapping sleeves shall be designed for a minimum 250 psi working pressure and the material
being tapped. All bolts and nuts shall be stainless steel.
Tapping sleeves for 4-inch through 24-inch shall be stainless steel and shall be 100%
domestic made in the USA. Tapping sleeves shall have an MJ outlet.
4000 Water Materials 11
2. Tapping sleeves shall be Ford FAST, Romac, JCM 439, or Smith Blaire. Made in
USA.
3. Tapping sleeves larger than 24-inch are not a standard specification and will require
independent review and approval by the Utilities Engineer.
2.25 SERVICE CONNECTION MATERIALS, FITTINGS AND BRASS
A. All service connection materials, fittings and brass shall be 100% domestic USA. All service
connection materials, fittings and brass shall be manufactured in accordance with the Safe
Drinking Water Act (SWDA latest edition and as amended) to be LEAD-FREE brass (aka
No -Lead).
If a specific item is listed in the following table(s) insert the designation required for 100%
domestic USA and Lead -Free (or No -Lead). All service connection materials, fittings and
brass shall be designed for a minimum working pressure of 250 psi.
B. All service connection materials, fittings and brass shall be manufactured by Ford Meter Box
Company, Inc. or Mueller Company and as further specified below. Equivalent cross
referencing for corporation stops and meter setters shall be permitted if approved in writing
by the City of Fayetteville's designated City engineer.
C. Materials proposed for all service connection materials, fittings and brass shall be submitted
to the designated City engineer for review after the Engineer of Record's review and
recommended approval.
D. Materials for standard meter sets 5/8", 1", 1-1/2", and 2" are indicated in the following tables.
Materials and standards for larger meters (3" and greater) are not listed in the standard
specifications. Larger meter installations require a site specific design. Please contact the
City of Fayetteville Meter Department for information concerning meter size 3" or greater.
Please contact the City of Fayetteville Engineering Department for standard drawings that
may be incorporated for meter size 3" or greater.
E. Design for 1-1/2" and 2" meter locations require project specific design of the piping from the
main to the meter to avoid stress of the 2" coated copper pipe and to avoid excessive fittings.
Alternate ductile iron piping and fittings (4 inch and greater) may be required for elevation
changes between the water main and the 2" coated copper. All water service piping for meters
settings greater than 1" shall be further designed by the Engineer of Record and submitted to
the designated City engineer for review.
F. Meter arrays for multiple meters fed from a single 2-inch tap shall be made per the standard
details. These must be approved on a case -by -case basis, and may be required by the City to
reduce the number of taps on a public main.
4000 Water Materials 12
Single Meter Set
main diameter x 1" saddle
Romac WINS
1" corporation stop
Ford FB1000-4-Q-NL
Mueller B25008N
1 " coated copper — City side
5/8" x 3/4" x 12" meter yolk
Ford VB72-12W-44-43-5 -NL
Mueller 238B2567-R--93N
1/2" x 16" SCH 40 PVC brace
3/4" coated copper tail piece 4' long
18" diameter x 24" deep
SDR51 PVC meter box
18" Composite Meter Lid
DFW Model: DFW 1820CP-AF 1 EF2 SMALL
FAY -LID
Double Meter Set
main diameter x 1" saddle
Romac WINS
I" corporation stop
Ford FB 1000-4- -NL
Mueller B25008N
1" coated copper — City side
1" x 7.5" x 3/4" U branch
Ford U48-43-7.5- -NL
Ford multipurpose end C31-23-NL x2
Mueller H15363N 1" compression inlet
Mueller end connection H 14222N x2
5/8" x 3/4" x 12" meter yolk x 2
Ford VB72-12W-14-33- -NL
Mueller 238B2567-RN
1/2" x 16" SCH"40 PVC brace
3/4" coated copper tail piece 4' long
18" diameter x 24" deep
SDR51 PVC meter box
18" Composite Meter Lid
DFW Model: DFW 1820CP-AF 1 EF2 SMALL
FAY -LID
4000 Water Materials 13
1-inch Meter Set
main diameter x 1" saddle
Romac WINS
I" corporation stop
Ford FB 1000-4- -NL
Mueller B25008N
1" coated copper — City side
V x 12" meter yolk
Ford VB74-12W-44-44-Q-NL
Mueller B2470IRN
3/4" x 16" SCH40 PVC brace
1 " coated copper tail piece 4' long
24" diameter x 24" deep
SDR51 PVC meter box
24" cast iron flat meter lid
East Jordan 111, w/ Fayetteville logo 35108004
1-1/2 inch and 2-inch Meter Set
main diameter x 2" saddle
Romac WINS
2" brass close nipple
2" ball valve
Ford B 11-777-NL
2" MIP x quick joint
Ford C84-77-Q-NL
Mueller H 15428N
2" coated copper — City side
2" MIP x quick joint
Ford C84-77-Q-NL
Mueller H15428N
2" meter setter
Ford Custom setter Item VBB77-95082-110-NL
V x 24" SCH40 PVC brace x2
2" coated copper tail piece 2' long
36" diameter x 36" deep
composite meter box w/ top ring
East Jordan 8428 Assembly 38003636A01
28" outer cover, w/ lock
East Jordan 8428E, w/ Fayetteville lettering
00842845A01
I I" inner cover, w/o lock
East Jordan D Meter Cover 32193001
4000 Water Materials 14
2.26 TRACER WIRE
A. Tracer wire shall be 12-gauge solid coated copper or coated copper clad steel for underground
burial.
B. Jacket color shall be BLUE, and made of High Density Polyethylene (HDPE) or High
Molecular Weight Polyethylene (HMWPE) designed for direct burial.
C. Connectors shall be used for all splices or repairs. Connectors shall be moisture
displacement style as manufactured by 3M DBR. Wire shall be twisted and bent, without
the use of a wire nut prior to insertion into the gel cap.
D. A locate or conductivity test shall be performed prior to signing off on the project.
2.27 MARKING TAPE
A. Non-metallic water marking tape shall be warning tape as manufactured by Rhino Marking
and Protection Systems, Harris Industries, Inc.
B. Tape shall have a minimum thickness of 4 mils and manufactured with heavy metal -free
polyethylene tape that is impervious to all known alkalis, acids, chemical reagents, and
solvents found in soil. The minimum overall width of the tape shall not be less than 3-inches.
Standard rolls shall be 1000' length.
C. The tape shall be color coded Safety Blue and imprinted with the following message:
Caution — Buried Water Line Below
2.28 WATERLINE MARKERS
A. Water line markers shall be TriView Marking System by Rhino Marking and Protection
Systems, Carsonite International Dual -Sided Utility Marker (CIB-380). All markers shall
be installed according to the manufacturer's recommendations. The uppermost portion of
the Carsonite marker shall be made of Visibility Enhancer (CVE-360)and must be bolted
to the utility marker. TriView markers do not require visibility enhancers. The utility
marker shall read as follows: "CAUTION, WATER PIPELINE", "City of Fayetteville",
and "Before Digging Call 1-800-482-8998". The label shall also include the official City
Logo and be white in color with blue and black lettering. The label shall be affixed to two
sides of the marker. An additional white 1" wide reflective tape (3M) shall be placed
around the full circumference of the top of the marker. Concrete shall be placed 6-inches
around and 1-foot deep around the base of each marker.
B. Markers in rural areas shall be placed adjacent to valves and hydrants and spaced along the
length of the water line a maximum of 500 feet.
4000 Water Materials 15
PART 3 - EXECUTION
3.01 INSTALLATION
A. General Installation Section 2400
B. Water Lines: Refer to Section 4100
C. Water Service Lines: Refer to Section 4100
END OF SECTION 4000
4000 Water Materials 16
SECTION 4100 INSTALLATION OF WATER PIPE, FITTINGS, AND MATERIALS
PART 1- GENERAL
1.01 WORK INCLUDED
A. Installation of water lines.
B. Installation of water service lines.
1.02 WORK EXCLUDED
A. Any and all work for, on or connecting to the City's concrete pressure water pipe (Prestressed
Concrete Cylinder Pipe, PCCP) is not permitted as a Standard Specification.
B. Any and all work for, on, or connecting to the City's concrete pressure water pipe (Prestressed
Concrete Cylinder Pipe, PCCP) will be considered only on specific case by case basis in
accordance with Section 1000 General Requirements. Approval will be project specific and
requires approval from the Utilities Director.
PART 2 — ADDITIONAL REQUIREMENTS
2.01 ADDITONAL REQUIREMENTS
A. PIERS
1. Water pipe on piers shall be Ductile Iron Pipe. The ductile iron pipe shall meet the
requirements of Section 4000 — Water Pipe, Fittings, and Materials, of these Specifications.
2. Piers shall be designed by the Engineer of Record for the specific project and submitted per
Section 1000 General Requirements.
3. Install concrete piers as indicated on the approved plans and per Section 3600 - Cast -In -
Place Concrete.
B. COLD WEATHER INSTALLATION
1. The City reserves the right to order pipe installation discontinued whenever, in its
opinion, there is danger of the quality of work being impaired because of cold weather. Do
not lay any pipe on frozen ground. No water pipe shall be installed when the air temperature
is less than 32' F unless proper precautions per the manufacturer's recommendations are
taken by the Contractor and the method is approved by the Engineer and City.
4100 Water Installation
2. When pipes with rubber gaskets or resilient -type joints are to be laid in cold weather,
sufficiently warm the gasket or joint material per manufacturer's recommended methods
to facilitate making a proper joint.
C. SOLID SLEEVE INSTALLATION
1. Solid sleeves shall be installed the same as mechanical joint connections for pipe
installation.
2. The maximum gap between the two pipes being connected by a solid sleeve shall be one-
half (1 /2) inch.
PART 3 — EXECUTION
3.01 VALVE INSTALLATION
A. Valves shall be jointed in accordance with the methods of jointing pipe as specified elsewhere
herein. Valve stems shall be plumb and there shall not be any obstructions that will prohibit
the installation of valve boxes directly over the stem. Mechanical joint retainer glands shall
be installed on all valves with mechanical joint ends.
B. All valves shall be firmly supported from below with compacted crushed stone up to and
including 8-inch valves, or concrete for all valves greater than 8-inches.
C. All valves shall be double poly wrapped
D. Valve boxes shall be installed over the operating nut of each valve and be of adequate length
to reach the finished ground or paved surface. Valve boxes shall be installed with a HDPE
Valve Box Alignment Device of the proper size and manufacture to fit the valve and the valve
box. Boxes shall be firmly supported, plumb, and centered over the valve operating nut. No
part of the box shall rest on the valve. The box cover shall be flush with the finished surface.
E. Operating nut extensions shall be used when the top of the operating nut is greater than 4
feet from the top of finished surface. The stem extension shall be of adequate length to
reach from the valve operating nut to a point within 24-inches to 12-inches of the finished
surface.
F. Tracer wire shall be brought up on the OUTSIDE of the valve box. A hole or notch shall
be made through the valves box approximately 4-inches below the top. The tracer wire
shall be pushed through the hole or notch. Approximately 12-inches of wire shall be coiled
inside the valves box for traceability. The tracer wire shall not interfere with the insertion
of the lid onto the valve box.
4100 Water Installation 2
G. All lids shall have a concrete pad with a minimum dimension of 18 inches square or round
as appropriate. A concrete pad with a minimum dimension of 36 inches square or round
as appropriate shall be installed for all valves 24-inches and larger.
3.02 FIRE HYDRANT INSTALLATION
A. Pipe used to install fire hydrants from the required auxiliary valve on the water main to the
fire hydrant shall be fully restrained. An additional valve for maintenance may be required
for significantly long fire hydrant leads as determined by the designated City engineer.
B. Hydrants shall be thoroughly cleaned before setting, removing all dirt and foreign matter from
the barrel and bottom section up to the main valve. The main valve shall be in the "closed"
position and the waste outlet shall be free of any obstructions.
C. The Contractor shall take great care to protect the factory applied coating system. Means and
methods for the protection of the fire hydrant are the responsibility of the Contractor. At no
time shall chains or other abrasive materials come into contact with the factory applied coating
system.
D. Minor touchup for "incidental" scratches is permitted using factory provided touchup kits.
E. When the factory applied coating system (from the bury line up), as identified by the City of
Fayetteville, has damage other than "minor scratches," a new upper barrel section shall be
ordered and delivered from the factory, inclusive of all internal working parts up to the
operating stem breakaway. The upper barrel shall be replaced, and the damaged upper barrel
returned to the factory at no cost to the City of Fayetteville. This includes, but is not limited
to, excessive scratches, appearance of rust, or other aesthetic flaws. Field repainting of new
fire hydrant installations is not permitted.
F. Hydrants shall be located a safe distance from driveways, roadways and narrow type
sidewalks and in a manner to provide complete accessibility, and they shall stand plumb with
nozzles at proper elevation. The hydrant's "bury line" shall be set at or no more than four (4)
inches above the finished grade elevation; therefore the bottom of hydrant nozzles shall be 18
to 22 inches above the finished grade elevation.
G. Installation of fire hydrant extensions shall be made in the presence of the Engineer or the
Engineer's representative and shall be per the manufacturer's instructions. The breakable
flange and breakable stem coupling shall be removed and installed above ground level.
H. The Contractor shall, if necessary, rotate the hydrant barrel or nozzle section at the flanged
joint to obtain the desired nozzle position as specified by the Engineer. The pumper nozzle
shall be at a right angle to and face the street unless otherwise directed by the Engineer.
L The bowl or bottom of the hydrant shall be supported firmly on the bottom and shall be braced
against unexcavated earth at the end of the trench with concrete reaction backing. Solid
4100 Water Installation
concrete blocks may be used to support the bottom of the hydrant. If considered necessary by
the Engineer, the hydrant shall be tied to the branch pipe with suitable Series 300 STAINLESS
STEEL rods or clamps. These rods or clamps shall be furnished by the Contractor without
additional compensation.
J. A drainage bed shall be provided under and around the base of the hydrant of at least six (6)
cubic feet in volume and extending at least six inches (6") above the drain outlet and shall
consist of approved embedment aggregate material. Under no circumstances shall the drain
outlet on the hydrant or the drainage bed be connected to a sewer.
K. Backfilling and tamping around hydrant barrels shall be continuous in operation.
L. Fire hydrants, immediately after installation, shall be covered and wrapped with a heavy cloth,
water-resistant sack, or black polyethylene sheeting, well taped in place around the hydrant,
to identify the hydrant as being "not in service".
M. All fire hydrants installed within the City of Fayetteville water operational territory shall
be painted white with glass reflective beads above the ground line. Factory coating system
shall be compatible with Sherwin Williams SHER-CRYLTM HPA — High Performance
Acrylic B66-300 Series that is used to color code the fire hydrants. Sherwin Williams
DTM ACRYLIC COATING shall be used for the Safety Orange color only, as it is not
available in HPA.
N. All fire hydrant nozzle caps, bonnets and operating nuts shall be painted with two coats of
paint according to the following table:
Flow Under Fire Conditions Color Color Specification
More than 1500 gpm Light Blue Robotic Blue SW4063
1000 to 1499 gpm Green Safety Green SW4085
500 to 999 gpm Orange Safety Orange SW4083
Less than 500 gpm Red Safety Red SW4081
O. The City of Fayetteville may provide the flow under fire conditions for each new fire
hydrant installation based upon the current water modeling software or the Engineer of
Record may furnish flow data based upon a current fire hydrant fire flow test performed in
the area. Developer is responsible for fees associated with hydrant flow tests conducted by
the City.
3.03 METER SETTINGS
A. Meter settings shall be installed where shown on the Drawings and/or as directed by the City.
Installation shall be as per the City Engineering Standard Details. Meter setters shall be
4100 Water Installation 4
installed in a horizontal and plumb position within the meter box and at a depth to provide the
required space between the top of the meter and the bottom of the meter box lid.
B. A drainage bed consisting of approved embedment aggregate material shall be placed a
minimum of 6-inches thick and 6-inches outside the edge of the bottom of the meter box.
Non -woven filter fabric consisting of 8 oz/sy shall be placed on top of the drainage bed. The
filter fabric shall extend 12-inch outside the edge of the bottom of the meter box. After the
installation of the water service line, meter setter, meter box, and lid, the filter fabric shall be
wrapped up the meter box and service line penetrations and taped securely to the meter box
to provide a "dirt seal" before backfilling.
C. Tracer wire shall be brought up on the INSIDE of the meter box with the water service
line. Sufficient tracer wire shall be provide such that approximately 12-inches of wire will
extend beyond the top of the box when pulled taut. The tracer wire shall be loosely coiled
and place inside the meter box. Do not wrap the tracer wire around the meter setter. An
additional tracer wire shall be installed at the appropriate time from the meter to the
building.
D. The bottom of the meter setter connections shall be visible at the bottom of the meter box at
the time of testing and of final inspection. Any dirt or debris in the bottom of the meter box
shall be removed before the project is released for final payment and/or acceptance.
E. The final grade at the meter box location shall be determined by the Engineer of Record and
the meter box shall be placed at that grade. Final grade should take into account probable
future installation of topsoil and/or sod. Any boxes falling in driveways or sidewalks shall be
relocated at the expense of the developer or lot owner. No meters shall be set by the City until
the meter box is adjusted to the proper grade.
F. Where PVC is used for 2-inch water service lines, any joint within 20-feet of the City's side
of the meter vault must be mechanically restrained.
3.04 BLOW -OFF INSTALLATION
A. Blow -off hydrants shall be thoroughly cleaned before setting, removing all dirt and foreign
matter from the barrel and bottom section up to the main valve. The main valve shall be in
the "closed" position and the waste outlet shall be free of any obstructions.
B. Blow -offs shall be so located that the distribution system may be properly flushed, and so that
danger of contamination of the water line by backflow will be eliminated. No blow -off shall
be connected to any sewer or storm drain, submerged in any surface water or installed in any
manner that will permit backsiphonage into the distribution system. The discharge of the
blow -off shall be located above natural grade, and be screened, capped or plugged.
4100 Water Installation 5
C. Blow -off hydrants shall be installed in such a manner to provide complete accessibility, and
they shall stand plumb with nozzles at proper elevation. The discharge nozzle shall be a
minimum of 24-inches above finished grade elevation.
D. The bowl or bottom of the blow -off hydrant shall be supported firmly on the bottom and shall
be well braced against unexcavated earth on the backside of the blow -off hydrant. Solid
concrete blocks, or other suitable material may be used to block the blow -off hydrant.
E. A drainage bed shall be provided under and around the base of the blow -off hydrant of at least
six (6) cubic feet in volume and extending at least six inches (6") above the drain outlet and
shall consist of ASTM #67 gravel. Under no circumstances shall the drain outlet on the
hydrant or the drainage bed be connected to a sewer.
F. Backfilling and tamping around blow -off hydrant barrels shall be continuous in operation.
G. Blow -off hydrants, immediately after installation, shall be covered and wrapped with a heavy
cloth, water-resistant sack, or black polyethylene sheeting, well taped in place around the
hydrant, to identify the hydrant as being "not in service".
3.05 TAPPING SADDLE INSTALLATION
A. Tapping saddles shall be used for 1-inch and 2-inch service taps.
B. The pipe shall be free of dirt and other debris before attaching tapping saddle. That part of
the pipe barrel, other than concrete pipe, which will be in contact with the gasket of tapping
saddles, shall be smooth. All rough areas on the pipe barrel shall be smoothed. The Contractor
shall field verify all pipe and fitting dimensions. Tapping saddles shall be installed at least
twenty-four (24) inches from bell joints, fittings, end of pipe joint, or another tap.
C. Tapping saddles shall be bolted securely to the pipe. The face of the outlet shall be zero to ten
(0-10) degrees from horizontal. The bolts for tapping saddles shall be alternately tightened
"snug" and then alternately tightened to a torque as recommended by the manufacturer.
D. The tapping valve shall be attached securely to the tapping saddle to provide a water tight
seal. Proper tools for installing brass hardware shall be used.
E. The pilot drill and shell cutter shall be in good condition. The pilot, shell cutter, and any other
component of the tapping machine that will or may come into contact with the interior of the
tap valve or potable water pipe, shall be thoroughly sterilized with straight bleach or super -
chlorinated solution. The shell cutter shall be the size required to cut the full opening specified
and with a sufficient depth greater than the wall thickness of the pipe being tapped.
F. After the tap is complete and the tapping machine has been removed, the bolts for the tapping
saddle must be re -torqued per the manufacturer's specifications to ensure a proper seal.
4100 Water Installation 6
G. The tapping saddle shall be double poly wrapped.
H. The contractor will follow the manufacturer's requirements and follow the current version of
the "Tapping Guide for PVC Pressure Pipe", UNI-PUB-8, by the Uni-Bell PVC Pipe
Association. The Contractor shall provide the removed pipe coupon to the City.
3.06 TAPPING SLEEVE INSTALLATION
A. The pipe shall be free of dirt and other debris before attaching tapping sleeve. That part of
the pipe barrel that will be in contact with the gasket of tapping sleeve, shall be smooth. All
rough areas on the pipe barrel shall be smoothed. The Contractor shall field verify all pipe and
fitting dimensions. Tapping sleeves shall be installed at least twenty-four (24) inches from
bell joints, fittings, end of pipe joint, or another tap.
B. Tapping sleeves shall be bolted securely to the pipe. The face of the outlet shall be plumb.
Mechanical joint glands for tapping sleeves shall be installed in accordance with Paragraph
3.06 herein. The bolts for tapping sleeves shall be alternately tightened "snug" and then
alternately tightened to a torque as recommended by the manufacturer.
C. The tapping valve shall be bolted securely to the tapping sleeve. The tapping valve shall be
adequately supported from beneath. The weight of the tapping valve shall not be supported
by the tapping sleeve. A concrete "mud slab" at least six (6) inches thick shall be poured
under the location of all tapping valves 12 inches and larger and the weight of the valve shall
be supported by the mud slab. The tapping machine shall be bolted securely to the valve.
D. After installation of the tapping sleeve and the tapping valve and before drilling through the
pipe, the assembly shall be hydrostatically tested at the pressure specified in Section 5300,
herein, by introducing water through the sleeve test tap.
E. The pilot drill and shell cutter shall be in good condition. The pilot, shell cutter, and any other
component of the tapping machine that will or may come into contact with the interior of the
tap valve or potable water pipe, shall be thoroughly sterilized with straight bleach or super -
chlorinated solution. The shell cutter shall be the size required to cut the full opening specified
and with a sufficient depth greater than the wall thickness of the pipe being tapped.
F. Openings in the pipe barrel for tapping saddles installed on dry pipe shall be cut with a pilot
drill and shell cutter. Torch cutting is not permitted.
G. Tapping operations must not commence before inspection by the Engineer or his authorized
representative. Tapping operations must not commence before the tapping assembly has
passed a pressure test as detailed in Section 5300 herein.
H. Only qualified operators shall operate the tapping machine. The "coupon" shall be withdrawn
and be given to the Engineer for inspection. Care shall be exercised to avoid drilling or cutting
4100 Water Installation 7
the backside of the pipe by carefully assuring the engagement of the pilot drill and shell cutter
shaft.
I. After the tap is complete and the tapping machine has been removed, the bolts for the tapping
sleeve must be re -torqued per the manufacturer's specifications to ensure a proper seal.
I All taps 12-inch and larger shall require the installation of a butterfly valve immediately after
the tapping valve. The tapping valve shall be fully opened and abandoned in place.
K The tapping sleeve shall be double poly wrapped.
L. Tapping sleeves shall be adequately thrust blocked with concrete.
3.07 CONCRETE THRUST BLOCKS AND ANCHOR COLLARS
A. Concrete thrust blocks and anchor collars shall be provided along the water line in
accordance with the construction details, plan sheets, or as directed by the Engineer. The
concrete mix (as defined in Section 3600 herein) shall be Class "1" for anchor collars and
Class "1" for thrust blocks. All bends, tees, caps, plugs, and fire hydrants shall be thrust
blocked unless specifically detailed in the construction drawings that no thrust blocking is
required. All vertical bends shall be both fully restrained and fully thrust blocked.
Horizontal bends will be both fully retrained and fully thrust blocked when required by the
City.
B. Concrete for thrust blocks and anchor collars shall be placed against undisturbed soil. The
excavation shall be hand shaped and free of loose material. Forms shall be used to confine
the concrete in areas other than that part that is in contact with undisturbed soil in the
direction of the thrust.
C. No concrete shall be placed around any part of a joint or placed so that it interferes with
the removal of any joint accessories such as bolts, followers, threads, collars, couplings,
etc. Fire hydrant drains shall not be restricted.
D. The top of the concrete thrust block or anchor collar shall be struck off with a wood straight
edge or float.
E. Concrete shall not be placed when the temperature is below 40' F and dropping or below
35' F if the temperature is rising, unless approved by the Engineer.
F. Admixtures are not to be used without the approval of the Engineer.
G. All reinforcement shall be inspected by the Engineer prior to placement of concrete. All
placement of concrete must be in the presence of the Engineer or his representative. The
Contractor is cautioned that he may be required to remove, without compensation, any
concrete placed in the absence of the Engineer or his representative.
4100 Water Installation 8
H. Backfill over concrete thrust blocks or anchor collars shall not be placed before the concrete
has attained initial set.
No thrust blocks shall be less than six inches (6") thick between the pipeline or
appurtenances and undisturbed soil in the direction of thrust on pipes 12-inch diameter and
smaller. On larger pipes, the thickness of thrust blocks shall be as directed by the Engineer.
A thrust block with any component of its length to width to depth ratio exceeding two (2)
shall be reinforced with steel reinforcement bars as directed by the Engineer. The Engineer
will consider the size of the thrust block, the size of the water main, and the system pressure
in the determination of the size and spacing of the steel reinforcement.
J. The excavation shall be free of water before concrete is placed. Steel reinforcement shall
be placed as specified on the drawings.
K. The pipe or appurtenances to be in direct contact with concrete shall be cleaned before
placing the concrete.
L The area of contact of the thrust blocks and anchor collars shall be sufficient to resist the
thrust. This will vary depending on the safe bearing value of the soil.
The Engineer of Record is required to design the thrust blocks, anchors and other restraints
and submit to the City for review and approval.
If requested by the City, the engineer of record shall provide a geotechnical report to
include soil valves for thrust blocking design.
N. Thrust blocks for vertical bends shall be adequate to resist the thrust by mass alone when
the thrust is upward.
O. Thrust blocks and anchor collars shall be adequate to restrain the pipeline and
appurtenances at design pressure equal to 150% of the static pressure at the lowest point
with a minimum pressure of 200 psi. The Engineer of Record shall provide calculations
for review for all thrust blocks, anchor collars and other thrust restraints.
P. Concrete thrust blocks and anchor collars on 12-inch and smaller pipelines shall have a
minimum curing time of three days (72 hours) before any pressure is placed against the
block or collar. Concrete thrust blocks and anchor collars on 14-inch and larger pipelines
shall have a minimum curing time of seven days before any pressure is placed against the
block or collar.
Q. Concrete thrust blocks or anchor collars that fail to restrain the pipe or appurtenances shall
be replaced by the Contractor at his expense.
R. Reducers receiving an anchor collar shall be long bodied fittings.
4100 Water Installation 9
S. All water lines with dead ends shall be installed with an upstream valve, one full joint of
pipe with a MJ restraining gland, concrete anchor collar, a MJ cap with restraint, and a
blow off assembly. The seat of the MJ restraining gland on the pipe shall face the valve.
T. Anchor collars subject to two-way thrust shall have two identical "A"/"B" reinforcement
steel mats as shown in the City Engineering or project specific detailed drawings. Anchor
collars for 18" and smaller diameter pipe with two-way thrust shall have two (2) Mega -
Lug retaining glands placed back-to-back, spaced just inside the two reinforcing steel mats.
U. The use of wood or any material that may deteriorate is strictly prohibited.
3.08 BACKFILLING AND INSPECTION
A. Before backfilling, install concrete thrust blocks and anchor collars in accordance with the
plans and details at the location and interval as shown on the Drawings. Use concrete as
specified in Section 3600-Cast-In-Place Concrete.
B. After the pipeline is installed and visually inspected by the Engineer, backfill the trench per
Section 2300-Excavation, Backfilling, and Compacting.
C. Test the pipeline per Section 5300-Inspection and Testing of Water Lines and Service Lines.
D. Repair all pavements per Section 6000-Pavement Repair.
E. Repair all incidental damage to buildings, structures, utilities, pavements, landscaping, etc.
F. Repair sodded and grass areas to original condition per Section 6100-Lawn and Grass
Restoration.
3.09 WATER LINE INSTALLATION - AERIAL CROSSINGS
A. Construct piers as shown on the approved Drawings.
B. Install encasement pipe on piers as shown on the approved Drawings.
C. Insulate encasement as required by the City.
3.10 SEWER LINE CROSSINGS
A. Sewer lines installed under a water line must have a clear distance between pipes of at least
eighteen (18) inches.
B. The sewer line shall be installed such that a joint of pipe is centered along the water line
and the joints are as far as possible from the water line.
4100 Water Installation 10
C. If 18-inches of clearance cannot be provided or when the water main must pass under the
sewer main, either the sanitary sewer main or the water main shall be encased in twenty
(20) feet of watertight encasement pipe, centered over the point of crossing. Crossings that
are not perpendicular will require more than twenty (20) feet of encasement. The
encasement shall extend a minimum of ten (10) feet perpendicular from the outside edges
of the line that is not being encased. The ends of the encasement pipe shall be sealed
watertight. If the water main passes under the sewer main, 18-inches of clearance is still
required between pipes. Refer to Section 3400 — Steel Encasement Pipe.
3.11 STORM SEWER CROSSINGS
A. All water lines crossing under all concrete storm drains, or any storm drain 30-inch
diameter and larger, or all storm drains with multiple pipe runs, shall be steel encased a
minimum of 5 feet either side of the storm drain.
3.12 CUT AND CAP
A. Water lines that are to be abandoned shall be cut and capped as shown on the CIty
Engineering standard details.
B. Mechanical joint restraints and concrete shall be used to resist thrust loads.
3.13 ABANDON CORPORATION STOP
A. All corporation stops used for testing and/or chlorination need to be properly abandoned
by fully closing the corporation stop, removing all service line materials, installing a solid
copper disk, and reinstalling the corporation nut resulting in a water tight seal in the event
that the corporation valve fails.
4100 Water Installation 11
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END OF SECTION 4100
4100 Water Installation 12
SECTION 4200 WATER LINE PRESSURE REDUCTION PROCEDURES
PART 1- GENERAL
1.01 WORK INCLUDED
A. This section covers the procedures associated with reducing water line pressure for
construction.
1.02 PROCEDURES
A. Water lines may need to have the pressure significantly reduced to facilitate construction in a
project area, i.e. tie-ins or cut and caps.
B. Water pressure reductions shall be approved and coordinated with the City of Fayetteville
Water & Sewer Department.
C. The maximum amount of time that the line is permitted to be shut down shall be determined
by the City of Fayetteville Water & Sewer Department.
D. The Contractor shall have sufficient materials, labor, and necessary backup provisions in
place prior to initiating water line pressure reduction to ensure that construction activities
can be completed within the time determined by the City of Fayetteville Water & Sewer
Department.
E. A minimum of 72-hour notice shall be provided to each affected customer using the
attached water pressure reduction notice.
F. The Contractor shall distribute the notices and generate a list of each address that the
notices are delivered to. The list shall be given to the City of Fayetteville Water & Sewer
Department for their files.
1.02 CONSTRUCTION REQUIREMENTS
A. The excavation in the project area shall be dewatered prior to pressure in the water main
being reduced.
B. All water pipe, fittings, and materials shall be disinfected per AWWA C651, latest
revision.
C. Immediately after construction is complete, the existing water lines shall be flushed
thoroughly and background chlorine levels re-established.
4200_Water_Pressure_Reduc 1
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4200_Water_Pressure_Reduc
CITY OF
.� FAYETTEVILLE
ARKANSAS
WATER SYSTEM NOTICE TO THE CUSTOMER
WATER PRESSURE REDUCTION
DATE:
Due to scheduled water system maintenance in your area, the contractor listed below, under
supervision of the engineer listed below, must significantly reduce the water pressure in the area
serving your business or residence. The water pressure will be reduced at the following time:
DATE TURNED DOWN:
TIME TURNED DOWN (approximate):
TIME TURNED BACK ON (approximate):
The pressure will probably be reduced such that you will not have water available in your residence or
business. We are attempting to make the repairs in this way to avoid having to put your home or
business on a precautionary boil order. Your water will be perfectly safe to drink as soon as full pressure
is restored.
If the repair does not work as we expect and a boil order becomes necessary, you will be notified, in
writing, when the need for the boil order is identified.
If you need to draw water for use, please do so before the time we will be reducing pressure.
If you have any questions, please call one of the following:
Engineer:
Contractor:
Company and Contact Name
Company and Contact Name
Thank you for your patience and consideration.
Water & Sewer Division
479-575-8386
Phone
Phone
4200_Water_Pressure_Reduc 3
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END OF SECTION 4200
4200_Water_Pressure_Reduc
SECTION 5000 SEWER LINE CLEANING
PART 1 - GENERAL
1.01 WORK INCLUDED
A. This Section covers the cleaning of sewer lines.
1.02 SUBMITTALS
A. The Contractor shall submit for approval manufacturer's brochures and specifications for
his proposed cleaning equipment. The equipment and methods selected for cleaning shall
be approved by the City and the Engineer of Record.
PART 2 - PRODUCTS
2.01 EQUIPMENT
A. Equipment selected for cleaning shall be of a type generally recognized by the trade for the
purpose being used and that has proved satisfactory. The equipment shall be capable of
removing all roots, dirt, grease, rock and other deleterious material and obstructions from
the sewer lines and manholes that would prevent efficient use of the inspection equipment.
1. Hydraulic cleaning equipment shall be of a movable dam type and shall be
constructed in such a way that a portion of the dam may be collapsed at any time
during the cleaning operation to protect against flooding of the sewer. Sewer
cleaning balls or other such equipment which cannot be collapsed instantly will not
be considered acceptable cleaning equipment. The moveable dam shall be of the
same diameter as the pipe being cleaned and shall provide a flexible scraper around
the outer periphery to insure total removal of grease. If a line segment is found to
be completely stopped up or plugged or heavily intruded with roots, then a
mechanical root cutter shall be used.
2. High velocity hydro -cleaning equipment shall be truck mounted for ease of
operation. The equipment shall have minimum of 600 feet of 1 inch I.D. high
pressure hose with a selection of two or more high velocity nozzles. The nozzles
shall have a capacity of 60 GPM at a minimum working pressure of 1000 pounds
per square inch (psi). The nozzles shall be capable of producing a scouring action
from 15 degrees to 45 degrees in all size lines designated to be cleaned. Equipment
shall also have a high velocity gun for washing and scouring manhole walls and
floor. The equipment shall carry its own water tank capable of holding corrosive or
caustic cleaning or sanitizing chemicals, auxiliary engines, pump and a
hydraulically driven hose reel. All controls shall be located so that equipment can
5000_Sewer Cleaning I
be operated above ground with minimal interference to traffic and/or danger to the
operator.
3. Mechanical cleaning equipment shall be used to remove heavy accumulations of
silt, sludge, etc., and roots. Bucket machines shall be operated in pairs with each
machine powered by an engine with a minimum of 16 horsepower (HP) to ensure
sufficient pulling power. Machines shall be capable of operating at least two speeds
to match job conditions. Sufficient accessories and tools shall be furnished to
accomplish the required cleaning in a complete and efficient manner.
4. Power rodding machines shall be of a continuous rod type, capable of holding a
minimum of 1000 feet of rod. The rod shall be specifically treated steel. The
machine shall have a positive rod drive and produce a 2000 pound rod pull. To
insure safe operation, the machine shall have a fully enclosed body and an
automatic safety throw -out clutch.
5. Cleaning equipment shall be provided that includes an air conveying vacuum
system to provide for the simultaneous removal of the debris flushed to the
manhole.
6. A temporary debris catcher, as approved by the Engineer, shall be used in the
downstream manhole.
2.02 PERSONNEL
A. Contractor personnel shall be thoroughly familiar with all phases of sewer line cleaning to
insure satisfactory end results without causing damage to the sewer lines or adjacent
property.
PART 3 - EXECUTION
3.01 CLEANING EQUIPMENT
A. Since the success of related work depends a great deal upon the cleanliness of the lines, the
importance of the cleaning operation cannot be too strongly emphasized. The equipment
selected for cleaning shall be capable of removing all dirt, grass, rocks and other deleterious
materials from the sewer lines and manholes. Particular emphasis is placed on the removal
of grease accumulations so that cracks and breaks can be observed during television
inspection and so that joints can be isolated during testing and sealing operations.
B. The Contractor shall make an inspection of the lines to be cleaned in order to determine
the type of cleaning equipment that is required. It is anticipated that hydraulic cleaning will
be adequate for most of the line segments.
5000_Sewer Cleaning 2
3.02 CLEANING REQUIREMENTS
A. Prior to inspection, the designated sewer lines, as shown on the project drawings, will be
thoroughly cleaned as specified below:
1. The sewer lines shall be cleaned by using standard mechanically powered or
hydraulically propelled cleaning tools or combinations thereof, such as rodding
machines, boring machines, hydraulic balls, cones, ferrets, or other similar devices.
2. All roots, sludge, dirt, sand, rock, grease and other solid or semi -solid material
resulting from the cleaning operations shall be removed at the downstream manhole
without passing the material from section to section, which could cause stoppage
of the lines or accumulation in the wet well and damage to pumping equipment.
When cleaning equipment is used, a debris catch riser as shown in the project
specific or City engineering standard details shall be used in the downstream
manhole so that both solids and water shall be trapped. All solids or semi -solids
resulting from the cleaning operations shall be removed from the site and disposed
of at no additional cost to the Owner. It the responsibility of the Contractor to
secure a legal dump site for the disposal of this material.
3. Satisfactory precautions shall be taken to protect the sewer lines from damage that
might be inflicted by the improper use of cleaning equipment. Whenever
hydraulically propelled cleaning tools, which depend upon water pressure to
provide their cleaning force or any tools which retard the flow of water in the sewer
lines are used, precautions shall be taken to insure that the water pressure created
does not cause any damage or flooding to public or private property being served
by the manhole section involved. The flow of sewage present in the sewer lines
shall be utilized to provide necessary fluid for hydraulic cleaning devices whenever
possible. When additional quantities of water from fire hydrants are necessary to
avoid delay in normal working procedures, the water shall be conserved and not
used unnecessarily. No fire hydrant shall be obstructed or used when there is a fire
in the area. Before using any water from the City water supply system, the
Contractor shall obtain a hydrant meter from the Meter Department. The
Contractor shall be responsible for the water meter and related charges for the setup,
including the water usage bill. All expenses shall be considered incidental to
cleaning.
4. UNDER NO CIRCUMSTANCES SHALL SEWAGE OR SOLIDS REMOVED
THEREFROM BE DUMPED ONTO STREETS OR INTO DITCHES, CATCH
BASINS, STORM DRAINS OR SANITARY SEWER MANHOLES.
5000_Sewer Cleaning
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END OF SECTION 5000
5000 Sewer_Cleaning
SECTION 5100 SEWER LINE TELEVISION INSPECTION
PART 1 - GENERAL
1.01 WORK INCLUDED
A. All new sewer lines constructed shall be inspected via internal television inspection.
B. This section covers the television inspection (closed circuit television inspection — CCTV)
of sewer lines.
I . The inspection of each line shall be by a television (TV) camera especially designed
to accurately show the condition of the lines from the interior and with the ability
determine the depth of water in the event of any pooling and to pinpoint the
locations of line faults and necessary repairs.
2. A sewer line joint means the junction of two adjacent lengths of sewer pipe, and a
fault is any crack too small to warrant pipe replacement. The term "manhole
section" as used in these specifications shall mean the length of pipe connecting
two manholes.
1.02 SUBMITTALS
A. The Contractor shall submit for approval manufacturer's brochures and specifications for
proposed TV equipment.
1.03 INSPECTION
A. Immediately upon cleaning the sewer line in one location, it shall be televised to determine
the condition of the line and location of existing service connections, etc.
B. The sewer lines shall be visually inspected by TV camera. The section being inspected
shall be suitably isolated from the remainder of the sewer line as necessary.
C. The camera shall be moved through the line in either direction at a uniform slow rate not
to exceed 60 feet per minute, by means of cable winches, or similar mechanisms. Under
no circumstances shall the camera be tethered to a hydraulically propelled or high -velocity
jet cleaning device while the cleaning device is on.
D. The camera shall stop at each service connection and provide a view up the service line.
E. Telephone, or similar suitable means of communications, shall be set up between the two
winches, the pumping unit and the monitor control.
5100_Sewer CCTV
F. Under certain conditions, it may be impossible for inspection equipment to pass through a
manhole section due to damaged pipe or other obstructions not correctable by internal
methods. In such cases, the Engineer will be notified.
G. TV inspection will be done one manhole section at a time and the flow in the section being
inspected will be suitably controlled. Sewer flow will not exceed those shown below as
measured in the manhole:
6" - 10" Pipe 1 inch
12" - 14" Pipe 2 inches
14" - 24" Pipe 3 inches
Over 24" Pipe 4 inches
H. The Contractor will make all provisions for pumping or bypassing the flow around the
manhole section and the cost shall be incidental to TV inspection. Contractor shall not be
allowed to float the camera unless permitted by the City.
It is possible that some sections of the sewer line cannot be televised; therefore, house or
building connection lines will have to be located on the ground by the Contractor. All cost
for locating these service lines shall be included in the cost bid for house or building service
line reconnection.
PART 2 - PRODUCTS
2.01 TELEVISION INSPECTION EQUIPMENT
A. The television camera and monitoring equipment shall be specifically designed and
constructed to perform the work as specified. The camera shall be operative in conditions
of 100% humidity and/or under water. The camera shall be small enough to pass through
a 6 inch diameter sewer and shall be waterproof with a self contained lighting system
capable of producing enough light to produce clear, bright, sharp pictures on the monitor.
The lighting and camera quality shall be suitable to allow a clear, in focus picture of a
minimum of 6 linear feet of the entire inside periphery of the sewer pipe and the measuring
device to determine the depth of water in the event of any pooling. Picture quality and
definition shall be to the satisfaction of Engineer; otherwise, the equipment shall be
removed from the line without pay.
B. The monitor shall be located within a temperature controlled television unit that will
accommodate three people to watch the sewer line inspection. The monitor will have a 12-
inch minimum viewing screen. The Engineer will have access to view the television
monitor at all times.
C. The camera must be capable of measuring depth (in inches) of pooled water within the
pipe. This shall be accomplished by measuring equipment mounted directly to the camera
in view of the lens, or other methods as approved by the Utilities Director.
5100_Sewer CCTV 2
PART 3 - EXECUTION
3.01 TELEVISION INSPECTION BY THE CONTRACTOR
A. The Contractor shall furnish video media of the lines televised to the Engineer for review
and comments, which may require up to thirty (30) calendar days from the date submittal
to the City. Unless approved otherwise by the City, the video media shall be DVD format.
Video shall play in a standard DVD player without the need of viewing software. Each
video media shall be permanently labeled with the following information furnished:
1. Project Job Number
2. Manhole to Manhole Designation
3. Name of Contractor
4. Date Televised
B. The following information shall be recorded and visible onscreen for 10 seconds
immediately before the start of televising each line segment:
1. Project Job Number
2. Manhole to Manhole Designation (Number, Pipe Material, Size of Line, and
Direction of Televising)
3. Name of Contractor
4. Date Televised
5. Street and or Easement Location
6. Drawing Sheet Number
C. A continuous uninterrupted recording of distance from the insertion manhole shall be
visible at the lower left corner of the screen at all times during inspection.
D. The following information shall be provided in hard copy to accompany each tape:
1. Project Job Number
2. Name of Contractor
3. Date Televised
4. Street or Other Location
5. Upstream Manhole Designation
6. Downstream Manhole Designation
7. Pipe Material
5100_Sewer_CCTV 3
Pipe Diameter
9. Direction of Televising (Downstream or Upstream)
10. Continuous Time Log Designating Start and Finish of Each Line Segment
Televised. Time shall begin at Ohr Omin Osec at the beginning of each tape.
11. Location of Service Connections
E. Media will become the property of the City. If the video is of such poor quality that the
Engineer is unable to evaluate the condition of the sewer line or to locate service
connections, the Contractor will be required to retelevise and provide a good video of the
line at no additional cost to the City.
PART 4 - PASS/FAIL CRITERIA
4.01 CRITERIA
A. The PASS/FAIL, decision will not be made in the field.
B. The following items will be reviewed during the inspection:
1. Pipe bell ends facing downstream
2. Manhole Inverts:
Geometry compared to city details. Invert shape, size, and roughness.
3. Service Connections
Proper placement and connection to pipe per city details and specifications.
4. Loose or missing pipe joint gaskets
5. Pipe Joints not fully seated, or over -inserted.
6. Pipe integrity
Crushed (or out of round)
Damaged pipe (cracks, chips, etc.)
7. Pooling of water in the pipe.
Any pooling of water that is deeper than 3/4" will require the sewer main line to be
adjusted to eliminate the problem.
8. Debris / Sediment.
The line should be clear of all sediment and debris.
END OF SECTION 5100
5100_Sewer_CCTV 4
SECTION 5200 INSPECTION AND TESTING OF SEWER LINES, MANHOLES, AND
SERVICE LINES
PART 1 - GENERAL
1.01 WORK INCLUDED
A. This section covers the inspection and testing of sewer lines, manholes, and service lines.
Holiday testing shall be required on all epoxy lined manholes and sewer wet wells. Testing
is required before final acceptance of sewer lines and service lines by the City.
B. If more than two (2) repairs are necessary on any 100-foot segment of sewer line (gravity
or force main) then the repairs may not commence until the Engineer of Record has
provided a report explaining the deficiencies and outlining a custom plan of repair,
remediation, or replacement. This document must be approved by the City of Fayetteville
prior to further disturbances to the utility.
1.02 SCOPE OF WORK
A. All pipelines shall be inspected and tested before final acceptance. The methods to be used
are as follows:
1. New Gravity Sewer Lines
a. Visual inspection during installation and before backfill.
b Low pressure air test.
C. Television inspection.
d. Mandrel test (Flexible pipes only)
e. Final Visual Inspection
f. Infiltration/exfiltration
g. Tracer wire continuity test.
2. Manholes
a. Visual inspection during installation and before backfill.
b. Vacuum testing.
C. Final visual inspection.
d. Holiday test (epoxy coatings).
e. Cored connection dye -testing
3. Replacement Sewer Lines and Point Repairs
a. Visual inspection during installation and before backfill.
b. Low pressure air test/exfiltration, infiltration.
C. Television inspection.
d. Mandrel test.
e. Final visual inspection.
5200_Sewer_Inspection 1
4. Force Mains
a. Visual inspection during installation and before backfill.
b. Hydrostatic pressure test.
C. Tracer wire continuity test.
5. Service Lines
a. Visual inspection during installation and before backfill.
b. Low pressure air test.
C. Exfiltration test.
1.03 DELIVERABLES
A. The Engineer shall provide a complete and comprehensive testing report summary
complete with all inspection and testing dates and results.
PART 2 - PRODUCTS
A. As specified elsewhere within these Standards.
PART 3 - EXECUTION
3.01 VISUAL INSPECTION DURING INSTALLATION AND BEFORE BACKFILL
A. The Engineer shall be responsible for inspecting sewer lines, manholes, and service lines
during all phases of construction. The Engineer shall provide comprehensive inspection
services. All work not conforming to these specifications that is discovered during this
inspection phase will be corrected by the Contractor.
3.02 PRESSURE TEST FOR GRAVITY SEWER PIPELINES
A. The Contractor will perform pressure tests on all gravity sewer lines.
B. Lines will not be accepted until they pass all required tests.
C. Perform the tests in the presence of the City representative. Provide at least 48 hours'
notice before beginning testing.
D. The primary test method is the Low Pressure Air Loss test.
3.03 LOW PRESSURE AIR LOSS PROCEDURE FOR GRAVITY SEWER PIPELINES
A. Plug all pipe outlets with suitable test plugs. Brace each plug securely.
B. Pipe air supply to pipeline to be tested so that air supply may be shut off, pressure observed,
and air pressure released from the pipe without entering the manhole. Install a valved
5200_Sewer_Inspection 2
branch in the supply line past the shut-off valve terminating in a 1/4" female pipe thread
for installation of the test gauge.
C. Add air slowly to portion of pipe under test until test gauge reads at least 4 psig, but less
than 5 psig.
D. Shut air supply valve and allow at least two minutes for internal pressure to stabilize.
E. The pressure shall then be decreased to 3.5 psig.
F. Upon reaching 3.5 psig, the time in minutes, seconds for the pressure to fall 1 psig so that
pressure at the end of time of the test is at least 2.5 psig shall be observed.
G. Compare observed time with minimum allowable times in the following chart for pass/fail
determination.
TEST CHART FOR AIR TESTING SEWERS
Leakage Testing of Sewers by Low Pressure Air Loss
(Time Pressure Drop Method)
Table 1 - Minimum Test Times in Minutes.Seconds for 1 psig drop 3.5 psig to 2.5psig)
Distance
Between
Manholes
Nominal
Pipe Diameter inches
8
10
12
15
18
21
24
30
36
42
100
7.33
9.26
11.20
14.10
17.00
19.49
22.47
35.36
51.17
69.48
150
7.33
9.26
11.20
14.10
17.00
26.1
34.11
53.25
76.55
104.42
200
7.33
1 9.26
11.23
1 17.48
25.38
34.54
45.35
71.13
102.34
139.36
250
7.33
9.53
14.14
22.15
32.03
43.37
56.59
89.02
128.12
174.3
300
7.35
11.52
17.05
26.42
38.27
52.21
68.22
106.5
153.51
209.24
350
8.51
13.51
19.56
31.09
44.52
61.04
79.46
124.39
179.29
244.19
400
10.07
15.49
22.47
35.36
51.17
69.48
91.10
142.27
205.08
279.13
450
11.23
17.48
25.38
40.04
57.41
78.31
102.34
160.16
230.47
314.07
500
12.39
19.47
28.29
44.31
64.06
87.15
113.58
178.04
256.25
349.01
550
13.55
21.45
31.20
48.58
70.31
95.58
125.21
195.52
282.04
383.55
600
15.11
23.44
34.11
53.25
76.55
104.42
136.45
213.41
307.42
418.49
H. Where groundwater level is above the crown of the pipe being tested, increase test pressure
at the rate of 1 psi for every 2.5 feet of water above the crown.
Air Testing Safety Requirements:
1. Securely brace plugs used to close the sewer pipe for the air test; this is to prevent
the unintentional release of a plug which can become a high velocity projectile. For
example: four pounds (gauge) air pressure develops a force against the plug in a
5200_Sewer_Inspection
12" diameter pipe of approximately 450 pounds; this force can propel a 12-inch
plug weighing 10 pounds to supersonic speeds.
2. Locate gauges, air piping manifolds, and valves at the top of the ground. Entry by
anyone into a manhole where a plugged pipe is under pressure is strictly prohibited.
3.04 HOLIDAY TESTING FOR EPDXY LININGS
A. High voltage holiday detection for coating systems installed in corrosive environments,
when it can be safely and effectively employed, shall be performed to ensure monolithic
protection of the substrate. After the coating product(s) have cured in accordance with
manufacturer recommendations, all surfaces shall be inspected for holidays in accordance
with NACE RPO 188-99, Discontinuity (Holiday) Testing of New Protective Coatings on
Conductive Substrates. All detected holidays shall be marked and repaired according to
the coating product(s) manufacturer's recommendations.
B. Test voltage shall be a minimum of 100 volts per mil of coating system thickness.
C. Detection of a known or induced holiday in the coating product shall be confirmed to
ensure proper operation of the test unit.
D. All areas repaired shall be retested following cure of the repair material(s).
E. In instances where high voltage holiday detection is not feasible a close visual inspection
shall be conducted and all possible holidays shall be marked and repaired as described
above.
F. Documentation of areas tested, equipment employed, results, and repairs made shall be
submitted to the City/Engineer by Contractor.
3.05 TELEVISION INSPECTION
A. The Contractor shall televise all newly installed sewer mains as follows:
1. Television inspection shall be performed no less than 30-days after the pipe has
been backfilled. Inspection shall be performed after mandrel testing, if applicable.
2. The Contractor shall clean all lines thoroughly prior to the start of televising.
3. Prior to performing the video test, 5 gallons of clean water per 100 feet of sewer
line shall be poured down the sewer main in order to highlight low spots.
4. The Contractor shall televise each segment of pipe.
5. The Contractor shall review the video for possible defects in material or
workmanship.
6. The Contractor shall correct any defects discovered during the television inspection
at the Contractor's expense.
7. The Contractor shall deliver to the Engineer final video and logs after all defects
have been repaired.
5200_Sewer_Inspection 4
3.06 MANDREL TEST
A. Mandrel testing shall be performed no less than 30-days after the pipe has been backfilled.
B. The maximum allowable pipe deflection is five (5) percent of the inside pipe diameter.
C. Any sewer pipe which fails the mandrel test prior to final acceptance will not be accepted
by the City until the defects are corrected.
D. All mandrel tests shall be performed by the Contractor while observed by City personnel.
3.07 SUPPLEMENTAL MANDREL TESTING
A. The City may at any time after final acceptance perform supplemental mandrel testing on
pipelines constructed of flexible pipe material. These supplemental tests will be performed
as detailed above with a maximum allowable long term deflection of five percent (5%).
B. Any sewer pipe which fails the mandrel test prior to expiration of the maintenance bond
will be corrected by the Contractor at the Contractor's expense. If the Contractor fails to
correct these defects after a reasonable time, the City will correct the defects and file a
claim with the bonding company.
3.08 FINAL VISUAL INSPECTION
A. Upon completion of the above tests the Engineer will perform a final visual inspection of
sewer lines and manholes.
B. A punch list of defects (including obvious running leaks) will be prepared and sent to the
Contractor for correction at the Contractors' expense.
3.09 INSPECTION FOR SERVICE LINES
A. All building sewer installations shall be inspected and approved by an authorized City
inspector.
B. Backfill may only be placed on the completed portions of a building sewer following
inspection. No approval certificate shall be issued until all portions of a building sewer
from the main connection to the building foundation have been inspected and approved by
an authorized inspector. At the time of inspection, the pipe should be in place in the trench
with the top half of the pipe barrel exposed. No approval will be given for building sewers
all or a portion of which are covered at the time of inspection.
C. All building sewers are subject to testing to insure water tightness. All tests must be
performed in the presence of the Engineer. Tests may be either by:
5200_Sewer_Inspection 5
1. Water Loss Test Procedure; or,
2. Low Pressure Air Loss Procedure.
D. If, in the opinion of the Engineer, the line in question is properly installed and free from
open joints and breaks, building sewers constructed entirely of cast iron soil pipe may be
connected to the city sewer without testing.
E. Low Pressure Air Loss Procedure
1. Plug securely both ends of the line to be tested.
2. Charge the line with air to a pressure of 4.5 psig.
3. Allow at least five minutes for the temperature in the pipe to stabilize.
4. Measure the time required for a one (1.0) psi drop in pressure.
5. The minimum time for a one psi loss is 28.5 x d seconds where d = the nominal
diameter in inches of the pipe being tested.
3.10 PRESSURE TEST FOR FORCE MAINS
A. Perform hydrostatic leakage tests for force mains the same as water pipe, see Section 5300,
by filling the force main with water and increasing the pressure to a testing pressure of
150% of the working pressure with a minimum of 100 psi and a maximum pressure of 250
psi.
B. The duration of the leakage test shall be two hours.
C. The maximum allowable leakage rate shall be 1 gallon per foot diameter of pipe per 1000
feet of force main for the duration of the 2 hour test.
D. The force main will not be accepted until the actual leakage is equal to or less than the
allowable. In addition, all obvious leaks shall be repaired.
3.11 MANHOLE TESTING
A. The Contractor shall vacuum test all new manholes constructed.
B. Precast manholes shall be vacuum tested prior to backfill.
C. The Contractor shall vacuum test all manholes that have been sealed (waterproofed).
D. The Contractor shall vacuum test all manholes that have been epoxy lined.
E. Manholes shall be tested in accordance with ASTM C 1244, latest edition. Vacuum test
shall not be performed earlier than 7 days after construction for cast in place manholes.
The Contractor shall provide all testing equipment, pump, hosing, seal, and other
incidentals. Vacuum test head shall be positioned at the top of the casting (the surface on
which the manhole cover rests, to include grade rings) in accordance with the equipment
5200_Sewer_Inspection 6
manufacturer's instructions. A vacuum of 10-inches of mercury shall be drawn and the
vacuum pump isolated by the shut-off valve on the test head connection. When valve is
closed, time measurement shall commence, and the time required for vacuum drop to 9-
inches of mercury shall be observed and recorded. Manholes shall pass if the time for the
vacuum reading to drop from 10-inches of mercury to 9-inches of mercury meets or
exceeds the time values in seconds in the following table.
Table 2 - Minimum Test Times for Various Manhole Diameters (seconds)
Depth
(feet)
Diameter (inches)
30
33
36
42
48
54
60
66
72
<10
11
12
14
17
20
23
26
29
33
10
14
15
18
21
25
29
33
36
41
12
17
18
1 21
25
30
35
39
43
49
14
20
21
25
30
35
41
46
51
57
16
22
24
29
34
40
46
57
58
67
18
25
27
32
38
45
52
59
65
73
20
28
30
35
42
50
53
65
72
81
22
31
33
39
46
55
64
72
79
89
24
33
36
42
51
59
70
78
87
97
26
36
39
46
55
64
75
85
94
105
28
39
42
49
59
69
81
91
101
113
30
42
45
53
63
74
87
98
108
121
F. Manholes showing greater than the allowable leakage shall be repaired and re -tested until
a satisfactory leakage result is obtained.
G. If a main or service line connection is cored or cut into a new or existing manhole, this
connection must be dye -tested to verify no infiltration/inflow is permitted at the
connection. A biodegradable, non -hazardous food -grade dye must be utilized. Dye must
encompass the new connection, on the outside of the manhole for a period of 1-hour
without any dye entering the manhole, based on visual inspection. If a vacuum test can be
performed on the manhole, no dye test will be required at the new connection.
3.12 TRACER WIRE CONTINUITY TESTING
A. Contractor shall perform a continuity test on all tracer wire in the presence of the Engineer
or the Engineers' representative. If the tracer wire is found to be not continuous during
testing, Contractor shall repair or replace the failed segment of wire at their own expense.
B. A final continuity test shall be performed by a Water and Sewer Department representative
before the project will be accepted by the City. If the tracer wire is found to be not
continuous during testing, Contractor shall repair or replace the failed segment of wire at
his own expense.
5200_Sewer_Inspection 7
(THIS PAGE INTENTIONALLY LEFT BLANK)
END OF SECTION 5200
5200_Sewer_Inspection
SECTION 5300 INSPECTION AND TESTING OF WATER LINES AND SERVICE
LINES
PART 1 - GENERAL
4.01 WORK INCLUDED
A. This section covers the inspection/observation and testing of water lines and services lines.
Testing is required before final acceptance of water lines and service lines by the City.
B. If more than two (2) repairs are necessary on any 100-foot segment of water line then the
repairs may not commence until the Engineer of Record has provided a report explaining
the deficiencies and outlining a custom plan of repair, remediation, or replacement. This
document must be approved by the City of Fayetteville prior to further disturbances to the
utility.
1.02 SCOPE OF WORK
A. All pipelines shall be inspected and tested before final acceptance. The methods to be used
are as follows:
1. New Water Pipelines
a. Visual inspection during installation and before backfill.
b Hydrostatic pressure test.
C. Disinfection.
d. Bacteriological sampling.
e. Final Visual Inspection.
f. Tracer wire continuity test.
2. Water Meter Setters
a. Visual inspection during installation and before backfill.
b. Final Visual Inspection.
3. Service Lines
a. Visual inspection during installation and before backfill.
b Hydrostatic pressure test.
C. Final Visual Inspection
d. Tracer wire continuity test.
1.03 DELIVERABLES
A. The Engineer shall provide a complete and comprehensive testing report summary
complete with all inspection and testing dates and results.
5300_Water_Inspection I
PART 2 - PRODUCTS
A. As specified elsewhere within these Standards.
PART 3 - EXECUTION
3.01 VISUAL INSPECTION DURING INSTALLATION AND BEFORE BACKFILL
A. The Engineer shall be responsible for observing/inspecting water lines, water meter setters,
and service lines during all phases of construction. The Engineer shall provide
comprehensive observation/inspection services. All work not conforming to these
specifications that is discovered during this inspection phase will be corrected by the
Contractor.
3.02 PRESSURE TEST FOR TAPPING SLEEVES
A. The contractor shall provide all pumps or other equipment necessary to test the tapping
sleeve before making a tap. The duration of the hydrostatic leakage test on tapping sleeves
shall be thirty (30) minutes at 225 psi with zero leakage.
3.03 PRESSURE TEST FOR WATER PIPELINES AND SERVICE LINES
A. After completion of construction of all water lines or sections thereof, the Contractor shall
flush, test and disinfect the new water lines in accordance with the Engineer of Record's
plan and as described below.
B. Flushing
1. All water for flushing, testing and disinfecting water lines shall be supplied and
paid for by the Contractor. Water meters shall be obtained from the City of
Fayetteville Meter Division. Water used for high rate flushing shall not be metered
through a contractor issued water meter. Actual water flow rates used during
flushing operations shall be determined by the City of Fayetteville by using either
pitot style gauges or high rate water meters. Volume shall be determined by
multiplying the measured flow rate times the duration of flushing in minutes. Water
used for flushing shall be billed to the contractor at the current wholesale water rate
plus applicable taxes.
2. The work shall be coordinated to ensure that it will not be carried on during periods
of high water usage. Water valves or other appurtenances on the existing water
system, new tapping valves, or valves or appurtenances that have been accepted by
the City, shall only be operated by a City employee who has a valid ADH Water
Operator's License and under the direct supervision of the City of Fayetteville
Water & Sewer Maintenance Division.
5300_Water_Inspection 2
3. The Contractor shall fill and flush the newly constructed lines and visually check
all combination air release and vacuum valves, blow -off valve assemblies, line
valves, fire hydrants, and meter setters to assure proper operation.
4. The Engineer of Record shall develop a flushing plan to ensure that all lines are
properly flushed. The plan should specify the sequence in which valves and
hydrants are to be opened and the duration thereof, ensuring complete flushing and
protecting the City's water system from construction contaminated water. The
volume to be flushed shall be no less than three (3) but no more than five (5) times
the volume of the main to be flushed, and shall be metered by the City. The flow
shall be such that a flushing velocity of not less than 2.5 feet per second and
preferably 3.5 feet per second or greater is attained.
C. Hydrostatic Testing
1. All pipe shall be tested as set out in AWWA C600, latest revision. Tests will be
conducted only after the line is completed, including all taps and meter settings as
required and the backfill completed. These tests shall be performed by the
Contractor in the presence of the City Inspectors and the Engineer of Record. The
Contractor shall furnish all necessary pressure gauges, meters, and pumps and make
all taps and connections.
2. Each valved section of pipe shall be slowly filled with water and the specified test
pressure shall be applied by means of a pump connected to the pipe in a manner
satisfactory to the Engineer. Before applying the test pressure, all air shall be
expelled from the pipe by permanent taps or corporation cocks where necessary.
3. Test pressure shall be either 150 percent of the static pressure at the lowest points
or 200 psi, whichever is greater, not to exceed 250 psi at the lowest point. The
contractor shall provide all pumps or other equipment necessary to maintain the test
pressure within +1-5 psi at the test point for a period of two (2) hours. All interior
valves including guardian valves on fire hydrants and other appurtenances shall be
open during all tests.
4. The test pressure shall not vary by more than + five (5) psi for the duration of the
test. During the duration of the two hour test, if the test pressure drops more than
5.0 psi from the start pressure, the test shall be terminated and considered failure
due to assumed leaks in the tested pipe section. If the pressure rises beyond the
allowed 5 psi variance, the test shall be terminated and remaining air shall be purged
from the pipeline.
D. Leakage
1. The leakage test shall be conducted concurrently with the pressure test. Leakage
shall be defined as the quantity of water that must be supplied into the newly laid
pipe, or any valved section thereof, to maintain pressure within 5 psi of the above
5 3 00_ W ater_Insp ection
specified test pressure after the air in the pipeline has been expelled and the pipe
has been filled with water.
2. The maximum allowable leakage volume shall be per AWWA standards for PVC
and Ductile Iron pipes. For PVC pipe see AWWA C605 Table 2, for Ductile Iron
pipe see AWWA C600 Table 4.A.
3. Upon completion of a two hour test where the test pressure did not vary by more
than ± five (5) psi, the CONTRACTOR shall determine the leakage amount by
measuring the amount of "make-up" water necessary to restore the original starting
pressure.
4. Should any test of pipe laid disclose leakage greater than that specified, the leak(s)
shall be located and repaired and the line shall be re -tested at the Contractor's
expense. All visible leaks shall be repaired regardless of the amount of leakage. It
may be necessary to utilize leak detection equipment to locate not visible leaks at
the Contractor's expense.
3.04 DISINFECTION
A. After successful pressure testing, the line(s) shall be flushed at a velocity equal to or greater
than 2.5 feet per second. The line shall then be disinfected in accordance with AWWA
C651, latest revision, for Disinfecting Water Mains, continuous feed method, except that
the placing of hypochlorite granules into the main during construction will not be
permitted.
B. The Contractor shall provide a test/chlorine tap no greater than 10' downstream from the
beginning of the new water line. All excavation, installation, use of and proper
abandonment of the test tap is the responsibility of the Contractor.
C. The final concentration of chlorine inside the main shall be 25 parts per million (ppm) at
all locations and shall be maintained for a minimum of 24 hours. The chlorine residual at
the end of the 24 hour period shall not be less than 10 ppm. The contractor shall supply all
test kits necessary to verify chlorine concentrations.
D. The contractor shall operate all valves and hydrants in the treated section of water line
during the initial 24 hours to ensure disinfection of the appurtenances.
E. The contractor shall take great care when flushing the line to assure proper drainage is
available to prevent harm at any adjacent downstream location.
F. Disposal of the disinfecting water shall be in a manner that will protect the public and the
receiving waters from harmful concentrations of chlorine. Decholorination of the
disinfecting water shall be in accordance with AWWA C655, Field Dechlorination, latest
edition. A dechlorination plan shall be prepared by the Engineer of Record.
5300_Water_Inspection 4
G. After disinfection is complete, the Contractor shall then flush the disinfecting solution from
the lines to a point that the chlorine concentration is back down to the same level as the
treated water from the distribution system. The treated water lines will then be tested
before being placed into service.
3.05 BACTERIOLOGICAL SAMPLES
A. Bacteriological samples shall be taken by City personnel only. Samples shall be taken on
two consecutive days and shall be taken only on Monday, Tuesday, Wednesday, or
Thursday. Before a line is placed in service, two consecutive series of samples which are
not collected on the same day and are taken no more than 4 days apart must show that the
water is bacteriologically safe for drinking purposes.
3.06 FINAL VISUAL INSPECTION
A. Upon completion of the above tests the Engineer will perform a final visual inspection of
water pipelines and meters.
B. A punch list of defects (including obvious running leaks) will be prepared and sent to the
Contractor for correction at the Contractors' expense.
3.07 TRACER WIRE CONTINUITY TESTING
A. Contractor shall perform a continuity test on all tracer wire in the presence of the Engineer
or the Engineers' representative. If the tracer wire is found to be not continuous during
testing, Contractor shall repair or replace the failed segment of wire at their own expense.
B. A final continuity test shall be performed by a Water and Sewer Department representative
before the project will be accepted by the City. If the tracer wire is found to be not
continuous during testing, Contractor shall repair or replace the failed segment of wire at
his own expense.
5300_Water_Inspection 5
(THIS PAGE INTENTIONALL LEFT BLANK)
END OF SECTION 5300
5 3 00_ W ater_Insp ection
SECTION 6000 PAVEMENT REPAIR
PART 1 - GENERAL
1.01 WORK INCLUDED
A. This section covers the materials and procedures used in the repair of roads, streets, or other
public rights -of -way where a water lines, sewer lines or appurtenances are constructed as
part of private or development projects.
B. Capital Improvement Projects and City maintenance projects are not a standard
specification. Capital Improvement Projects and City maintenance projects will be
considered only on specific case by case basis in accordance with Section 1000 General
Requirements.
1.02 REGULATIONS AND STANDARDS
A. All permanent repairs of streets, roads, trails, sidewalks, other public rights -of -way, private
drives, private parking lots, etc. shall comply with the requirements shown on the City
Engineering Standard Detail Drawings and as further defined in the City's Minimum Street
Standards and details. Also refer to:
http://www.fayetteville-ar._ovg /445
B. The Contractor is responsible for following the requirements of all State or local
Ordinances, Regulations, or Codes governing the repairs to roads, streets, or other public
rights of way. In particular:
1. Repair of State Highways: per requirements of the Arkansas Department
of Transportation.
2. Repair of county roads: per requirements of the Washington County Road
Department.
3. Repair of City of Fayetteville streets, sidewalks, and driveways: per the
requirements of the City of Fayetteville.
4. Permit for street cut and repairs shall be furnished by the Contractor.
C. Temporary Repairs: Comply with Section 1000 General Requirements and as follows.
1. Per requirements of the governmental agency having jurisdiction and these
specifications.
6000_Pavement Repair 1
1.03 TRAFFIC CONTROL
A. Comply with Section 1000 General Requirements and as follows.
A. Whenever traffic flow restrictions of any kind are anticipated, the Contractor will be
required to contact the City of Fayetteville Engineering Division to be given permission to
obstruct traffic flow.
B. Street closing permits must be obtained from proper government agencies.
C. Construction signs shall be placed immediately adjacent to the Work, at such locations as
traffic demands.
D. Contractor will be required to submit a Traffic Control Plan to City of Fayetteville and the
Engineer.
END OF SECTION 6000
6000_Pavement Repair 2
SECTION 6100 LAWN AND GRASS RESTORATION
PART 1 - GENERAL
1.01 WORK INCLUDED
A. This Section covers the replacement of native grass or sod in lawns disturbed by the
construction.
B. Consists of furnishing and applying fertilizer, seed, mulch cover, and water at all other
locations disturbed by the construction.
C. Maintenance service.
1.02 SCOPE OF WORK
A. This Section covers the furnishing and placing of sod to form solid mats on areas shown
on the Drawings (generally lawns or commercial green spaces) or seed and mulch all other
areas disturbed by the Contractor.
B. It covers the furnishing and applying of water.
C. It covers the furnishing and placing of four (4) inches of topsoil on all areas disturbed
during construction.
D. It covers the furnishing and placing of fertilizer.
E. All work shall be in accordance with details shown on the Drawings and within these
Specifications.
F. The Contractor is responsible for following the requirements of all local Ordinances,
Regulations, or Codes governing re -vegetation and slope stabilization,
1.03 WARRANTY
A. Provide one year warranty from date of final acceptance.
B. Replace areas found dead, or not in a healthy growing condition.
6100 Lawn Restoration I
PART 2 - PRODUCTS
2.01 TOPSOIL
A. Topsoil shall be reasonably free from subsoil, clay, lumps, brush, objectionable weeds
and/or other litter and shall be free from roots and toxic substances or other material or
substances that might be harmful to plant growth or be a hindrance to grading, planting and
maintenance operations.
2.02 FERTILIZER
A. Fertilizer shall be a standard commercial product complying with State and Federal laws
and with the requirements issued by proper authorities.
B. Fertilizer shall be delivered to the site in the manufacturer's original container, on which
shall be plainly marked the manufacturer's name and the guaranteed chemical analysis.
C. Except as noted in the following sentence, fertilizer shall contain not less than the
percentages by weight of ingredients as follows:
Nitrogen - 13 percent
Phosphorus, P205 - 13 percent
Potash, K2 - 13 percent
Other 1:1:1 ratio fertilizers may be used, provided the available plant food remains the
same as herein specified.
D. All fertilizer shall be solid and shall be in a condition which will permit proper distribution.
2.03 SOD
A. Solid sod shall be cut from well -established viable Bermuda, Zoysia or St. Augustine grass.
Sod type shall match that established in the disturbed areas.
2.04 SEED
A. Contractor shall apply seed mixture appropriate for the season and disturbed area.
B. Contractor shall apply a mixture of various annuals and perennials to provide overlapping
times of seasonal peak vegetative cover. Seeding shall only be done just prior to the
vegetation's peak season for best results. Seeding shall be used when there is sufficient
time in the season to ensure adequate vegetation establishment and erosion control.
6100 Lawn Restoration 2
C. To optimize soil stabilization, Contractor shall utilize a nurse crop of quick growing
annuals within a mix of perennials appropriate for the season. The nurse crop germinates
and grows rapidly, holding the soil until the slower -growing perennial seedlings become
established. Permanent vegetation shall not be considered established until a ground cover
of perennial vegetation is achieved that is uniform and mature enough to survive and be of
sufficient density to preclude erosion.
D. Contractor shall conduct seeding activities to achieve stabilization that are generally
congruent with the following schedule:
Dormant Cold Season Temporary Stabilization (November 1— February 28)
Seeding at this time of the year typically does not produce successful results, as cold temperatures
inhibit seed germination. Contractor shall be responsible for achieving temporary stabilization via
mulching, erosion control blankets, matting, compost, and/or other appropriate
structural/nonstructural methods for temporary stabilization until seasonal weather conditions
become more conducive to establishment of permanent perennial vegetative cover. Fertilizers
shall be added at this time in preparation for seeding. Contractor shall be responsible for achieving
temporary stabilization at all areas that are unstable and subject to erosion. Contractor shall apply
temporary seeding, as follows:
Dormant Cool Season Temporary Cover Crop Seed Mix (November 1 — February 28)
Plant Species
Growth Season/
Life Cycle
Seeding Rate
Winter rye Secale cereale
cool season annual
75 lb/ac
Perennial R e rass Lolium erenne
cool season perennial
75 lb/ac
Pre Warm Season (Spring) Seeding (March 1 — May 31)
As the growing season approaches, Contractor shall apply a mix of quick germinating cool season
species combined with warm season species listed below. The cool season species will serve to
hold the soil until warmer weather arrives stimulating the warm season species to germinate.
Pre Warm Season (Spring) Seed Mix (March 1— May 31)
Plant Species
Growth Season/
Life Cycle
Seeding Rate
Oats Avena sativa
cool season annual
20 lb/ac
Perennial R e rass Lolium erenne
cool season perennial
20 lb/ac
White clover Tri olium re ens *
cool season perennial
20 lb/ac
Korean Kobe les edeza Kummerowia sti ulacea *
warm season annual
20 lb/ac
Bermuda C nodon dac lon
warm season perennial
301bs/ac
Bahia ass Pas alum notatum
warm season perennial
301bs/ac
Weeping love grass (Eragrostis curvula
warm season perennial
301bs/ac
*All legume seed must be properly inoculated with appropriate inoculant.
6100 Lawn Restoration
Warm Season Seeding (June 1— August 31)
In the midst of the growing season, Contractor shall apply a mix of warm season annuals and
perennials, as follows:
Warm Season Seed Mix (June 1— August 31)
Plant Species
Growth Season/
Life Cycle
Seeding Rate
Sudan grass (Sorghum bicolor
warm season annual
201b/ac
Alyce clover Al sicar us ovali olius
warm season annual
20 lb/ac
Brown -to millet Panicum ramosum
warm season annual
20 lb/ac
Bermuda C nodon dac lon
warm season perennial
25 lbs/ac
Bahia ass Pas alum notatum
warm season perennial
25 lbs/ac
Weeping love grass (Eragrostis curvula
warm season perennial
25 lbs/ac
Buffalo grass Bouteloua dac loides
warm season perennial
25 lbs/ac
Late Season Seeding (September 1— October 31)
During late summer to early fall, Contractor shall apply the following mix:
Late Season Seed Mix (September 1— October 31)
Plant Species
Growth Season/
Life Cycle
Seeding Rate
Oats Avena sativa
cool season annual
30 lb/ac
Winter rye Secale cereale
cool season annual
301b/ac
White clover Tri olium re ens *
cool season perennial
25 lb/ac
Perennial R e rass Lolium erenne
cool season perennial
50 lb/ac
Virginia wildrye El mus vir inicus
cool season perennial
25 lb/ac
*All legume seed must be properly inoculated with appropriate inoculant.
E. Contractor has option of adding warm season perennials to Late Season Seed Mix
(September 1 — October 31) and/or Dormant Cool Season Temporary Cover Crop Seed
Mix (November 1 — February 28) or seeding with warm season perennials during other
seeding periods. This is to be determined on a site -specific basis. Contractor shall confer
with City of Fayetteville prior to seeding activities to determine specific seed mix.
F. Contractor shall submit all labels/tags from seed bags and seed purchase invoices to the
City of Fayetteville.
2.05 MULCH
A. Mulching shall be used in conjunction with both temporary and permanent seeding
practices to enhance their success by providing erosion protection prior to the onset of
vegetative growth. Straw mulching shall be of oat, wheat, or rice straw mulch. Hay mulch
shall be prairie grass, Bermuda grass, or other hay as approved. Mulch shall be dry and
reasonably free from Johnson grass or other noxious weeds, and shall not be excessively
brittle or in an advanced state of decomposition. All material will be inspected and
approved prior to use.
B. Mulching shall be spread in a uniform continuous blanket, at a rate of 1 to 3 tons per acre
(air dried weight) or to a uniform 2-inch depth. Mulch shall be spread by hand or by an
6100 Lawn Restoration 4
approved blower type mulch spreader. Care shall be taken to remove all wire and/or twine
from baled hay/straw when the control structures are removed from the site. Mulch shall
be anchored in the soil to a depth of two to three inches to form a soil -binding mulch to
prevent loss or bunching, or held in place with a tackifier.
2.06 WATER
A. Water shall be free from any substances, in solution or in suspension, which would inhibit
the rapid growth of grass.
PART 3 - EXECUTION
3.01 FERTILIZER APPLICATION
A. Fertilizers shall be applied at appropriate agronomic rate. If necessary to achieve final
stabilization, fertilizer shall be applied at a minimum rate of 250 pounds per acre (0.0057
pounds per square foot) in advance of tilling/seedbed preparation operations. When soil
samples are not practical, fertilizer shall consist of 13-13-13 (nitrogen, phosphorus, and
potassium content). The fertilizer distributor box shall be equipped with baffle plates to
prevent downward movement of fertilizer when operating on a slope. The fertilizer shall
be raked in and thoroughly mixed with the soil to a depth of approximately 2 inches prior
to the application of seed or mulch.
3.02 SEEDING
A. Areas to be seeded shall be dressed to natural shape.
B. The Contractor shall obtain an approved topsoil from any available source and place
uniformly on the designated areas and spread evenly to a minimum thickness of four (4)
inches. Irregularities in the surface shall be corrected so as to prevent formation of
depressions where water will stand. TOPSOIL SHALL NOT BE PLACED WHEN THE
SUBGRADE IS FROZEN, EXCESSIVELY WET, OR IN A CONDITION
DETRIMENTAL TO THE PROPOSED PLANTING AND PROPER GRADING.
C. Broadcast sowing of seed may be accomplished by hand seeders or by approved power
equipment. Either method shall result in uniform distribution and no work shall be
performed during high winds. The area seeded shall be lightly firmed with a cultipacker
immediately after broadcast.
D. The contractor shall water and maintain seeded areas from time of completion until final
acceptance of the project.
6100 Lawn Restoration 5
E. The contractor shall be responsible for establishing ground cover on all disturbed areas.
Repeated seeding shall be required if necessary throughout the warranty period.
3.03 SOD PLACEMENT
A. In this paragraph, "Solid Sod" is interchangeable with the word "sod."
B. Solid sod or topsoil shall not be placed until all other items of work are complete.
C. Prior to placing the sod and topsoil in the areas designated, the ground surface shall be
cleared of materials that might hinder proper grading, tillage, or subsequent maintenance
operations such as stumps, stones, roots, cable, wire, grade stakes, etc., and brought to four
(4) inches below the finished grade. The areas shall then be thoroughly tilled to a depth
of at least two (2) inches by plowing, disking, harrowing or other acceptable means.
D. The Contractor shall then obtain an approved topsoil from any available source and place
uniformly on the designated areas and spread evenly to a minimum thickness of four (4)
inches. Irregularities in the surface shall be corrected so as to prevent formation of
depressions where water will stand. TOPSOIL SHALL NOT BE PLACED WHEN THE
SUBGRADE IS FROZEN, EXCESSIVELY WET, OR IN A CONDITION
DETRIMENTAL TO THE PROPOSED PLANTING AND PROPER GRADING.
E. After the topsoil has been spread and graded, the surface shall be cleared of stones, stumps
or other objects that might hinder planting or maintenance preparations. Paved areas over
which hauling operations are conducted shall be kept clean.
F. Where any portion of the surface becomes gullied or otherwise damaged, the affected areas
shall be repaired to the aforementioned condition.
G. Areas to be sodded shall be shaped in such manner that they will, after placement of sod,
conform to the typical sections.
3.04 WATERING
A. Prior to placement of seed or sod, areas shall be sprinkled with water sufficiently to make
them moist, but not muddy. The initial application of water may be omitted if the area is
sufficient moist from rainfall.
B. Immediately following the placing and tamping of sod, the covered area shall be wetted
thoroughly. Subsequent applications of water shall be as required.
C. Immediately following the application of the mulch cover for seeding, water shall be
applied in sufficient quantity to thoroughly moisten the soil to the depth of pulverization
and then as necessary to germinate the seed and maintain growth.
6100 Lawn Restoration 6
3.05 COMPLETENESS
A. The lawn and grass operations shall not be considered complete until a uniform (e.g.,
evenly distributed, without large bare areas) perennial vegetative cover with a density of
80% of the native background vegetative cover for the area has been established on all
unpaved areas and areas not covered by permanent structures.
3.06 INTERMITTENT CLEANUP
A. Immediately following the lawn and grass restoration operations, all gutters, sidewalks,
driveways, street pavement, yard or other areas shall be cleaned of all debris, excess sod,
topsoil or other objectionable matter. All such cleanup operations shall be completed
before sodded areas are measured for payment.
6100 Lawn Restoration 7
(THIS PAGE INTENTIONALLY LEFT BLANK)
END OF SECTION 6100
6100 Lawn Restoration
SECTION 6200
REPORTING FORMS
The following forms may be revised and/or additional forms added as determined by the Utilities
Director or City engineer.
It is the Contractor's responsibility to request the latest edition of Reporting Forms.
Fire Hydrant Information Sheet
City of Fayetteville
Hydrant ID:
Manufacturer:
Assigned by Water/Sewer Mueller, Waterous, Other
Address:
Model:
Nearest House Number
Street:
11 Year:
Street Name
Cross Street:
11 Installation Date:
Nearest Cross Street
Main Diameter:
Installed By:
City or Contractor Name
Feeder Diameter:
Static Pressure: psi
Depth of Bury:
Ownership: 11
Include Extensions City, Private, WWA, Other
Number of Nozzles: 3 2 Other:
(Nozzle Diameters:
Fire Flow Data
Pilot Pressure:
Measured Flow:
20 psi Residual Flow:
4 1/2"- 2 1/2"- ; Other-
Secondary Fire Hydrant for Test
Hydrant ID:
Static Pressure: psi
Residual Pressure: psi
Current Color: Blue Green Orange Red Other:
Residual Flow is 1500 gpm > - Blue; 1000 to 1499 - Green; 500 to 999 - Orange; < 500 - Red
Correct Color:
Date of Flow Test: Initials of Testor:
jDate of Inspection:
(Date of Maintenance:
otes:
Initials of Inspector:
Intitials of Maint.:
Water Line Flushing Form
City of Fayetteville
Test Date: Contractor / Superintendent:
Project Name:
City Project Number: Engineer / Inspector:
Location:
Pipe
Diameter
(inches)
Total
Length
of Pipe
(feet)
Volume
(gallons)
Start
Time
Flushing
Rate
min. 2.5 fps
(gpm)
Measured
Flushing
Rate
(gpm)
End
Time
Volume
(gallons)
Diameter
(inches)
Volume
(1000')
gpm
at 2.5 fps
2
163
24
3
367
55
4
653
98
6
1469
220
8
2611
392
12
5875
881
City of Fayetteville
Water Pressure and Leakage Test Form
City of Fayetteville
Test Date:
Contractor / Superintendent:
Project Name:
City Project Number:
Engineer / Inspector:
Location:
Pipe
Diameter
(inches)
Total
Length
of Pipe
(feet)
Test
Pressure
(psi)
Allowable
Leakage
(gallons)
Start
Time
Start
Pressure
(psi)
End
Time
End
Pressure
(psi)
Make-up
Volume
(gallons)
Pass
or
Fail
D (inches)
Allowable
per 1000'
6
0.50
8
0.67
10
0.83
12
1.00
14
1.17
16
1.33
18
1.50
20
1.67
24
2.00
36
3.00
42
3.50
City of Fayetteville
Water Line Disinfection Form
City of Fayetteville
Test Date: Contractor / Superintendent:
Project Name:
City Project Number: Engineer / Inspector:
Location:
Pipe
Diameter
(inches)
Total
Length
of Pipe
(feet)
Volume
of
Water
(gallons)
Make-up
Water
Chlorine
(ppm)
Chlorine
Residual
(ppm)
Date
and
Time
Chlorine
Residual
after 24 Hours
(ppm)
Date
and
Time
After chlorine residual in the water line has been achieved at a minimum of 25 ppm, all valves and hydrants in the treated section of water line shall be operated during
the initial 24 hours to ensure disinfection of the appurtenances.
Diameter
(inches)
Volume
(1000'
2
163
3
367
4
653
6
1469
8
2611
12
5875
City of Fayetteville
Manhole Vacuum Test Form
City of Fayetteville
Test Date: Contractor / Superintendent:
Project Name:
City Project Number: Engineer / Inspector:
Location:
Drawing
Sheet
Number
Manhole
ID
Manhole
Sta.
Number
Start
Time
Start
Pressure
(inches of Hg)
End
Time
End
Pressure
(inches of Hg)
Pass
or
Fail
City of Fayetteville
Sewer Line Low Pressure Air Test Form
City of Fayetteville
Test Date: Contractor / Superintendent:
Project Name:
City Project Number: Engineer / Inspector:
Location:
Plan
Sheet
Number
Upstream
Manhole
Upstream
Sta.
Number
Downstream
Manhole
Downstream
Sta.
Number
Start
Time
Start
Pressure
(psi)
End
Time
End
Pressure
(psi)
Pass
or
Fail
City of Fayetteville
Sewer Line Mandrel Test Form
City of Fayetteville
Test Date: Contractor / Superintendent:
Project Name:
City Project Number: Engineer / Inspector:
Location:
Plan
Sheet
Number
Upstream
Manhole
Upstream
Sta.
Number
Downstream
Manhole
Downstream
Sta.
Number
Pass
or
Fail
City of Fayetteville
OP-01
Page 1 of 10
CITY OF FAYETTEVILLE, ARKANSAS
POLICY AND PROCEDURE
Subject:
SEWER SERVICE LINE AND CONNECTION POLICY
Policy Number:
OP-01
Original Policy Date:
June 23, 1988
Effective Date of New/Revised Policy:
August 1, 2005
Revision Dates:
July 21, 2005
Custodian: (Division)
WATER AND WASTEWATER
Mayor's Signature and Date
OP-1.0 PURPOSE:
To establish a uniform policy concerning sewer service connections and sewer service
lines.
OP-1.1 POLICY:
General. There have been numerous pipe configurations installed underground since the
City of Fayetteville's sewer system was first designed and installed in 1889. This policy
is correct and appropriate for over 99% of the situations found. It does not eliminate
using sound judgment for the remaining 1% of the cases. Judgment calls shall be the
responsibility of the Mayor or his designated representative, who is currently the
Water/Sewer Maintenance Superintendent. Grandfather clauses do not apply in cases
where public health and safety is compromised, and thus do not apply for sewer issues.
Ordinance references are based on the City of Fayetteville Code of Ordinances as in
effect on 1 April, 2003.
1. Connection permit required. [Section 51.035, City of Fayetteville Code of
Ordinances]. "No unauthorized person shall uncover, make any connection with or
opening into, use, alter, or disturb, any public sewer or appurtenance thereof without
first obtaining a written permit from the approving authority. No permit shall be issued
to allow any person to tie his property to the sewer system until the connection fee
prescribed by Section 51.114 as presently amended or as may be amended in the future is
paid. "
OP-01
Page 2 of 10
2. Separate building sewer provided for every building;, exceptions. [Section 51.039,
City of Fayetteville Code of Ordinances]. "A separate building sewer shall be provided
for every building except as follows:
(A) Where multiple buildings are constructed in an apartment complex or
condominium on a single lot or tract of land which cannot be subsequently subdivided
and sold in parcels, the individual buildings may be connected to a collector building
sewer, provided that only one person is responsible for maintenance of the building
sewer.
(B) Temporary buildings, mobile homes, or similar portable structures may be
connected to a building sewer installed to serve a previously constructed permanent
building, provided that both the permanent and temporary buildings are located on the
same lot. "
The temporary status is null and void if the structure is in place for more than 365 days.
At that time, a separate building sewer must be provided.
Two buildings, or two parts of one building which may have different owners (i.e.,
townhouses) may not be attached to one 4" or 6" private service line. This has never
been legally allowed. If two buildings, or two parts of one building which may have
different owners, are attached to a single private service line, this situation must be
corrected by the owners and each structure must have a dedicated tap onto the main. The
only exceptions are listed above. Multiple structures hooked to one sewer service line are
not covered by any grandfather clause, and the situation must be corrected.
Condominiums and other structures which can have separate ownership must each have
their own dedicated sewer service line which remains on the same lot/property as the
building or portion of the building which it serves.
3. Service Line Crossing Adjacent Lots. Sewer service lines must run directly from
the lot which they serve to the main without crossing another lot. The service may cross
street right of way and/or the easement to access the main. It may not run parallel to the
main, but can ran at an angle between 450 to and perpendicular to the main if the main is
already installed prior to the development of said land and said service line will be no
more than 60' in length within the combined easement/right of way area. Ownership is
not the deciding factor; lot lines or parcel lines are the issue. Thus, if one Owner owns
two adjacent lots, and builds on one lot, the service for this structure and lot cannot cross
the other lot. If the service line would have to be more that 60' in length within the
combined easement/right of way area, then the main must be extended so the service line
can connect at a 90 ° angle to the main.
4. Sewer Mains Accessing Every Lot. Sewer mains shall be installed so as to adjoin
each lot such that all service lines meet the above requirements. Sewer main extensions
are the responsibility of the owner of the lot receiving the service.
5. Sewer Easements for Private Lines. Sewer line easements for private lines to cross
adjacent lots are prohibited except in very rare cases. In general, these are when a given
OP-01
Page 3 of 10
private residence tandem lot, containing only one structure which requires sewer service,
is "landlocked" from a sewer main, all adjacent lots have legal access to a main, and the
sewer line easement is collocated with an above ground access easement. Private
easements shall not be used in cases where sewer main extensions are in the public best
interest, such as where a sewer main shall be made accessible to other lots or where a
future main may be required.
6. City and Owner Service Line Maintenance and Repair Responsibilities.
There are two general situations which cover sewer service line configurations in the City
of Fayetteville. The following two paragraphs explain City and Customer responsibilities
for each of these situations.
A. Situation 1, No City Cleanout is Present.
If no City cleanout is present, the Customer owns the service lateral all the way to the
main. They are responsible for any and all repairs, clearing any blockages, etc., with the
following caveat. If there is a blockage under the paved or concreted portion of the street
(from a vertical line drawn at the back of curb to the back of curb, or from the actual edge
of the asphalt if no curb is present) which cannot be cleared via rodding or washing, then
the City will repair the pipe under the street. If the blockage is determined to be caused
by anything which should not be placed in a sewer line (grease, paper towels, toys,
croquet balls, cleanout caps, sticks, gravel, kitty litter, or any other materials which are
not allowed per the sewer use ordinance) then the Customer will be billed for the work.
The burden of proof of the location of the blockage rests on the Customer. The City will
meet the Customer or their representative (plumber, rooter, etc.) and try to help them
determine the location of the blockage. The City will not place a City owned rod,
camera, tape, or other item into the Customer's cleanout or sewer system to determine the
location of a blockage- anything placed inside the pipe at this time must belong to or be
working for the Customer. If the combined forces determine beyond a reasonable doubt
that the blockage is under the street, then we will investigate as necessary to determine
what type of repair is necessary. This is the only time we will place City tools inside the
Customer's piping system. If there used to be a City cleanout and the cleanout has been
removed or damaged, then the situation is the same as when there is no City cleanout
present.
If the blockage is outside the area of the paved or concreted portion of the street (from a
vertical line drawn at the back of curb to the back of curb, or from the actual edge of the
asphalt if no curb is present), then the City grants the property owner who owns the
service line the right to perform maintenance on said service line within the easement
and/or right of way. This includes work performed on both sides of the road or right of
way, to include work performed under a sidewalk.
OP-01
Page 4 of 10
B. Situation 2, City Cleanout is Present.
A City cleanout is defined as a 4" cleanout located behind the curb or at the easement line
(for back yard lines). These cleanouts are typically within 10' of the edge of the roadway
or within 10' of the main, respectively. Cleanouts smaller than 4" are never City
cleanouts, and are always the responsibility of the property owner.
When a City cleanout is present, the City assumes ownership and responsibility for any
blockages between the City cleanout and the main, and which can be cleared by rodding
from the City cleanout. If the blockage is determined to be caused by anything which
should not be placed in a sewer line (paper towels, toys, croquet balls, cleanout caps,
sticks, gravel, kitty litter, or any other materials which are not allowed per the sewer use
ordinance) then the owner will be billed for the work. Any blockages prior to the City
cleanout shall be the Customer's responsibility. This includes any work to attach to the
Customer's side of the tee or wye where the cleanout riser ties to the service lateral.
7. Billing. If a bill is required, the bill will be processed through the accounts receivable
process, rather than by being added to the Customer's utility bill. If the bill is not paid or
payment terms negotiated within 60 days of first issuance, then the bill will be transferred
to the utility bill. Job costs will be based on an actual time and materials basis.
Personnel rates will include the full hourly salary costs.
8. Use of old building sewers with new buildings. [Section 51.040, City of
Fayetteville Code of Ordinances]. "Old building sewers, or portions thereof, may be used
in connection with new buildings only when they are found on examination and test by
the approving authority to meet all requirements of this subchapter. "
Complete remodeling is included in the definition of "new building" if the remainder of
the plumbing system is being replaced and must meet current plumbing codes, or if the
value of the renovation is equal or grater than 50% of the value of the structure.
The cost of this examination and test is borne by the Owner. Current Environmental
Protection Agency regulatory requirements and plumbing codes require that the lines be
completely water tight and capable of passing a test with pressurized air. In these cases, a
new tap shall be purchased, with the note that the Owner would like to use the existing
service lateral. If the latter is determined to be acceptable, then the Owner will be
reimbursed the tapping fee less the actual cost of the inspection and testing. It is the
owner's responsibility to identify the location of the service lateral.
9. Separation Between Water and Sewer Services. City sewer connections shall be
made at least ten feet away from water connections. The sewer service shall have ten
(10) feet of separation from the City portion of the water service, measured from the
outside of the respective pipes.
OP-01
Page 5 of 10
10. Service Line Unusual Installation Requirements.
A. Exposed Ditch or Creek Crossings. To protect such service lines from the
hazards of water flow, debris damage, freezing, leakage, drainage system maintenance,
vandalism, and other factors, sewer service lines which are exposed or which have less
than 12 inches of cover where they pass through or under a drainage ditch, creek, swale,
intermittent stream, or any other feature whereby they have insufficient cover and/or are
exposed shall have special protection in these areas. Sewer service lines in these
circumstances shall be installed in a continuous smooth steel encasement across the entire
exposed or shallow area. Water tight boots shall be installed on both ends of the steel
encasement. Where the line is exposed, the encasement shall be anchored by concrete no
less than two feet long along the length of the pipe and surrounding the pipe by six inches
in all directions inside the bank. The concrete shall be placed against undisturbed soil in
the same fashion as blocking on water lines.
B. Pump Systems. Pump systems are sometimes required in the City of
Fayetteville to provide sewer service to facilities which are physically lower than the
sewer main which provides them service or in other special cases. Pumps for these type
systems shall be grinder or solids handling type pumps specifically designed to handle
sanitary sewage, the flow volume, and to pump against the head for the specific
circumstance in which the pump is installed. Pumps designed for use with septic systems
and for ground water sumps shall not be used for sanitary sewer uses. If physically
possible, the service lines that come from these pumps shall flow to a gravity section of
service lateral prior to entering the sewer main so as to enter the main with a standard
four inch gravity flow service lateral connection.
11. Tapping Procedures.
A. Making Taps. The City will make all taps on existing sewer mains, either by
contract supervised by the City or by City crews.
B. The City will provide a wooden stake that is marked "sewer". Please drive
this stake in the ground at your property line where you need the service connection. If
this is not done, the connection will not be made. Failure to place the stake promptly
could delay your construction process.
C. Write the desired depth of the service connection on the stake in feet and
inches. (Note: Due to the depth of the sewer main, conflicts with other existing utilities,
and other underground circumstances, it may not be possible at all times to achieve the
desired depth, in which case the Owner and/or plumber will be notified by the City
personnel). It is the owner's responsibility to determine if the depth is adequate for the
service line. The City will not determine grades on either the service or the mains for
purposes of determining whether a structure can tie onto a main using a gravity line.
D. It is safer to wait for the service connection to be installed by the City so that
the yard line's grade can be adjusted accordingly. This will assure that unnecessary
OP-01
Page 6 of 10
bends will not be needed at the point of connection. Also, the plumber will have the
exact depth to work with. The builder and/or plumber are responsible for determining
grades and building elevations for service. The grade on the City installed portion of the
service line can be affected by a number of factors which cannot be identified prior to
installation, to include location and depth of other utilities, etc.
E. The City service connection will terminate at the property line. However, the
customer will be responsible for maintenance of that service line from the building to the
City main.
F. If the service connection exceeds sixty (60) feet in length (as in a street right-
of-way crossing) the property owner will be charged for the excess footage. Prior
arrangements must be made for long service connections. All other sewer service
connections will consist of one joint of pipe or approximately ten (10) feet. In no case
will the line stub out beyond the easement or right-of-way line.
G. If the excavation for the tap exceeds eight (8) feet in depth, the property owner
may be charged for excess time required to make the connection. Prior arrangements
must be made for deep service connections.
H. Permanently marking the location of the sewer service connection for future
reference shall be the responsibility of the property owner. Unless the customer's
plumber is on site, the City will backfill their entire excavation, to include the end of the
stubbed out pipe, immediately.
L The stubbed out piece of service pipe (coming from the new tap on the main)
will be left plugged when installed. The customer's plumber is required to connect the
customer's yard line to this piece of pipe. City crews will not connect the stub out from
the tap to the customer's service line.
J. If the City crews have to return to the site to make any adjustments which are
necessitated because of the property owner's change of plans, the labor, materials, and
equipment will be charged to the owner.
K. A new sewer connection could take as long as four to six weeks or more. All
connections are made on a first -come first -served basis, and the demand can fluctuate
greatly. Jobs adjacent to or on Arkansas State Highway rights of way require a permit
from the Arkansas Highway and Transportation Department, which generally add an
additional four weeks. Please allow enough time in your construction plans.
12. Taps Installed When Areas Are Developed. Sewer lines are generally installed
when land is developed. Taps, with a section of private service line attached, are
generally made for each lot at this time. The City and the lot owner rely on accurate
information from the developer, his Engineer, and his contractor as to the location and
grade of these taps and service lines.
OP-01
Page 7 of 10
A. If a tap for a lot is installed when the sewer main is installed, the building on
that lot is required to use the tap installed for that lot.
B. If the service line coming off the main cannot be found by the owner or his
representatives, then the owner is responsible to buy a tap from the City using the process
described in this document. The Water/Sewer Superintendent will then determine if it is
optimal to make a new tap or to televise to find the tap that is supposed to be present. If
televising is performed and the cost of the televising is less than that of the purchased tap,
then the difference between the two costs shall be reimbursed to the owner. If a tap is
found by televising, the City will mark the location of the tap (at the main) for the owner.
If no tap is found, the cost of the televising will not be added to the tapping fee.
C. If a tap is not in the most desirable location due to slope, building design, etc.,
then all expenses related to making a different connection shall be paid by the owner.
This includes installation of the new tap and proper abandonment of the tap which is not
used. The latter involves excavating at the point of connection to the main and removing
the connection to the main. The owner shall purchase a new tap paying the normal tap
fee, and will pay the actual costs of abandoning the unused connection.
D. Owners are responsible for hooking to the correct tap for that lot, as shown on
the developer's as -built plans. If there is a discrepancy between the as -built drawings and
the actual installation on the ground, that discrepancy must be resolved between the lot
owner and the developer. If an owner inadvertently connects to a tap which is designated
for an adjacent lot, then all costs of remediation for all involved lots shall be borne by the
owner of the lot which connected to the incorrect tap. No additional taps shall be made
until the lot which does not have a connection purchases a tap through the city Engineer's
office, using the process described in this document.
13. Taps Prohibited on Transmission Mains Force Mains, and on Sewer Pump
Station or Detention Basin Sites. For public health and building safety reasons,
individual user or structure sewer taps shall not be made on transmission mains, defined
as any sewer main 15" and larger, or any pressurized force mains. Dead end main line
extensions off of transmission mains shall only be approved on a case by case basis, and
may be rejected. Individual user sewer taps shall not be made on sewer pump station or
detention basin sites. Taps for lots adjacent to these sites shall only be made on the
collection (as opposed to transmission) mains outside these sites.
14. Control of Extraneous/Illegal Flows. It violates federal, state and local regulations
to have any extraneous flows in the sewer system. These flows include but are not
limited to rain water, ground water, sump pump water, water from area drains exposed to
outside weather (including external stairwell drains, loading docks, etc.), defective pipe
joints, defective cleanouts, cellar drains, catch basins, foundation drains, yard drains, and
roof down spouts. These flows must be routed to the storm water system, and cannot be
routed to the sewer system. Owners are responsible for maintaining their portion of the
sewer system in such a way that these flows are prevented from entering the sewer
system.
OP-01
Page 8 of 10
A. Cleanout caps must be properly installed and must meet current plumbing
codes. Caps shall not be removed to allow extraneous flows (ponded yard water, etc.)
into the sanitary sewer system.
B. If caps are removed such that they allow extraneous flows to enter the sewer
system, the City shall replace the cap at the owner's expense.
C. If the cap is removed after the first time the City replaces the cap, then a riser
will be installed in the cleanout so that extraneous flows cannot enter the sewer system
through the cleanout. All associated work will be billed to the owner.
15. Grease Control. Grease is a significant problem in our sewer system. Many people
assume that running grease down the drain is okay, as long as they use plenty of hot
water. Unfortunately, the hot water cools in the pipes, and the grease coagulates further
down the line. Sometimes people assume that putting grease in the line through the
garbage disposal or with cleansers is acceptable. These do not prevent the grease from
coagulating in the pipes. No amounts of grease, cooking oil, animal fat grease or
byproducts, cooking fats or solid animal fat or meat products can be put down any part of
the sewer system. These materials should be disposed of in the trash. Grease covered
pans or dishes should be wiped down first with a paper towel or rag, which should then
be disposed of in the trash.
16. Items Which Are Allowed To Go Down the Sewer.
A. Water from showers, bath tubs, dishwashers, laundry facilities, sinks and non -
basement floor drains.
B. Body wastes from toilets.
C. Toilet paper.
D. Household chemicals that are specifically designated for use in sinks,
showers, and toilets.
17. Items Which Are Not Allowed To Go Down the Sewer. The following cannot be
placed in a sewer system under any circumstances. Repair costs incurred due to a
blockage caused by any of these items being placed in a sewer line, either intentionally or
unintentionally, will be billed to the customer who owns or resides in the building to
which the sewer line provides service.
A. Grease of any type, to include cooking oil, cooking grease, cooked animal
fats, etc. Grease should be handled as specified above.
B. Meat, meat by products, animal fats.
C. Paper towels.
D. Feminine Hygiene Products, including those that claim to be "flushable."
E. Any items greater than '/2" in any measured dimension except body wastes and
toilet tissue.
F. Chewing gum.
OP-01
Page 9 of 10
G. Household chemicals other than those specifically designated for use in sinks,
showers, and toilets.
H. Baby wipes and other similar wipes, including those that claim to be
"flushable."
I. Kitty litter.
J. Animal wastes.
K. Diapers.
L. Foreign materials such as toys, sticks, cleanout caps, gravel, etc.
M. Air conditioner condensate.
N. Uncontaminated cooling water from cooling towers. If said water is too hot to
be discharged into the storm drain, the owner is responsible to hold the water until it
cools enough to be discharged into the storm drain. Cooling tower water which is
treated, and is thus contaminated, shall be discharged to the sanitary sewer.
O. Clean or uncontaminated natural water to include but are not limited to rain
water, ground water, sump pump water, water from area drains exposed to outside
weather (including external stairwell drains, loading docks, etc.), defective pipe joints,
defective cleanouts, cellar drains, catch basins, foundation drains, yard drains, and roof
down spouts. These flows must be routed to the storm water system, and cannot be
routed to the sewer system. Owners are responsible for maintaining their portion of the
sewer system in such a way that these flows are prevented from entering the sewer
system.
P. Automobile or engine mechanical lubricant liquids, semi -liquid materials or
solids.
Q. Wastewater having a pH less than 5.0 or more thean 12.5, or otherwise
causing corrosive structural damage to the wastewater collection system, the wastewater
plant or equipment.
R. Wastewater having a temperature greater than 150 degrees Fahrenheit (65' Q.
S. Pollutants which create a fire or explosive hazard, to include but not limited to
liquids with a closed -cup flashpoint of less than 140 degrees Fahrenheit (60' Q.
T. Pollutants which result in the presence of toxic gasses, vapors, or fumes within
the collection system or wastewater treatment plant which may cause the potential for
acute worker health and safety problems.
U. Wastewater which imparts color which cannot be removed by the treatment
process, to include but not limited to dye, wastes and vegetable tanning solutions which
consequently impart color to the treatment plant's effluent.
V. Any radioactive wastes or isotopes except in compliance with applicable
federal or state regulations and approved by the City.
W. Medical wastes.
18. Access to Easements. The City of Fayetteville is required by federal law to properly
operate and maintain its utilities. Doing this requires periodic work on said utility system
to include but not limited to clearing easements, adjusting manholes to grade, inspecting
manholes and cleanouts, installing and inspecting marking signs, locating lines, testing
lines with dye and smoke, televising lines, washing lines, and more. In order to do this
work, City employees and contractors working for the City are required by law to access
the pipe. This often requires crossing private property to get to our easement. By having
OP-01
Page 10 of 10
an easement on a lot, these workers are granted the legal right to cross said lot to get to
the utility easement. Lots containing an easement shall have a double wide gate installed
to allow vehicular access to the main.
OP-02
Page 1 of 6
CITY OF FAYETTEVILLE, ARKANSAS
POLICY AND PROCEDURE
Subject:
WATER SERVICE LINE AND CONNECTION POLICY
Policy Number:
OP-02
Original Policy Date:
June 23, 1988
Effective Date of New/Revised Policy:
August 1, 2005
Revision Dates:
July 21, 2005
Custodian: (Division)
WATER AND WASTEWATER
Mayor's Signature and Date
OP-2.0 PURPOSE:
To establish a uniform policy concerning water service lines and water service
connections.
OP-2.1 POLICY
General. There have been numerous pipe configurations installed underground since the
City of Fayetteville's water system was first designed and installed in 1889. This policy
is correct and appropriate for over 99% of the situations found. It does not eliminate
using sound judgment for the remaining 1% of the cases. Judgment calls shall be the
responsibility of the Mayor or his designated representative, who is currently the
Water/Sewer Maintenance Superintendent. Grandfather clauses do not apply in cases
where public health and safety is compromised, and thus do not apply for water system
issues.
1. Tapping Procedures.
A. Making Taps. The City will make or supervise all taps on existing water
mains, either by City crews making the tap or by contract supervised by the City
Engineering inspectors.
B. When the tap is purchased, the City will provide a wooden stake that is
marked "water" and with the size of the connection to be made. Please drive this stake in
the ground on the City side of your property line where the center of the meter box is to
OP-02
Page 2 of 6
be located. If this is not done, the connection will not be made. Failure to place the stake
promptly could delay your construction process.
C. Double water service connections should be placed at the common property
line for the two addresses being served, when applicable.
D. The meter box will be installed at the existing grade unless otherwise
specified. If special instructions are necessary, please make an appointment with a
Water and Sewer Division service representative and give instructions at that time.
Making a special note and attaching it to the tap paperwork when the tap is purchased
will reduce potential delays for special requirements. The owner is responsible for
knowing the final grade, as required by the owner's work or ordinances which govern the
grade for sidewalks and trails, and areas parallel to streets, drainage ways, etc.
E. Meter boxes are generally located on the City side of the property line (edge of
easement and/or right of way). If you have a special situation, consult with a
Water/Sewer Department service representative. Deviations are only approved on a case -
by -case basis, and may not be approved. If the Water/Sewer Department feels the meter
box needs to be located at a different location other than where staked, a field
representative will contact the individual who purchased the tap.
F. When locating your meter box, please avoid the following: driveways,
sidewalks, parking lots, enclosed areas, drainage ditches, flower beds, and low areas
where water stands. Meters shall not be installed in or allowed to remain in driveways or
areas where meter readers cannot easily get to the meter box to read the meter. They will
not be installed in locations where the meter box will regularly be filled with ground
water, nor in places where it is difficult for a meter reader to get to the meter to read it.
When driveways are constructed or created with either gravel, asphalt, concrete, or any
other similar material, existing water meters shall be moved out of the driveway area at
the owner's expense.
G. The connection to the customer's side of the meter is done by the customer's
plumber after the meter loop and box is in place. The plumber will tie the yard line to the
service pipe that is stubbed out of the meter box, City crews will not make this
connection. Pressure regulators shall be installed no closer than 5 feet from the water
meter box.
H. Connections are made on a first come first served basis, and could take three
to six weeks or more to be installed, depending on workload. In cases of connections in
or adjacent to Arkansas State Highways or railroads, a permit must first be obtained
which often takes up to an additional six weeks. This will greatly lengthen the tap
process.
I. City water connections shall be made at least ten (10) feet away from sewer
connections. The City portion of the water service shall have ten (10) feet of separation
from the sewer service, measured from the outside of the respective pipes.
OP-02
Page 3 of 6
J. Connections shall not be made in circumstances where they will degrade the
operating pressure or flow available to existing domestic or building water meters. In
these cases, the owners requiring the connection shall be responsible for increasing the
capacity on the City's water distribution system such that the required capacity is
available.
2. Water Meter Adjustments. If City crews have to return to the site to make any
adjustments on the meter box which are necessitated because of the property owner's
change of plans, such as landscaping, driveway location, grade, etc., all labor, materials
and equipment costs shall be charged to the owner. This also applies to meters which are
installed by a developer when a development is first constructed and to preexisting
meters.
3. Service Line Depth. A water service line must have at least 24" of ground cover to
prevent freezing. If the grade is changed such that the service line does not have
sufficient cover, the service line must be lowered so that it does have sufficient cover.
The labor, materials and equipment costs will be charged to the owner.
4. Access to and Visibility of Water Meters.
A. Brush, landscaping or other items which cause the meter box to be difficult to
see from the right-of-way or easement, or which causes difficulty for meter readers to get
to the box, shall be removed at the owner's expense. This includes plants, decorative
landscaping, retaining walls, private side walks, stairs, decks, large decorative rocks,
concrete statues, and other similar items. These shall not be placed over the City's
portion of the service line or within two feet of the box on the customer's side of the box,
three feet of the box parallel to the edge of the right of way or easement, or at all on the
City's side of the right of way or easement.
B. Meters shall be accessible without going through fences or gates except in
special circumstances.
C. Meters shall be placed on the City side of any private retaining walls of any
type, including those constructed immediately beside the sidewalk. The City portion of
the service line shall not go under any type of private wall or other structure.
5. Owner Responsibility. The owner is responsible for the service line from the outside
edge of the meter box to the home. This includes the point where the plumber hooks up
to the tail piece which comes out of the meter loop, and any pressure regulator or other
hardware installed on the owner's side of the meter box.
6. Irrigation Taps. The City reserves the right to refuse to make irrigation taps, if said
tap has the potential to degrade the operating pressure or flow available to domestic or
building water meters. In general, irrigation taps shall not be made on mains which are
3" or smaller. Irrigation meters and irrigation systems shall not be installed on double
OP-02
Page 4 of 6
meters servicing another residence, as this can degrade the other residence's water
pressure. The City must maintain positive control over the amount of flow on marginal
irrigation installations, The City shall not rely on verbal or written commitments from
the owner, as owners change and companies and individuals operating and maintaining
irrigation systems can not be reasonably expected to pass information regarding agreed
upon flow restrictions through the life of the irrigation system. Flow tests shall not be
used to change this policy, as the water line flow will gradually degrade with time and
with peak usage, and the flow test represents only the best case situation.
7. Two Inch Taps. Two inch taps shall not be made on any mains 3" or smaller. If a
customer requires a two inch (2") tap and if said tap has the potential to degrade the
operating pressure or flow available to other domestic or business meters, then the
customer, at his expense, shall be responsible to reinforce the water distribution system
such that the point demand from the two inch meter shall not degrade the operating
pressure or flow available to other domestic or business meters.
8. Sewer Service Required. Water services can not be installed until after the lot has
legal, approved and installed access to public sewer or an a septic system approved by the
Arkansas Department of Health.
9. Relocating Existing Meters. Meters are typically located on the City side of the
easement or right of way. In the past, some meter boxes were placed further in the
property than the easement or right of way. These meters shall be moved to the property
line at such time as the City side of the meter loop needs work or needs to be replaced.
The existing yard line will remain in service as long as it meets the current plumbing
codes and has had no documented problems. The new meter location will conform to this
policy. Meters shall be placed on the City side of any private retaining walls of any type,
including those constructed immediately beside the sidewalk. The City portion of the
service line shall not go under any type of private wall, sign, or other structure. Meters
shall not be allowed to remain in a driveway.
10. Site Restoration. In the event maintenance work is required on a service line, meter,
or meter box, the site restoration will match that done for main line repairs. The utility
shall repair only the following in an easement area or within two feet of the meter box:
grass, asphalt, normal (standard) concrete, irrigation systems which are damaged, mail
boxes which are damaged, and/or private wiring (such as for on -premises lighting, etc.)
which is damaged. The City shall not pay for relocation, repair, or damage caused to any
landscaping, unusual concrete, plants, planters, playground equipment, decorative rock,
rip rap, and other items placed on the easement or within two feet of the meter box. The
latter items can be removed by the City, at the owner's expense, if their movement is
required to make a repair.
OP-02
Page 5 of 6
11. Water Service Line Location.
A. Crossing Public Easements or Rights of Way. The customer's portion of a
water service line shall not be installed in a public easement or right of way, except for
the last two feet required to access the meter box.
B. Service Line Crossing Adjacent Lots. Water service lines must run directly
from the lot which they serve to the main without crossing another lot. The service may
cross street right of way and/or the easement to access the main. It may not run parallel
to the main, but can run at an angle between 450 to and perpendicular to the main.
Ownership is not the deciding factor; lot lines and separate property parcels are the
deciding factor. Thus, if one owner owns two adjacent lots, and builds on one lot, the
service for this structure and lot cannot cross the other lot.
12. Water Mains Accessing Every Lot. Water distribution mains shall be installed so
as to adjoin each lot such that all service lines meet the above requirements. Installing
and paying for water main extensions is the responsibility of the owner of the lot
receiving the service.
13. More Than One Water Main Available. In cases where more than one water main
is available to a given lot, the City reserves the right to decide which main may be used to
provide service to that lot. This is required in cases where some mains are on different
pressure planes, where some lines have a longer life expectancy than others, etc.
14. Water Easements for Private Lines. Water line easements for private lines to
cross adjacent lots are prohibited except in very rare cases. In general, these are when a
given for private residence tandem lot containing only one structure which requires water
service, wherein the lot is "landlocked" from a water main, all adjacent lots have legal
access to a main, and the water line easement is collocated with an above ground access
easement. Private easements shall not be used in cases where water main extensions are
in the public best interest, such as where a water line shall be made accessible to other
lots, where a future main may be required, where a water main loop is desirable to
provide better public service, or where fire protection is required.
15. Use of old building water service lines with new or renovated buildings. Old
building water service lines may be used in connection with new buildings only when
they are found on examination and test by the approving authority to meet all current
plumbing requirements.
Complete remodeling is included in the definition of "new building" if the remainder of
the plumbing system is being replaced and must meet current plumbing codes, or if the
value of the renovation is equal or grater than 50% of the value of the structure.
The cost of this examination and test is borne by the Owner. In these cases, a new tap
should be purchased, with a note that the Owner would like to use the existing service
line. If the latter is determined to be acceptable, then the Owner will be reimbursed the
OP-02
Page 6 of 6
tapping fee less the actual cost of the inspection and testing. It is the owner's
responsibility to identify the location of the service line.
16. Taps Prohibited on Transmission Mains and on Water Tank or Pump Station
Sites. Individual user water taps shall not be made on transmission mains, defined as any
water main 16" and larger. Main line extensions off of transmission mains shall only be
approved on a case by case basis, and may be rejected. Individual user water taps shall
not be made on water tank or pump station sites. Taps for lots adjacent to these sites shall
only be made on the distribution (as opposed to transmission) mains outside these sites.
17. Water Pressure Provided.
A. The City shall provide normal operating water pressure of at least 25 pounds
per square inch (psi) at the City's side of the meter loop. The City does not guarantee
this water pressure at all times, as the pressure will occasionally be lowered or the mains
may have to be turned off for scheduled and unscheduled maintenance. It is possible that
some customers at some locations shall need a pump on their side of the meter to provide
the pressure desire for their water use. These pump systems cannot have such capacity
that they reduce pressure on the City's main such that degrade the operating pressure or
flow available to existing customers.
B. Taps shall not be made for locations where there is not a reasonable
expectation of the City being able to provide 25 psi operating pressure at the City's side
of the meter under summer high flow operating conditions.
C. The water pressure at the City's side of the meter may exceed that for which
domestic plumbing is designed. If the pressure at the City's side of the meter exceeds 70
psi, the owner is required to install a pressure regulator on his system on his side of the
meter. The pressure regulator is the owner's property and responsibility.
18. Access to Easements. The City of Fayetteville is required by federal law to properly
operate and maintain its utilities. Doing this requires periodic work on said utility system
to include but not limited to clearing easements, checking valve boxes, raising, exercising
and operating valves, installing and inspecting marking signs, locating lines and more. In
order to do this work, City employees and contractors working for the City are required
by law to access the pipe. This often requires crossing private property to get to our
easement. By having an easement on a lot, these workers are granted the legal right to
cross said lot to get to the utility easement. Lots containing an easement shall have a gate
installed to allow vehicular access to the main.
NORTHWEST ARKAws
AFFIDAVIT OF PUBLICATION
1, Brittany Smith, do solemnly swear that I am the Accounting Legal Clerk of the
Northwest Arkansas Democrat -Gazette, a daily newspaper printed and
published in said County, State of Arkansas; that I was so related to this
publication at and during the publication of the annexed legal advertisement
the matter of Notice pending in the Court, in said County, and at the dates of
the several publications of said advertisement stated below, and that during said
periods and at said dates, said newspaper was printed and had a bona fide
circulation in said County; that said newspaper had been regularly printed and
published in said County, and had a bona fide circulation therein for the period of
one month before the date of the first publication of said advertisement; and that
said advertisement was published in the regular daily issues of said newspaper
as stated below.
City of Fayetteville
Proposed Adoption
Was inserted in the Regular Edition on:
July 24, 2022
Publication Charges: $100.32
S�
Brittany Smith ._
Subscribed and sworn to before me
This 2,,7 day of J"� , 2022.
aLL �-4
Notary Public +-
My Commission Expires: ZIN
**NOTE**
Please do not pay from Affidavit.
Invoice will be sent.
Cathy VV Ies
Benton COUNTY
NOTP,,RY PUBLIC—ARKANISAS
My Corr u2-20-2024
12397118
CITY OF FAYETTEVILLE,
ARKANSAS
Notice of Proposed Adoption of
Standard Specifications ror Design and
Construction of Water Lines and Sewer
Lines, 2022 Edition
City Council Meeting: "ruesday, August
2, 2022 at 5:30 PM
City of Fayetteville Administration
Building, City Hall
113 W. Mountain - Room 219 or via
Zoom link a1 w%%w.fayetteville-ar.gov
On the date and at the approximate time
mentioned above, the Fayetteville City
Council will hold a public hearing as
pan of the Fayetteville City Council
Meeting prior to the consideration and
possible adoption of the Standard
Specifications for Design and
Construction of Water Lines and Sewer
Lines, 2022 Edition. Irapproved, the
ordinance would require all new
residrnlial and commercial construction
and renovations involving the
installation of water lines and sewer
lines to comply with the Standard
Specifications for Design and
Construction of Water Lines and Sewer
Lines, 2022 Edition.
The public will be able to comment
during the public comment portion
during consideration of the ordinance
prior to its final consideration and vote
by the Fayetteville City Council. The
public can attend in person or remotely
via the link on the City's website,
www.fayettcvilic-ar.gov. Copies of the
Standard Specifications in etcctronic and
paper form are now available for public
inspection and review in the Fayetteville
City Clerk's Office.
75581399 July 24, 2022