FOREWORD

DEFINITIONS

When used in these standards or elsewhere in the contract, the following terms, or pronouns used in place of them, shall have the meaning ascribed to them in this section, unless it is apparent from the context that a different meaning is intended:

The term Board or Commission shall mean the members of the Board or Commission of Water Supply of the various island water jurisdictions in the State of Hawaii.

The term Contract shall mean the written agreement covering the construction of the project by the Contractor, including the furnishing of labor, materials and equipment in connection therewith. It shall include the notice to contractors, the bid, wage schedule, list of subcontractors, the award, the special provisions, the plans, the specifications, the bond, any addendum and any written order. It shall also include all amendments to the contract by supplemental agreement thereto in writing.

The term Contractor shall mean the party (individual, corporation, joint venture, or

partnership) who has entered into the contract with the Department of Water Supply.

The term County shall mean the City and County of Honolulu, County of Hawaii, County of

Kauai, or the County of Maui.

The term Engineer shall mean the person or firm who is responsible for the design of the

project and who prepared the plans.

The term "Kauai", "Oahu", "Maui", or "Hawaii" shall mean the Department of Water Supply of the respective island water jurisdictions in the State of Hawaii.

The term Mains shall mean water pipelines within the City/County water system, to include Transmission Mains (from its source or storage to the distribution system) and Distribution Mains.

The term Manager shall mean the Manager, Director, or Manager and Chief Engineer of the

Department of Water Supply or his authorized representative.

The term Owner or Department shall mean the Department of Water Supply of the various

island water jurisdictions in the State of Hawaii.

The term Project shall mean the structure or improvements to be constructed in whole or in

part through the performance of this contract.

The term State shall mean the State of Hawaii.

i

The term Work shall mean all equipment, materials, operations and incidental activities

necessary for the completion of any part or all of the project.

SCOPE

This publication shall govern the design and construction of water system facilities under the jurisdiction of the Water Departments of the various counties in the State of Hawaii.

Requirements peculiar to each Department are reflected in these standards by tables and special notes. Also certain features of water system installations which do not readily lend themselves to standardization but are designed and installed according to the special requirements applying to each case shall be subject to special review and approval of the Manager.

Any feature of design, materials to be installed, or construction methods to be used for any installation within the scope of the Water System Standards, but not specifically described herein, shall be of good quality, according to accepted practice, and shall meet with the approval of the Manager.

The Water System Standards are subdivided as follows:

Foreword

Division 100 Planning
Division 200 Materials
Division 300 Construction
Division 400 Approved Material List and Standard Details
Division 500 Volume 3 External Corrosion Control Standards (Not applicable for
Hawaii and Kauai). Refer to the “WATER SYSTEM EXTERNAL
CORROSION CONTROL STANDARDS”, VOLUME 3, DATED
1991 and all subsequent amendments and additions (under separate
cover and not included in these standards)

The "HAWAII ADMINISTRATIVE RULES, TITLE 3", Department of Accounting and General Services, is by reference incorporated herein and made part of these "Water System Standards". The term "HAR" used in these "Water System Standards" refers to the "HAWAII ADMINISTRATIVE RULES, TITLE 3".

For the Department of Water Supply, County of Hawaii, the "GENERAL REQUIREMENTS AND COVENANTS FOR THE DEPARTMENT OF WATER SUPPLY, COUNTY OF HAWAII" is by reference incorporated herein and made a part of these "WATER SYSTEM STANDARDS."

For the Department of Water, County of Kauai, the "GENERAL PROVISIONS FOR CONSTRUCTION CONTRACTS OF THE DEPARTMENT OF WATER, COUNTY OF KAUAI" is by reference incorporated herein and made a part of these "WATER SYSTEM STANDARDS."

For the Department of Water Supply, County of Maui, the "GENERAL CONDITIONS FOR FORMAL CONSTRUCTION BIDS FOR THE COUNTY OF MAUI" is by reference incorporated herein and made a part of these "WATER SYSTEM STANDARDS."

For the Board of Water Supply, City and County of Honolulu, the “GENERAL INSTRUCTIONS TO BIDDERS” of the City and County of Honolulu, Department of Budget and Fiscal Services, City and County of Honolulu, revised July 1999, and the “GENERAL CONDITIONS OF CONSTRUCTION CONTRACTS OF THE CITY AND COUNTY OF HONOLULU,” Department of Budget and Fiscal Services, revised July 1999, are by reference incorporated herein and made a part of these “WATER SYSTEM STANDARDS”.

CONFORMITY AND USE

All design and construction within the scope of the Water System Standards shall be in accordance with the requirements herein, unless specifically modified or required otherwise by the Manager.

Any statement on the plans and specifications requiring materials and construction to be in accordance with the Water System Standards shall have the effect of incorporating all the provisions of the Standards.

AMENDMENTS

The Manager has the authority to make changes to the Water System Standards based on the latest engineering, technology, practices and requirements.

Where official changes, additions, or amendments to the Water System Standards are made, printed copies thereof will be made available to interested parties at the offices of the Water Departments.

Official changes, additions or amendments to the Water System Standards in effect on the date of invitation for bids form a part of the Water System Standards.

REFERENCE SPECIFICATIONS

When reference is made to known standard specifications, the most recently adopted and published edition of such specifications on the date of the notice to bidders is contemplated, unless otherwise specified.

ABBREVIATIONS

The following abbreviations shall refer to the technical society, organization, body, code, rules or

standards, listed opposite each abbreviation:

ABBREV. DESCRIPTION
AASHTO American Association of State
Highway & Transportation
Officials
AC Asphaltic Concrete
ACI American Concrete Institute
Ag Gross Area
AG Air Gap
AISC American Institute of Steel
Construction
ANSI American National Standards
Institute
ARV Air Relief Valve
As Area of Steel
ASTM American Society for Testing
& Materials
AWWA American Water Works
Association
AWS American Welding Society
B Bell End
B&S Bell & Spigot
BWG Birmingham Wire
BFP Backflow Preventer
BFV Butterfly Valve
BGGV Bevel Geared Gate Valve
BOT Bottom
BV Butterfly Valve
BW Both Ways
BWS Board of Water Supply
C X C Copper to Copper
CI Cast Iron
ABBREV. DESCRIPTION
CIH Certified Industrial Hygienist
CIP Cast Iron Pipe, Cast-In-Place
CC Compression Coupling
CCP Concrete Cylinder Pipe
CIRC Circular
CL Class
CLR Clearance, Clear
CMU Concrete Masonry Unit
COMP Companion Flange
FLG
COMP Compound Meter
METER
CONC Concrete
CONC Concrete Block
BLK.
CONT Continuous
DI Ductile Iron
DC BFP Double Check Backflow
Preventer
DC Detector Check Meter
METER
DCV Double Check Valve
DFT Dry Film Thickness
DIA Diameter
DIAG Diagonal
DLNR Department of Land and
Natural Resources
DOT Department of Transportation
DPP Department of Planning and
Permitting
ABBREV. DESCRIPTION
DPW Standard Details and Standard
Specification for Public Works
Construction, Department of
Public Works, Kauai, Hawaii,
Maui, Oahu
DR Diameter to Thickness Ratio,
Wall Thickness Dimension
Ratio
DWS Department of Water Supply
EA Each
EF Each Face
EPA Environmental Protection
Agency
EQ Equal
ES Each Side
EW Each Way
F Flanged
FB Flat Bar
FCCCHR/ Foundation for Cross-
USC Connection Control and
Hydraulic Research/University
of Southern California
FE Flanged End
FDA Food and Drug Administration
FE X MJ Flanged End by Mechanical
Joint
FH Fire Hydrant
FIN GR Finished Grade
FIPT Female Iron Pipe Thread
FL Flanged
FE x B Flanged by Bell End Pipe
FPT Female Pipe Thread
FS Federal Specifications
FT Foot
FTG Footing
GI Galvanized Iron
ABBREV. DESCRIPTION
GA Gauge, Gage
GALS Gallons
GALV Galvanized
GPM Gallons Per Minute
GV Gate Valve
HAR Hawaii Administrative Rules,
Title 3
HCB Hollow Core Block
HORIZ Horizontal
HR Hour
HRS Hawaii Revised Statutes
HS Highway Standard
HT Height
ID Inside Diameter
ID Identification
IN Inch
LF Linear Feet
LBS Pounds
LG Long
LRFD Load and Resistance Factor
Design
MJ Mechanical Joint
MAX Maximum
MGD Million Gallons Per Day
MH Manhole
MIL Millimeter
MIN Minimum
MIPT Male Iron Pipe Thread
MPT Male Pipe Thread
MTD Mounted
NPTE National Pipe Thread, External
NPTI National Pipe Thread, Internal
N/A Not Applicable

v

ABBREV. DESCRIPTION
NA Not Allowed
NEC National Electric Code
NEMA National Electrical
Manufacturer’s Association
NO Number
NPDES National Pollutant Discharge
Elimination System
NRS Non Rising Stem
NSF National Sanitation Foundation
NTS Not To Scale
OC On Center
OCEW On Center Each Way
OD Outside Diameter
OS & Y Operating Stem & Yoke
OSHA Occupational Safety and Health
Act
OZ Ounce, Ounces
PC Point of Curvature
PJ Pack Joint
PL Property Line
PT Point of Tangency
PCF Pounds Per Cubic Foot
PE Plain End
PE Polyethylene
PE X FE Plain End by Flanged End
PLT Plate
PSF Pounds Per Square Foot
PSI Pounds Per Square Inch
PVC Polyvinyl Chloride
R/W Right-of-Way
RAD Radius
RED Reducer
REINF Reinforce, Reinforcing,
Reinforcement
ABBREV. DESCRIPTION
REQ'D Required
RO Revised Ordinances, City and
County of Honolulu
RP Reduced Pressure Backflow
Preventer
SE Screwed End
SJ Slip Joint
SP Special Provision
SQ Square
SS Stainless Steel
STD Standard
STL Steel
T & B Top & Bottom
THK Thick
TV Top Vertical
TYP Typical
UBC Uniform Building Code
UL Underwriters’ Laboratories,
Inc.
USG U. S. Standard Gage
USGS U. S. Geological Survey
VB Vacuum Breaker (atmospheric
or pressure type)
VERT Vertical
VOL Volume
W/ With
W/O Without
WF Wide Flange
WT Watertable
WWF Welded Wire Fabric

TABLE OF CONTENTS

SECTION PAGE FOREWORD ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ i Scope, Conformity and Use, Amendments, Definitions, Reference Specifications and Abbreviations DIVISION 100 - PLANNING 101 GENERAL ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 101-1 102 MAINS

102.01 Location ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-1

102.02 Pipeline Easements ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-3

102.03 Cover ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-4

102.04 Diameter ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-4

102.05 Type, Class ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-5

102.06 Jackets ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-6

102.07 Deflection Per Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-7

102.08 Street Ends ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-10

102.09 Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 102-11 103 MAIN VALVES

103.01 Location, Type, Working Pressure ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 103-1

103.02 Manholes and Valve Boxes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 103-3 104 APPURTENANCES

104.01 Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 104-1

104.02 Service Laterals and Connections ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 104-2

104.03 Meter Boxes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 104-4

104.04 Thrust Blocks and Beams ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 104-5

104.05 Riprap over Trench ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 104-5

104.06 Air Relief Valves/Combination Air Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 104-5

104.07 Blowoff Lines ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 104-6

104.08 Cleanouts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 104-6

SECTION PAGE 105 STRUCTURES

105.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-1

105.02 Approval ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-1

105.03 Drainage System ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-1

105.04 Access Road ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-1

105.05 Access Road Gate ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-1

105.06 Landscaping ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-2

105.07 Acoustical Requirements ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-2

105.08 Perimeter Fence ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-2

105.09 Drainage Easements ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-2

105.10 Reservoirs ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-3

105.11 Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 105-4

106 MECHANICAL AND ELECTRICAL

106.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 106-1

106.02 Pumps ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 106-1

106.03 Motors ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 106-1

106.04 Instrumentation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 106-1

106.05 Chlorinators ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 106-1

106.06 Shutoff Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 106-1

106.07 Flow Meters ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 106-1

107 BACKFLOW PREVENTION ASSEMBLY

107.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 107-1

107.02 Requirements for Non-specified Facilities ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 107-1

107.03 Requirements for Backflow Prevention ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 107-1

108 WELL DRILLING

108.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 108-1

109 LANDSCAPING AND IRRIGATION

109.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 109-1

SECTION PAGE

110 PLANNED DEVELOPMENTS

110.01 Introduction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 110-1

110.02 Plans ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 110-1

110.03 Fire Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 110-1

110.04 Water Mains ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 110-3

110.05 Drainage ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 110-3

110.06 Fire Flow ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 110-3

110.07 Second Feed ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 110-3

111 WATER REQUIREMENTS

111.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 111-1

111.02 Domestic Consumption Guideline ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 111-1

111.03 Fire Flows, Duration, and Hydrant Spacing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 111-1

111.04 System Capacity ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 111-2

111.05 Demand Factors ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 111-2

111.06 Pipeline Sizing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 111-5

111.07 Reservoir Capacity ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 111-6

111.08 Total Pump Capacity ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 111-6

112 CONSTRUCTION PLANS

112.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 112-1

112.02 Plans ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 112-1

112.03 Miscellaneous Submittals ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 112-4

112.04 Submittals Prior to Construction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 112-5

112.05 Submittals During Construction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 112-5

112.06 As-Built Construction Plans ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 112-5

113 WATER MASTER PLAN

113.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 113-1

113.02 Plans ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 113-1

113.03 Development by Phases ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 113-1

DIVISION 200 - MATERIALS

SECTION PAGE 201 GENERAL ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 201-1 202 DUCTILE IRON PIPE, FITTINGS AND APPURTENANCES

202.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-1

202.02 Mechanical Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-4

202.03 Push-on Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-4

202.04 Flanged Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-5

202.05 Special Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-5 203 CONCRETE CYLINDER PIPE AND FITTINGS

203.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-1

203.02 Pretensioned Concrete Cylinder Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-2

203.03 Cement Mortar Lined and Coated Cylinder Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-4

203.04 Concrete Cylinder Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-5

203.05 Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-6 204 PLASTIC PIPE

204.01 Polyvinyl Chloride (PVC) C-900 & C-905 Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 204-1 205 VALVES AND APPURTENANCES

205.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-1

205.02 Gate Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-1

205.03 Butterfly Valves and Manual Operators ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-4

205.04 Tapping Valves and Sleeves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-5

205.05 Ball Valves and Appurtenances ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-5

205.06 Air Relief Valves/Combination Air Valves and ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-6 Appurtenances

206 HYDRANT AND APPURTENANCES

206.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 206-1

206.02 Wet-Barrel Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 206-2

206.03 Dry-Barrel Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 206-2

206.04 Hydrant Markers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 206-3

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207 CAST IRON MANHOLE COVERS, FRAMES, RUNGS, EYEBOLTS,

METER BOX AND VALVE BOX COVERS AND FRAMES, AND

STANDPIPE

207.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-1

207.02 Manhole Covers and Frames ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-1

207.03 Manhole Rungs ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-2

207.04 Eyebolts, Nuts, and Washers for Type “A” Manhole ⋅⋅⋅⋅⋅⋅ 207-2

207.05 Meter Box Covers and Frames ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-2

207.06 Valve Box Covers and Frames and Standpipes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-3

207.07 Brass Plates ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-3

208 SERVICE LATERALS AND APPURTENANCES

208.01 Copper Tubing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-1

208.02 Brass Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-1

208.03 Plastic Tubing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-1

208.04 Ball Corps ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-3

208.05 Ball Stops ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-4

208.06 Couplings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-5

208.07 Service Saddles ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-5

208.08 Meter Box ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-6

209 PREMOLDED FILLER, CRUSHED ROCK, PIPE CUSHION, BACKFILL MATERIAL AND BRICKS

209.01 Premolded Filler ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-1

209.02 Pipe Cushion ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-1

209.03 Crushed Rock ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-2

209.04 Backfill Material ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-2

209.05 Bricks ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-3

210 VALVE MARKERS, PIPE HANGERS, LATERAL BRACINGS AND INSERTS

210.01 Valve Markers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 210-1

210.02 Pipe Hangers, Lateral Bracings, and Inserts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 210-1

211 BRASS PRODUCTS

211.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 211-1

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212 MISCELLANEOUS

212.01 Asphalt Seal for Reservoir Interior Perimeter ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-1

212.02 Asphaltum ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-1

212.03 Bitumastic Coating ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-1

212.04 Crystallization Products ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-2

212.05 Geotextile Fabrics ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-2

212.06 Petroleum Asphaltic Coatings (Factory Applied) ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-3

212.07 Wall Sliding Joint Material ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-3

212.08 Warning Tape ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-3

212.09 Waterstops ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-4

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DIVISION 300 - CONSTRUCTION

SECTION PAGE 301 INTRODUCTION

301.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-1

301.02 Authority of Manager ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-1

301.03 Measurement and Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-1

301.04 Quality of Materials for Construction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-2

301.05 Sanitation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-2

301.06 Provision for Emergencies ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-2

301.07 Accidents ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-2

301.08 Disturbing Monuments ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-3

301.09 Trees, Plantings, Shrubs and Grass ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-3

301.10 Responsibility Regarding Existing Utilities and Structures ⋅⋅⋅ 301-3

301.11 Notice to Public of Closing or Obstructing Public ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-5 Thoroughfare

301.12 Cleaning Up ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-5

301.13 Patented Articles ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-6

301.14 Explosives ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-6

301.15 Use and/or Damage to Private Property (Property ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-6 Owned Other Than by the Contractor)

301.16 Inspection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-6

301.17 Additional Requirements for Private Development ⋅⋅⋅⋅⋅⋅⋅⋅ 301-7 Projects

302 WATER MAINS AND APPURTENANCES

302.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-1

302.02 Trench Excavation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-3

302.03 Trench Backfill ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-6

302.04 Sheathing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-9

302.05 Dewatering ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-9

302.06 “Adobe” or Clay ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-10

302.07 Mud Removal and Crushed Rock Trench Stabilization ⋅⋅⋅⋅⋅ 302-10

302.08 Blasting ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

302.09 Excavation for Manholes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

302.10 Excavation for Thrust Blocks, Beams and Test Blocks ⋅⋅⋅⋅⋅ 302-11

302.11 Surplus Excavation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-12

302.12 Ductile Iron Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-12

302.13 Concrete Cylinder Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-15

302.14 Plastic Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-19

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302.15 Fittings and Specials (Ductile Iron, Concrete ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-20 Cylinder, Plastic PVC Pipe)

302.16 Gate Valves and Butterfly Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-21

302.17 Air Relief Valves/Combination Air Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-23 (ARV) and Appurtenances

302.18 Service Laterals, Connections and Pipes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-24

302.19 Meter Boxes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-27

302.20 Fire Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-28

302.21 Fire Hydrant Markers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-30

302.22 Concrete Blocks, Jackets, Beams, Curb Guards, Slab for Fire 302-30 Hydrants and Meter Boxes, Manhole and Valve Box Collar

302.23 Manholes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-32

302.24 Valve Boxes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-34

302.25 Existing Water System ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-35

302.26 Water Supply ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-35

302.27 Pipe Cleaning ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-36

302.28 Pipe Pressure Tests ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-37

302.29 Chlorination of Water Pipelines ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-38

302.30 Connections, Relocations and Lowering ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-41 of Water Mains and Laterals

302.31 Removing or Demolishing, Reinstalling or Returning ⋅⋅⋅⋅⋅ 302-43 Existing Pipes and Appurtenances

302.32 Pipe Hangers, Lateral Bracings and Inserts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

302.33 Pipe Sleeves Through Retaining Walls ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

302.34 Cleanouts and Risers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

302.35 Valve Markers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-46

302.36 Slow Curing Asphalt (SC-4) Pavement (Cold Mix) ⋅⋅⋅⋅⋅⋅⋅⋅ 302-46

302.37 Restoring Pavements, Driveways, Sidewalks, Curbs, ⋅⋅⋅⋅⋅⋅ 302-47 Gutters, Fences, Walls and Miscellaneous

302.38 Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-49

302.39 Confined Spaces ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-49

303 STRUCTURES

303.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-1

303.02 Sitework ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-1

303.03 Concrete Work ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-7

303.04 Reinforcing Steel ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-21

303.05 Welded Wire Fabric ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-22

303.06 Reinforced Concrete Reservoir ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-22

303.07 Prestressed Concrete Reservoir ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-25

303.08 Facility Piping ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-33

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303.09 Sampling Tube and Chlorine Injection Line ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-33

303.10 Reservoir Leakage Test and Disinfection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-34

303.11 Structure Clean-Up ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-36

303.12 Protection of Reservoir ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-37

303.13 Unit Masonry ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-37

303.14 Stone Masonry ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-42

303.15 Concrete Roofing Tile ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-44

303.16 Built-Up Roofing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-45

303.17 Metal Roofing and Siding ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-47

303.18 Quarry Tile Work ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-51

303.19 Carpentry and Millwork ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-52

303.20 Drywall Construction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-55

303.21 Caulking ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-57

303.22 Miscellaneous Iron and Metal Work ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-58

303.23 Doors and Frames ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-63

303.24 Finish Hardware ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-68

303.25 Acoustical Tile ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-69

303.26 Sound Attenuating Enclosures ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-73

303.27 Painting ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-73

303.28 Architectural Specialties ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-75

303.29 Miscellaneous Specialties ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-77

303.30 Plumbing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-77

303.31 Drainage System ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-81

303.32 Access Road and Paved Area ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-84

303.33 Chain Link Fence and Gate ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 303-92

304 MECHANICAL AND ELECTRICAL

304.01 Pumps ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 304-1

304.02 Motors ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 304-1

304.03 Electrical Work ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 304-2

304.04 Pump Station Mechanical Equipment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 304-4

305 BACKFLOW PREVENTION ASSEMBLIES

305.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 305-1

305.02 Installation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 305-1

305.03 Testing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 305-3

305.04 Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 305-3

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306 WELL DRILLING

306.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-1

306.02 Mobilization and Demobilization ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-1

306.03 Well Drilling to Casing Depth ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-1

306.04 Well Casing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-2

306.05 Filling of Annular Space ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-4

306.06 Plumbness and Alignment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-4

306.07 Abandonment of Well ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-5

306.08 Well Drilling Below Bottom of Casing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-5

306.09 Additional Well Drilling, Cleansing and Testing ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-6

306.10 Well Cleansing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-6

306.11 Set-Up for Yield-Drawdown and Sustained ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-7 Pumping Tests of Well

306.12 Testing for Yield-Drawdown and Sustained Pumping ⋅⋅⋅⋅⋅⋅ 306-8

306.13 Completion of Well ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-9

306.14 Clean-Up ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 306-9

307 LANDSCAPING AND IRRIGATION

307.01 Landscaping ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 307-1

307.02 Irrigation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 307-8

xvi

DIVISION 400 - APPROVED MATERIAL LIST AND STANDARD DETAILS

SECTION PAGE

401 GENERAL ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 401-1

402 APPROVED MATERIAL LIST

I. Pipes and Appurtenances ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 402-1

II. Valves and Appurtenances ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 402-8

III. Service Laterals, Fittings and Appurtenances ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 402-20

IV.
Fire Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 402-28
V.
Paint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 402-30

VI. Miscellaneous ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 402-52

403 STANDARD DETAILS

Application Table ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 403-1

Detail Nos.

I. Concrete Reaction Blocks, Valve Anchor Blocks, ⋅⋅⋅⋅⋅ B1-B23 Beams, and Jackets (B)

II. Chain Link Fence and Gate (F) ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ F1-F5

III. Fire Hydrant and Appurtenances (FH) ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ FH1-FH13

IV.
Service Laterals (L) ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ L1-L38
V.
Meter Boxes, and 3-Inch and Larger Meters (M) ⋅⋅⋅⋅⋅⋅ M1-M43

VI. Manholes (MH) ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ MH1-MH25

VII. Trench Detail, and Concrete Cylinder Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ P1-P12 and Appurtenances (P)

VIII. Valves and Appurtenances (V) ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ V1-V23

xvii

DIVISION 500 - WATER SYSTEM EXTERNAL CORROSION CONTROL STANDARDS

SECTION PAGE

Not applicable for Hawaii and Kauai: Refer to the “WATER SYSTEM EXTERNAL CORROSION CONTROL STANDARDS”, VOLUME 3, DATED 1991 and all subsequent amendments and additions (under separate cover and not included in these Standards).

APPENDIX

SECTION PAGE APPENDIX A - LIST OF TABLES ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ A-1 APPENDIX B - INDEX ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ B-1

xviii

DIVISION 100 - PLANNING

TABLE OF CONTENTS DIVISION 100 - PLANNING

SECTION PAGE

101 GENERAL ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅101-1

102 MAINS

102.01 Location ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-1

102.02 Pipeline Easements ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-3

102.03 Cover ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-4

102.04 Diameter ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-4

102.05 Type, Class ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-5

102.06 Jackets ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-6

102.07 Deflection Per Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-7

102.08 Street Ends ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-10

102.09 Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅102-11

103 MAIN VALVES

103.01 Location, Type, Working Pressure ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅103-1

103.02 Manholes and Valve ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅103-3 Boxes

104 APPURTENANCES

104.01 Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-1

A. Spacing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-1

B. Location ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-1

C. Depth ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-2

D. Outlets ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-2

104.02 Service Laterals and Connections ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-2

A. Location ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-2

B. Cover ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-3

C. Diameter ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-3

D. Type of Lateral and Connection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-3

E. Connection to Main ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-3

104.03 Meter Boxes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-4

104.04 Thrust Blocks and Beams ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-5

104.05 Riprap over Trench ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-5

104.06 Air Relief Valves/Combination Air Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-5

104.07 Blowoff Lines ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-6

100-i

SECTION PAGE

104.08 Cleanouts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-6

A. Permanent Cleanouts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-6

B. Temporary Cleanouts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅104-6

105 STRUCTURES

105.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-1

105.02 Approval ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-1

105.03 Drainage System ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-1

105.04 Access Road ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-1

105.05 Access Road Gate ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-1

105.06 Landscaping ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-2

105.07 Acoustical Requirements ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-2

105.08 Perimeter Fence ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-2

105.09 Drainage Easements ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-2

105.10 Reservoirs ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

A. Size ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

B. Type ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

C. Influent - Effluent Line ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

D. Washout Line ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

E. Overflow Line ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

F. Washdown Connection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

G. Instrument Pressure Line ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

H. Sampling Line ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-3

I. Perimeter Road ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-4

J. Access to Reservoir ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-4

K. Blowoff Lines ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-4

L. Chlorination Line ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-4

M. Painting ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-4

N. Floor Cement Topping ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-4

O. Exterior and Interior Ladders ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-4

105.11 Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅105-4

106 MECHANICAL AND ELECTRICAL

106.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅106-1

106.02 Pumps ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅106-1

106.03 Motors ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅106-1

106.04 Instrumentation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅106-1

106.05 Chlorinators ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅106-1

106.06 Shutoff Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅106-1

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SECTION PAGE

106.07 Flow Meters ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅106-1 107 BACKFLOW PREVENTION ASSEMBLY

107.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅107-1

107.02 Requirements for Non-specified Facilities ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅107-1

107.03 Requirements for Backflow Prevention ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅107-1

108 WELL DRILLING

108.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅108-1

109 LANDSCAPING AND IRRIGATION

109.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅109-1

110 PLANNED DEVELOPMENTS

110.01 Introduction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-1

110.02 Plans ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-1

110.03 Fire Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-1

A. Spacing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-1

B. Accessibility ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-2

110.04 Water Mains ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-3

A. Unpaved Areas ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-3

B. Paved Traveled Areas ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-3

C. Off Roadways ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-3

110.05 Drainage ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-3

110.06 Fire Flow ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-3

110.07 Second Feed ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅110-3

111 WATER REQUIREMENTS

111.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅111-1

111.02 Domestic Consumption Guideline ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅111-1

111.03 Fire Flows, Duration, and Hydrant Spacing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅111-1

111.04 System Capacity ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅111-2

111.05 Demand Factors ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅111-2

111.06 Pipeline Sizing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅111-5

111.07 Reservoir Capacity ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅111-6

111.08 Total Pump Capacity ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅111-6

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SECTION PAGE

112 CONSTRUCTION PLANS

112.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅112-1

112.02 Plans ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅112-1

112.03 Miscellaneous Submittals ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅112-4

112.04 Submittals Prior to Construction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅112-5

112.05 Submittals During Construction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅112-5

112.06 As-Built Construction Plans ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅112-5

113 WATER MASTER PLAN

113.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅113-1

113.02 Plans ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅113-1

113.03 Development by Phases ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅113-1

100-iv

DIVISION 100 - PLANNING

SECTION 101 - GENERAL

All proposed work shown in the Plans submitted to the Manager for approval shall be designed according to these Standards unless otherwise directed by the Manager.

The Manager may grant exception to the Standards to permit reasonable utilization of engineering judgment while at the same time securing substantial conformance with the objectives of these Standards.

SECTION 102 - MAINS

102.01 LOCATION.

Mains, other than those installed in easements or rights-of-ways, shall be located in the paved street area at the respective distances from the face of curb as listed below unless otherwise required to clear obstructions or as determined by the Manager:

Island Feet
Hawaii, Kauai 5
Maui, Oahu 10

For Oahu Only: Mains shall be located 3 feet minimum clear from curbs, curb ramps or edge of gutters and shall also be aligned to provide 3 feet clearance between edges of valve boxes or manholes and curbs, curb ramps or gutters.

Within easements and rights-of-way, mains shall be accessible at all times clear of any parking stalls and above ground structures and located as determined by the Manager.

In case of extra wide streets, the Manager may require that two parallel, interconnected mains be installed, one on each side of the street. Sizes and other details in such cases shall be as approved by the Manager.

On side hill streets, the main shall, where possible, be located on the cut side of the centerline of the street. Where practicable, mains shall be located on the high side of super-elevated curves.

Unless otherwise specified by the Manager, where mains are to be installed in vicinity of trees, provide 8 feet minimum clearance to the outermost edge of the trunk of the trees or concrete jacket the main and provide 5 feet minimum clearance to the outermost edge of the trunk of the tree. Install root barrier around trees. (For Hawaii and Oahu only: Provide 3 feet minimum clearance from the spread of the tree where practicable.)

Where practicable, mains shall be located out of street parking areas and in one lane of the road to minimize traffic disruptions.

Mains and concrete thrust blocks shall be located 3 feet minimum clear from street monuments and temporary benchmarks.

Guardrail post locations are to be kept to a minimum clear distance of 18 inches to any 2-1/2-inch or smaller water lines and meter boxes. No post driving will be allowed when post is to be installed closer than 3 feet from 3-inch and larger water mains.

102-1

No gas, petroleum, sewer main, nonpotable water main, electric or telephone duct or other utility line shall be installed in the same trench with potable water mains.

For stub-outs, mains shall be located to provide adequate room for future extension and clearance to existing and proposed utilities.

For cross-country mains and mains located in inaccessible areas, as approved by the Manager, mains shall be concrete jacketed. Grouted riprap paving with adequate concrete keys and weepholes shall be constructed.

Minimum horizontal and vertical clearances between water mains and other utilities except sanitary sewers are listed in Table 100-1. Minimum clearances shall be measured between outer edges or diameters of the utilities. Wherever possible, water mains shall be installed at a higher elevation than sewer mains. Refer to Section 102.06 - JACKETS and Table 100-5 for criteria for use of concrete jackets with sanitary sewers. Whenever concrete jackets are involved, clearances shall be total clear distance between the concrete jacket and utility concerned. The water main shall be concrete jacketed when determined necessary by the Manager.

Utilize perpendicular crossings with other ducts and utilities where practicable.

Table 100-1 - Water Main Clearances
Island Utility Diameter (Inches) Clearances
Horizontal (Feet) Vertical (Inches)
Hawaii All Sizes 8 18a
Kauai All Sizes 8 18b
Maui, Oahu <16 3 6b
>16 3c 12b

a - Provided other utility mains are concrete jacketed.

b - For trenchless installation work (micro-tunneling, directional drilling, pipe ramming/jacking of new utilities such as electrical duct lines, sewer lines, drain lines) crossing or paralleling existing water mains, provide 3 feet vertical clearances to existing mains.

c - For Oahu only: 5 feet clear to water mains 16-inches and larger.

The utility owner or Contractor shall make the necessary adjustments to meet the minimum clearances to the water mains prior to construction at no cost to the Department should the existing water mains and appurtenances be found closer to the proposed utility line after probing work. The Manager may require additional clearances based on the size of the utilities, the location and size of water mains, bends, fittings and concrete blocks, the existing soil and ground conditions and the type of installation work.

102.02 PIPELINE EASEMENTS.

Water pipeline easements shall be granted to the Department for all water mains to be conveyed to the Department which are located within private properties and roadways that will not be dedicated to the City/County. Easements are also required in the interim for roadways that are temporarily privately owned until improved and dedicated to the City/County at a later date. The minimum width of easements shall be as listed in Table 100-2.

For Oahu Only: Upon completion of the project, the developer shall provide the Department with a certificate from a licensed civil engineer specializing in geotechnical engineering certifying that the road prism along the easements has been constructed in accordance to City and County Roads Standards for pipelines to be located in private properties and roadways.

Table 100-2 - MINIMUM EASEMENT WIDTH REQUIRED (FEET)
Island Pipelines 12Inch Diameter or Smaller Pipelines 16Inch Diameter or Larger Roadway Areas Fire Hydrants, Water Meters, and Other Appurtenances Outside of Roadways or Right-of-Ways
All Islands 15 20 Full Width of the right-of-way and/or pavement, whichever is wider 10 feet wide and 5 feet beyond such facilities*

* Size of easement shall be determined by the Manager.

Note: 1. For Maui Only: The required easement documents will be executed and submitted to the Department and recorded prior to approval of the construction plans.

  1. For Hawaii Only: Provide 10-feet wide minimum all weather road as approved.
  2. For Oahu Only: Provide 12-feet wide minimum all weather road as approved.

102.03 COVER.

Invert grades of water mains shall provide minimum cover as specified in Table 100-3 and also to assure proper clearance between top of valves and bottom of manhole covers or valve box covers as provided in the section on Main Valves. Minimum cover shall be maintained after any road improvement work including cold planing and resurfacing.

Table 100-3 - COVER FOR WATER MAINS (FEET)
Island Minimum Cover for Pipe Diameter Indicateda Maximumb For All Mains
Smaller Than 4Inch 4-Inch 6-Inch 8-Inch 12-Inch Larger Than 12Inch
Oahu 1.5 2.5 3.0 3.0 3.0 3.0 8
Hawaii 1.5 2.0 2.0 2.0 2.5 3.0 5
Kauai 3.0 3.0 3.0 3.0 3.0 3.0 8
Maui N/A 2.5 3.0 3.0 3.0 3.0 5
a - Minimum cover for mains and laterals to be installed in State rights-of-way shall be
3 feet.
b - Over maximum cover requires Manager's approval and concrete jacketing of pipe.

102.04 DIAMETER.

Diameter of water main shall be designed to deliver water in adequate quantities and pressures for domestic use under peak consumption conditions and fire fighting in accordance with these Standards.

Standard water main diameters shall be 2½ (except Hawaii and Maui), 3 (Kauai only), 4, 6, 8, 12,16, 18 (except Oahu), 20, 24, 30, 36 and 42-inches.

For Kauai Only: The minimum water main diameter shall be 6-inches. The water main diameter may be reduced after the last fire hydrant. Mains less than 6-inches in diameter shall be Ductile Iron Cl. 52, PVC C900 Cl. 150 or 200, brass pipe or copper tubing.

102.05 TYPE, CLASS.

Types and classes of mains are as shown in Table 100-4.

Table 100-4 - TYPES AND CLASSES OF MAINS
Island Ductile Iron Cl. 52 Concrete Cylinder Cl. 150 Or 250 Cl. 150 or 200 PVC C900 Cl. 150 PVC C905
Hawaii 1,10 NA NA NA
Kauai 1,8 NA 7 NA
Maui 1,4,8 3,4 NA NA
Oahu 1,4,9 4,5 2,4 4,6

1 -Mains 4-inch through 42-inch in diameter. 2 -Mains 4-inch through 12-inch in diameter (Cl. 150 = DR 18, Cl. 200 = DR 14). 3 -Mains 30-inch in diameter or larger. 4 -See Division 500 for external corrosion control requirements as applicable to the

project. (For Maui Only: Applicable to main sizes of 24-inch and larger). 5 -Mains 16-inch through 42-inch in diameter. Class 250 straight pipes only.

Class 150 is not allowed. 6 -Mains 16-inch through 30-inch in diameter with DR of 18. 7 -Mains 4-inch through 8-inch in diameter. 8 -Polyethylene wrap mains and fittings, 8 mils minimum total thickness. 9 -Polyethylene wrap mains and fittings, double wrap, 16 mils minimum total

thickness. 10 -Polyethylene wrap mains and fittings with invert elevations of 5 feet and below. NA - Not Allowed.

Joints shall be push-on joint, mechanical joint or flange joint unless otherwise allowed. In all cases, the Manager reserves the right to specify the type of pipe, joint, or class of pipe to be used. The class of water mains shall be determined by the maximum pressure to be expected in the line. The class of pipe and test pressure shall be as shown on the plans. Provide a minimum of 2 feet clearance between edges of glands or bolts of adjacent fittings.

Where water mains are attached to or suspended from a bridge, pier, or other structures subject to vibration, mechanical joint or push-on joint shall be used. Sleeves shall be installed at the midpoint of bridge spans with one inch spacing or as called for on the plans between pipes. Adequate support and bracing shall be provided to prevent lateral movement. If the water line is cathodically protected or set up for future cathodic protection, it shall be electrically isolated from the bridge, pier, or other structures.

When non-metallic pipe or lateral is used, installation of toning wire or toning tape shall be required and as specified on the plans.

When connecting to existing mains, like materials shall be used to replace the existing mains unless otherwise specified.

102.06 JACKETS.

Wherever the main crosses under a streambed, large structure or utility larger than 16-inch diameter constituting a potential hazard to the main or where the main location is considered inaccessible by the Manager, the main shall be jacketed with reinforced DWS 2500 concrete. Necessary measures shall be taken to protect the stream embankment from erosion at the points of crossing. For cross-country mains and mains located in inaccessible areas, as approved by the Manager, mains shall be concrete jacketed. Grouted riprap paving with adequate concrete keys shall be constructed on steeper slopes. Additional valves may be required before and after streambed or structure crossing and jacketed mains where practicable.

Plastic and existing asbestos cement pipes shall not be jacketed. Ductile iron or concrete cylinder pipe and fittings shall be used for the portion to be jacketed.

Whenever a water main crosses over or under a sewer line, the sewer line will be concrete jacketed as listed in Table 100-5. Standard concrete jacket details for sewer lines as specified by the Department of Public Works Standards shall be followed.

DIVISION 100 - PLANNING

Table 100-5 - CONCRETE JACKET REQUIREMENTS FOR SEWER MAINS
Island Water Main Under Sewer Main Water Main Above Sewer Main
Hawaii a c
Kauai, Maui, Oahu a b

a - 5 L.F. of reinforced concrete jacket on both sides of crossing b - 3 L.F. of reinforced concrete jacket on both sides of crossing (when water line is less than 18 inches above sewer line) c - 5 L.F. of reinforced concrete jacket on both sides of crossing (when water line is within 6 feet of pressurized sewer line or within 18 inches of gravity sewer line)

For Maui only: Whenever a water main crosses over or under a buried electrical, telephone, or cable line, the electrical line shall be jacketed. The length of jacket required for the electrical, telephone, or cable line shall be as specified for sewer lines in Table 100-5. Standard concrete jacket details for sewer lines as specified by the Department of Public Works Standards shall be followed.

102.07 DEFLECTION PER JOINT.

Deflection in laying ductile iron mechanical joint and push-on joint pipes and concrete cylinder pipes shall not exceed that shown in Table 100-6, Table 100-7 and Table 100-8. Maximum permissible deflection for laying plastic pipes varies with the type of plastic pipe being used.

DIVISION 100 - PLANNING

Table 100-6 - MAXIMUM PERMISSIBLE DEFLECTION FOR LAYING MECHANICAL JOINT PIPE
Nom. Pipe Diameter (Inches) Deflection Per Joint (Degrees) Maximum Deflection With Pipe Length Of: (Inches) 18 Ft. 20 Ft. Minimum Radius of Curve With Pipe Length Of: (Feet) 18 Ft. 20 Ft.
4 8 ° 18' 31 34 125 140
6 7 ° 07' 27 30 145 160
8 5 ° 21' 20 22 195 220
12 5 ° 21' 20 22 195 220
16 3 ° 35' 13.5 15 285 320
18 3 ° 00' 11 12 340 380
20 3 ° 00' 11 12.5 340 380
24 2 ° 23' 9 10 450 500
30 2 ° 23' 9 10 450 500
36 2 ° 05' 8 9 500 550
42 2 ° 00' 7.5 8 510 570

For Oahu only: The maximum permissible deflection per joint for laying pipes shall be 50 percent of the deflection per joint in Table above to facilitate repair and/or replacement of pipes. Avoid installation of pipe with deflections on a radius. Periodic bends are recommended where practicable.

DIVISION 100 - PLANNING

Table 100-7 - MAXIMUM PERMISSIBLE DEFLECTION FOR LAYING PUSH ON JOINT PIPE
Nom. Pipe Diameter (Inches) Deflection Per Joint (Degrees) Maximum Deflection With Pipe Length Of: (Inches) 18 Ft. 20 Ft. Minimum Radius of Curve With Pipe Length Of: (Feet) 18 Ft. 20 Ft.
4 5 ° 00' 19 21 205 230
6 5 ° 00' 19 21 205 230
8 5 ° 00' 19 21 205 230
12 5 ° 00' 19 21 205 230
16 3 ° 00' 15 17 340 380
18 3 ° 00' 11 12 340 380
20 3 ° 00' 11 12 340 380
24 3 ° 00' 11 12 340 380
30 3 ° 00' 11 12 340 380
36 3 ° 00' 11 12 340 380
42 2 ° 00' 7.5 8 510 570

Maximum permissible deflection taken from AWWA C600. Maximum deflection angle may be larger than shown above for main 16-inch and larger. Consult pipe manufacturer.

For Oahu only: The maximum permissible deflection per joint for laying pipes shall be 50 percent of the deflection per joint in Table above to facilitate repair and/or replacement of pipes. Avoid installation of pipe with deflections on a radius. Periodic bends are recommended where practicable.

DIVISION 100 - PLANNING

Table 100-8 - *MAXIMUM PERMISSIBLE DEFLECTION FOR LAYING CONCRETE CYLINDER PIPE
Nom. Pipe Diameter (Inches) Deflection Per Joint (Degrees) Maximum Deflection With Pipe Length of: (Inches) 16 Ft. 32 Ft. Minimum Radius of Curve With Pipe Length Of: (Feet) 16 Ft. 32 Ft.
16 2 ° 24' 8.0 16.0 382 764
18 2 ° 07' 7.1 14.2 400 800
20 1 ° 55' 6.4 12.8 474 948
24 2 ° 10' 7.3 14.5 423 846
30 1 ° 46' 5.9 11.8 519 1038
36 1 ° 29' 5.0 10.0 625 1250
42 1 ° 17' 4.3 8.6 724 1448

*The maximum deflection may be exceeded for pipes and fittings with beveled ends.

For Oahu only: The maximum permissible deflection per joint for laying pipes shall be 50 percent of the deflection per joint in Table above to facilitate repair and/or replacement of pipes. Avoid installation of pipe with deflections on a radius. Periodic bends are recommended where practicable.

102.08 STREET ENDS.

At the end of a street which may be extended in the future, the water main shall, whenever possible, extend at least 5 feet beyond the end of the paving. Install valve and concrete beam with reverse bell pipe at stub-outs for future extension, where practicable. Where a proposed main extension would result in a dead-end, the condition shall, whenever possible, be corrected by the installation of water line circuits or interconnections as may be required by the Department to provide a two-way feed to the services. For developments with 100 or more subdivided lots, provide a second feed to the subdivision’s water system unless otherwise approved by the Manager.

Cleanouts with pipe markers or valve boxes, blowoffs, and air relief valve assemblies shall be installed as required for proper operation and maintenance of the main.

On dead-end streets, permission may be granted for laying mains 6-inch or smaller beyond the last fire hydrant where both of the following conditions are met:

  1. Due to a natural barrier, the street will never be extended; and
  2. Due to topography or street arrangement, it is the Manager's opinion that it is impractical to require a connection between the mains at the end of the dead-end street and some other main in order to complete a good gridiron.

A properly sized distribution main when directed by the Manager shall be installed parallel to a 16-inch or larger transmission main to avoid connecting laterals to the transmission main.

102.09 CORROSION PROTECTION.

In locations below an elevation of 4 feet, or where water or especially corrosive soils, including those contaminated with petroleum products, are encountered or where other unfavorable conditions may subject the pipe to serious corrosion, the Manager may specify the type of pipe to be used. Under such circumstances, corrosion protection for the pipe, fittings, and appurtenances may be required by the Manager. The materials and methods to be used for corrosion protection shall be specified on the plans or by special provisions or as directed by the Manager.

To ascertain whether unfavorable soil conditions exist, the Manager may request that soil boring samples at approximately the invert of the pipe be taken, analyzed, and submitted as part of the project.

For Maui and Oahu Only: Where corrosion protection is required, it shall be installed for all buried metallic pipes, fittings and appurtenances. Soil resistivity tests are required in all cases. The types of corrosion protection will be determined by the soil resistivity. If concrete-coated pipe is to be used, soil samples must be obtained and soil analysis (pH, chlorides, and sulfates) shall be performed in addition to the soil resistivity. The test results shall be submitted as part of the project design. See Division 500 of the Water System Standards for the appropriate corrosion protection as applicable to the project. The corrosion protection design shall be approved by the Manager.

SECTION 103 - MAIN VALVES

103.01 LOCATION, TYPE, WORKING PRESSURE.

Main valves shall be installed along the water main so that the maximum distance between valves shall not exceed the spacing listed in Table 100-9.

Table 100-9 - MAXIMUM DISTANCE BETWEEN MAIN VALVES (FEET)
Residential, Agricultural Transmission Mains All Others Districts
750 2,000a 500b,c

a - For Maui only: For mains 16-inch diameter or larger or as determined by the Manager, otherwise 1,000 feet.

b - Or as determined by the Manager.

c - For mains that provide a one-way feed to subdivisions with more than 100 lots as

determined by the Manager.

At all branches or intersections of mains, lines in each direction shall be valved, unless otherwise approved by the Manager. At street intersections, valves shall, wherever practicable, be located in "clusters" about the points of intersection of water mains.

Where a new main is connected to an existing main, valves on both the new and the existing main shall be installed as required above. Where it is impractical to shut off the "live" main for connection, a tapping sleeve with tapping valve shall be installed.

Wherever valves are to be installed, the pipe invert slope shall not exceed six percent. Valves shall be located so there will be a minimum clearance of 6 inches from the top of the valve stem to the underside of the valve box frame and cover or a 24 inch clearance from the top of the valve stem to the underside of the manhole slab. Valve markers and concrete slabs around the valve box frames and covers shall be installed for valves in unpaved and undeveloped areas.

DIVISION 100 - PLANNING Types of main valves for the various pipe sizes are listed in Table 100-10.

Table 100-10 - TYPES AND SIZE OF MAIN VALVES
Island Gate Valves Bevel Geared Butterfly
Maui 5a NA 6
Kauai, Oahu 1 2b 2
Hawaii 3 NA 4

1 -12-inch and smaller 2 -16-inch and larger 3 -8-inch and smaller 4 -Larger than 8-inch 5 -16-inch and smaller (subject to pressure) 6 -18-inch and larger NA - Not Allowed

a -For 16-inch mains with working pressure of 100 psi or greater, use butterfly valves.

b -For Oahu Only: Install bevel-geared gate valves with bypass at key locations including, but not limited to, facilities, intersections (cluster valve locations) and every 6,000 feet spacing for long continuous transmission mains. The Manager may specify the type of valve to be used for transmission mains.

The classes of valves, which are listed in Table 100-11, denote the maximum pressure expected in the line and shall be shown on the plans.

Table 100-11 - CLASSES OF VALVES
Main Valves Tapping Valves
Island 150 200 250 150 200
Kauai, Oahu, Maui a a a a a
Hawaii NA b a NA a

a -Allowed, depending upon the maximum pressure expected in the main. b -Allowed for gate valves only, depending upon the maximum pressure expected in the main. NA - Not Allowed

103-2

103.02 MANHOLES AND VALVE BOXES.

Valve boxes shall be installed over all gate valves and air relief valves up to one-inch size except where manholes are called for by the Manager.

For Kauai and Hawaii Only: Valve Boxes only are required unless otherwise specified.

For Maui and Oahu Only: Manholes in lieu of valve boxes are required for the following conditions:

  1. For Maui Only: Whenever depth from the finish grade of the pavement or ground to the top of the stem of valve exceeds 4 feet.
  2. For Oahu Only: Whenever depth from the finish grade of the pavement or ground to the pipe invert exceeds the maximum depth as listed in Table 100-12.
  3. Key mainline valves including, but not limited to, cluster valve locations, valves in high traffic areas and valves serving a one-way feed.
  4. Valves to reservoirs, boosters, wells.
  5. For Oahu only: For air relief valves up to 3/4-inch size off mains 16-inches and smaller where ground water is encountered.
  6. Butterfly valves and bevel geared gate valves.
  7. Valves submerged in seawater, in corrosive soils (areas with soil corrosion rating of 1 as defined in Division 500 or as determined by the Manager) or in petroleum saturated areas.
Table 100-12 - FOR OAHU ONLY: MAXIMUM DEPTH OF PIPE INVERT FOR VALVE BOX INSTALLATION
Size of Main (Inches) Finish Pavement/ Grade to Invert (Feet)
4 6.5
6 7.0
8 7.5
12 8.5

Where manholes are required, the type and situations requiring them are listed in Table 100-13.

Table 100-13 - TYPES OF MANHOLES REQUIRED FOR GIVEN SITUATION
Situation
Island 1 2 3 4 5 6 7
Hawaii, Kauai NA NA NA NA NA NA NA
Maui A NA NA D NA F C
Oahu A B C D E NA NA

Situation

1 -For Maui only: For butterfly valves 12-inches and larger.

For Oahu only: For bevel geared gate valves and butterfly valves 16-inches and larger. (Air relief valves are installed with bevel geared gate valves or butterfly valves 16-inches and larger.)

2 - For 12-inch gate valves and air relief valves on 16-inch mains. 3 - For 8-inch gate valves and smaller, air relief valves on mains 12-inch and smaller. 4 - For single or two 2-inch air relief valves offset from mains 20-inch and larger. 5 - For tapping valves. 6 - For air relief valves on mains 18-inch and smaller. 7 - Optional for single only air relief valve on mains 20-inch and larger.

Type of Manhole

A -Type A or A-1 Manhole B -Type B Manhole C -Type C Manhole D -Type D Manhole E -Type E Manhole F -Type F Manhole

NA -Not Applicable

A 24 inch minimum clearance shall be provided between top of valve and bottom of manhole top slab. Pedestal anchorage straps for valves shall be installed in manholes for all PVC pipes.

SECTION 104 - APPURTENANCES

104.01 HYDRANTS.

A. Spacing. Hydrants shall be spaced as listed in Table 100-19 and located in accordance with these Standards.

B. Location. Hydrants shall be located to be fully accessible, and in such manner that the possibility of damage from vehicles or injury to pedestrians will be minimized. Hydrants shall be located as follows:

  1. When located at street intersections, hydrants shall be 7 feet from P.C. or P.T. of curb returns or edge of any driveway apron or as directed by the Manager.
  2. Hydrants shall be located in front of a boundary line between lots.
  3. Hydrants shall not be installed on curves, except as approved by the Manager. On side hills, hydrants shall be located on the cut side.
  4. Where practicable, hydrants shall be placed alternately on each side of the street.
  5. On streets having an appreciable grade and in cases where the hydrant is to be installed with a 1/4 (90 ° ) bend (see Standard Details), the hydrant shall be installed downhill from the connection to the main and the hydrant valve location (For Hawaii only: The hydrant shall be installed uphill from the connection).
  6. For Oahu only: On streets without curbs, protect hydrants with curb guards. Curb guard shall be 3 feet minimum clear from the edge of road pavement. Install guard posts and concrete pads, if there is inadequate room to install a hydrant curb guard clear of paved roadway.
  7. For Kauai, Hawaii and Maui: On street without curbs, concrete pads shall be installed around the fire hydrants. Fire hydrant pads shall be flush with the finish grade.
  8. The minimum clearance between fire hydrants and utility poles, or light standards, property lines or any walls or obstructions shall be 3 feet. (For Kauai only: 2 feet minimum clearance from property lines and walls.) (For Maui only: 2 feet minimum clearance from property lines and walls; 10 feet minimum clearance from utility poles, light standards and similar obstructions.) (For Hawaii only: 3 feet 6 inches minimum clearance from property lines and walls; 10 feet minimum clearance from utility poles, light standards and fixtures taller than the fire hydrant.)
  9. Fire hydrant valve and valve box or manhole shall be installed clear of the concrete curb and gutter. Fire hydrant valve shall be installed at a higher elevation than the hydrant where practicable and shall be installed downstream of traffic in relation to the hydrant where possible.
  10. Fire hydrant shall be located to provide 3 feet minimum clear pathway for wheelchairs from the outside diameter, outlet or any protruding portion of the hydrant to the edge of accessible route.

The hydrant connection using an elbow as shown on the Standard Details shall depend on the space available between main and hydrant. Where the fire hydrant lateral is crossing wide streets along major thoroughfares, additional valve may be required 8 feet from the fire hydrant as directed by the Manager.

C. Depth. Lengths of hydrant buries shall be measured from the face of the flange to the center line of the 6-inch intake pipe.

D. Outlets.

  1. The height of the centerline of the 4½-inch streamer nozzle shall be set above the curb or finish grade at a height of 22 + 2 inches.
  2. Direction of the 4½-inch outlet shall not exceed 15 degrees from the perpendicular to the road.
  3. Outlet threads shall conform to National Fire Protection Association's "Standard for Screw Threads and Gaskets for Fire Hose Couplings".

104.02 SERVICE LATERALS AND CONNECTIONS.

A. Location. Service laterals and connections shall be constructed in accordance with the Standard Details as part of the project. Where practicable, laterals shall not be located adjacent to electric and telephone lines leading into the property to be served.

The ball stop at the beginning of the branch of the service lateral serving two or more meter sites shall be located in front of the boundary line between lots clear of driveway apron or flare. The ball stop shall be on a prolongation of this boundary line.

Where the street is of unusual width or where it is not permissible to connect laterals directly to the main, the Manager may require the installation of service mains in the sidewalk area parallel to the main. This installation should not be confused with a parallel main in the paved area. The Manager may permit connection of service laterals to fire hydrant laterals or laterals to 3-inch and larger meters with an isolation valve installed after the service lateral connection prior to the fire hydrant or meter.

B. Cover. Laterals shall have a minimum cover of 18 inches (3 feet in State DOT rights-of-way) or as specified elsewhere in these Standards.

C. Diameter. Diameters of service laterals and connections are identified by a code numbering system (see Standard Details). Appropriate codes shall be indicated on the Construction Plans.

D. Type of Lateral and Connection. Laterals and connection shall be of copper pipe with appropriate valves, stops and fittings as described in DIVISION 200 - MATERIALS, and as shown in the Standard Details. In special cases, subject to special design, 2-½-inch copper or larger ductile iron laterals and connections may be installed.

E. Connection to Main. Laterals shall be connected to the various types of mains as shown in the Standard Details and as specified in Table 100-14, subject to the following conditions:

  1. The connection to the main shall be by a ball corp with Mueller (tapered) threads tapped into the main. Main shall not be tapped closer than 36 inches (18 inches for Hawaii) center to center.
  2. Laterals shall not be connected to 16-inch or larger mains unless specifically permitted by the Manager.
  3. Direct taps into plastic pipe or existing AC pipe shall not be permitted.
  4. Where the size of the ball corporation is larger than allowed in Table 100-14, service saddle or double hub tee with boss (tapped with Mueller threads) as listed in Table 100-15, shall be installed to receive the ball corp. Only one tap per double hub tee will be permitted.
  5. See Division 500 for the required corrosion protection and electrical isolation requirements as applicable to the project (not applicable for Hawaii and Kauai). (For Hawaii Only: Install dielectric unions between new copper service laterals and existing or new dissimilar metal pipes and fittings.) (For Oahu only: Install 3 feet (minimum) of plastic lateral (PE tubing) after meter.)
  6. Where laterals are allowed to take off from the end of mains, the caps shall be tapped with standard pipe threads with maximum permissible tap as recommended by the manufacturer (not applicable for Hawaii).
  7. Service lateral connections shall not be made at locations within easements that have no established accessible public roadways.

DIVISION 100 - PLANNING

Table 100-14 - MAXIMUM ALLOWABLE DIRECT TAPS INTO DUCTILE IRON MAIN
Main Size Largest Tap Size
4" 1"
6" 1¼" (For Oahu Only: 1”)
8" 1½"
10" 1½"
12" 2"
Table 100-15 - SERVICE SADDLES OR BOSSED TEES FOR TAPS IN MAINS
Island Service Saddle Double Hub Tee With Boss
Single Strap Double Strap
Hawaii, Kauai a b c
Maui NA d c
Oahu NA e f

a -Allowed for taps up to and including 1-inch. b -Allowed for taps 1½-inch to 2-inch on mains 4-inch to 12-inch diameter. c -Allowed. d -Allowed for taps for 1-inch to 2-inches. e -Allowed for taps to existing PVC only. f -Required for all PVC pipes. NA - Not allowed.

104.03 METER BOXES.

Meter boxes shall be installed in public right-of-way areas clear of driveway aprons or flares and curb ramps or as directed by the Manager and as shown in the Standard Details for each lot at each service connection. (For Maui only: One-inch and smaller meters shall be installed in public right-of-way and meters larger than one-inch in manholes shall be installed within private property with easements.) The type of meter boxes to be used, spacing, dimensions, and other details shall be as shown in the Standard Details. (For Oahu and Maui only: install concrete pads for meter boxes installed in dirt or unimproved areas.)

104.04 THRUST BLOCKS AND BEAMS.

All fittings such as tees, plugs, caps, bends, offsets, reducers, and valves, as well as all other pipeline appurtenances which are subject to unbalanced thrust, shall be properly braced with thrust blocks of reinforced DWS 2500 concrete. At all top vertical bends, blocks shall be reinforced. Due to the various types and sizes of vertical bends and field conditions, the size, dimensions and reinforcing for the blocks will vary. The design engineer shall be responsible for the design and details of all concrete thrust blocks. (For Oahu only: The Department will furnish the design and details of all concrete thrust blocks for projects awarded by the Manager.)

Wherever connection to existing mains is to be made, the design of the thrust block shall include structural steel struts in connection with reinforced concrete thrust blocks as shown in the Standard Details. Concrete thrust beams shall be constructed at the valves of all branch lines and dead-end lines that are to be extended in the future. The thrust beams shall be constructed in conjunction with a reversed bell pipe when installed at valves and shall be in accordance with the Standard Details. In instances where the valves are secured by means of metal strap and concrete, the thrust beam may be eliminated. Thrust beams may also be required at flanged by bell adaptors.

104.05 RIPRAP OVER TRENCH.

In unpaved areas, riprap shall be constructed over water main trenches wherever the slope and condition of the ground warrant such construction. The design of the riprap shall be furnished by the engineer who prepared the plans and shall be as shown on the plans. Whether shown on the plans or not, the Manager may require riprap wherever ground conditions warrant such construction.

104.06 AIR RELIEF VALVES/COMBINATION AIR VALVES.

Air relief valves/combination air valves or combination of two ARVs shall be installed at high points in the main or as otherwise required by the Manager. Required sizes of ARVs shall be as shown in Table 100-16:

DIVISION 100 - PLANNING

Table 100-16 - REQUIRED SIZES AND NUMBER OF AIR RELIEF VALVES
Main Size ARV Number of ARV
16-inch mains and smaller ¾-inch (Oahu and Maui only) One
18-inch mains and smaller 1-inch (Hawaii and Kauai only) One
18-inch mains 1-inch (Maui Only) One
20-inch to 30-inch mains 2-inches One
36-inch mains and larger 2-inches or as directed by the Manager 2

At dead-end streets, where water main terminates at a high point, ARV shall be installed at the end of the line. The working pressure shall be designated on the plans where ARVs are required. For continuous uphill grades, ARVs shall be installed at a maximum of 2,000 feet apart. Install ARVs on level runs of main at zero percent slope.

Where ARVs are located below the high water line or flood level, waterproofed manholes and vertical check valves shall be installed to prevent any backflow of the ground water into the water system.

104.07 BLOWOFF LINES.

Where required by the Manager, blowoff lines shall be installed. The blowoff lines will normally be required on long transmission mains to provide a means for flushing out the line. The blowoff line shall be installed in such a manner and at such location as to preclude backflow.

104.08 CLEANOUTS.

A. Permanent Cleanouts. A permanent cleanout shall be installed at the terminal point of all dead-end lines except where a fire hydrant is installed (for Hawaii only, cleanouts are required regardless of fire hydrant installation). Size of cleanout shall be as shown in the Standard Details. (For Oahu only: Install valve boxes for permanent cleanouts.)

B. Temporary Cleanouts. A temporary cleanout shall be installed to facilitate disinfecting and flushing of any part of the water system. Size of temporary cleanout for disinfection and flushing shall be as shown in the Standard Details.

SECTION 105 - STRUCTURES

105.01 GENERAL.

All proposed work shown on plans submitted to the Manager for approval shall be designed according to these Standards unless directed otherwise by the Manager. All work shall comply to all applicable federal, state and county rules and regulation.

105.02 APPROVAL.

Approval of plans by the Manager is based solely on the adequacy of the water supply. Approval shall also be based on the type of structure: prestressed, reinforced concrete, steel, masonry, or wood, etc., as designated on the plans. Soil stability, structural stability, and drainage design shall be the responsibility of the engineer who prepared the plans.

105.03 DRAINAGE SYSTEM.

Site shall be drained of excess water, including overflow and washout from reservoirs, and shall be discharged into the County's storm drain system or an approved drywell or receiving system. Where a County storm drain system is not available, the drainage may traverse other properties, provided perpetual drainage and or flowage easements are obtained from the property owners affected by the drainage water.

105.04 ACCESS ROAD.

Provide a paved access road with the following parameters:

  1. Minimum width of pavement 12-feet (10-feet minimum for Hawaii only).
  2. Maximum grade of 20%.
  3. Asphalt concrete pavement on grades up to 12%. Install concrete headers at edges of AC pavement.
  4. Reinforced concrete pavement on grades in excess of 12%.
  5. Where vehicle must stop to open gates: 10% Maximum grade.

105.05 ACCESS ROAD GATE.

On access roads not enclosed with fences, provide a gate approved by the Manager to prevent unauthorized vehicles from entering the road. Provide means for attaching padlock which will be furnished by the Department.

105.06 LANDSCAPING.

The plans for water facility sites shall include provisions for landscaping, planting, irrigation system, and maintenance. Landscaping shall follow xeriscaping principles. All landscaping shall minimize the use of and impact on the potable water supply.

105.07 ACOUSTICAL REQUIREMENTS.

The station shall be acoustically designed in compliance with all Land Use Ordinance (LUO), OSHA and State Department of Health requirements.

105.08 PERIMETER FENCE.

Provide a 6-foot high fence around perimeter of property and gate for driveway and security devices as specified by the Department.

105.09 DRAINAGE EASEMENTS.

When water from the site is discharged over properties other than public streams or storm drains, the plans shall indicate a drainage easement and flowage easement up to a natural waterway or drainage system to be granted to the Department.

The Department shall be held free and clear of all damages, liabilities and/or litigations arising from:

  1. Discharge of water from the reservoir and deep well drainage system.
  2. Surface runoff from the water facility sites.
  3. Design and sizing of drainage system and/or structures outside the Department's property.
  4. Maintenance of downstream waterway and/or conduits outside the property of the Department.

In the event future developments are affected by the downstream waterways and/or conduits, the waterways and/or conduits shall be modified, adjusted, or relocated by the landowner at no cost to the Department. All such plans shall be submitted to the Manager for review.

For projects constructed by the Department, drainage and flowage easements will be obtained by the Department and included on the plans.

All such drainage systems shall conform to applicable drainage standards.

105.10 RESERVOIRS.

A. Size. Size of reservoir shall be designed to store sufficient water to insure a reliable supply of water, maintain adequate pressures and an economical water system. Unless otherwise approved, standard sizes shall be 0.10 MG, 0.20 MG, 0.25 MG, 0.30 MG, 0.50 MG, and 1.0 MG; thereafter, sizes shall be in multiples of 0.50 MG.

When there are two or more reservoirs or pumps serving the same service zone, the design shall be made on the basis of combined protection provided by all facilities available.

B. Type. Reservoir shall be reinforced concrete, prestressed concrete, or post-tensioned concrete, or as specified by the Department.

C. Influent-Effluent Line. Where practicable, the influent-effluent lines shall enter the reservoir through the access road. Where the influent-effluent line traverses rough country or otherwise be inaccessible to maintenance vehicles, a pipeline maintenance road shall be constructed.

D. Washout Line. Washout line shall be provided to empty the reservoir within 12 hours. Where washout flows are not allowed into drainage way, a pump connection shall be provided instead of an outfall.

E. Overflow Line. Overflow line shall be provided for each reservoir to prevent damage to the reservoir and allow proper discharge of water due to malfunction of controls. A reservoir's designated elevation shall be the overflow elevation.

Provide flap valve at the end of the overflow line. (For Maui only: Stainless steel screen may be used in lieu of a flap valve with the approval of the Manager.)

F. Washdown Connection. Washdown connection shall be provided to enable hosing the reservoir for cleaning. Connection is required at:

  1. Reservoir site on the source side of the shutoff valve to the reservoir.
  2. Exception - Washdown connection is not required when an emergency pumping connection is installed at the reservoir site where hose connection may be made for the water source.

G. Instrument Pressure Line. Provide a one-inch copper line from the reservoir side of washout valve to the pressure recording instruments.

H. Sampling Line. Provide a copper sampling line with a hand valve control and spigot. Outlet shall be installed as specified on the plan.

I. Perimeter Road. Provide a perimeter road around the reservoir with a minimum 10-foot width measured outwards from edge of footing to edge of road. Finish grade of road shall be at 2 inches minimum below the top of the footing and sloped to drain away from the reservoir.

J. Access to Reservoir. If access roads are to be constructed for the exclusive use of the Department, fee simple title shall be provided.

If access to the reservoir is through private roads which will be used by others and the Department, right-of-entry and access easements for use by the Department shall be provided. The Department will not be responsible for the maintenance of the roadway beyond the necessary repairs caused by its operations.

K. Blowoff Lines. A blowoff line shall be installed on reservoir effluent line to drain the reservoir to an approved drainage system. The size of the blowoff line shall be capable of draining the reservoir in 12 hours.

L. Chlorination Line. Provide a PVC line with all plastic ball valve suitable for injection of chlorine into the reservoir. Injection point and valve shall be installed as specified on the plan.

M. Painting. All exterior reservoir surfaces shall be painted. For Maui, Hawaii and Kauai: All interior reservoir wall, columns, and floor surfaces shall be painted as specified in these standards.

N. Floor Cement Topping. For Oahu and Kauai Only. All reservoirs floor shall have a cement topping as shown on the plans and as specified in this Standards.

O. Exterior and Interior Ladders. Exterior and interior ladders shall conform to OSHA requirements.

105.11 CORROSION PROTECTION.

Corrosion protection shall be provided for buried pipelines as specified in Division 500 of the Water System Standards as applicable to the project. Steel reservoirs and submerged metallic structures in concrete reservoirs shall have corrosion protection, such as adequate coatings, etc. The corrosion protection design shall be approved by the Manager.

SECTION 106 - MECHANICAL AND ELECTRICAL

106.01 GENERAL.

Booster pump stations shall be equipped with a minimum of two pumping units, one of which shall be a standby unit equal in capacity to the largest of the main pumping units.

106.02 PUMPS.

Pumps shall be of the horizontal centrifugal, submersible or vertical turbine type. Pumps should be rated at or near the maximum efficiency for that pump to deliver water. Line shaft deep well turbine pumps shall be water lubricated. Petroleum based lubricated lineshaft pumps will not be permitted.

106.03 MOTORS.

Motors shall conform to the latest Standards of NEMA and shall have ample capacity to operate the pumps under all head conditions without overloading. Motor shall have a service factor of 1.15.

106.04 INSTRUMENTATION.

Indicating and recording instruments and appurtenances shall be provided for suction and discharge pressures, flow rates, water level in wells, reservoir levels, watt hour meter, ammeter, volt meter, power factor and any other important station parameters.

106.05 CHLORINATORS.

Source pump stations shall be equipped with a minimum of two chlorinators, one of which shall be a standby unit equal in capacity to the largest of the main chlorinators. Chlorinators and chlorinator rooms shall be in conformance with the latest fire code and OSHA requirements.

106.06 SHUTOFF VALVES.

Shutoff valves shall be installed to allow for maintenance and repair of equipment without disruption of service.

106.07 FLOW METERS.

Flow meters shall be installed at all pump stations and at locations required by the Manager.

SECTION 107 - BACKFLOW PREVENTION ASSEMBLY

107.01 GENERAL.

The authority for enforcing the Department's cross-connection control and backflow prevention program is derived under the Department's "Rules and Regulations." This program shall be further guided and enforced by any or all applicable Federal laws, State statutes or regulations and local County Ordinances or Codes. All backflow prevention assemblies shall be approved in accordance with the University of Southern California’s Foundation for Cross-Connection Control and Hydraulic Research.

For Oahu only: All backflow prevention assemblies that vent to atmosphere, which are located within a Flood Hazard District, as delineated on the Flood Boundary and Floodway Maps, and Flood Insurance Rate Maps, shall be at least one foot above the regulatory flood elevation. If these backflow prevention assemblies cannot be located at least one foot above the regulatory flood elevation, the Manager must approve any alternatives installations.

107.02 REQUIREMENTS FOR NON-SPECIFIED FACILITIES.

The facilities and the backflow prevention requirements specified under Section 107.03 - REQUIREMENTS FOR BACKFLOW PROTECTION have been listed for the consumer's convenience. For facilities that are not listed, the same requirements for a similar specified facility shall be followed. Should a similar specified facility not be listed, the Department shall determine the required backflow prevention assembly.

107.03 REQUIREMENTS FOR BACKFLOW PREVENTION.

The specific requirements for cross connection and backflow prevention installation as specified in Division 300, Section 305 - BACKFLOW PREVENTION ASSEMBLIES are as follows:

DIVISION 100 - PLANNING

Table 100-17 - BACKFLOW PREVENTION REQUIREMENTS
Backflow Prevention Assembly
Facility Pressure Vacuum Breaker (Includes Spill-Resistant Pressure Vacuum Breaker) Double Check Valve Assembly Air Gap or Reduced Pressure Principle Backflow Preventer
Aircraft, Airport Facilities and Missile Plants X
Agricultural Activities X
Automotive Plants X
Auxiliary Water Systems (Private Wells, Sewage Effluent, Used Waters, Reclaimed Waters (Regardless of Classification), Industrial Fluid Systems) X
Beverage Bottling Plants X
Buildings - (Hotels, Apartments, Commercial, Industrial, Public and Private Buildings) and Warehouses X
Canneries, Packing Houses and Reduction Plants X
Car Wash Facilities X
Chemical Plants - Manufacturing, Processing, Compounding or Treatment X
Chemically Contaminated Water System -Premises where chemicals used as additives with water in processes. X
Civil Works - Federal, State, City, County and District Yards; Docks and Facilities; Military Camps, Posts, Stations, Public Buildings, and Facilities X
Construction Activities X
Dairies and Cold Storage Plants X
Dual/Nonpotable Water Systems X

DIVISION 100 - PLANNING

Table 100-17 - BACKFLOW PREVENTION REQUIREMENTS (cont.)
Backflow Prevention Assembly
Facility Pressure Vacuum Breaker (Includes Spill-Resistant Pressure Vacuum Breaker) Double Check Valve Assembly Air Gap or Reduced Pressure Principle Backflow Preventer
Fire Systems CASE I. No chemical added to system or no auxiliary source involved. CASE II. A system containing antifreeze, rust or corrosion inhibitors fire retardants, or other chemicals utilizing auxiliary source CASE III. A system with a fire department connection to the system riser. 1 - Minimum requirement is a single check valve if fire protection system is not connected to a DC meter. (For Maui only: Minimum requirement is a double check Detector Assembly.) X1 X (For Hawaii Only) X (For Kauai Only) X
Golf Courses X
Medical Buildings, Hospitals, Animal Hospitals, Animal Clinics, Sanitariums, Dental Clinics, Morgues, Mortuaries, Autopsy Facilities, Nursing and Convalescent Homes X

DIVISION 100 - PLANNING

Table 100-17 - BACKFLOW PREVENTION REQUIREMENTS (cont.)
Backflow Prevention Assembly
Facility Pressure Vacuum Breaker (Includes Spill-Resistant Pressure Vacuum Breaker) Double Check Valve Assembly Air Gap or Reduced Pressure Principle Backflow Preventer
Irrigation Systems - Premises having separate systems (i.e., Parks, Playgrounds, Cemeteries, Golf Courses, Schools, Estates, Ranches, etc.) CASE I. No fertilizer or chemical added to system For Kauai Only: RPs only CASE II. Irrigation system equipped with pumps, injectors, pressurized tanks or vessels used for adding pesticides or other chemicals into the system; irrigation systems subject to contamination from submerged inlets, auxiliary water supplies, ponds, and other sources of contaminated waters. 2 -For Kauai Only: RPs only; For Maui Only: Air gaps only X (Excluding Hawaii) X X (For Maui Only) X2
Laundries and Dye Works X
Metal Manufacturing, Cleaning, Processing, Fabricating, and Plating Plants X
Motion Picture Studios and Film Laboratories X
Multi-family Master Metered Developments (PDH's, Clusters) 3 -Property must not be in an area that uses nonpotable or reclaimed water as an auxiliary source. X3 (For Oahu Only) X

DIVISION 100 - PLANNING

Table 100-17 - BACKFLOW PREVENTION REQUIREMENTS (cont.)
Backflow Prevention Assembly
Facility Pressure Vacuum Breaker (Includes Spill-Resistant Pressure Vacuum Breaker) Double Check Valve Assembly Air Gap or Reduced Pressure Principle Backflow Preventer
Multiple Services - Interconnected X
Oil and Gas Production, Storage or Transmission Properties X
Paper and Paper Products Plants X
Power Plants X
Radioactive Materials or Substances - Plants or Handling Facilities X
Restricted, Classified or Other Closed Facilities X
Rubber Plants - Natural and Synthetic X
Sand and Gravel Plants and Quarries X
Schools and Colleges X
Separate Pressure Water Systems Utilizing Booster Pumps or Separate Storage Facilities X
Shopping Centers and Other Multi-Tenant Buildings X
Swimming Pools X
Wastewater Facilities X
Water Front Facilities and Industries X

SECTION 108 - WELL DRILLING

108.01 GENERAL.

In order to comply with the requirements of the State Water Code, Chapter 177, HRS, titled, "Ground Water Use", Chapter 178, HRS, titled, "Wells, Generally", and the Department's requirements on well locations, yield, size and spacing, the developer's engineer shall consult the Manager prior to proceeding with detailed plans and specifications.

SECTION 109 - LANDSCAPING AND IRRIGATION

109.01 GENERAL.

All Departments’ facilities such as reservoirs, pump stations, well sites, etc., shall be landscaped with an irrigation system as specified by the Manager. All landscaping shall utilize xeriscaping principles by specifying plants that will thrive in the natural environment of the project location. All landscaping and irrigation shall make efficient use of water.

SECTION 110 - PLANNED DEVELOPMENTS

110.01 INTRODUCTION.

Unless otherwise approved by the Manager, all planned developments with private water systems shall have master domestic water meters with backflow devices and fire meters. All developments are subject to backflow prevention and cross connection requirements. These guidelines have been developed to assist consulting engineers or developers of cluster or planned development type of projects in the design of water system requiring approval of the Manager. While these criteria are not intended to readily adapt to each situation, the engineer's ultimate aim should be directed toward providing an adequate water system for both domestic and fire fighting purposes. However, all plans showing water systems shall be subject to review and approval by the Manager.

The water system for the development shall meet the requirements of these Standards and as further clarified by these guidelines.

110.02 PLANS.

To facilitate review and approval, all plans submitted shall comply with Section 112 - CONSTRUCTION PLANS of these Standards.

110.03 FIRE HYDRANTS.

A. Spacing. Where a development has master water meters on its perimeter, and where no Department’s water mains go through the private property, the Developer shall be responsible for providing adequate fire protection within the development. The on-site fire protection improvements shall be verified and coordinated with the nearest County Fire Department.

Maximum spacing of fire hydrants for the various types of communities is listed in Table 100-19. Fire hydrant spacing is measured along the roadway and not straight-line, point-topoint or across the lot.

B. Accessibility. Unless otherwise noted, accessibility to fire hydrants shall be as follows:

  1. Minimum width of driveways to hydrant shall be 15 feet unobstructed. Driveways shall be paved.
  2. Maximum grade to hydrant, 20%.
  3. Minimum radius of edge of pavement or curbs for driveways and roadways, 35 feet.
  4. Minimum vertical clearance, 14 feet above pavement.
  5. Minimum horizontal distance between buildings for access, 12 ft.

BUILDING BUILDING

12’-0” MIN.

  1. For parallel parking, 5 feet (10 feet for Maui) on each side. For perpendicular parking, dimension of curb guard as shown.
  2. Minimum distance of hydrant to wall or building shall be 3 feet for the hydrant operating wrench clearance.
  3. Setback of hydrant behind guardrail shall be a minimum of 5 feet clear.
  4. Maximum distance of hydrant shall be 8 feet from the curb or pavement.

110.04 WATER MAINS.

A. Unpaved Areas. In looped main where pipe goes through unpaved areas, the line shall be accessible for maintenance purposes with a valve on each end.

B. Paved Traveled Areas. Mains should be installed in paved traveled area to roadways. Avoid parking areas as much as possible.

C. Off Roadways. Where main is installed off the roadways of the development, a pipeline maintenance access road shall be provided.

110.05 DRAINAGE.

Area drainage to accommodate water from broken mains or hydrants shall provide for maximum flow from broken main or hydrant. Flow of 1500 gallons per minute is minimum expected flow.

110.06 FIRE FLOW.

Fire flow requirements shall be as noted in Section 111.03 - FIRE FLOWS, DURATION AND HYDRANT SPACING of these Standards.

110.07 SECOND FEED.

For developments with 100 or more subdivided lots, provide a second feed to the subdivision’s water system unless otherwise approved by the Manager.

SECTION 111 - WATER REQUIREMENTS

111.01 GENERAL.

These standards of planning are not intended to limit the initiative and resourcefulness of the engineer in developing water system plans but they shall be viewed as the minimum limits in design criteria. The water system shall be designed to meet the needs of the community for a reasonable number of years in the future.

111.02 DOMESTIC CONSUMPTION GUIDELINE.

The guidelines for water consumption which should provide an adequate water system are listed in Table 100-18. These guidelines may be revised by the Manager based on variable factors that influence water consumption rates.

111.03 FIRE FLOWS, DURATION AND HYDRANT SPACING.

The fire flows considered as the minimum by the Department are shown on Table 100-19 subject to the following considerations:

  1. For residential areas, required fire flow will depend on the character and congestion of buildings.
  2. For business, industry, and shopping centers the required flow depends on the bulk, congestion, fire resistance and contents of buildings.

Additional for Maui only: Supplemental to the above, fire hydrants and necessary pipelines and appurtenances may be required by the Department as deemed necessary for adequate fire protection for structures in any land use or zoning district. The Standard of the Insurance Services office’s Guide for Determination of Required Fire Flow shall be used as a guide in designing mains for fire flow requirements.

111.04 SYSTEM CAPACITY.

The capacity of the distribution system shall deliver the maximum daily demand simultaneously with the required fire flow.

The distribution system shall also deliver the peak hour flow (without fire flow).

For Maui Only: For surface water systems, the demand shall not exceed 80% of the average daily inflow from the source.

111.05 DEMAND FACTORS.

Table 100-20 lists the demand factors.

DIVISION 100 - PLANNING

Table 100-18 - DOMESTIC CONSUMPTION GUIDELINES
AVERAGE DAILY DEMAND*
ZONING DESIGNATION HAWAII KAUAI MAUI OAHU
RESIDENTIAL: Single Family or Duplex Multi-Family Low Rise Multi-Family High Rise 400 gals/unit 400 gals/unit 400 gals/unit 500 gals/unit 350 gals/unit 350 gals/unit 600 gals/unit or 3000 gals/acre 560 gals/unit or 5000 gals/acre 560 gals/unit 500 gals/unit or 2500 gals/acre 400 gals/unit or 4000 gals/acre 300 gals/unit
COMMERCIAL: Commercial Only Commercial/Industrial Mix Commercial/Residential Mix 3000 gals/acre ---- 3000 gals/acre 5000 gals/acre 3000 gals/acre 6000 gals/acre 140 gals/1000 sq. ft. 140 gals/1000 sq. ft. 3000 gals/acre 100 gals/1000 sq. ft. 120 gals/1000 sq. ft.
RESORT (To include hotel for Maui only) 400 gals/unit (1) 350 gals/unit 350 gals/unit or 17000 gals/acre 350 gals/unit or 4000 gals/acre
LIGHT INDUSTRY: 4000 gals/acre 4000 gals/acre 6000 gals/acre 4000 gals/acre
SCHOOLS, PARKS: 4000 gals/acre or 60 gals/student 4000 gals/acre or 60 gals/student 1700 gals/acre or 60 gals/student 4000 gals/acre or 60 gals/student
AGRICULTURE: 2,500 gals/acre 5000 gals/acre 4000 gals/acre

* - Where two or more figures are listed for the same zoning, the daily demand resulting in higher consumption use shall govern the design unless specified otherwise.

(1) - Subject to special review and control by the Manager.

111-3

DIVISION 100 - PLANNING

Table 100-19 - FIRE FLOW REQUIREMENTS
LAND USE FLOW (GPM)/DURATION (HRS)/FIRE HYDRANT SPACING (FT.)
HAWAII KAUAI MAUI OAHU
Agriculture 500/0.5/600 (1) 250/1/500 500/2/500 1000/0.5/700
Rural 1000/2/500
Single Family (2) (4) 1000/2/350 1000/1/350
Duplex 1500/1/300 (4) 1250/2/350 1000/1/350
PUD Townhouse and Low Rise Apartments 1500/1/300 (4) (5) 1500/1/250
Schools, Neighborhood Businesses, Small Shopping Centers, Hotels (except Maui), and High Rise Apartments 2000/2/300 2000/2/350 2000/2/250 2000/2/250
Light Industry, Downtown Business, Large Shopping Center, and Hospitals 2,000/2/300 3000/3/350 2000/2/250 4000/3/250
Heavy Industry, Hotels 2,000/2/300 3000/3/350 2,500/2/ 250 (3)

(1) - Applies to one acre lot size or less

(2) - 10,000 sq. ft. or larger lot size = 500/2/600; Less than 10,000 sq. ft. lot size = 1000/1/600

(3) - Subject to special review and control by Manager

(4) - R-2 = 500/1/500 R-4 = 750/2/500 R-6 = 1000/2/500 R-10 = 1250/2/350 R-20 = 1500/2/350 RR-10 = 1500/2/350 RR-20 = 2000/2/350

(5) - A-1 = 1500/2/250 A-2 = 2000/2/250

Note:

1. On dead end streets, the last F.H. shall be located at one half the spacing distance for F.H.s from the last house/unit (frontage property line or to the driveway/access for the property).

2. Spacing of fire hydrant shall be measured along the roadway.

111-4

DIVISION 100 - PLANNING

Table 100-20 - DEMAND FACTORS
Island Maximum Daily Demand Peak Hour
Hawaii 1.5 x Average Day 5.0 x Average Day
Kauai, Maui, Oahu 1.5 x Average Day 3.0 x Average Day

111.06 PIPELINE SIZING.

Pipelines shall be sized to meet the following requirements:

  1. Maximum daily flow plus fire flow with a residual pressure of 20 psi at critical fire hydrant.
  2. Peak hour flow with a minimum residual pressure of 40 psi.
    1. In determining the carrying capacity of the mains, the "C"* values to be applied are shown in Table 100-21.
    2. * Not for metallic non-cement lined pipe.
  3. Maximum velocity in distribution main (without fire flow) is 6 feet per second.
  4. For Maui Only: In addition, the maximum velocity in mains shall apply as follows:
Table 100-21 - "C"* FACTORS
Pipe Diameter (In.) "C"
4", 6" 100
8", 12" 110
16", 20" 120
24" and Larger 130
a.
Distribution mains - 10 feet per second with fire flow at max day domestic flow.
b.
Transmission mains without water services or fire flow - 20 feet per second.
c.
Fire lines - 13 feet per second.
  1. For Hawaii Only: Maximum velocity in distribution mains with fire flow shall be 10 feet per second.
  2. Unless specified otherwise, maximum static or pumping pressure, whichever is greater, shall not exceed 125 psi.
  3. For Oahu Only: Minimum diameter of influent-effluent line from booster pump to reservoir shall be 12-inches.

111.07 RESERVOIR CAPACITY.

Reservoir shall be sized as follows:

  1. Meet maximum day consumption. Reservoir full at the beginning of the 24-hour period with no source input to the reservoir.
  2. Meet maximum day rate plus fire flow for duration of fire. Reservoir 3/4 full at start of fire, with credit for incoming flow from pumps, one maximum size pump out of service.
  3. Minimum size reservoir shall be 0.1 MG. Reservoir size shall be as specified in Section 105.10 - RESERVOIR, Subsection A - Size.

Where there are two or more reservoirs serving the same system, the design shall be made on the basis of combined protection provided by all facilities available.

111.08 TOTAL PUMP CAPACITY.

The total pump capacity for each site shall be based on the criteria that yields the maximum pumpage. The criteria for each island is as shown on Table 100-22.

DIVISION 100 - PLANNING

Table 100-22 - TOTAL PUMP CAPACITY CRITERIA
Island Total Pump Capacity Criteria At Each Site
Hawaii 2
Kauai 5a
Maui 1, 3, 4a
Oahu 1, 3a, 4a

a - The largest pumping unit shall be considered out of service (standby). Criteria

  1. Meet maximum day demand with an operating time of 16 hours simultaneously with maximum fire flow required independent of the reservoir. The standby unit may be used to determine the total flow required.
  2. Meet average day demand with an operating time of 16 hours or meet maximum day demand with an operating time of 24 hours with larger pump unit on standby and not contributing to flow requirements.
  3. Maximum day demand during the duration of fire plus fire demand less 3/4 of reservoir storage.
  4. Meet maximum day demand with an operating time of 16 hours.
  5. Meet maximum day demand with an operating time of 24 hours.

SECTION 112 - CONSTRUCTION PLANS

112.01 GENERAL.

All proposed work shown on plans submitted to the Manager for approval shall be designed according to these Standards.

All construction plans shall be prepared, signed, and stamped by professional engineers, licensed under the State of Hawaii, to the extent of his professional qualifications under the laws of the State.

In matters of engineering judgment, the Manager's decision will be final.

Approval of plans by the Manager is based solely on the adequacy of the water system. Approval shall also be based on the Water System facilities and appurtenances. In the event a design change material is contemplated, thereafter, and if the project is not under construction within a period of one year (for Oahu only: two years), the plans shall be resubmitted to the Department for review, re-approval and changes, as it deems proper because of changed conditions or revision of Standards. All other features of the water system such as lines, grades, slope stability, fittings, etc., and other features of improvements shall be the responsibility of the engineer who prepared the plans. Drainage within water facility site, and other features of the improvements shall also be the responsibility of the engineer who prepared the plan.

112.02 PLANS.

Unless otherwise approved by the Manager the construction plans, insofar as the water system is concerned, shall be of polyester tracing film (4 mil thick mylar sheets) (for Oahu only: xerographic vellum), matte on both sides, and shall show the following on standard size sheet or sheets, measuring 24" x 36" overall (for Kauai only: 22” x 36” overall) with no exceptions. Drawings and title sheets shall be in ink or photo mylars ("sticky-backs are not acceptable”). (For Oahu only: Minimum lettering size shall be 1/8-inch.)

The construction plans submitted for approval shall include the following minimum requirements.

  1. Name of project or subdivision, name of engineer with engineer’s signature and stamp affixed thereon, appropriate approval signature blocks and location map of project.
  2. North arrow, graphic scale, tax map key.
  3. The proposed project, type of development such as single family, clusters, high-rise, commercial, industrial, one-lot development, utility improvements and others, number of units and living stories. Complete with both plan and profile, and its interrelationship with street lines, lot lines, curb grades, sewers and drains, electrical, gas, cable, communication lines, both existing and proposed conditions, as well as any other features natural or artificial necessary for a complete understanding of the water system design.
  4. Plan views drawn to a scale of one inch equals 40 feet or one inch equals 20 feet. Profile views drawn to a vertical scale of one inch equals 4 feet or larger to USGS datum. Plan and profile shall be drawn on the same sheet where practicable, with profile stationing running from left to right.
  5. Main location and size, to include profile view of main and meter connection and all material call outs.
  6. The designation, including alignment, width and area, of all easements for parts of the water system which will not be in street areas to be dedicated to the public.
  7. A general layout map with an appropriate scale showing the locations of lot, lot numbers, access to property (show ingress and egress), rights-of-way, easements, roadways, property pins, and streets within the project and its near vicinity together with existing and proposed utilities and its appurtenances. Show phasing of water system construction as applicable.
  8. A small key location inset or vicinity map showing the proposed project in relationship to streets and water mains in the area.
  9. Applicable Water Notes to include test pressure for water main.
  10. Building, streets, and lot layouts. Plans shall show location of access to property, all existing conditions, and existing fire hydrant locations with numbers. All utilities shall be labeled as existing or new. All street names shall be labeled as existing or proposed new City, State, Federal, Private or Private City Maintained roadways.
  11. Lettering size shall be readable when reduced 50 percent.
  12. The Manager’s signature block shall be shown on the construction plans as follows:
a.
For Maui and Hawaii: Title sheet only.
b.
For Kauai: Title sheet and all applicable interior water related sheets.
c.
For Oahu: Title sheet for subdivisions or new water facilities projects (wells, booster stations and reservoirs) only. Provide signature block for Manager’s designated official for water notes sheet, detail sheets and all other appropriate sheets where work is to be done near or along the water system. Signature blocks for City projects may not be required and shall be verified with the latest requirements of the City Department of Planning and Permitting.
  1. Easement lines on plan and profile. Provide dimensions and area of the easement to be granted to the applicable Department or Water Board (Hawaii).
  2. Applicable details only if they deviate from the latest water system standard details.
  3. Plan and profile shall provide the following:
a.
Existing and new main locations and sizes including meter connections and utilities. Existing waterlines and utilities must be in light or hidden lines and new utilities must be in solid or thicker lines for distinction.
b.
All material call-outs including bends and fittings with concrete blocks or beams, as required, and valves with station numbers.
c.
Show existing and new finish grade lines, valves, 3-inch and larger meter and fire hydrant pipe inverts on profile views.

16. For existing and new water services:

a.
Locations of all new and existing water meter boxes within the project limits serving the specified lot(s) that are affected by the project and indicate meter numbers on plans. (The meter numbers are located on top of or underneath the meter dial cover) Laterals from meter box to existing or new main.
b.
Size of existing and new laterals and meters and provide Flow Requirements that include existing and additional fixture units (FU), gallons per minute (GPM), gallons per day (GPD) and the Department’s estimate of applicable charges. (For Oahu only: All information shall be shown on the construction plans.)
c.
Existing and/or new approved backflow preventers after domestic meters, after property valves but prior to any tees and branches.
d.
For new 3-inch and larger meter connections, provide plan and profile views of lateral from main to property or backflow preventers.
e.
Laterals to be cut and plugged at main; meters, valve boxes, manholes and meter box frames and covers to be removed and salvaged.
f.
The installation, chlorination and testing of the water main and facilities after the meter(s) shall not be the responsibility of the Department.

When submitting for approval, four sets (six sets for new facilities) of construction plans and specifications along with a transmittal letter (indicating what is being submitted and person to contact with phone numbers) shall be submitted. (For Oahu Only: Initial submittals shall be coordinated with the City and County of Honolulu, Department of Planning and Permitting.)

112.03 MISCELLANEOUS SUBMITTALS.

For Oahu Only: Submit the following as applicable to the new onsite or offsite water system improvements:

  1. One set of fire flow calculations for plans showing new on-site fire hydrant installations off an existing or new detector check or FM meter. Fire flow calculations shall be for the most critical fire hydrant and shall meet the minimum requirements in Section 111.03 - FIRE FLOWS, DURATION AND HYDRANT SPACING and Table 100-19.
  2. Two sets of soils report showing the soil resistivity test results and rating for new waterlines exceeding 500 linear feet of new pipes only. The report shall include recommendations and calculations for the corrosion design and type of anodes to be used. Plans shall include applicable corrosion designs.
  3. Two sets of soils or geotechnical survey report, drainage report, and structural calculations for new structures and facilities to be dedicated to the Department.
  4. Six sets of project specifications and special provisions for new reservoirs, booster stations, wells and other structures.
  5. Copy of latest approved master plan. The size and layout of water mains shall be in accordance with the approved master plans for new subdivisions.
  6. For new subdivisions, transmission mains, reservoirs, wells, booster stations and other larger water system improvements, submit a preliminary cost estimate for construction of all water systems prior to approval of plans.

112.04 SUBMITTALS PRIOR TO CONSTRUCTION.

For Oahu only: The Department’s Maintenance Unit – Engineering, Construction Section shall be notified in writing one week prior to commencing work on the water systems. For improvements that require work on the water systems and inspection from the Department, four (4) sets of approved construction plans and specifications shall also be submitted to the Department one week prior to commencing work. Specifications are required for new structures and facilities only. All notifications must be in writing and shall include information on the Contractor’s, contact person’s name and phone numbers and approximate date, the work on the water systems will begin.

112.05 SUBMITTALS DURING CONSTRUCTION.

Six sets of shop drawings reviewed, stamped and signed by the design engineer shall be submitted to the Department for review and approval prior to construction and/or fabrication of materials. See Division 200 - MATERIALS and Division 300 - CONSTRUCTION for other submittals required during construction.

112.06 AS-BUILT CONSTRUCTION PLANS.

Upon completion of construction of a project, as-built construction plans and tracings shall be submitted to the Department. Tracings shall be as specified in Section 112.02 - PLANS.

  1. The Licensed Professional Engineer shall make all necessary corrections on the tracings to reflect all construction changes, alterations and/or deletions, other than formal approved revisions already shown on the construction plans. Additional tracings of any working or shop drawings approved by the Manager shall also be included for filing.
  2. All corrections shall be in permanent-type red ink darkened with permanent black ink (approximately one-part black to five-part red).

3a. The word “AS BUILT” shall be labeled on the title sheet and certified by the Licensed Professional Engineer as to accuracy.

AS-BUILT TRACINGS

Certified By: Date: Engineer

Approved By: Date: Manager

Label “AS-BUILT” on all sheets in the margin space left of the sheet number.

3b. In lieu of 3a, the words “RECORD DRAWING” shall be labeled on the title sheet and certified by the Contractor as to accuracy. The Licensed Professional Engineer shall formally submit the tracing.

RECORD DRAWING TRACINGS

Certified By: Date: Contractor (Include name and company)

Submitted By: Date: Design Engineer

Approved By: Date: Manager

Label “RECORD DRAWINGS” on all sheets in the margin space left of the sheet

number. All signatures and dates shall be in permanent black ink.

  1. Tracings for filing must be of good quality and not subject to flaking, rubbing, or scraping off. Tracings for filing must also not exhibit or be subject to discoloration or distortion.
  2. No “paste ons”, especially for title blocks, water notes and engineer’s stamp will be accepted.
  3. All tracings and shop drawings shall bear the stamp or seal and the signature of the Licensed Professional Engineer in permanent black ink.

SECTION 113 - WATER MASTER PLAN

113.01 GENERAL.

A water master plan is defined as a plan describing the development of any property including all of the proposed water system improvements necessary to provide adequate water service to the development. All proposed work shown on the water master plan submitted to the Manager for approval shall be designed according to these Standards.

In matters of engineering judgment, the Manager's decision will be final.

Approval of plans by the Manager does not constitute a water commitment. Water commitment for the project shall be in accordance with the Department's Rules and Regulations.

113.02 PLANS.

The water master plan, insofar as the water system is concerned, shall show the following:

  1. Name of project or subdivision, name of engineer, tax map key, location and acreage.
  2. Type of development and number of units.
  3. Access to property.
  4. Elevations and contours of property based on mean sea level.
  5. Building, street, and lot layout.
  6. Estimated water demand in gallons per day.
  7. Development and construction schedules.
  8. Proposed water facilities.
  9. Supporting calculations showing adequacy of water facilities during interim and ultimate development.

113.03 DEVELOPMENT BY PHASES.

If development of the project is to be done in phases over a period of time and the Standards are revised, or if there are changes in the type or layout of development proposed, the master plans shall be revised accordingly and resubmitted for review and approval by the Manager.

DIVISION 200 - MATERIALS

TABLE OF CONTENTS DIVISION 200 - MATERIALS

SECTION PAGE

201 GENERAL ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 201-1

202 DUCTILE IRON PIPE, FITTINGS AND APPURTENANCES

202.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-1

A. Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-2

B. Polyethylene Encasement ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-3

C. Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-3

D. Interior Lining ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-3

E. Exterior Coating ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-3

F. Bolts and Nuts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-3

202.02 Mechanical Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-4

A. General ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅ ⋅⋅ 202-4

B. Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-4

202.03 Push-on Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-4

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-4

B. Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-5

202.04 Flanged Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-5

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-5

B. Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-5

202.05 Special Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-5

A. Pipeline Couplings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 202-5

203 CONCRETE CYLINDER PIPE AND FITTINGS

203.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-1

A. Steel Cylinder ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-1

B. Interior Lining ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-1

C. Exterior Coating ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-2

D. Flanged Joints ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-2

E. Water ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-2

F. Guarantee ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-2

G. Rejection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-2

H. Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-2

203.02 Pretensioned Concrete Cylinder Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-2

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ ⋅⋅⋅⋅⋅⋅⋅ 203-2

203.03 Cement Mortar Lined and Coated Cylinder Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-4

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-4

200-i

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203.04 Concrete Cylinder Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-5

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-5

B. Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ ⋅⋅⋅⋅⋅⋅⋅ 203-5

C. Reinforcement ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-5

D. Factory Testing of Steel Cylinder ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-6

203.05 Corrosion Protection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 203-6

204 PLASTIC PIPE

204.01 Polyvinyl Chloride (PVC) C-900 & C-905 Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 204-1

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 204-1

B. AWWA C900 PVC Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 204-1

C. AWWA C905 PVC Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 204-2

D. Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 204-2

1. Ductile Iron Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 204-2

2. PVC Fittings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 204-3

205 VALVES AND APPURTENANCES

205.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-1

205.02 Gate Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-1

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-1

B. Valves Three (3)-Inch and Smaller ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-2

C. Metal-Seated Valves Four (4)-Inch and Larger ⋅⋅⋅⋅⋅⋅⋅⋅ 205-2

D. Resilient-Seated Gate Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-3

1. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-3

205.03 Butterfly Valves and Manual Operators ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-4

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-4

B. Butterfly Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-4

C. Manual Actuator ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-4

D. Manufacturer’s Identification ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-4

E. Submittals for Approval ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-4

205.04 Tapping Valves and Sleeves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-5

205.05 Ball Valves and Appurtenances ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-5

205.06 Air Relief Valves/Combination Air Valves and ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 205-6 Appurtenances

200-ii

SECTION PAGE

206 HYDRANT AND APPURTENANCES

206.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 206-1

206.02 Wet-Barrel Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 206-2

206.03 Dry-Barrel Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 206-2

206.04 Hydrant Markers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 206-3

207 CAST IRON MANHOLE COVERS, FRAMES, RUNGS, EYEBOLTS,

METER BOX AND VALVE BOX COVERS AND FRAMES, AND

STANDPIPE

207.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-1

207.02 Manhole Covers and Frames ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-1

207.03 Manhole Rungs ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-2

A. Hot-Dip Galvanized or Stainless Steel Rungs ⋅⋅⋅⋅⋅⋅⋅⋅ 207-2

B. Steel Reinforced Copolymer Polypropylene Plastic Rungs 207-2

207.04 Eyebolts, Nuts, and Washers for Type “A” Manhole ⋅⋅⋅⋅⋅⋅ 207-2

207.05 Meter Box Covers and Frames ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-2

207.06 Valve Box Covers and Frames and Standpipes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-3

207.07 Brass Plates ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 207-3

208 SERVICE LATERALS AND APPURTENANCES

208.01 Copper Tubing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-1

208.02 Brass Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-1

208.03 Plastic Tubing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-1

A. Polyethylene Tubing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-1

B. Plastic Tubing Markings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-3

208.04 Ball Corps ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-3

208.05 Ball Stops ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-4

208.06 Couplings ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-5

208.07 Service Saddles ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-5

208.08 Meter Box ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 208-6

200-iii

SECTION PAGE

209 PREMOLDED FILLER, CRUSHED ROCK, PIPE CUSHION, BACKFILL MATERIAL AND BRICKS

209.01 Premolded Filler ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-1

209.02 Pipe Cushion ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-1

A. For Kauai, Maui and Oahu ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-1

B. For Hawaii Only ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-2

209.03 Crushed Rock ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-2

209.04 Backfill Material ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-2

209.05 Bricks ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 209-3

210 VALVE MARKERS, PIPE HANGERS, LATERAL BRACINGS AND INSERTS

210.01 Valve Markers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 210-1

210.02 Pipe Hangers, Lateral Bracings, and Inserts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 210-1

211 BRASS PRODUCTS

211.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 211-1

212 MISCELLANEOUS

212.01 Asphalt Seal for Reservoir Interior Perimeter ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-1

212.02 Asphaltum ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-1

212.03 Bitumastic Coating ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-1

212.04 Crystallization Products ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-2

212.05 Geotextile Fabrics ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-2

212.06 Petroleum Asphaltic Coatings (Factory Applied) ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-3

212.07 Wall Sliding Joint Material ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-3

212.08 Warning Tape ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-3

212.09 Waterstops ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 212-4

200-iv

DIVISION 200 - MATERIALS

SECTION 201 - GENERAL

All materials incorporated into the system shall be furnished by the Contractor in accordance with the Water System Standards unless otherwise specified or approved by the Manager.

Materials are usually specified in terms of the latest applicable standard specifications of the American Society of Testing Materials (ASTM), American National Standards Institute (ANSI), American Water Works Association (AWWA), and General Services Administration Federal Specifications. Should the standard specifications noted in these Standards be in conflict with later revisions or amendments thereof, the Manager shall be consulted for the applicable standard specifications.

In some instances, materials are specified as acceptable items by means of the manufacturer's catalog designations or reference numbers rather than by detailed specifications. It should be clearly understood that such references are frequently changed by the manufacturer. For any modifications to the material and the identification number, the manufacturer shall resubmit the material for review and approval by the Manager prior to incorporation to the Water System Standards. For any changes to catalog designations, reference numbers and manufacturer’s name, a formal letter indicating such changes shall be submitted to the Manager. If any reference number is found to be obsolete, the Manager should be consulted for the latest designation.

Acceptable materials are listed in DIVISION 400 - APPROVED MATERIAL LIST AND STANDARD DETAILS.

SECTION 202 - DUCTILE IRON PIPE, FITTINGS, AND APPURTENANCES

202.01 GENERAL.

Unless otherwise noted ductile iron pipe shall conform to ANSI A-21.51, and AWWA C151.

All ductile iron pipes shall be of the class called for in the Proposal, plans, or the specifications. Pipes shall be furnished in lengths not shorter than 18 feet nor longer than 20 feet and shall conform to Table 200-1 and Table 200-2.

Table 200-1 - STANDARD DIMENSIONS OF MECHANICAL JOINT AND PUSH-ON JOINT DUCTILE IRON PIPE
Pipe Size (Inches) Thickness (Class) Thickness (Inches) Outside Diameter (Inches)
3 52 0.28 3.96
4 52 0.29 4.80
6 52 0.31 6.90
8 52 0.33 9.05
10 52 0.35 11.10
12 52 0.37 13.20
16 52 0.40 17.40
18 52 0.41 19.50
20 52 0.42 21.60
24 52 0.44 25.80
30 52 0.47 32.00
36 52 0.53 38.30
42 52 0.59 44.50

DIVISION 200 - MATERIALS

Table 200-2 - STANDARD DIMENSIONS OF DUCTILE IRON PIPE FOR USE WITH THREADED FLANGES
Pipe Size (Inches) Thickness (Class) Thickness (Inches) Outside Diameter (Inches)
3 53 0.31 3.96
4 53 0.32 4.80
6 53 0.34 6.90
8 53 0.36 9.05
10 53 0.38 11.10
12 53 0.40 13.20
16 53 0.43 17.40
18 53 0.44 19.50
20 53 0.45 21.60
24 53 0.47 25.80
30 53 0.51 32.00
36 53 0.58 38.30
42 53 0.65 44.50

Whenever ductile iron pipe is to be furnished with a thickness other than those shown in Tables 200-1 and 200-2, the design thickness shall be submitted in writing to the Department for approval at least ten (10) calendar days prior to the date of opening of bids.

Ductile iron pipe shall be either mechanical joint, push-on joint, or flanged joint unless otherwise specified.

A. Fittings. Ductile iron and cast iron fittings and special castings shall comply with ANSI A-21.10 and AWWA C110 and have mechanical joints, push-on joints or flanged joints and shall be all bell (without spigot or plain ends) unless otherwise specified.

For Oahu Only: The class of mechanical joint, ductile iron fittings shall be:

  1. Class 350 for 4-inch to 24-inch fittings
  2. Class 250 for 30-inch to 42-inch fittings

The class of flanged, ductile iron fittings shall be:

  1. Class 350 for 4-inch to 12-inch fittings
  2. Class 250 for 16-inch to 42-inch fittings

If fittings and special castings called for on the plans are not covered by ANSI A-21.10 and by AWWA C110, the Contractor shall submit shop drawings and manufacturer's specifications to the Manager for approval prior to casting. Six copies of the approved drawings and specifications shall be forwarded to the Manager.

For Hawaii and Maui Only: Fittings shall be either mechanical joints or flanged joints only.

B. Polyethylene Encasement. Unless otherwise specified, all ductile iron pipes, valves, and fittings shall be encased in 8 mil minimum thickness polyethylene material in accordance with ANSI A-21.5 and AWWA C105. (For Hawaii Only: Ductile iron mains, valves, and fittings located at invert elevation of 5 feet or lower shall be polyethylene encased.) Polyethylene material shall have permanent markings per AWWA C105.

For Oahu Only: All ductile iron pipes, valves and fittings shall be encased in 2 layers of polyethylene material. Copper service laterals shall be encased with polyethylene wrap (3 feet minimum) from the connection to ductile iron pipes as shown on the Standard Details.

C. Corrosion Protection. See Division 500 for required coating types and other corrosion control requirements as applicable to the project.

D. Interior Lining. All pipes, fittings, and special castings, except sleeves and plugs, shall be cement mortar lined in accordance with ANSI A-21.4 and AWWA C104.

Interior linings shall have tapered ends and shall be sealed with a bituminous seal coat.

E. Exterior Coating. All ductile iron pipes, fittings, and special castings shall be coated on the exterior surfaces with a bituminous coating approximately 1 mil thick. The finished coating shall be continuous, smooth, neither brittle when cold nor sticky when exposed to the sun and shall be strongly adherent to the pipe. Surfaces shall be clean and dry, free from all grease, oil, sand, and other foreign materials when painted.

F. Bolts And Nuts. All bolts and nuts shall be either silicon bronze (ASTM F467 and F468) or stainless steel (ASTM F593 and F594, type 316). All bolts and nuts shall be silicon bronze only if submerged in water. Bolts and nuts installed shall be compatible in strength and material characteristics. Bolts shall protrude beyond the nuts and protrusion shall be a minimum of 1/8-inch but shall not exceed 1/2-inch. All stainless steel bolt and nut threads shall be pre-coated with anti-seizing graphite compound before installation.

202.02 MECHANICAL JOINT.

A. General. Mechanical joints shall conform with all provisions of ANSI A-21.11 and AWWA C111, "Rubber-Gasket Joints for Ductile Iron Pressure Pipe and Fittings".

Mechanical joint pipes and fittings shall be furnished complete with gaskets, glands, bolts, and nuts.

Ductile iron MJ glands shall be straight-sided polygon in shape. Ductile iron thickness shall be the same as gray (cast) iron dimensions in AWWA C111. Glands shall be full-bodied from and between bolt holes. Scalloped or reduced metal gland section glands are not permitted.

Silicon bronze (ASTM F467 and F468) or stainless steel (ASTM F593 and F594, type 316) bolts and nuts shall be used for all mechanical joints. All bolts and nuts shall be silicon bronze only if submerged in water. All stainless steel bolt and nut threads shall be pre-coated with anti-seizing graphite compound before installation.

Gaskets shall be vulcanized natural or vulcanized synthetic rubber, free of porous areas, foreign materials, and visible defects. No reclaimed rubber shall be used.

Bolt holes shall straddle the vertical centerline.

B. Fittings. Mechanical joint fittings shall be manufactured in accordance with ANSI A-21.10 and AWWA C110. The mechanical joint fittings shall be Class 250 or 350 as called for in the proposal or designated on the plans equal to or exceeding the class of the ductile iron pipe to be installed.

For Oahu and Kauai only: Compact fittings are not permitted.

For Maui Only: Except for top vertical with anchor blocks, mechanical joint fittings may be manufactured in accordance with AWWA C153, compact fittings. Glands shall comply with AWWA C111.

For Hawaii only: Mechanical joint fittings may be manufactured in accordance with AWWA C153, compact fittings.

202.03 PUSH-ON JOINT.

A. General. Push-on joint shall conform with all applicable provisions of ANSI A-21.11 and AWWA C111, "Rubber-Gasket Joints for Ductile Iron Pressure Pipe and Fittings". The plain end of the pipe shall have a slight taper to ease its sliding-fit with the gasket when the joint is made.

Push-on joint pipe shall be furnished complete with gaskets and lubricant.

B. Fittings. Fittings for push-on joint pipe shall be mechanical joint or push-on joint fittings unless otherwise specified. The push-on joint fittings shall be manufactured in accordance with ANSI A-21.10 and AWWA C110.

For Hawaii and Maui Only: Joints for fittings shall be mechanical joint.

202.04 FLANGED JOINT.

A. General. Flanged pipes and fittings shall be furnished complete with gaskets, bolts, and nuts. Threaded flanged pipes shall conform to AWWA C115.

Flanges shall be faced and drilled in accordance with ANSI B-16.1, Class 125, rated for 150 to 200 psi or Class 250, rated for 250 psi. Bolt holes shall straddle the vertical center line.

Gaskets shall be "full face" 1/16-inch thick, duck-inserted rubber packing, Garlock No. 19, "half-face" 1/8-inch thick "FLANGE-TYTE" gasket, or approved equal.

The bolts used for all flanged joints shall protrude beyond the nuts a minimum of 1/8-inch but shall not exceed 1/2-inch. All stainless steel bolt and nut threads shall be pre-coated with anti-seizing graphite compound before installation. Should the bolts protrude more than 1/2-inch, the bolt ends shall be machine cut before installation. Bolts shall be with cut threads and American Standard heavy hexagon heads. Nuts shall be compatible with the bolts in strength and material characteristics. Nuts shall be hexagon. Bolts and nuts for flanges shall conform to one of the following:

  1. Silicon bronze bolts and nuts shall conform to ASTM F467 and F468.
  2. Stainless Steel bolts and nuts shall conform to ASTM F593 and F594, type 316.

B. Fittings. Flanged fittings shall be Class 250 or 350 as called for in the Proposal or designated on the plans. Fittings shall conform with ANSI A-21.10 and AWWA C110.

All flanged fittings and special castings shall have integral flanges and shall be sand cast.

202.05 SPECIAL FITTINGS. (For Maui only)

A. Pipeline Couplings. Pipeline coupling shall be supplied in the "long body" style, 12-inches minimum length.

SECTION 203 - CONCRETE CYLINDER PIPE AND FITTINGS

203.01 GENERAL.

Concrete cylinder pipe shall be either pretensioned concrete cylinder pipe (bar wrapped concrete pressure pipe) or cement mortar lined and coated cylinder pipe.

Concrete cylinder pipe shall be in sections having nominal lengths of 16 to 32 feet, except where shorter lengths are required for fittings, curves, closures, or special sections. The pipe shall consist of the following component parts:

  1. A welded sheet-steel cylinder with bell and spigot steel joints.
  2. A centrifugally cast concrete or mortar lining.
  3. Reinforcement consisting of steel reinforcement.
  4. Mortar or concrete enveloping the steel cylinder and reinforcement.
  5. A self-centering joint with a preformed rubber gasket so designed that the joint will be water tight under all conditions of service.

Pipe shall be of the class designated on the plans or called for in the Proposal. (For Oahu only: All straight pipes shall be class 250.)

The diameter of the pipe and fitting called for in the Proposal or designated on the plans shall be the clear inside diameter.

Pipes, fittings, and specials shall be water cured for a period of not less than 7 days in accordance with Federal Specifications SS-P-1540 for cement mortar lined and coated pipe or AWWA C303 for pretensioned concrete cylinder pipe.

A. Steel Cylinder. Steel for cylinder shall be hot-rolled, low carbon open hearth or electric furnace steel sheets conforming to the requirements of ASTM A415 or steel plates conforming to ASTM A283, either Grade "B", "C", or "D" and ASTM A570 Grade "C". Steel cylinder shall be fabricated in accordance with AWWA C200 for fabricated electrically welded pipe and C-303 for pretensioned type pipe. Steel cylinder thickness shall be as specified in Section 203.02 - PRETENSIONED CONCRETE CYLINDER PIPE and Section 203.03 - CEMENT MORTAR LINED AND COATED CYLINDER PIPE of these standards.

B. Interior Lining. The cement mortar lining shall be applied within the cylinder by the centrifugal method to the thickness specified in Table 200-3 and Table 200-4 of these specifications.

Two or more external stiffener rings shall be in place around each cylinder during centrifugation of the lining. The end gauge rings and stiffener rings shall limit the deviation from the mean diameter of the cylinder, at any section, to a maximum of 1/2 percent. End gauge rings shall remain in place until the end of the primary cure. Stiffener rings shall also remain in place during primary cure unless equivalent support is provided by other means.

C. Exterior Coating. The coating thickness shall be as specified in Table 200-3 and Table 200-4 of these specifications.

D. Flanged Joints. All flanges for the joint shall be as specified under AWWA C207.

E. Water. Water used for concrete, mortar, and for curing shall be clean, salt-free, potable water.

F. Guarantee. All materials furnished and workmanship performed in accordance with these specifications shall be guaranteed for a period of one year.

G. Rejection. Pipes and fittings delivered at the job site showing cracks and checks in the lining or coating shall be rejected.

H. Corrosion Protection. See Division 500 for additional corrosion control requirements as applicable to the project.

203.02 PRETENSIONED CONCRETE CYLINDER PIPE. (Bar Wrapped Concrete Pressure Pipe)

A. General. Pretensioned concrete cylinder pipe shall be designed and manufactured as specified in AWWA C303, "Concrete Pressure Pipe, Bar Wrapped Steel Cylinder Type" with the following additions and modifications.

1. The manufacturer shall submit detailed design calculations and drawings prior to manufacture of any pipe.

Values for nominal lining thickness and nominal coating thickness shall be as shown in Table 200-3.

Each steel cylinder shall be subjected to hydrostatic test which will stress the steel to a unit stress of 0.75 times the specified minimum yield point of the steel used.

Minimum cylinder gauge thickness shall be 14 gauge USG.

Minimum bar center to center rod spacing shall be 1 inch and maximum spacing shall be 1.96 inch, but under no circumstance shall rod area be less than 1% of the diameter of the pipe nor 0.23 square inches per foot, whichever is greater.

Class 150 and Class 250 pipes shall be designed in accordance with Equation 7-1, AWWA Manual M9 - "Concrete Pressure Pipe". For Equation 7-1, Pw shall be the test pressure of the main.

Table 200-3 - PRETENSIONED CONCRETE CYLINDER PIPE LINING AND COATING THICKNESS
Nominal I.D. of Pipe (Inches) 16 20 24 30 36 42
Nominal Lining Thickness (Inches) ½ ¾ ¾ ¾ ¾ ¾
Nominal Coating Thickness (Inches) 1 1 1 1 1 1
  1. As the circumferential rod reinforcement is wound, a Portland cement slurry composed of one sack of cement to not more than five gallons of water shall be applied to the reinforcement and cylinder. A retarder may be used in the mix. A sulfate-resistant cement and/or high build epoxy coating may be required in certain areas. See Division 500 for corrosion control requirements as applicable to the project.
    1. Sized bell and spigot joint rings shall be welded to the steel cylinder prior to hydrostatic testing. The bell shall have a minimum thickness equal to the thickness of the steel cylinder but not less than 10 gauge for 16-inch and smaller and 3/16 inch for 20-inch and larger.
    2. The spigot end shall be formed from hot-rolled steel section having Carnegie Shape M3516. The ring shall be attached to the cylinder by electric arc welding. The root dimension of the joint band fillet weld shall be equal to the thickness of the cylinder or the bell or spigot rings, whichever is less. The spigot ring shall have a minimum thickness equal to the thickness of the steel cylinder.
  2. Electrical continuity plates or straps are required. See Division 500 for corrosion control requirements as applicable to the project.

203.03 CEMENT MORTAR LINED AND COATED CYLINDER PIPE.

A. General. Cement mortar lined and coated cylinder pipe shall be manufactured in accordance with Federal Specification SS-P-1540 with the following modifications:

1. Minimum values for lining and coating thickness shall be as shown in Table 200-4.

Each cylinder shall be subjected to a hydrostatic test which will stress the steel to a unit stress of 0.75 times the specified minimum yield point of the steel used. The manufacturer shall submit detailed design calculations and drawings prior to the

manufacture of any pipe. Minimum cylinder gauge thickness shall be 12 gauge USG.

Table 200-4 - CEMENT MORTAR CYLINDER PIPES LINING AND COATING THICKNESS
Nominal I.D. of Pipe (Inches) 16 20 24 30 36 42
Nominal Lining Thickness (Inches) ½ ¾ ¾ ¾ ¾ ¾
Nominal Coating Thickness (Inches) 1 1 1 1 1 1

2. The bell and spigot ends of the pipe shall be formed by welding to the steel cylinder.

The bell and spigot ends formed by welding the joint rings to the steel cylinder shall meet the following requirements:

a. The sized bell and spigot joint rings shall be welded to the steel cylinder prior to hydrostatic testing.
b. The bell shall have a minimum thickness equal to the thickness of the steel cylinder but not less than 10 gauge for 16-inch and smaller pipes and 1/4-inch for 20-inch and larger pipe.
c. The spigot end shall be formed from hot-rolled steel section having Carnegie Shape M-3516.
d.
The bell and spigot joint rings shall be attached to the cylinder by electric arc welding. The root dimension of the joint band fillet weld shall be equal to the thickness of the cylinder or the bell or spigot rings, whichever is less.
e.
Electrical continuity plates or straps are required. See Division 500 for corrosion control requirements as applicable to the project.
  1. Exterior Coating. Prior to the application of the coating, a cement slurry composed of one sack of Portland cement to not more than five gallons of water shall be applied in such a manner as to coat the exposed surface of the steel assembly evenly and uniformly.
  2. A sulfate-resistant cement and/or high build epoxy coating may be required in certain areas. See Division 500 for corrosion control requirements as applicable to the project.

203.04 CONCRETE CYLINDER FITTINGS.

A. General. Fittings shall be fabricated from welded steel sheet or plate, lined and encased with cement mortar. Steel sheet or plate for the fittings and specials shall be cut, shaped, and welded to the required shape and dimensions shown on the drawings. Butt welding shall be used.

B. Fittings. Fittings shall be suitably reinforced and designed equal in strength to the abutting pipe sections.

Fittings may be fabricated to be integral with a straight section of pipe with the understanding that any field adjustments required will be done at no cost to the Department.

At connections, all fittings requiring "strut-type" design for thrust blocks shall be reinforced externally with a ½-inch steel plate as shown on the Standard Details. Joint shall conform with the type of joint fabricated for the pipe.

C. Reinforcement. Crimped 2-inch by 4-inch, No. 13 gauge welded wire mesh shall be applied to the exterior steel surface which is to be cement mortar cased. Plain 2-inch by 4-inch, No. 13 gauge welded wire mesh shall be applied to the interior steel surface of fittings and specials 30-inch in diameter and larger which are to be cement mortar lined. Where the lining is placed centrifugally, no wire mesh reinforcement is required. The wires at 2-inch spacing shall extend circumferentially around the fitting. The ends of the reinforcement shall be lapped 4 inches and tied together.

Outlets built into the pipe for blowoffs, branches, air relief valves and access manhole shall be of suitable design. The cylinder shall be reinforced with collars or wrappers as required for the opening before the lining and coating are applied.

Wyes, tees, crosses, and reducers 16-inch in diameter and larger shall be reinforced with steel ribs or crotch plates welded continuously to the cylinder or by other methods to withstand the longitudinal crushing effect produced by the design pressure.

D. Factory Testing of Steel Cylinder. Fittings shall be subjected to a hydrostatic test equal to 150 percent of the designed working pressure. Any defect revealed by the test shall be repaired. Testing shall continue until all defects are eliminated.

203.05 CORROSION PROTECTION.

See Division 500 for corrosion control requirements as applicable to the project.

SECTION 204 - PLASTIC PIPE

204.01 POLYVINYL CHLORIDE (PVC) C-900 & C-905 PIPE.

A. General. PVC C-900 and C-905 pipe shall be cast-iron-pipe-equivalent O.D. type as called for in the Bid, Plans and Specifications.

Only elastomeric-gasket type joints shall be allowed. Pipe shall be furnished complete with integral bells or couplings of the same type and composition as the pipe, with gaskets conforming to ASTM F477, and with lubricant. All gaskets and lubricants shall be made from materials that are compatible with the plastic material and with each other when used together. The material shall not support the growth of bacteria nor adversely affect the potable quality of the water that is to be transported.

Conducting cable (copper toning wire for Oahu only) shall be installed over the PVC pipe for its entire length. See Division 500 for corrosion protection requirements as applicable to the project.

The installation of PVC pipes according to the plans and specifications may require additional fittings, special couplings, and items of work not specified due to the limited ability of PVC pipe to deflect at the joints. Bending of PVC pipes will not be allowed.

All PVC pipe deflections shall be accomplished only by the use of Special PVC deflection couplings. Deflection around curves shall be accomplished only by the use of PVC deflection couplings.

B. AWWA C900 PVC PIPE. PVC C900 pipe shall be in compliance with Table 200-5 and AWWA C900, "AWWA Standard For Polyvinyl Chloride (PVC) Pressure Pipe, 4-inch Through 12-inch For Water Distribution".

DIVISION 200 - MATERIALS

Table 200-5 - PVC C900 PIPE STANDARD DIMENSIONS
Pipe Size (In.) Class (psi) DR Thickness (In.) Outside Diameter (In.)
4 150 18 0.267 4.800
4 200 14 0.343 4.800
6 150 18 0.383 6.900
6 200 14 0.493 6.900
8 150 18 0.503 9.050
8 200 14 0.646 9.050
12 150 18 0.733 13.200
12 200 14 0.943 13.200

C. AWWA C905 PVC Pipe. PVC C905 pipe shall be in compliance with Table 200-6 and AWWA C905, "AWWA Standard for Polyvinyl Chloride (PVC) Transmission Pipe, Nominal Diameters 14-inches Through 36-inches".

Table 200-6 - PVC C905 PIPE STANDARD DIMENSIONS
Pipe Size (In.) Class (psi) DR Thickness (In.) Outside Diameter (In.)
16 150 18 0.967 17.400
18 150 18 1.083 19.500
20 150 18 1.200 21.600
24 150 18 1.433 25.800
30 150 18 1.778 32.000

D. Fittings.

1. Ductile Iron Fittings. Ductile iron fittings used with PVC C900 and C905 pipes shall conform to ANSI A-21.10. Fittings shall have mechanical or push-on joints. The class of fittings shall be at least equal to the class of the PVC pipe to be installed. Joints for the fittings shall meet all applicable requirements of ANSI A-21.11.

2. PVC Fittings. PVC fittings shall be used only with PVC C900, Class 150 pipes and shall conform to AWWA C907, "AWWA Standard For Polyvinyl Chloride (PVC) Pressure Fittings For Water - 4 In. Through 8 In." Only the types of fittings specified in AWWA C907 are approved for use. Ductile iron fittings shall be used for all types of fittings not specified in AWWA C-907. The reaction block requirements for PVC fittings shall be the same as for ductile iron fittings. Hub clamps and set screws shall not be used on PVC fittings. Prior to the installation of all PVC fittings, the Contractor shall submit a manufacturer's certification that all PVC fittings conform in all respects to AWWA C907. PVC fittings shall bear permanent identification markings conforming to AWWA C907.

SECTION 205 - VALVES AND APPURTENANCES

205.01 GENERAL.

Unless otherwise noted, each type of valve shall conform to the appropriate ASTM or AWWA standards specified. All valves shall be of the type and class as called for in the proposal, plans or specifications.

See Division 500 for required corrosion protection requirements as applicable to the project and as shown on the plans and specifications.

205.02 GATE VALVES.

A. General. All gate valves shall be approved by the Manager. Valves shall have non-rising stems, unless otherwise specified, with inside screw and shall open to the left or counter-clockwise.

Valves shall have the manufacturer's name, size, catalog number, and working pressure molded or stamped thereon in places where the name and number may be easily seen when the valves are installed. External surfaces of valves shall be shop coated with fusion-bonded epoxy coating or with two coats of an asphalt coating conforming to Federal Specifications TT-C-494B. Valves shall be furnished complete with all accessories.

Mechanical joint, push-on joint, and flanged joint for gate valves shall be in accordance with all applicable requirements specified for joints.

For Maui Only: Mainline valves shall be mechanical joint or flange joint.

All valves shall be for buried service unless otherwise specified.

Stuffing box bolts and nuts, bonnet bolts and nuts, and gland or flange bolts and nuts shall be Silicon Bronze in accordance with ASTM F467 and F468 or may be ASTM F593 and F594, type 316 stainless steel bolts and nuts. All stainless steel bolt and nut threads shall be pre-coated with anti-seizing graphite compound before installation.

All valves shall be full body and not thin-walled or reduced walled-type.

For working pressures of 200 psi or less, all gate valves 4-inches to 12-inches (16-inch for Maui) shall be resilient seat type of gate valve. For working pressures greater than 200 psi or when the gate valve size is larger than 12-inches (16-inch for Maui), the gate valve shall be the metal-seated type.

B. Valves Three (3)-inch and Smaller. Valves shall be of the wedge-disc type with non-rising stem, screw ends, and brass or bronze body. Metal composition of the body, centerpiece, and other cast parts shall be bronze, meeting the requirements of ASTM B62. All packing shall be Johns-Manville "Duro" packing style No. S-171 or approved equal, and shall have each ring cut to fit with staggered joints. Continuous (spiraled) packing shall not be used. Valves shall be provided with brass handwheels and stuffing box glands. Unless otherwise specified, valves shall be for 200-pound water service.

C. Metal-Seated Valves Four (4)-Inch and Larger. All metal-seated gate valves four (4)-inch and larger shall conform to AWWA C500 with cast iron body, bronze (not brass) mounted, double disc, and parallel seat and shall be furnished with 2-inch square operating nuts. Valves shall be equipped with double O-ring stem seals with both rings located above the collar. Valves shall have either push-on, mechanical joint or flanged joint ends as designated on the plans or called for in the Bid.

Sixteen-inch and larger valves shall be provided with cast steel cut tooth, bevel gears with integral or extended gear case, lubricated and supplied with watertight gland enclosure. Valves shall be equipped with by-passes as shown in Table 200-7: (For Maui only: Gate valve shall be fusion bonded epoxy coated.)

Table 200-7 - BY-PASS VALVES
Size of Valve (Inches) Size of By-Pass Valve (Inches)
16-20 Inclusive 3
24-30 Inclusive 4
36-42 Inclusive 6

The by-passes shall be in the horizontal plane when the gate valves are installed in the line.

All valves except bevel geared gate valves shall operate "upright" (vertical in horizontal pipe). Bevel geared gate valves shall operate on "edge" (horizontal in horizontal pipe) and shall be equipped with solid bronze rollers, tracks, and scrapers.

Valves shall be either Class 150, Class 200, or Class 250 as designated on the plans or called for in the bid. Class 250 valves shall be designed for 250 pounds working pressure and tested to 400 pounds.

All bolts and nuts shall be either silicon bronze (ASTM F467 and F468) or stainless steel (ASTM F593 and F594, type 316). All bolts and nuts shall be silicon bronze only if submerged in water. Bolts and nuts installed shall be compatible in strength and material characteristics. Bolts shall protrude beyond the nuts and protrusion shall be a minimum of 1/8-inch but shall not exceed 1/2-inch. All stainless steel bolt and nut threads shall be pre-coated with anti-seizing graphite compound before installation. Dimensions of bolting material shall meet ANSI B18.2.1 specifications. Bolting of the valve body parts shall be by bolts and nuts. Tapped bolt holes into the valve body are unacceptable.

D. Resilient-Seated Gate Valves.

1. General. Resilient-seated gate valves shall be manufactured to meet all applicable requirements of AWWA C509, "Resilient-Seated Gate Valves For Water And Sewerage Systems". Valves shall be either 4, 6, 8, or 12-inch in size and rated for service at 200 psi working pressure. Valves shall have non-rising stems, opening by turning left and provided with 2-inch square nut with arrow cast in metal to indicate direction of opening. Each valve shall have manufacturer's name, pressure rating and year in which manufactured cast on the body.

All bolts and nuts shall be either silicon bronze (ASTM F467 and F468) or stainless steel (ASTM F593 and F594, type 316). All bolts and nuts shall be silicon bronze only if submerged in water. Bolts and nuts installed shall be compatible in strength and material characteristics. Bolts shall protrude beyond the nuts and protrusion shall be a minimum of 1/8-inch but shall not exceed 1/2-inch. All stainless steel bolt and nut threads shall be pre-coated with anti-seizing graphite compound before installation. Dimensions of bolting material shall meet ANSI B18.2.1 specifications. Bolting of the valve body parts shall be by bolts and nuts. Tapped bolt holes into the valve body are unacceptable.

Stuffing boxes shall be of an O-ring design with a minimum of three O-rings. No gasket material made of asbestos shall be used.

Interior and exterior coating shall be fusion epoxy meeting AWWA C550, "Standard For Protective Interior Coatings For Valves and Hydrants".

Stem shall be bronze meeting the requirements of Grade D or Grade E Bronze as specified in AWWA C509.

Low friction torque reduction thrust bearings shall be located both above and below the stem collar.

If guides for the gate are required, there shall be no metal-to-metal contact, only metal-torubber.

205.03 BUTTERFLY VALVES AND MANUAL OPERATORS.

A. General. The manufacturer of the rubber-seated butterfly valve and manual operator shall be a nationally advertised firm with at least ten years' experience in the design and manufacture of valves of this type.

B. Butterfly Valves. The butterfly valve shall conform in all respects with AWWA C504, Class 150B, unless otherwise approved. The valve shall be short body valve with a cast iron body. The valve disc shall be cast or ductile iron, unless otherwise specified. If the rubber seat is mounted on the valve body, the valve disc shall be made of Ni-Resist unless a stainless steel seat ring is furnished. Valves shall have either push-on joint, mechanical joint, or flanged joint ends as designated on the plans or called for in the Bid. External surfaces of valves shall be shop coated with fusion-bonded epoxy coating or with two coats of an asphalt coating conforming to Federal Specifications TT-C-494B. Interior surfaces of butterfly valves shall be fusion bonded epoxy-coated.

All bolts and nuts shall be either silicon bronze (ASTM F467 and F468) or stainless steel (ASTM F593 and F594, type 316). All bolts and nuts shall be silicon bronze only if submerged in water. Bolts and nuts installed shall be compatible in strength and material characteristics. Bolts shall protrude beyond the nuts and protrusion shall be a minimum of 1/8-inch but shall not exceed 1/2-inch. All stainless steel bolt and nut threads shall be pre-coated with anti-seizing graphite compound before installation. Dimensions of bolting material shall meet ANSI B18.2.1 specifications. Bolting of the valve body parts shall be by bolts and nuts. Tapped bolt holes into the valve body are unacceptable.

C. Manual Actuator. The manual actuator shall conform in all respects with AWWA C504 unless otherwise stated in these specifications. The manual operator shall be furnished with a two-inch square operating nut, and a valve position pointer.

D. Manufacturer's Identification. The manufacturer's name and catalog number shall be molded or stamped on the valve where it can be easily seen after the valve is installed.

E. Submittals for Approval. The following submittals shall be furnished to and must be approved by the Department for each project before the valve is installed.

  1. Certification from the valve manufacturer that both the valve and the actuator conform to all requirements of AWWA C504.
  2. Certified drawings of valve and operator as specified in AWWA C504.
  3. Certified copies of reports of the torque rating of the manual operator as specified in AWWA C504.
  4. Calculations showing required operator input torque to develop the operating torque specified for Class 150B, of AWWA C504.

205.04 TAPPING VALVES AND SLEEVES.

Tapping valves and sleeves shall fit the A.P. Smith and Mueller tapping machines. All tapping valves and sleeves shall be furnished complete with bolts, nuts, and other standard accessories.

Valve ends to accommodate tapping machines shall be mechanical or flange joint for taps up to 24-inches in diameter. For taps larger than 24-inch mains, the materials, tools and equipment shall be provided by the Contractor and shall be verified with pipe manufacturer prior to approval by the Manager. (For Hawaii and Kauai Only: The nominal tap size shall be smaller than the nominal main size.) (For Oahu only: The nominal tap size shall be smaller than the nominal main size for concrete cylinder pipe only.)

Ends of sleeves shall be mechanical joint to fit Class 52 cast iron pipe, Class 150 or 200 PVC C-900 pipe, or Class 150 PVC C-905 pipe. Sleeves shall have flanged end outlets for the valve connections. External surfaces of valves shall be shop coated with fusion-bonded epoxy coating or with two coats of an asphalt coating conforming to Federal Specifications TT-C-494B.

Tapping sleeves for use with concrete cylinder pipe shall be modified according to the drawing shown in the Standard Details, unless otherwise approved. Contractor shall submit shop drawings for approval prior to installation.

All bolts and nuts shall be either silicon bronze (ASTM F467 and F468) or stainless steel (ASTM F593 and F594, type 316). All bolts and nuts shall be silicon bronze only if submerged in water. Bolts and nuts installed shall be compatible in strength and material characteristics. Bolts shall protrude beyond the nuts and protrusion shall be a minimum of 1/8-inch but shall not exceed 1/2-inch. All stainless steel bolt and nut threads shall be pre-coated with anti-seizing graphite compound before installation. Dimensions of bolting material shall meet ANSI B18.2.1 specifications. Bolting of the valve body parts shall be by bolts and nuts. Tapped bolt holes into the valve body are unacceptable.

For Maui only: Use of stainless steel tapping sleeves is not permitted.

205.05 BALL VALVES AND APPURTENANCES.

Ball valves shall have a full port opening and have female threaded ends, unless otherwise noted, meeting dimensions stated in AWWA C800. Valves shall be rated for a minimum of 200 pound water service. Valves shall be between 3/4" to 2½" in size. The valve body shall be made of bronze conforming to ASTM B62. The ball shall be made of bronze, ASTM B62 and be Teflon- or chrome-plated. All seals, thrust washers, and packing rings shall be made of Teflon or Buna-N.

Handwheels shall be provided and made of bronze, ASTM B62. Handwheel shall be removable when valve is in service and under pressure. Lever handles may be substituted for handwheels. Lever handles shall be made of bronze, ASTM B62 and sturdily bolted to the ball valve with bronze ASTM B62 bolting material; or Type 316 stainless steel, ASTM A193, ASTM A194, ASTM F593, and/or ASTM F594, bolting material.

For ball valves between 3/4" to 1-1/4" in size, handwheels shall have a maximum radius of 1½" from the vertical center of the valve. Lever handles shall have a maximum width of 1" and a radial length between 2½" to 3" from the vertical center of the valve to the end of the handle.

For ball valves between 1½" to 2½" in size, handwheels shall have a maximum radius of 3" from the vertical center of the valve. Lever handles shall have a maximum width of 1" and a radial length between 3" to 4" from the vertical center of the valve to the end of the handle.

All ball valves shall have locking capability and shall be blowoff-proofed to the atmosphere.

205.06 AIR RELIEF VALVES/COMBINATION AIR VALVES AND APPURTENANCES.

Air Relief Valves/Combination Air Valves and Appurtenances (ARV) shall conform to AWWA C512, "Standard For Air-Release, Air/Vacuum, and Combination Air Valves For Water Services". ARV shall be configured for underground installation with a threaded body inlet and a threaded cover outlet. Air relief valve bodies and covers shall be of gray cast iron conforming to ASTM A126, Class B or ASTM A48, Class 35 or ductile iron conforming to ASTM A536, Grade 65-45-12. ARV inlet size and rated maximum working pressure shall be as called for on the plans.

Valve and valve seat shall be of bronze, conforming to ASTM B62, type 316 stainless steel, or Buna-n-rubber. However, no stainless steel to stainless steel or Buna-n-rubber to Buna-n-rubber shall be allowed.

Valve trim, including the levers, float arms, pins, and vent cocks shall be bronze conforming to ASTM B62 or type 316 stainless steel.

Floats shall be of the highest quality seamless copper or stainless steel and shall operate with adequate force to insure positive valve action.

External surfaces of ARVs shall be shop coated with fusion-bonded epoxy coating or with two coats of an asphalt coating conforming to Federal Specifications TT-C-494B.

Fittings and nipples for connections of air relief valves shall be cast bronze or "Standard" brass (Grade A) screwed joint with metal conforming to Section 211 - BRASS PRODUCTS.

Vertical check valve shall be designed to operate on upward flow only and shall be brass or bronze. Valves shall be for 200-pound working pressure unless otherwise specified.

DIVISION 200 - MATERIALS Ball corps and ball stops shall be as specified under "Service Laterals and Appurtenances". Orifice size for ARV shall be as shown in Table 200-8.

Table 200-8 - ARV
ARV Inlet Size Maximum Working Pressure (PSI) 5% Air Content (Standard Cubic Feet Per Minute) Corresponding Orifice Size
3/4-inch 150 25 1/8-inch
3/4-inch 250 25 7/64-inch
1-inch 150 32 5/32-inch
1-inch 250 32 1/8-inch
2-inch 150 88 1/4-inch
2-inch 250 88 7/32-inch

All air relief valve nuts and bolts shall be silicone bronze or stainless steel.

SECTION 206 - HYDRANTS AND APPURTENANCES

206.01 GENERAL.

Hydrants shall be manufactured in accordance with the requirements of AWWA C502 or C503 unless otherwise approved by the Manager.

All hydrants shall be subjected to a hydrostatic pressure test of 300 pounds per square inch, and the pressure test shall be guaranteed by the manufacturer. Two copies of the Certification of Test shall be furnished before delivery.

Lengths of hydrant buries are from the face of the flange to the centerline of the 6-inch intake pipe.

Unless noted otherwise, the bell end of the 6-inch intake pipe (hydrant bottom elbow) shall be mechanical joint or push on joint and shall conform to all applicable requirements of ANSI A

21.11 and AWWA C111.

All hydrant parts shall be distinctly marked with its name, part number, length, size, and maker's name. The markings shall be on cloth tags securely fastened to the parts with wire or shall be painted on the parts by such other means as will insure the positive identification of the parts upon delivery.

Each hydrant body shall be furnished with a set of break-off bolts, nuts, and full face gasket. Bolts shall be stainless steel 5/8" x 3" machine bolts with hexagon heads American Standard heavy. Bolts shall be break-off type drilled 11/32" x 1-3/8". Nuts shall be stainless steel American Standard heavy cold punched, hexagon nuts. Gaskets shall be 1/8-inch cloth inserted rubber. Hydrant flange shall have six (6) 3/4-inch bolt holes on 9.375-inch diameter.

The manufacturer shall make and test at least one test bar from each heat of metal used in accordance with ASTM Specifications pertaining thereto.

Hydrants shall receive minimum SSPC SP3 surface preparation and coated as follows:

Primer: Mobil 13-W-10 water epoxy enamel or approved equal.

Intermediate Coat: Mobil 98 Series water epoxy hi-build or approved equal 0.5 mil DFT.

Finish: Mobil 91 Series water epoxy enamel 2 mil DFT (Color: OSHA Yellow).

Prepare surface between coats to proper condition for painting. Coating shall not be applied until preceding coat is hard and dry.

Fire hydrants shall be provided with bonnets, stuffing boxes and other appurtenant features all made of silicon bronze conforming to ASTM B98 and as specified in the approved material list. Fire hydrants shall be provided with bolts and nuts made of silicon bronze (ASTM F467 and F468) or stainless steel (ASTM A738 and A836). The break-off bolts and nuts shall be heavy stainless steel drilled as previously described.

No plastic caps allowed for all fire hydrants.

206.02 WET-BARREL HYDRANTS (Not Applicable for Hawaii).

All hydrants shall comply with AWWA C503 "Wet-Barrel Fire Hydrants for Ordinary Water Works Service". All hydrants shall have one (1) 4½-inch and one (1) 2½-inch outlet with Type B valves.

Body design shall be as approved by the Manager.

Composition of valving shall be Balata Gum. Valve and valve carrier shall be attached to the operating stem utilizing an "O" ring seal to prevent leakage through the valve. Stem packing shall be of the "O" ring type incorporating two "O" rings in the stem sleeves.

For Oahu only: All bronze fire hydrants shall be installed with bronze caps.

206.03 DRY-BARREL HYDRANTS (For Hawaii Only).

All hydrants shall comply with AWWA C502 "Dry-Barrel Fire Hydrants". All hydrants shall have one (1) 4½-inch and two (2) 2½-inch outlets as approved by the Manager.

All hydrants shall be furnished with "O" ring seal packing.

All hydrants shall be furnished with a breakable coupling device.

The barrel and operating mechanism shall be so designed that in the event of an accident, damage or breaking of the hydrant above or near the grade level the main valve will remain closed and tight against leakage. A positive operating drain valve or valves shall be provided to drain the hydrant properly by opening as soon as the main valve is closed. The drain valve shall close when the main valve is opened. The seat of the drain valve shall be bronze, fastened securely in the hydrant.

Body design shall be as approved by the Manager.

206.04 HYDRANT MARKERS.

Hydrant markers shall be reflective, Type DB (Two-Way blue reflective), and shall conform to Section 712.40(c) Reflective Pavement Markers of the Hawaii Standard Specifications for Road, Bridge and Public Works Construction, of the State of Hawaii, Department of Transportation, Highways Division.

Adhesive for hydrant markers shall be standard set type epoxy. The Manager may require, in writing, the use of rapid set type adhesive at no additional cost to the Department. Adhesives shall conform to the requirements of Section 712.41 Adhesives for Pavement Markers of the Hawaii Standard Specifications for Road, Bridge and Public Works Construction, of the State of Hawaii, Department of Transportation, Highways Division. Contractor shall submit certification that adhesive conforms to the specifications.

SECTION 207 - CAST IRON MANHOLE COVERS, FRAMES, RUNGS, EYEBOLTS, METER BOX AND VALVE BOX COVERS AND FRAMES, AND STANDPIPE

207.01 GENERAL.

Cast iron for frames and covers shall conform to ASTM A48.

All castings shall be of tough, close-grained, gray iron, sound, smooth, clean, and free from blisters, blowholes, shrinkage, and cold shuts.

Allowance shall be made in the patterns so that the finished castings shall have the specified dimensions.

The seats of manhole and valve box frames and covers shall be machined, not ground, to secure FLAT AND TRUE SURFACES. Castings for Cover and Reading Lid seats shall be chipped and ground where necessary to secure FLAT AND TRUE SURFACES.

All castings shall be thoroughly cleaned and painted before leaving the shop with one coat of high-grade asphaltum.

207.02 MANHOLE COVERS AND FRAMES.

All manhole covers and frames shall be made in accordance with the dimensions and notes shown on the Standard Details. The minimum weight for manhole covers and frames shall conform to Table 200-9.

Table 200-9 - MINIMUM WEIGHT FOR MANHOLE/VALVE BOX COVERS AND FRAMES
Manhole/Valve Box Size Cover Weight (Pounds) Frame Weight (Pounds)
6-inch 10 40
12-inch 45 80
24-inch 140 195

207.03 MANHOLE RUNGS.

Rungs shall be fabricated in accordance with the dimensions and notes shown on the Standard Details.

A. Hot-Dip Galvanized or Stainless Steel Rungs shall be 3/4-inch in diameter, hot-dipped galvanized carbon steel or stainless steel, Type 302, 304, or 316, or an approved equal. Rungs shall be in place before pouring of concrete or grout.

B. Steel Reinforced Copolymer Polypropylene Plastic Rungs (For Oahu and Kauai only) shall be as follows:

  1. Conforms to ASTM D478 and C497, except that the minimum horizontal pullout load shall be 1,500 pounds.
  2. Steel reinforcing shall conform to ASTM A615 for deformed reinforcing steel bars.
  3. The minimum total cross-sectional area of the exposed portion of the step, including the 1/2-inch deformed reinforcing steel bar, and excluding the non-slip tread surface shall be one square inch.
  4. The entire polypropylene plastic material surrounding the reinforcing steel bar shall be cast monolithically. Minimum cover shall be 3/16-inch.
  5. Rungs shall be capable of withstanding an impact load of 70 foot-pounds at 20 degrees Fahrenheit without cracking or fracturing.

The rungs shall be installed level, plumb and in accordance with manufacturer's approved procedure.

207.04 EYEBOLTS, NUTS, AND WASHERS FOR TYPE "A" MANHOLE.

Eyebolt shall be one-inch diameter, 6-inches long, galvanized and with one-inch eye. Washer shall be 1/4"x 6"x 6" steel plate. Nuts shall be galvanized American Standard heavy cold-punched hexagon nuts.

207.05 METER BOX COVERS AND FRAMES.

Covers and frames for Type "B", "X", and Type III, IV and V meter boxes shall be made in accordance with the dimensions and notes shown on the Standard Details.

207.06 VALVE BOX COVERS AND FRAMES AND STANDPIPES.

Valve box covers and frames shall be made in accordance with the dimensions and notes shown on the Standard Details. The minimum weight for valve box covers and frames shall conform to Table 200-9.

Valve box standpipes shall be either cast iron pipe, reinforced concrete pipe, PVC pipe, or approved equal. Standpipes shall be as shown on the Standard Details.

207.07 BRASS PLATES (For Oahu and Hawaii Only).

Brass plate shall be of materials conforming to specification of Section 211 - BRASS PRODUCTS and shall be affixed to the underside of the valve box or manhole covers as shown on the Standard Details.

SECTION 208 - SERVICE LATERALS AND APPURTENANCES

208.01 COPPER TUBING.

Copper Service Lateral shall be soft temper Type "K" and shall conform to ASTM B88.

Solder-joint fittings shall be cast bronze or wrought copper and shall conform with ANSI B-16. Cast bronze shall conform with ASTM B62. Wrought copper fittings shall be made of copper conforming with ASTM B251 or 85-5-5-5 brass.

Compression fittings shall be of cast bronze or stainless steel and conform to applicable AWWA, ANSI, and/or ASTM Standards.

Fittings conforming with AWWA C800 shall be required for the various sizes and

combination of service laterals and connections and shall be as shown on the Standard Details.

Nipples shall be of the same quality as copper pipe.

Solder shall be 1/8-inch diameter and shall not contain more than 0.2 percent lead.

Flux shall be 'LA-CO' Flux Regular Stay-Clean Flux, Oatey Paste Flux, #95 Tinning Flux,

General Purpose Soldering Flux or approved equal. Flux shall conform with Federal specifications O-F-506C Type I.

Solder and flux shall be delivered in their original containers.

See Division 500 for additional corrosion control requirements as applicable to the project.

208.02 BRASS PIPE.

Brass Pipe shall be Standard or Extra Strong as called for in the proposal. Pipe shall be as specified in Section 211 - BRASS PRODUCTS. See Division 500 for additional corrosion control requirements as applicable to the project.

208.03 PLASTIC TUBING.

All plastic tubing shall be approved by the Manager and shall be polyethylene (PE), copper tubing size as specified on the plans and specification.

A. Polyethylene Tubing. PE tubing shall conform to all applicable requirements of the following standards, unless otherwise specified in these Standards:

  1. AWWA C901 -Standard for Polyethylene (PE) Pressure Pipe, Tubing, and Fittings, ½-inch through 3-inch, for Water.
  2. ASTM D1248 - Specification for Polyethylene Molding and Extrusion Materials.
  3. ASTM D2737 - Specification for Polyethylene Plastic Tubing.

PE tubing shall be manufactured from ultra-high molecular weight polyethylene, meeting the requirements of ASTM Material Classification PE3408. PE tubing shall meet the requirements of Type III, Class C, Category 5-P34 as defined by ASTM D1248. PE tubing shall be made from all virgin material approved for potable water service by the National Sanitation Foundation (NSF) and shall conform to ASTM D2737. PE tubing shall not fail, balloon, burst, or weep as defined in ASTM D1598 when tested in accordance with the sustained pressure test method of ASTM D2737.

PE tubing shall be rated for use with water at 73.4ºF at a hydrostatic design stress of 630 psi and a minimum pressure class of 200 psi.

PE tubing shall have a Dimension Ratio (DR) of 9. The average outside diameter, minimum wall thickness and respective tolerances for any cross-section shall be as specified Table 200-10 when measured in accordance with ASTM D2122.

Table 200-10 - POLYETHYLENE TUBING
Nom. Tubing Size (in.) Outside Diameter (in.) Minimum Wall (in) Wall Tolerance (in)
3/4 0.875 + .004 0.097 +0.010
1 1.125 + .005 0.125 +0.012
1-1/4 1.375 + .005 0.153 +0.015
1-½ 1.625 + .006 0.181 +0.018
2 2.125 + .006 0.236 +0.024

All PE tubing shall be permanently imprinted with manufacturer's brand name or trade mark, pipe size, identification of National Sanitation Foundation approval, ASTM Specification No., maximum working pressure and production code.

PE tubing shall be packaged for protection against sunlight, dirt, and damage during shipment, handling and storage. Packages shall be fully labeled with brand name and manufacturer, NSF seal, size, and coil length.

B. Plastic Tubing Markings. Plastic tubing markings shall be permanently imprinted with the following markings:

  1. Nominal size.
  2. Material code designation (PE3408).
  3. The word "Tubing" and dimension ratio (DR9 for PE).
  4. AWWA pressure class (PC200).
  5. AWWA designation number (AWWA C901 for PE).
  6. Manufacturer's name or trademark and production record code.
  7. Seal (mark) of the testing agency that certified the suitability of the tubing material for potable water products.

All tubing shall be packaged for protection against sunlight, dirt, and damage during shipment, handling, and storage. Cartons shall be labeled with manufacturer's name or trademark, AWWA designation number, nominal size, and total length.

Fittings to be used with plastic tubing shall be approved by the Manager. Fittings shall be compression type, brass (with stainless steel stiffeners) or PVC, or approved equal.

Solvent cement type jointing shall not be used.

208.04 BALL CORPS.

Ball Corps shall conform to the requirements of AWWA C800 and the following:

  1. Components shall be constructed of heavy brass conforming to ASTM B62, 85-5-5-5.
  2. Shall have a rated pressure of 300 psig.
  3. Shall be full port, straight through design. Ball corp waterway shall be the same size as the corp, except for 2-1/2-inch laterals. For example: 1" ball corp shall have a 1" waterway. For 2-1/2-inch laterals, install 2” x 2-1/2” bushings or adapters as required.
  4. Inlet threads shall be AWWA taper (Mueller) threads.
  1. Outlet threads shall be male iron pipe threads. (For Maui only: Female iron pipe threads are also acceptable.)
  2. Ball shall be Polytetrafluoroethylene (PTFE) coated, capable of full 360 degrees rotation with nitrile (Buna-N) seals that provide shut-off from either direction.
  3. Shall have double O-Ring seals at top.
  4. Head shall have a raised boss or groove indicating the position of the ball.
  5. Shall have a blowout proof stem design.

10. Shall have suitable marking indicating the manufacturer.

208.05 BALL STOPS.

Ball Stops shall conform to the requirements of AWWA C800 and the following:

  1. Components shall be constructed of heavy brass conforming to ASTM B62, 85-5-5-5.
  2. Shall have a rated pressure of 300 psig.
  3. Shall be full port, straight through design. Waterway shall be the same size as the stop. For example: 1" ball stop shall have a 1" waterway.
  4. Shall have female IPT threads, unless otherwise noted. (For Kauai only: Shall have female IPT threads by meter coupling nut.)
  5. Ball shall be PTFE coated, capable of full 360 degrees rotation with two nitrile (Buna-N) seals that provide shut-off from either direction. Seals shall be blow-off proof to the atmosphere.
  6. Shall have double O-Ring seals at top.
  7. Head shall have a raised boss or groove indicating the position of the ball.
  8. Shall have a blowout proof stem design.
  9. Shall have suitable marking indicating the manufacturer.

10. For Hawaii only: Shall have padlock lock wings.

208.06 COUPLINGS (For Oahu only).

  1. Coupling nuts shall conform with Section 2.11 and 4.2.1.1 of AWWA Standard C700-90. All couplings nuts shall be provided with 1/8-inch leather washers. Coupling nuts shall be made of a copper alloy containing not less than 75 percent copper. Coupling nuts shall be drilled for wire seal. Coupling nuts shall be an equal-sided hexagon without taper along the longitudinal axis of the coupling. No projections shall extend past the plane of the hexagon sides. For 3/4-inch meter coupling nuts, the distance between opposite sides of the coupling nut shall be between 1-1/2 and 1-5/8 inches. For 1-inch meter coupling nuts, the distance between opposite sides of the coupling nut shall be between 1-7/8 and 2 inches.
  2. Coupling tail pieces shall conform with Section 2.11 and 4.2.1.2 of AWWA Standard C700-90. Overall length of tail pieces for 3/4-inch meters shall be 2-1/2 inches and for 1-inch meters shall be 2-5/8 inches, unless otherwise specified. Tail pieces shall be straight and shall be made of a copper alloy containing not less than 75 percent copper.

208.07 SERVICE SADDLES.

Service saddles, straps, nuts, and washers shall be made of bronze or approved equal. (For Oahu only: Service saddles allowed for taps to existing pipes only.)

Unless otherwise specified, service saddles shall be furnished with single or double straps (double strap only for Maui and Oahu) and shall be used as called for on the plans or as directed by the Manager.

Service saddles on PVC pipes shall provide full support and contact around the complete circumference of the pipe with the clamping arrangement fully contoured to the outside of the PVC pipe. Metal composition for service saddles, including saddles, straps, nuts, and washers shall be of bronze, Type 304 stainless steel (not applicable for Oahu), or approved equal. (For Oahu only: Stainless steel service saddles and bronze service saddles with stainless steel straps are not allowed.)

All service saddles shall have outlets tapped with Mueller tapered threads of the sizes called for on the plans. Saddles shall be furnished with closed cell neoprene gaskets.

208.08 METER BOX.

Meter boxes shall be made in accordance with the dimensions and notes shown in the Standard Details.

For concrete boxes, the cement shall be Portland cement conforming to ASTM C150, Type I. Fine and coarse aggregates shall conform to ASTM C33 or C330. Mixing water shall be clean and free from injurious amounts of oils, acids, alkalis, organic materials, or other deleterious substances. An admixture which increases durability and reduces permeability, and when used properly is in no way detrimental to the concrete, may be used. The combined aggregates shall be of such composition of sizes so that the surface of the finished product shall be continuous and of a uniform texture.

The maximum density of the concrete in the finished product shall be 115 pounds per cubic foot and the maximum absorption shall be 15 pounds per cubic foot. The compressive strength of the concrete shall be at least 2500 psi to be determined in a manner and at intervals satisfactory to the Manager.

SECTION 209 - PREMOLDED FILLER, CRUSHED ROCK, PIPE CUSHION, BACKFILL MATERIAL AND BRICKS

209.01 PREMOLDED FILLER.

Premolded filler to be used between pipes and manhole walls shall be a closed cell neoprene material such as Rubatex R-431-N or an approved equal.

209.02 PIPE CUSHION.

A. For Kauai, Maui and Oahu: The various materials used for pipe cushion are natural sand, manufactured sand, coral, and crusher screenings as specified on Table 200-11. Cinders are not allowed.

  1. Natural sand shall be free from hard lumps, debris, salt, and other foreign matter.
  2. Manufactured sand shall be approximately equal to that specified under concrete Work.
  3. Coral shall be dredged coral, free from salt, silt, clay, and other deleterious substances.
  4. Crusher screenings “S4C” shall have a minimum amount of fines and shall conform to Table 200-11, or shall be subjected to tests conducted by the Manager for approval.
Table 200-11 - S4C for PIPE CUSHION
Sieve Size Total Percent Passing By Weight
½” 100
3/8" 90 – 100
No. 16 25 – 45
No. 100 5 – 15
No. 200 2.5
0.006 mm 1.5

The pipe cushion material shall have a resistivity of 5,000 ohm-cm or greater when saturated with distilled water and measured using the soil box method explained in ASTM G57. Pipe cushion material shall have a pH greater than 6.0. Pipe cushion material shall contain no hazardous substances above its corresponding regulatory action level. Hazardous substances include, but not limited to, lead, asbestos, mercury, chromium, cadmium, zinc, strontium and polychlorinated biphenyls (PCB). The Contractor shall submit a soil certification that high resistant cushion material has a resistivity greater than 5000 ohm-cm.

No crusher screening “S4C” shall be used in areas where the invert of the pipe is at or lower than the 4-foot elevation, USGS Datum, or in areas where the ground is wet.

B. For Hawaii only: Pipe cushion for ductile iron pipes 4-inches and larger shall be 1½" base course material. Pipe cushion for copper services shall be fine aggregate, conforming to Table 200-12 and as specified in Section 703.01 (Fine Aggregate for Concrete) of the Hawaii Standard Specifications for Road, Bridge, and Public Works Construction. No soil or native material shall be allowed.

Table 200-12 - COPPER PIPE CUSHION
Sieve Size Total Percent Passing By Weight
3/8" 100
No. 4 95 – 100
No. 8 80 – 100
No. 16 50 – 85
No. 30 25 – 60
No. 50 10 – 30
No. 100 2 – 12

209.03 CRUSHED ROCK.

Crushed rock shall consist of broken stone which shall be obtained from clean, hard, blue lava rock, and shall be free from disintegrated stone, organics or other deleterious substances.

Size of rocks shall range from 2½-inches to ¾-inch.

209.04 BACKFILL MATERIAL.

Material used for backfilling shall contain no stone, rock, concrete, or other material larger than 6 inches in its greatest dimension and shall contain no organic matter or debris of any kind. No cinders, "adobe" or similar material shall be used. Material shall contain no hazardous substances including but not limited to lead, asbestos, mercury, chromium, cadmium, zinc, strontium and polychlorinated biphenyls (PCB), above the regulatory action levels.

For mains and laterals to be installed in State DOT rights-of-way or highways, the trench backfill material shall meet applicable requirements of the “STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION”, of the Hawaii Highways Division, DOT.

209.05 BRICKS.

Bricks for manhole, meter boxes and other water system applications shall be concrete bricks conforming with ASTM C55, Grade A.

SECTION 210 - VALVE MARKERS, PIPE HANGERS, LATERAL BRACINGS AND INSERTS

210.01 VALVE MARKERS.

Valve markers shall be as shown on the Standard Details. Concrete for the footings shall be as specified under Concrete Work.

210.02 PIPE HANGERS, LATERAL BRACINGS, AND INSERTS.

Pipe hangers and lateral bracings shall be of carbon steel, galvanized and shall be fabricated to the dimensions shown on the plans. Pipe hangers shall be furnished complete with hanger rods, inserts, lateral bracings, bolts and nuts. Pipe hangers shall be capable of vertical adjustments.

Pipe hanger inserts shall be bronze conforming with ASTM B22, Class "D" Grade, or gray iron castings conforming with ASTM A48, Class 30. Inserts shall be made in accordance with the dimensions and notes shown on the plans.

SECTION 211 - BRASS PRODUCTS

211.01 GENERAL.

All brass fittings shall conform to NSF Standard 61, Section 9 and Section 1417 of the Safe Drinking Water Act. Brass products shall meet applicable standards of AWWA C800 - "Standard For Underground Service Lines, Valves And Fittings". Written certification will be submitted to the Department certifying that all brass fittings and couplings for water meters, service valves, and fittings are manufactured from a brass alloy with a metal content consisting of 85% copper and 5% each of tin, lead, and zinc (85-5-5-5 spec.).

SECTION 212 - MISCELLANEOUS

212.01 ASPHALT SEAL FOR RESERVOIR INTERIOR PERIMETER.

Asphalt for interior perimeter of reservoirs shall meet the requirements of ASTM D449 for Type II asphalt and shall be poured at a temperature of not more than 300ºF and at a slow rate to avoid air entrapment. All concrete surfaces to receive the asphalt shall be clean, dry and primed with a coat of quick-drying asphalt primer approved by the manufacturer of the asphalt. The Contractor shall submit written certification to the Manager that the asphalt seal used conforms to ASTM D449 Type II.

212.02 ASPHALTUM.

An asphaltum coating that will effectively waterproof immersed structures is required for the exterior of manholes as specified in the standard details. Surfaces shall be clean and dry, free from grease, oil, sand, and other foreign matter prior to placement of coating. Waterproofing materials shall conform with the following:

a.
Primer shall conform to AASHTO M 116.
b.
Fabric for waterproofing shall conform to AASHTO D 1668.
c.
Asphalt for waterproofing shall conform to AASHTO M 115. Materials shall be submitted for Manager’s approval prior to installation.

212.03 BITUMASTIC COATING.

Bitumastic coating shall be a thick, heavy-duty cold applied, water emulsion-type protective coating. This material shall meet the following criteria:

a.
Has high solids content.
b.
Provides resistance to water and moisture vapor transmission.
c.
Provides coatings that are resistant to deterioration from below ground acids and alkalies that are encountered in normal soil.

Materials shall be submitted for Manager’s approval prior to application.

212.04 CRYSTALLIZATION PRODUCTS.

Crystallization products shall prevent the penetration of water and other liquids from any direction by causing a catalytic reaction that produces a non-soluble crystalline formation within the pores and capillary tracts of concrete and cement-based materials. This material shall:

a.
Resist extreme hydrostatic pressure.
b.
Seal hairline cracks up to 0.4 mm.
c.
Become an integral part of the substrate.
d.
Repair faulty construction joints and honeycombs. Materials shall be submitted for Manager’s approval prior to application.

212.05 GEOTEXTILE FABRICS.

A non-woven geotextile fabric is required to be used as a permeable separator for the base course or for other uses as indicated on the plans. The fabric shall be made of a non-woven geotextile material composed of polypropylene fibers conforming with ASTM D 4632, D 4533, D 3786, D 4833, D 4751, D 4491 and D 4355 and shall meet the following minimum strengths and criteria:

a.
Grab Tensile Strength of 180 lbs.
b.
Grab Tensile Elongation of 50%.
c.
Trapezoid Tear Strength of 75 lbs.
d.
Mullen Burst Strength of 330 psi.
e.
Puncture Strength of 105 lbs.
f.
Apparent Opening Size (AOS) of 70 sieve.
g.
Permittivity of 1.4 sec –1.
h.
Flow rate of 100 gal/min/ft2.
i.
Retained UV Resistance (at 500 hours) of 70% strength.

Geotextile fabrics shall also meet the applicable requirements of the “STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION”, of the Hawaii Highways Division, DOT. Materials shall be submitted for Manager’s approval prior to installation.

212.06 PETROLEUM ASPHALTIC COATINGS (FACTORY APPLIED).

Exterior surfaces of pipes, valves (unless provided with a factory applied fusion-bonded epoxy coating), fittings and special castings shall be covered with two coats of petroleum asphaltic coating. This material will:

a.
dry to a hard, tough, durable film,
b.
effectively resist abrasion and peeling due to handling, transportation, and installation of the pipe, and
c.
not crack nor chalk due to loss or evaporation of its ingredients.

Surfaces shall be clean and dry, free from grease, oil, sand, and other foreign matter prior to placement of coating.

212.07 WALL SLIDING JOINT MATERIAL.

Material for wall sliding joints shall be 1/16-inch thick of non-asbestos fibers bonded together with a cementing medium rendering it tough and pliable without plies or laminations. Material shall conform to ASTM F104 and shall meet the minimum operating conditions:

a.
Pressure rating of 1,450 psi
b.
30% Creep Relaxation
c.
Sealability of 0.25 ml/hr
d.
Tensile Strength of 2,200 psi
e.
Deformation of the pad under a load of 10,000 pounds per square inch shall not be more than 0.01 inch.

212.08 WARNING TAPE.

Warning tapes shall be four mil thick, non-metallic, acid and alkali resistant polyethylene and 6-inches wide with minimum strength of 1750 psi lengthwise and 1500 psi crosswise.

Tape color shall be “safety precaution blue” and shall bear a continuous printed inscription “CAUTION WATER LINE BURIED BELOW”. Inscription shall be 2-inches high, black text.

212.09 WATERSTOPS.

Waterstop shall be rubber or neoprene. When tested in accordance with the applicable provisions of ASTM D395, "Standard Method of Test for Compression Set of Vulcanized Rubber", ASTM D412 "Standard Method of Tension Testing of Vulcanized Rubber", ASTM D573, "Standard Method of Test for Accelerated Aging of Vulcanized Rubber by the Oven Method", and ASTM D2240, "Standard Method of Test of Indentation Hardness of Rubber and Plastics by Means of a Durometer", it shall conform to the following physical requirements:

a.
Tensile strength shall be a minimum of 3000 psi.
b.
The Shore A durometer hardness shall be 60 to 70.
c.
The tensile strength of the test specimen after accelerated aging test of 7 days at 158ºF shall be not less than 80 percent of the original test strength. The tensile strength of the test specimen after aging test of 48 hours in oxygen at 70ºC and 300 psi shall be not less than 80 percent.
d.
The compression set after 22 hours at 158ºF shall be not more than 30 percent.
e.
The specific gravity shall be 1.17 plus or minus 0.03.
f.
The elongation shall be a minimum of 450 percent.
g.
The water absorption shall be a maximum of 5 percent by weight after immersion in water for two days at 158ºF. Test shall be made on specimen of the waterstop not more than 60 days prior to delivery.
h.
Two certified copies of the test results shall be furnished to the Manager for approval.

Waterstops shall also meet the applicable requirements of the “STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION”, of the Hawaii Highways Division, DOT.

DIVISION 300 - CONSTRUCTION

TABLE OF CONTENTS DIVISION 300 - CONSTRUCTION

SECTION PAGE 301 INTRODUCTION

301.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-1

301.02 Authority of Manager ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-1

301.03 Measurement and Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-1

301.04 Quality of Materials for Construction ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-2

301.05 Sanitation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-2

301.06 Provision for Emergencies ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-2

301.07 Accidents ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-2

301.08 Disturbing Monuments ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-3

301.09 Trees, Plantings, Shrubs and Grass ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-3

301.10 Responsibility Regarding Existing Utilities and Structures ⋅⋅⋅ 301-3

301.11 Notice to Public of Closing or Obstructing Public ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-5 Thoroughfare

301.12 Cleaning Up ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-5

301.13 Patented Articles ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-6

301.14 Explosives ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-6

301.15 Use and/or Damage to Private Property (Property ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-6 Owned Other Than by the Contractor)

301.16 Inspection ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-6

301.17 Additional Requirements for Private Development ⋅⋅⋅⋅⋅⋅⋅⋅⋅ 301-7 Projects

302 WATER MAINS AND APPURTENANCES

302.01 General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-1

302.02 Trench Excavation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-3

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-3

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-5

302.03 Trench Backfill ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-6

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-6

B. Preparation of Trench Bottom ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-7

C. Prior to Testing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-7

D. After Testing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-7

E. Completion of Backfill ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-8

F. Backfill at Valve Boxes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-8

G. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-9

300-i

SECTION PAGE

302.04 Sheathing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-9

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-9

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-9

302.05 Dewatering ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-9

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-9

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-10

302.06 “Adobe” or Clay ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-10

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-10

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-10

302.07 Mud Removal and Crushed Rock Trench Stabilization ⋅⋅⋅⋅⋅ 302-10

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-10

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-10

302.08 Blasting ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

302.09 Excavation for Manholes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

302.10 Excavation for Thrust Blocks, Beams and Test Blocks ⋅⋅⋅⋅⋅ 302-11

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-11

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-12

302.11 Surplus Excavation ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-12

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-12

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-12

302.12 Ductile Iron Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-12

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-12

B. Mechanical Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-13

C. Push-on Joint ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-14

D. Flanged Ends ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-15

E. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-15

302.13 Concrete Cylinder Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-15

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-15

B. Cement Mortar Mix ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-18

C. Field Cutting and Welding - Station ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-18 Adjustment and Closures

D. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-18

302.14 Plastic Pipe ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-19

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-19

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-19

300-ii

SECTION PAGE

302.15 Fittings and Specials (Ductile Iron, Concrete ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-20 Cylinder, Plastic PVC Pipe)

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-20

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-20

302.16 Gate Valves and Butterfly Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-21

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-21

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-22

302.17 Air Relief Valves/Combination Air Valves ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-23 (ARV) and Appurtenances

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-23

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-23

302.18 Service Laterals, Connections and Pipes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-24

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-24

B. Copper Service Laterals and Pipes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-24

C. Plastic Service Laterals and Pipes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-25

D. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-26

302.19 Meter Boxes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-27

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-27

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-28

302.20 Fire Hydrants ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-28

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-28

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-29

302.21 Fire Hydrant Markers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-30

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-30

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-30

302.22 Concrete Blocks, Jackets, Beams, Curb Guards, Slab for Fire 302-30 Hydrants and Meter Boxes, Manhole and Valve Box Collar

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-30

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-31

302.23 Manholes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-32

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-32

B. Walls ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-32

C. Top and Bottom Slabs ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-32

D. Reconstructing Existing Manholes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-32

E. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-33

1. Manhole Walls ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-33

2. Manhole Slabs ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-33

3. Waterproofing ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-33

4. Adjusting Manholes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-33

302.24 Valve Boxes ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-34

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-34

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-34

300-iii

SECTION PAGE

302.25 Existing Water System ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-35

302.26 Water Supply ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-35

302.27 Pipe Cleaning ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-36

302.28 Pipe Pressure Tests ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-37

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-37

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-38

302.29 Chlorination of Water Pipelines ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-38

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-38

B. Disinfection Procedure (For Hawaii and Kauai Only) ⋅⋅⋅ 302-38

C. Disinfection and Sampling Procedure (For Oahu Only) ⋅⋅ 302-39

D. Disinfection Procedure (For Maui Only) ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-41

E. Disposal of Chlorinated Water ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-41

F. Repetition of Procedure ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-41

G. Procedural Guideline ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-41

H. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-41

302.30 Connections, Relocations and Lowering ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-41 of Water Mains and Laterals

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-41

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-43

302.31 Removing or Demolishing, Reinstalling or Returning ⋅⋅⋅⋅⋅ 302-43 Existing Pipes and Appurtenances

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-43

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-44

302.32 Pipe Hangers, Lateral Bracings and Inserts ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

302.33 Pipe Sleeves Through Retaining Walls ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

302.34 Cleanouts and Risers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-45

302.35 Valve Markers ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-46

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-46

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-46

302.36 Slow Curing Asphalt (SC-4) Pavement (Cold Mix) ⋅⋅⋅⋅⋅⋅⋅⋅ 302-46

A. General ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-46

B. Payment ⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅⋅ 302-47