Attach 7_PWD ME Water and Sewer Standards.pdf

ATTACHMENT X

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NAVFAC MID-ATLANTIC

Public Works Department

Maine

PORTSMOUTH NAVAL SHIPYARD

WATER & SEWER DESIGN

CONSTRUCTION STANDARDS

January 2014

Last updated 4/3/2019 Last saved by Dolce, Frederick S CIV NAVFAC MIDLANT, PWD Maine

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NAVFAC Midlant PWD Maine makes these documents available on an “as-is” basis. The purpose of this document is to provide PWD Maine-specific design and construction standards and is intended to supplement the requirements included in the Unified Facilities Criteria (UFC)

Standard. This is a living document and will be reviewed and updated periodically.

This document, including attached file(s), drawings, and contained information is (are) provided as guidance. All warranties and representations of any kind with regard to said documents are disclaimed, including the implied warranties of merchantability and fitness for a particular use.

NAVFAC Midlant PWD Maine does not warrant the documents against deficiencies of any kind and makes no claims, promises or guaranties about the accuracy, completeness, or adequacy of the contents of the files, and expressly disclaims liability for errors and omissions thereof.

All Photographs included in this document have been Approved for Public Release.

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TABLE OF CONTENTS:

REFERENCES:

INTRODUCTION

1. Existing Water Distribution

2. Water Distribution System Design & Construction Requirements

A. Water System Design

B. Water Distribution Mains

a. Underground Locations

b. Aboveground Locations

c. Installation

d. Connections to Existing Water Lines

C. Water Service Lines

a. Materials

b. Service Connections

c. Installation of Metallic Piping

D. Piping Specialties

a. Sleeve-Type Mechanical Couplings

E. Corrosion Protection

a. Polyethylene Encasement

b. Insulating Joints

F. Valves

a. Installation of Valves

b. Gate Valves

1) Location

2) Gate Valves 3-inch and Larger in Diameter

3) Gate Valves Smaller than 3-inch in Diameter

4) Butterfly Valves 12-Inches and Larger .............. Error! Bookmark not defined.

5) Valve Box

c. Check Valves

d. Air Release, Air/Vacuum and Combination Air Valves

e. Corporation Stops

G. Water Meters

H. Backflow Prevention

I. Fire Hydrants

a. Dry Barrel Fire Hydrants

b. Installation of Hydrants

J. Thrust Restraint

K. Disinfection and Water Testing

L. Water Distribution System Verification Testing

M. Reporting

3. Existing Sanitary Sewer System

4. New Sanitary Sewer Design & Construction Requirements

A. Sewer System Design

B. Separation of Water and Sewer Lines

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C. Technical Requirements

a. Materials

b. Branch Connections

c. Connections to Existing Lines

d. Installation

e. Piping for Cleanouts

1) Cast-Iron Hub and Spigot Soil Pipe and Fittings

2) Installation

f. Corrosion Protection

D. Sanitary Sewer Manholes and Cleanouts

a. General Requirements

b. Precast Concrete Manholes

c. Cast-in-place Concrete Manholes

d. Manhole Frames and Covers

e. Manhole Construction

f. Precast Concrete Manholes

g. Connections to Existing Manholes

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REFERENCES:

PWD Maine CADD Standards

PWD Maine Standard Details for Water and Sewer

INDUSTRY STANDARDS AND CODES:

AMERICAN NATIONAL STANDARD INSTITUTE (ANSI)

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C104/A21.4 “Latest Revision” Cement-Mortar Lining for Ductile-Iron Pipe and

Fittings for Water

AWWA C105/A21.5 “Latest Revision” Polyethylene Encasement for Ductile-Iron Pipe

Systems

AWWA C110/A21.10 “Latest Revision” Ductile-Iron and Gray-Iron Fittings for Water

AWWA C111/A21.11 “Latest Revision” Rubber-Gasket Joints for Ductile-Iron Pressure

Pipe and Fittings

AWWA C115/A21.15 “Latest Revision” Flanged Ductile-Iron Pipe With Ductile-Iron or

Gray-Iron Threaded Flanges

AWWA C151/A21.51 “Latest Revision” Ductile-Iron Pipe, Centrifugally Cast, for Water

AWWA C153/A21.53 “Latest Revision” Ductile-Iron Compact Fittings for Water Service

AWWA C502 “Latest Revision” Dry-Barrel Fire Hydrants

AWWA C508 “Latest Revision” Swing-Check Valves for Waterworks Service, 2

In. (50 mm) Through 24 In. (600 mm) NPS

AWWA C509 “Latest Revision” Resilient-Seated Gate Valves for Water Supply

Service

AWWA C550 “Latest Revision” Protective Epoxy Interior Coatings for Valves and Hydrants

AWWA C600 “Latest Revision” Installation of Ductile-Iron Water Mains and

Their Appurtenances

AWWA C651 “Latest Revision” Standard for Disinfecting Water Mains

AWWA C701 “Latest Revision” Standard for Cold-Water Meters – Turbine Type for Customer Service

AWWA M14 “Latest Revision” Manual: Recommended Practice for Backflow

Prevention and Cross-Connection Control

AWWA M31 Distribution System Requirements for Fire Protection

AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO GDHS-5 “Latest Revision” A Policy on Geometric Design of Highways and

Streets, 5th Edition http://www.techstreet.com/standards/AWWA/M31?product_id=1574325

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AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A 126 “Latest Revision” Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings

ASTM A 307 “Latest Revision” Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength

ASTM A 47/A 47M “Latest Revision” Standard Specification for Steel Sheet, Aluminum-Coated, by the Hot-Dip Process

ASTM A 536 “Latest Revision” Standard Specification for Ductile Iron Castings

ASTM A 563 “Latest Revision” Standard Specification for Carbon and Alloy

Steel Nuts

ASTM A 74 “Latest Revision” Standard Specification for Cast Iron Soil Pipe and Fittings

ASTM A 746 “Latest Revision” Standard Specification for Ductile Iron Gravity

Sewer Pipe

ASTM B 32 “Latest Revision” Standard Specification for Solder Metal

ASTM B 61 “Latest Revision” Standard Specification for Steam or Valve

Bronze Castings

ASTM B 62 “Latest Revision” Standard Specification for Composition Bronze or Ounce Metal Castings

ASTM B 88 “Latest Revision” Standard Specification for Seamless Copper

Water Tube

ASTM C 270 “Latest Revision” Standard Specification for Mortar for Unit

Masonry

ASTM C 443 “Latest Revision” Standard Specification for Joints for Concrete

Pipe and Manholes, Using Rubber Gaskets

ASTM C 478 “Latest Revision” Standard Specification for Precast Reinforced

Concrete Manhole Sections

ASTM C 923 “Latest Revision” Standard Specification for Resilient Connectors

Between Reinforced Concrete Manhole Structures, Pipes and

Laterals

ASTM C 94/C 94M “Latest Revision” Standard Specification for Ready-Mixed

Concrete

ASTM C 990 “Latest Revision” Standard Specification for Joints for Concrete

Pipe, Manholes and Precast Box Sections Using Preformed

Flexible Joint Sealants

ASTM D 2321 “Latest Revision” Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow

Applications

ASTM D 3034 “Latest Revision” Standard Specification for Type PSM

Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings

ASTM D 3212 “Latest Revision” Standard Specification for Joints for Drain and

Sewer Plastic Pipes Using Flexible Elastomeric Seals

ASTM F 477 “Latest Revision” Standard Specification for Elastomeric Seals

(Gaskets) for Joining Plastic Pipe

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ASTM F 949 “Latest Revision” Poly(Vinyl Chloride) (PVC) Corrugated Sewer

Pipe with a Smooth Interior and Fittings

DUCTILE IRON PIPE RESEARCH ASSOCIATION (DIPRA)

DIPRA Bridge Crossings with Ductile Iron Pipe

FOUNDATION FOR CROSS-CONNECTION CONTROL AND HYDRAULIC

RESEARCH

(FCCCHR)

FCCCHR List List of Approved Backflow Prevention Assemblies (Continuously

Updated)

FCCCHR Manual Manual of Cross-Connection Control (9th Edition)

UNI- BELL PVC PIPE ASSOCIATION (UBPPA)

UBPPA UNI-B-6 Recommended Practice for Low-Pressure Air Testing of Installed

“Latest Revision” Sewer Pipe

INTERNATIONAL PLUMBING CODE (IPC)

GOVERNMENT STANDARDS

State of Maine Rules Related to Drinking Water (Latest edition)

Unified Facilities Guide Specifications (UFGS)

Unified Facility Criteria (UFC)

UFC 3-200-10N, “Civil Engineering”

UFC 3-230-10A, “Water Supply: Water Distribution”

UFC 3-240-04A, “Wastewater Collection”

NATIONAL FIRE PROTECTION ASSOCIATION

NFPA 14 Standard for the Installation of Standpipes and Hose Systems

NFPA 291 Recommended Practice for Fire Flow Testing and Marking of Fire Hydrants

INTRODUCTION

The purpose of this document is to provide Design and Construction Requirements for the modifications and repair of the water and sewer systems located at the Portsmouth Naval

Shipyard and other Facilities located with the PWD Maine Area of Responsibility (AOR).

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1. Existing Water Distribution

The Portsmouth Naval Shipyard purchases its water from the Kittery Water District. The Navy generally considers its distribution system to begin five feet from outside the foundation of a building. The supply pressure from the Kittery Water District averages around 40-60 psi and the

Distribution system pressures average between 55 and 70 psi.

The first part of the distribution system was probably installed around 1810 on Fernald’s Island.

Pipe materials include approximately 38% cast iron pipe (CI), 34% unknown materials, 27% ductile iron pipe (DI), and 1% copper pipe. The majority of the piping is buried; however, there is about 4% that is run in utility trenches. The system is a combined potable and fire protection system.

2. Water Distribution System Design & Construction Requirements

The water distribution system shall be designed and constructed in accordance with UFC 3-230-

10A, “Water Supply: Water Distribution”, UFC 3-200-10N, “Civil Engineering” AWWA

Standards, and State of Maine Rules Related to Drinking Water (latest edition).

All work on the water distribution system, shall be coordinated with the PWD Maine Water

System Engineer. Contractor shall not operate any water system valves, hydrants or associated equipment. All water system operation shall be performed by the Government.

The residual chlorine is typically between 1.2 and 1.5 ppm; use this when following AWWA

C651 direction which requires “chlorine levels no higher than that generally prevailing in the distribution system.”

A. Water System Design

Determine the available flow at each point of connection for projects by using actual field test data such as hydrant flow tests.

Wherever possible, valve boxes and all other utility access structures shall be located within paved areas. When existing water piping, valves, hydrants, fittings and accessories are replaced or removed from service, remove the abandoned sections from the ground and dispose. Utilities shall not be abandoned in place unless directed to do so by the Contracting Officer.

Water main piping, service lines, fittings, valves, accessories and all other materials shall meet the American Water Works Association (AWWA) standards for a minimum system working pressure.

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B. Water Distribution Mains

a. Underground Locations

Water mains 4 to 16 inches in diameter shall be ductile iron pipe (AWWA C151).

Fittings shall be ductile iron (AWWA C110 or AWWA C153) with rubber sealed gasket joints (AWWA C111). Piping and fittings for ductile iron pipe shall have double cement-mortar lining (AWWA C104).

Use of plastic piping is not permissible.

b. Aboveground Locations

Water mains shall be installed in accordance with UFC, DIPRA and AWWA guidance.

c. Installation

Install ductile iron water mains and appurtenances in accordance with AWWA

C600. Minimum depth of cover over water pipe shall be five (5) feet.

d. Connections to Existing Water Lines

Make live tap connections to existing lines under pressure in accordance with the recommended procedures of the manufacturer of the pipe being tapped.

C. Water Service Lines

a. Materials

Water service lines less than 4 inches in diameter shall be copper tubing (ASTM

B88, Type K or ASTM B88M, Type A). Water service lines 4 inches and 6 inches in diameter shall be ductile iron pipe (AWWA C151). See Paragraph 2.B.a, “Underground Locations” for additional requirements for ductile iron piping.

b. Service Connections

Connect service lines 2-inch diameter or less to the main by a corporation stop and install a gate valve on service line below the frost line, 5 feet minimum depth of cover. Connect service lines to ductile-iron water mains in accordance with

AWWA C600 for service taps.

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c. Installation of Metallic Piping

Install pipe and fittings in accordance with the applicable requirements of

AWWA C600 for pipe installation, unless otherwise specified. Minimum depth of cover over water pipe shall be five (5) feet.

Joints for Copper Tubing: Cut copper tubing with square ends; remove fins and burrs. Handle tubing carefully; replace dented, gouged, or otherwise damaged tubing with undamaged tubing. Make solder joints using ASTM B 32, 95-5 tin-antimony or Grade Sn96 solder. Solder and flux shall not contain more than 0.2 percent lead. Before making joint, clean ends of tubing and inside of fitting or coupling with wire brush or abrasive. Apply a rosin flux to the tubing end and on recess inside of fitting or coupling. Insert tubing end into fitting or coupling for the full depth of the recess and solder.

D. Piping Specialties

a. Sleeve-Type Mechanical Couplings

Couplings shall be designed to couple plain-end piping by compression of a ring gasket at each end of the adjoining pipe sections. The coupling shall consist of one middle ring flared or beveled at each end to provide a gasket seat; two follower rings; two resilient tapered rubber gaskets; and bolts and nuts to draw the follower rings toward each other to compress the gaskets. The middle ring and the follower rings shall be true circular sections free from irregularities, flat spots, and surface defects; the design shall provide for confinement and compression of the gaskets. For ductile iron pipe, the middle ring shall be of cast-iron; and the follower rings shall be of malleable or ductile iron. Malleable and ductile iron shall, conform to ASTM A 47 and ASTM A 536, respectively. Gaskets shall be designed for resistance to set after installation and shall meet the applicable requirements specified for gaskets for mechanical joint in AWWA C111. Bolts shall be track-head type, ASTM A 307, Grade A, with nuts, ASTM A 563, Grade

A; or round-head square-neck type bolts, ANSI B18.5.2.1M and ASME

B18.5.2.2M with hex nuts, ASME B18.2.2. Bolts shall be 5/8 inch in diameter;

minimum number of bolts for each coupling shall be three for 3-inch pipe, four for 4-inch pipe, and five for 6-inch pipe. Bolt holes in follower rings shall be of a shape to hold fast the necks of the bolts used. Mechanically coupled joints using a sleeve-type mechanical coupling shall not be used as an optional method of jointing except where pipeline is adequately anchored to resist tension pull across the joint.

Assemble joints made with sleeve-type mechanical couplings in accordance with the recommendations of the coupling manufacturer.

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E. Corrosion Protection

a. Polyethylene Encasement

Ductile iron piping systems shall be provided with a black polyethylene encasement in accordance with AWWA C105 in order to provide exterior corrosion control for the piping system.

b. Insulating Joints

Provide insulating joints to prevent contact between dissimilar metals at the joint between adjacent sections of piping. For ductile iron pipe, the joint shall be of the flanged type with insulating gasket, insulating bolt sleeves, and insulating washers. Gasket shall be of the dielectric type, full face, and in other respects as recommended in the Appendix to AWWA C115. Bolts and nuts shall be as recommended in the Appendix to AWWA C115. Bolts with insulating sleeves shall be full size for the bolt holes. Ensure that there is no metal-to-metal contact between dissimilar metals after the joint has been assembled.

To prevent the possibility of bi-metallic corrosion, service lines of dissimilar metal to the water mains and the attendant corporation stops shall be wrapped with polyethylene or suitable dielectric tape for a minimum clear distance of three feet from the main.

F. Valves

a. Installation of Valves

Make and assemble joints to valves as specified for making and assembling the same type joints between pipe and fittings. Gate valves shall be used for valves 3-inchesand larger in diameter.

b. Gate Valves

1) Location

Valves shall be installed at all new points of connection and where necessary to insure adequate sectionalization of the water distribution system. At a minimum, valves should be located to ensure that no more than two fire hydrants will be out of service in the event of a single break in a water main. Valves shall be located in paved areas that will not be obstructed by parked vehicles, shrubbery, etc. Hydrant shut-off valves shall be located within 10 feet of fire hydrants. See NFPA 14.

2) Gate Valves 3-inch and Larger in Diameter

Gate valves shall be resilient-seated gate valves (AWWA C509), non-rising stem and of one manufacturer. Valves shall be the same diameter and have the same joint ends as the mains to which they are installed.

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Valves shall have a protective epoxy interior coating conforming to

AWWA C550. Valves shall open counterclockwise.

3) Gate Valves Smaller than 3-inch in Diameter

Gate valves on service lines smaller than 3-inch shall conform to MSS SP-

80, Class 150, solid wedge. Valves shall have flanged or threaded end connections, with a union on one side of the valve and a hand wheel operator. Valves shall open counterclockwise.

4) Valve Box

Provide a cast iron, adjustable, bituminous-coated valve box for each gate valve on buried piping. Valve boxes shall be of a size suitable for the valve on which it is to be used with a minimum diameter of 5 ¼ inches.

Provide a round head and cast the word "WATER" on the lid. Water box shall be concrete encased and flush with the pavement surface.

c. Check Valves

Valves sized 2-inches to 24-inches shall be swing-check type (AWWA C508) and have a protective epoxy interior coating conforming to AWWA C550.

d. Air Release, Air/Vacuum and Combination Air Valves

Air release, air/vacuum, and combination air valves shall be in accordance with

AWWA C512 and AWWA M51.

e. Corporation Stops

If service lines 2—inch diameter or less are tapping water mains, the corporation stops shall be ground key type, bronze, ASTM B61 or ASTM B62).

G. Water Meters

Meters 2-inches and larger shall be turbine type and shall conform to AWWA C-701.

The measuring chamber shall be interchangeable and require no calibration when transferred from one main case to another. The drive magnet shall be located inside a hermetically sealed register. All right angle drives shall be magnetically driven without the use of worm or miter gears. The only moving part in water shall be the rotor assembly. All meters shall have non-corrosive water works bronze outer case and shall have cast on them, in raised characters, the size and direction of flow through the meter.

Meters shall register reading in US gallons; provide secondary scale in liters if available.

A transmitter for each meter capable of transmitting to a truck-mounted meter reader is required to be mounted on the outside of the building, accessible by vehicle. In addition, a display shall be mounted adjacent to the transmitter. Mount transmitter and display 3 to

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5 feet above finished grade and within 10 feet of a sidewalk or driveway. Install meter on building water service entrance located in the mechanical room.

Meters shall conform to AWWA new meter accuracy standards for a period of one year and at least “repaired meter” accuracy standards for a period of fifteen (15) years.

The DOR shall design the connections to the water system including the necessary meter assemblies and backflow-preventing devices in accordance with the requirements specified herein.

The new water system shall be designed so water consumption for each facility is monitored from one meter. The meter shall be easily accessible, and located in the facility’s mechanical room.

Size the meter in accordance with the following:

Maximum Flow Meter Size

50 gpm 1 inch

100 gpm 1.5 inches

320 gpm 2 inches

500 gpm 3 inches

1000 gpm 6 inches

H. Backflow Prevention

Backflow prevention shall be required and backflow preventers will not be allowed aboveground outside the building. Provide water meter and backflow preventer in the mechanical room of the building.

Backflow preventer shall be reduced pressure principle type. Furnish proof that each make, model/design, and size of backflow preventer being furnished for the project is approved by and has a current “Certificate of Approval” from the Foundation for Cross-

Connection Control and Hydraulic Research (FCCCHR)-USC. Listing of the particular make, model/design, and size in the current FCCCHR-USC will be acceptable as the required proof. Provide backflow prevention and cross connection control in accordance with AWWA M-14 and governing local/state plumbing codes and regulations. Install backflow preventer on domestic water service and locate in Mechanical Room of the facility.

I. Fire Hydrants

The Designer of Record (DOR) shall determine domestic and fire demands for the facility and shall verify the design of all components of the domestic and fire protection supply systems. The water system and test tank design and construction shall be in accordance with UFC 3-200-10N, “Civil Engineering”, AWWA regulations, and MIL-

HDBK-1005/7A (Water Supply Systems). Design the water supply systems to provide

PWD ME Water & Sewer Design & Construction Standards 4/3/2019 14 required flows and maintain residual pressures based upon peak demands. Refer to

NFPA 14 and NFPA 291.

If the new water system is an extension of an existing water system, the DOR/fire protection engineer shall obtain all necessary static pressure, residual pressure and flow characteristics of the existing distribution system by actual field tests. The DOR shall use existing flow and pressure tests, perform additional flow tests, and provide design calculations that show the existing lines are capable of handling the additional flows.

The new water system shall connect to the nearest existing fitting and/or water line.

Fire hydrants shall all be of one manufacturer. Provide protection for fire hydrants located in areas subject to vehicle damage. Provide “traffic type” hydrants. Fire hydrants shall have national standard hose threads and be yellow in color (see Coatings below).

Stencil hydrant number on the hydrant barrel using black stencil paint. Hydrants shall be counterclockwise opening, and shall be located a minimum of three feet from the edge of pavement.

a. Dry Barrel Fire Hydrants

Dry barrel fire hydrants shall conform to AWWA C502 shall be provided without drain holes, and shall have a 6-inch inlet, two 2.5-inch hose connections and one pumper connection sized to accommodate local fire department equipment requirements. “Traffic type” hydrants shall have frangible sections as required in

AWWA C502. Hydrant shall be counterclockwise opening.

b. Coatings

Provide shop applied coatings in conformance with the following:

1) All upper exterior exposed sections of the hydrant (above the traffic flange), including bolts and nuts, shall be prepared and coated in accordance with SSPC-Paint 22, Epoxy-Polyamide Paints (Primer, Intermediate, and Topcoat). The intermediate and topcoat colors shall be yellow similar to Federal Color No. 13538.

2) The lower exposed sections of the hydrant (below the traffic flange), including bolts and nuts, shall be prepared and coated in accordance with SSPC-Paint 16, Coal Tar Epoxy-Polyamide Black (or Dark Red)

Paint. Color shall be black.

3) The interior of the hydrants shall be coated with an epoxy coating in accordance with AWWA C550, Standard for Protective Epoxy Interior

Coatings for Valves and Hydrants. The epoxy coating shall be formulated from materials deemed acceptable to NSF/ANSI 61, Drinking Water System Components - Health Effects.

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c. Installation of Hydrants

Make and assemble joints as specified for making and assembling the same type joints between pipe and fittings. Install hydrants with the pumper connection facing the adjacent paved surface. If there are two, paved adjacent surfaces, contact the PWD Maine Water System Engineer for further direction. Hydrants shall be protected by bollards and minimum size of water main serving hydrants shall be 8-inch diameter.

J. Thrust Restraint

Provide adequate thrust restraints for all piping, valves and other features of the water distribution system. See CADD Details.

Provide concrete thrust blocks for pipe anchorage as required by the DOR. Thrust blocks shall be in accordance with the requirements of AWWA C600 for thrust restraint. Use concrete, ASTM C 94, having a minimum compressive strength of 3,000 psi at 28 days;

or use concrete of a mix not leaner than one part cement, 2 1/2 parts sand, and 5 parts gravel, having the same minimum compressive strength. Restrained joints shall be in accordance with the requirements of AWWA C600 and ASTM F 1647. Based on the soil and specific project conditions, provide restrained joints along length of pipe recommended by the manufacturer. Mechanical pipe restraints shall not be used in lieu of thrust blocks.

K. Disinfection and Water Testing

Contractor shall provide a Chlorination Plan to the Contracting Officer. The plan will then be routed through PWD Maine Environmental Department and the PWD Maine

Water System Engineer. The plan shall include: flushing and disinfection procedure, dechlorination and discharge procedure, and testing plan.

Disinfect all water piping affected by Contractor’s operations in accordance with AWWA

C651. Flush the affected line to remove any debris. The line shall be flushed at a flow rate of at least 3 ft/s. If a disinfection method other than the swab method is used, flush the chlorinated solution from the systems with domestic water until maximum residual chlorine content is equal to the background of the residual chlorine level of domestic water supply, typically 1.2 to 1.5 parts per million. Obtain at least two consecutive satisfactory bacteriological samples from new water piping, analyzed by a state certified laboratory. The samples shall be taken in accordance with AWWA C651 (Latest).

Chlorinated water generated by disinfection shall be disposed of properly. Chemically treat this water to neutralize chlorine and shall be discharged to the ground. Care shall be taken to ensure the following:

Chlorinated water shall be neutralized such that the chlorine residual in the water matches existing water system chlorine levels. (Typically 1.2 to 1.5 ppm.)

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Verify that erosion and sedimentation controls are in place to protect the surrounding area.

Dechlorinated flush water shall be discharged to the sanitary sewer system, storm drain system, to a grassed area or pavement. If work is accomplished during subfreezing temperatures, discharge the water to areas outside of pedestrian and vehicular traffic to avoid potential icing. Use of a diffuser is encouraged to prevent scouring when a hydrant is used for flushing.

Obtain satisfactory bacteriological samples from the affected water piping, analyzed by a

State of Maine certified laboratory. The test results must be submitted to the PWD Maine

Water System Engineer for approval before the water piping can be placed into service.

L. Water Distribution System Verification Testing

For newly installed waterline, the construction contractor shall conduct field test as specified in the UFC, and in AWWA C600. Do not perform full hydrostatic test (200psi) against existing valves. For this case, contractor shall use the procedure below.

For repaired sections of waterline, test waterline only to system pressure. Hold system pressure for not less than 2 hours. Visually verify that no leakage is observed at joints, valves and service connections.

Do not subject waterline to system or test pressure until concrete thrust blocks have been allowed to cure for at least 5 days.

M. Reporting

Provide report of water system modification using the Fresh Water Distribution Test

Report attached at the end of this document. In addition, the contractor shall provide a clear sketch or AutoCAD as-built drawing of the location of the new piping, including swing-ties to adjacent structures and depth of the waterline below existing grade. The report and drawing shall be provided to the PWD Maine Water System Engineer prior to placing the new waterline into service.

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3. Existing Sanitary Sewer System

Wastewater collection system at Portsmouth Naval Shipyard discharges to the Town of Kittery.

The wastewater collection system consists of approximately 7.4 miles of gravity lines, 1.4 miles of force mains.

Portsmouth Naval Shipyard has an agreement with the Town of Kittery requiring certain characteristics of the effluent discharged by the Shipyard. If a construction project alters the effluent of a facility by significantly altering the volume of flow, raises pH, lowers pH or introduces a chemical to the sanitary sewer system, notify the PWD Maine Sewer System

Engineer. The PWD Maine Sewer System Engineer will determine of treatment if the effluent must be treated prior to discharge, or if the Town should be notified of the change.

The gravity system pipe materials include, but are not limited to, asbestos cement pipe (AC), vitrified clay pipe (VCP), cast iron pipe (CI), ductile iron pipe (DI), fiber pipe, and polyvinyl chloride pipe (PVC). The force main system pipe materials include, but are not limited to cast iron pipe (CI), ductile iron pipe (DI). The majority of the piping is buried; however, some is located in utility trenches.

4. New Sanitary Sewer Design & Construction Requirements

A. Sewer System Design

The gravity sanitary sewage collection system shall be designed and constructed in accordance with UFC 3-240-04A, “Wastewater Collection”, and UFC 3-200-10N, “Civil

Engineering”. The new sanitary sewage collection system shall connect to the nearest existing sanitary manholes and/or sanitary lines adjacent to the project site. The DOR shall provide design calculations that show the existing system is capable of handling the additional flows for the project.

Pump stations and force mains shall not be used, unless a gravity system is not possible.

In areas where chemicals and other substances may be stored (including mechanical and electrical rooms), it is recommended that the floor drains be eliminated or provisions made to prevent spills from entering the sanitary sewer systems.

Wherever possible, manholes and all other utility access structures shall be located within paved areas. All sewer lines shall be laid with straight alignment between manholes.

Any change in direction or slope requires a manhole.

B. Separation of Water and Sewer Lines

1. There shall be no physical connection between a drinking water supply line and a sewer or appurtenance.

2. Water lines shall be laid at least ten (10) feet horizontally from a sewer or sewer manhole whenever possible; the distance measured from edge to edge. When local

PWD ME Water & Sewer Design & Construction Standards 4/3/2019 18 conditions prevent a horizontal separation of ten (10) feet, the water line may be laid closer to a sewer or sewer manhole provided that:

a) The bottom (invert) of the water main shall be eighteen (18) inches above the top of the sewer in a separate trench or undisturbed earth shelf, and the edge to edge (pipe wall to pipe wall) distance shall be no less than five (5) feet, horizontally.

b) Where this vertical separation cannot be obtained, the sewer shall be constructed of materials and with joints that are equivalent to water main standards-of-construction and shall be pressure tested to ensure water tightness prior to backfilling.

c) The PWD Maine Water System Engineer concurs that the local conditions warrant less than 10-feet horizontal separation and approves the plans and specifications for the work.

3. When a 10 foot horizontal separation between a water main and a force sewer main is not possible, it is recommended that the force main be constructed of fused HDPE or equivalent pipe (no couplings or joints) for the length being considered for a reduced separation.

Installation of force main that cannot be separated from water main by 10 feet horizontally must be approved in writing by the Drinking Water Program.

4. Water lines crossing sewers shall be laid to provide a separation of at least twelve

(12) inches between the bottom of the water line and the top of the sewer, whenever possible. When local conditions prevent this vertical separation, the following construction shall be used:

a) Sewers passing over or under water lines shall be constructed of AWWA approved Ductile Iron water pipe.

b) Water lines passing under sewers shall, in addition, be protected by the following:

i. A vertical separation of at least (12) inches between the bottom of the sewer and the top of the water line.

ii. Adequate structural support for the sewers to prevent excessive deflection of the joints and the settling on and breaking of the water line.

iii. One full length of waterline be centered at the point of the crossing so that the joints shall be equidistant and as far as possible from the sewer.

4. The following minimum separations from water mains shall be observed at all times:

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Horizontal Separation

a) Sanitary Sewers – refer to requirements in this section noted above

b) Storm drains – 3’ face to face for mains; 1’ at contact points for CBs and DMHs

Vertical Separation

a) Sanitary sewers – 12” over and under

b) Storm drains – 6” over and under

c) All other crossings – 12” minimum

5. The following minimum separations from water services shall be observed at all times:

Horizontal Separation

a) Storm drains – 3’ face to face for mains; 2’ at contact points for CBs and DMHs

b) Sanitary sewer – 5’; if sanitary sewer service is laid 18” below water service, then an 18” horizontal separation is allowable

c) Curb stops for multiple services – 18”

C. Technical Requirements

a. Materials

Gravity sewer mains and laterals shall be PVC sewer pipe or ductile iron and fittings (ASTM D 3034, SDR 35 or ASTM F 949 with end suitable for elastomeric gasket joints). Joints shall conform to ASTM D 3212 and gaskets to

ASTM F 477. Provide ductile iron pipe (ASTM A 746) for pipes under roadways or at depths greater than 10 feet. Provide required Thickness Class based on design information and methods in ASTM A 746. Fittings for ductile iron pipe shall be ductile iron (AWWA C110 or AWWA C153). Pipe and fitting shall have push-on joints or mechanical joints. Piping and fittings for ductile iron pipe shall have a cement-mortar lining (AWWA C104). Sewer mains and laterals shall be a minimum of 8 inches in diameter. Building service connections shall be a minimum of 6 inches in diameter.

b. Branch Connections

Branch connections shall be made by use of regular fittings.

c. Connections to Existing Lines

Cutting into piping for connections shall not be done except in special approved cases. When the connecting pipe cannot be adequately supported on undisturbed earth or tamped backfill, the pipe shall be encased in concrete backfill or supported on a concrete cradle as directed. The installation of wye branches in an

PWD ME Water & Sewer Design & Construction Standards 4/3/2019 20 existing sewer shall be made by a method which does not damage the integrity of the existing sewer. Caution shall be used when cutting sewer lines as the piping may have been manufactured with asbestos containing materials.

d. Installation

Install PVC or ductile iron pipe and associated fittings in accordance with the requirements of AWWA C600, ASTM A3032, ASTM D3212, ASTM D2321, and

ASTM D1869 for pipe installation and joint assembly. Also assemble mechanical-joints with the recommendations of Appendix A to AWWA C111.

Minimum depth of cover over sewer pipe shall be five feet. Install 12 gauge utility tracer/warning tape above the PVC pipe.

e. Piping for Cleanouts

1) Cast-Iron Hub and Spigot Soil Pipe and Fittings

ASTM A 74, service, with ASTM C 564 compression-type rubber gaskets.

2) Installation

Install cast iron pipe and fittings in accordance with the recommendations of the pipe manufacturer. Make joints with the rubber gaskets specified for cast iron soil pipe joints and assemble in accordance with the recommendations of the pipe manufacturer.

f. Corrosion Protection

Ductile iron piping shall be wrapped in polyethylene tubing (AWWA C105, Class

A or Class C).

D. Sanitary Sewer Manholes and Cleanouts

a. General Requirements

1) Manhole rim elevations shall be set flush with finished surface of paved areas or 1 inch above finished grade in unpaved areas.

2) Resilient connectors for making joints between manhole and pipes entering manhole shall conform to ASTM C 923M( ASTM C 923) or

ASTM C 990M( ASTM C 990). For cast-in-place concrete manholes, pipe-to-wall connections shall be mortared to produce smooth transitions and watertight joints.

3) Provide drop manholes when a gravity sewer pipe enters a manhole at an elevation of 24 inches or more above the manhole invert.

b. Precast Concrete Manholes

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Precast concrete manhole risers, base sections, and tops shall conform to ASTM C

478M( ASTM C 478); base and first riser shall be monolithic. Pre-cast manhole sections shall have O-ring joints or joints with gaskets conforming to ASTM C

443M( ASTM C 443). Manholes shall be minimum 4-feet diameter, inside and designed to accommodate AASHTO HS-20 traffic loadings.

c. Cast-in-place Concrete Manholes

Cast-in-place units shall not used unless approved by the PWD Maine Sanitary

Sewer Engineer. If approved, the manholes shall conform to ASTM C478/478M where feasible. Cement mortar shall conform to ASTM C 270, Type M with

Type II cement. Manholes shall be designed to accommodate AASHTO HS-20 traffic loadings.

Portland cement shall conform to ASTM C 150, Type II for concrete used in concrete pipe, concrete pipe fittings, and manholes and type optional with the

Contractor for cement used in concrete cradle, concrete encasement, and thrust blocking. Portland cement concrete shall conform to ASTM C 94/C 94M, compressive strength of 4000 psi at 28 days, except for concrete cradle and encasement or concrete blocks for manholes. Concrete used for cradle and encasement shall have a compressive strength of 2500 psi minimum at 28 days.

Concrete in place shall be protected from freezing and moisture loss for 7 days.

Construct base slab of cast-in-place concrete. Make inverts in cast-in-place concrete with a smooth-surfaced semi-circular bottom conforming to the inside contour of the adjacent sewer sections. For changes in direction of the sewer and entering branches into the manhole, make a circular curve in the manhole invert of as large a radius as manhole size will permit. For cast-in-place concrete construction, either pour bottom slabs and walls integrally or key and bond walls to bottom slab. No parging will be permitted on interior manhole walls.

d. Manhole Frames and Covers

Frames and covers shall be cast iron; frames and covers shall be minimum 30 inches in diameter and designed to accommodate AASHTO HS-20 traffic loadings. The frames and covers shall have a combined weight of not less than

400 pounds. The word "Sewer" shall be stamped or cast into covers so that it is plainly visible. PNS manhole identification number shall be bead welded onto the cover. Consult with PWD Maine Sewer System Engineer for PNS Manhole

Identification Number. A 3/4 inch diameter hole shall be provided for gas monitoring.

e. Manhole Construction

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Make joints between concrete manholes and pipes entering manholes with the resilient connectors specified for this purpose; install in accordance with the recommendations of the connector manufacturer. Where a new manhole is constructed on an existing line, remove existing pipe as necessary to construct the manhole. Cut existing pipe so that pipe ends are approximately flush with the interior face of manhole wall, but not protruding into the manhole. Use resilient connectors as previously specified for pipe connectors to concrete manholes.

Manholes shall be watertight and the exterior shall be coated with two coats of asphalt sealant.

f. Precast Concrete Manholes

Construct base slab of precast concrete base sections. Construct brick inverts in precast concrete bases with a smooth-surfaced semi-circular bottom conforming to the inside contour of the adjacent sewer sections. For changes in direction of the sewer and entering branches into the manhole, make a circular curve in the manhole invert of as large a radius as manhole size will permit. Make joints between manhole sections with the gaskets specified for this purpose; install in the manner specified for installing joints in concrete piping. Parging will not be required. Brick masonry for invert and grade adjustment shall be Grade H brick conforming to ASTM C62 SS-B-656.

g. Connections to Existing Manholes

Pipe connections to existing manholes shall be made so that finish work will conform as nearly as practicable to the applicable requirements specified for new manholes, including all necessary concrete work, cutting, and shaping. The connection shall be centered on the manhole. Holes for the new pipe shall be of sufficient diameter to allow installation of flexible boot assembly and packing cement mortar around the entire periphery of the pipe but no larger than 1.5 times the diameter of the pipe. Cutting the manhole shall be done in a manner that will cause the least damage to the walls.

E. Testing

The following tests shall be performed by the Contractor:

1) Tests for Nonpressure Lines Check each straight run of pipeline for gross deficiencies by holding a light in a manhole; it shall show a practically full circle of light through the pipeline when viewed from the adjoining end of line. When pressure piping is used in a nonpressure line for nonpressure use, test this piping as specified for nonpressure pipe.

2) Leakage Tests

PWD ME Water & Sewer Design & Construction Standards 4/3/2019 23

Test lines for leakage by either infiltration tests or exfiltration tests, or by low-pressure air tests. Prior to testing for leakage, backfill trench up to at least lower half of pipe. When necessary to prevent pipeline movement during testing, place additional backfill around pipe sufficient to prevent movement, but leaving joints uncovered to permit inspection. When leakage or pressure drop exceeds the allowable amount specified, make satisfactory correction and retest pipeline section in the same manner. Correct visible leaks regardless of leakage test results.

a. Infiltration tests and exfiltration tests: Perform these tests for sewer lines made of the specified materials, not only concrete, in accordance with

ASTM C 969. Make calculations in accordance with the Appendix to

ASTM C 969.

b. Low-pressure air tests: Perform tests as follows:

(1) Ductile-iron pipelines: Test in accordance with the applicable requirements of ASTM C 924. Allowable pressure drop shall be as given in ASTM C 924. Make calculations in accordance with the

Appendix to ASTM C 924.

(2) PVC plastic pipelines: Test in accordance with UBPPA UNI-B-

6. Allowable pressure drop shall be as given in UBPPA UNI-B-6.

Make calculations in accordance with the Appendix to UBPPA

UNI-B-6.

3) Deflection Testing

Perform a deflection test on entire length of installed plastic pipeline on completion of work adjacent to and over the pipeline, including leakage tests, backfilling, placement of fill, grading, paving, concreting, and any other superimposed loads determined in accordance with ASTM D 2412. Deflection of pipe in the installed pipeline under external loads shall not exceed 4.5 percent of the average inside diameter of pipe. Determine whether the allowable deflection has been exceeded by use of a pull-through device or a deflection measuring device. a. Pull-through device: This device shall be a spherical, spheroidal, or elliptical ball, a cylinder, or circular sections fused to a common shaft. Circular sections shall be so spaced on the shaft that distance from external faces of front and back sections will equal or exceed diameter of the circular section. Pull-through device may also be of a design promulgated by the Uni-Bell Plastic Pipe

Association, provided the device meets the applicable requirements specified in this paragraph, including those for diameter of the device, and that the mandrel has a minimum of 9 arms. Ball, cylinder, or circular sections shall conform to the following:

PWD ME Water & Sewer Design & Construction Standards 4/3/2019 24

(1) A diameter, or minor diameter as applicable, of 95 percent of the average inside diameter of the pipe; tolerance of plus 0.5 percent will be permitted.

(2) Homogeneous material throughout, shall have a density greater than

1.0 as related to water at 39.2 degrees F, and shall have a surface Brinell hardness of not less than 150.

(3) Center bored and through-bolted with a 1/4 inch minimum diameter steel shaft having a yield strength of not less than 70,000 psi, with eyes or loops at each end for attaching pulling cables.

(4) Each eye or loop shall be suitably backed with a flange or heavy washer such that a pull exerted on opposite end of shaft will produce compression throughout remote end.

b. Deflection measuring device: Sensitive to 1.0 percent of the diameter of the pipe being tested and shall be accurate to 1.0 percent of the indicated dimension. Deflection measuring device shall be approved prior to use.

c. Pull-through device procedure: Pass the pull-through device through each run of pipe, either by pulling it through or flushing it through with water. If the device fails to pass freely through a pipe run, replace pipe which has the excessive deflection and completely retest in same manner and under same conditions.

d. Deflection measuring device procedure: Measure deflections through each run of installed pipe. If deflection readings in excess of 4.5 percent of average inside diameter of pipe are obtained, retest pipe by a run from the opposite direction. If retest continues to show a deflection in excess of 4.5 percent of average inside diameter of pipe, replace pipe which has excessive deflection and completely retest in same manner and under same conditions.

4) Manhole Testing

All new manholes installed as part of the work shall be tested for leakage using a vacuum test.

The manhole vacuum test shall conform to the following:

A. The initial vacuum gauge test pressure shall be 10 inches Hg; and

B. The minimum acceptable test hold time for a 1-inch Hg pressure drop to 9 inches Hg shall be:

a. Not less than 2 minutes for manholes less than 10 feet deep in depth;

PWD ME Water & Sewer Design & Construction Standards 4/3/2019 25

b. Not less than 2.5 minutes for manholes 10 to 15 feet deep; and

c. Not less than 3 minutes for manholes more than 15 feet deep;

The manhole shall be repaired and retested if the test hold times fail to achieve the acceptance limits specified above.

Portsmouth Naval Shipyard Water Distribution

Test Report & Certification

- 26 -

PROJECT INFORMATION

Project Name: Contract Number

Location:

Date of Test:

Type of Connection: [ ] Domestic Water Main [ ] Fire Service

Length of Pipe Tested: (S,ft) Diameter of Pipe (D, in)

Size and Number of Services:

Number of Hydrants:

PRESSURE TEST (Per AWWA C600, Section 5.2)

Pressure Start: (psi) Start Time:

Pressure Finish: (psi) Finish Time:

Average Pressure (P,psi)

Pressure Change: Elapsed Time:

Gallons Per Hour Used to Maintain Test Pressure

Allowable Leakage: L=SD(P^(1/2))/133,200) gallons/hour

Test Passed: Test Failed: Witnessed By:

CHLORINE TEST (Per AWWA C651)

Background Chlorine ppm Amount of Chlorine Added to Line: ppm

Start Time: Initial Chlorine Content: ppm

Finish Time:

Does the chlorine content after flushing match the background levels? Yes No

DISINFECTION TEST (Per AWWA C651, Section 5.2)

Were satisfactory bacteriological test results obtained from a certified lab? * Yes No

Lab results shall also indicate chlorine residual, turbidity, and pH.

SIGNATURES

I hereby certify this report is a true and accurate record of the actual tests performed.

Tester's Signature: Date:

Tester's Printed Name:

Company Name:

Address:

City: State: Zip:

Phone Number: ( ) ____________________

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