CHEROKEE NATION WATERLINE CONSTRUCTION SPECIFICATIONS (SOUTH) · 1 cherokee nation waterline construction specifications (south) section 02315 excavation, trenching and backfill part

CHEROKEE NATION WATERLINE CONSTRUCTION SPECIFICATIONS

(SOUTH)

SCOPE OF WORK CONTENTS: Î 01100 SUMMARY OF WORK Î 01330 SUBMITTAL PROCEDURE Î 02315 EXCAVATION TRENCH AND BACKFILL Î 02445 BORING AND CASING Î 02446 DIRECTIONAL DRILLING Î 02510 WATER DISTRIBUTION Î 02511 WATER SERVICE Î 02628 HIGH DENSITY POLYETHYLENE PIPE AND FITTINGS Î 03300 CAST-IN-PLACE CONCRETE Î 09312 CONDUCTIVE TRACE WIRE

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CHEROKEE NATION WATERLINE CONSTRUCTION SPECIFICATIONS (SOUTH)

SECTION 01100 SUMMARY OF WORK

PART 1 - GENERAL 1.01 SUMMARY

A. Provide the following to complete the work in these Specifications and Contract Drawings:

1. Tools 2. Equipment 3. Materials 4. Labor 5. Supplies 6. Manufactured articles 7. All transportation to complete the work 8. Temporary facilities

B. Incidentals Items: Furnish all work, materials, and services not expressly provided by

others or not expressly called for in the contract, but which are necessary for the completion of the work.

1.02 SITE LOCATION

A. Location: Adair, Cherokee, McIntosh, Muskogee, Sequoyah and Wagoner Counties 1.03 SUMMARY OF WORK TO BE DONE BY CONTRACTOR

A. Water transmission main installation including all appurtenances and individual home service lines and all appurtenances.

1.04 TRIBAL REGULATIONS

A. Comply with Tribal regulations related to the completion of the work including:

1. Acquisition of necessary permits 2. Payment of Tribal TERO taxes (if required.)

1.05 ADDITIONAL INFORMATION

A. For technical questions contact:

Billy Hix, Director

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Office of Environmental Health / Engineering and Sanitation Facilities Construction 115 W. North Street Tahlequah, OK 74464 (918) 453-5126 E-mail: [email protected] Chris Sams, Engineering Manager Engineering and Sanitation Facilities Construction 115 W. North Street Tahlequah, OK 74464 (918) 453-5131 E-mail: [email protected] Elton Brown, Construction Manager Engineering and Sanitation Facilities Construction 115 W. North Street Tahlequah, OK 74464 (918) 453-5125 E-mail: [email protected]

B. For site information contact:

Chris Sams, Engineering Manager Engineering and Sanitation Facilities Construction 115 W. North Street Tahlequah, OK 74464 (918) 453-5131 E-mail: [email protected]

END OF SECTION

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SECTION 01330 SUBMITTAL PROCEDURE


A. Section includes submittal procedures 1.02 RELATED SECTIONS

A. Section 017800 – Closeout Submittals Procedures PART 2 - PRODUCTS (Not applicable) PART 3 - EXECUTION 3.01 SUBMITTAL PROCEDURES

A. The required submittals are listed in Part 2 - Products of each section.

B. Provide three copies of each submittal to the Project Officer.

C. Identify each cut sheet or shop drawing with the following information:

1. Contract or Purchase Order number

2. Supplier

3. Specification Section number

D. Submit the following information (if applicable):

1. Manufacturer’s cut sheets: Show compliance with references (e.g. applicable ASTM, AWWA standards)

2. Laboratory results

3. Dimensional or shop drawings

4. Any other information necessary to show compliance with the specifications

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E. Identify variations from the Contract Documents and product or system limitations that may be detrimental to successful performance of the completed work.

F. Identify and re-submit all changes made since previous submittal.

G. Distribute copies of approved submittals to concerned parties, (i.e. suppliers, sub-

contractors).

H. Communicate in writing any inability to comply.

I. Allow three weeks for submittal approval.

J. Replace unapproved materials at the Contractor’s expense.

END OF SECTION

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SECTION 02315 EXCAVATION, TRENCHING AND BACKFILL


A. Section includes:

1. Excavation, trenching, and backfill necessary for the construction of the facilities as indicated on the plans including, but not limited to water mains and service lines, sewer mains and service lines, concrete manholes, septic tanks, and other structures.

1.02 REFERENCES

A. Reference latest manual revision or ASTM standard. B. Manual on Uniform Traffic Control Devices.

C. ASTM D698 – Test Method for Laboratory Compaction Characteristic of Soil Using

Standard Effort.

D. ASTM D1556 – Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method.

E. ASTM D1557 – Test Method for Laboratory Compaction Characteristics of Soil

Using Modified Effort.

F. ASTM D2922 – Test Method for Density of Soil and Soil Aggregate in Place by Nuclear Methods.

G. ASTM D2487 – Classification of Soils for Engineering.

H. ASTM D3017 – Test Method for Water Content of Soil and Rock in Place by Nuclear

Methods. 1.03 SUBMITTALS (if required)

A. Barricades and lights B. Shoring C. Imported bedding material

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1.04 DEFINITIONS A. Soil Materials as summarized in the following table and defined in ASTM D2321 and

ASTM D2487.

Description and Comparison of Soil Material Classifications

ASTM D2321 ASTM D2487

Class Type

USCS Group Symbol Description

IA Manufactured aggregates: ¼ to 1 ½ inch open graded, clean.

* None Closest to “Poorly graded gravel (GP)”

IB Manufactured aggregates: ¼ to 1 ½ inch dense graded, clean.

* None Closest to “Poorly graded gravel with sand (GP)”

II GW Well-graded gravels and gravel-sand mixtures; little or no fines.

GP Poorly graded gravels and gravel sand mixtures little or no fines.

SW Well-graded sands and gravelly sands; little or no fines.

Coarse sands and gravels with maximum particle size

of 1 ½ inch clean.

SP Poorly graded sands and gravelly sands; little or no fines

Coarse sands and gravels with maximum particle size of 1 ½ inch, borderline clean.

GW-GC SP-SM Etc.

Sands and gravels which are borderline between clean and with fines

III GM Silty gravels, gravel-sand-silt mixtures. GC Clayey gravels, gravel-sand-clay mixtures SM Silty sands, sand-silt mixtures

Fine sand and clayey gravels.

SC Clayey sands, sand-clay mixtures IV ML Inorganic silts and very fine sands, rock flour,

silty or clayey fine sands, silts with slight plasticity

CL Inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty clays, lean clays

MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

Fine grained soils (inorganic)

CH Inorganic clays of high plasticity, fat clays. V OL Organic silts and organic silty clays of low

plasticity

Organic soils

OH Organic clays of medium to high plasticity, organic silts

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PT Peat and other high organic soils * USCS system is limited to naturally occurring soils. Manufactured aggregates not covered. PART 2 - PRODUCTS 2.01 BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIAL

A. Class I, Class II or Class III, utilized in accordance with restrictions described in Part 3 - Execution.

PART 3 - EXECUTION 3.01 GENERAL

A. Conform to recommended safety standards, identified, but not limited to, OSHA 1910 and 1926.

B. No workers may enter any trench or excavation without the prior approval of the

Competent Person on site.

C. Obtain all permits from appropriate road agency for construction within road right of way.

D. Repair damage resulting from settlement, slides, cave-ins, water pressure, and other

causes.

E. Provide adequate signs, barricades, fences, and amber lights and take all necessary precautions to protect the work and the safety of the public in all construction areas.

1. Placement of construction signs and barricades shall conform to the “Manual on

Uniform Traffic Control Devices.”

2. Protect barricades and obstructions at night by amber signal lights that burn from sunset to sunrise.

3. Barricades

a. White or with reflective paint to increase their visibility at night.

b. Commercial grade.

4. Minimize obstruction to traffic and inconvenience to the public and residents near

the work.

F. Road, Driveway, and Sidewalk Crossing:

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1. Comply with all construction and material requirements of roadway authorities having jurisdiction.

2. Maintain one open lane of traffic at all times.

3.02 PREPARATION

A. Layout and Staking:

1. Lines and building location sites established and staked by the Project Officer.

2. Notify the Project Officer at least three business days in advance of the times and places that stakes and benchmarks will be required.

3. Preserve stakes and benchmarks when set. Re-staking for disturbed or displaced

stakes shall be at the Contractor’s expense.

B. Close no road or street without permission of the proper authority.

C. Keep fire hydrants accessible.

D. Insure that gutters, sewer inlets, drainage, and irrigation ditches are kept functional. 3.03 PROTECTION OF EXCAVATION

A. Provide suitable sheathing, shoring, and/or bracing to:

1. Prevent excavation from caving. 2. Provide safe working conditions to protect workers and property.

B. Repair damage resulting from settlement, slides, cave-ins, and water infiltration at

Contractor’s expense. 3.04 GENERAL EXCAVATION

A. Excavate by open cut method unless otherwise approved by the Project Officer or as required by applicable encroachment permits.

B. Remove trees and stumps from excavation and site according to Section 02230 –

Clearing and Grubbing.

C. Remove and stockpile existing topsoil and suitable backfill.

D. Dispose of unsuitable backfill at the location shown in the Drawings or as approved by the Project Officer.

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E. Dispose of excess material, including rock, broken concrete and bituminous materials, debris, at the location shown in the Drawings or as approved by the Project Officer.

3.05 PIPE LINE EXCAVATION

A. Install facilities as staked unless otherwise approved by Project Officer.

B. Maintain surface drainage away from trenching or excavation. 3.06 STRUCTURE EXCAVATION

A. Install facilities as staked unless otherwise approved by Project Officer.

B. Maintain surface drainage away from excavation.

C. Maintain a minimum 1-foot clearance between outer surface of structure being installed and wall of excavation unless concrete for walls, floors, and footings are authorized to be placed directly against excavated surfaces.

D. Restore unauthorized over excavation at Contractor’s expense.

1. Restore to proper elevation by filling with approved granular bedding material.

E. Conform to paragraph 3.08 for backfill around structures unless requirements that are

more stringent are indicated in other sections of the specifications.

F. Compact in 12-inch, loose measure lifts, to a density not less than the density of the surrounding undisturbed soil unless more stringent requirements are indicated in other sections of the specifications.

3.07 TRENCHING

A. Bottom width: No less than 12 inches or more than 24 inches wider than the outside diameter of the pipe.

B. Remove large stones, ledge rock, and boulders to provide a 4-inch minimum clearance

for all pipe.

C. Keep walls as nearly vertical as soil conditions permit below the top of pipe.

D. Trench width above pipe may be as wide as required for shoring and sheeting, and proper installation of work.

E. Ensure trench is on proper alignment and center pipe within the trench.

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F. Depth: Provide minimum cover identified in the specifications, or to depths shown on plans.

G. Accurately shape bottom of trench to provide uniform bearing and support for pipe.

H. Excavate bell holes and depressions for joints after bottom of trench is graded.

1. Excavate bell holes and depressions to the minimum length, depth, and width

required to make the particular joint. 3.08 BEDDING

A. If existing soil cannot provide uniform, stable bearing support, over-excavate 4 inches below bottom of pipe or structure.

B. Embedment and the backfill up to 6 inches above the pipe crown shall be done in the

presence of the Project Officer or his/her representative.

1. Violation of this provision will require the removal and replacement of the backfill at Contractor’s expense, even if backfill was correctly placed and compacted.

C. Compact in lifts not to exceed 6 inches in loose measure.

D. Utilize Class I, II, or III materials as appropriate for bedding as listed in the following

table.

Use of Soils and Aggregate for Bedding Class IA Class IB Class II Class III General Excellent pipe

support. Excellent drainage.

Excellent pipe support. Good drainage. Minimizes migration of adjacent material.

Good pipe support. Fair drainage.

Reasonable pipe support. Poor drainage

Compaction Not required Not required Required 85% of Standard Proctor.

Required 90% of Standard Proctor.

Wet Conditions (below current or future water table). Rock Cuts

Acceptable. Must use same material for Haunching.

Acceptable. Must use same material for Haunching.

Acceptable. Clean groups only suitable for drainage blanket.

Not- Acceptable

Dry Conditions Acceptable Acceptable Acceptable Acceptable

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3.09 HAUNCHING AND INITIAL BACKFILL

A. General

1. Provide imported backfill if native soil is unsuitable for haunching and initial backfill. a. Unsuitable native soil id defined as solid or loose rock, dry or frozen lumps

greater than ¾ inches in diameter (in any dimension), or containing organic material, or any other material that could damage the pipe.

2. Provide complete and uniform bearing and support for the pipe, including

allowance for bell holes, or structure.

3. Work material under and around the pipe to ensure full pipe support.

4. Hand tamp to prevent movement of the pipe during placement of material.

5. Compact in lifts not to exceed 6 inches in loose measure.

6. Avoid contact between the pipe and compaction equipment.

B. Utilize Class I, II, or III materials as appropriate for haunching and initial backfill as listed in the following table. No frozen materials or frozen clods will be permitted.

Use of Soils and Aggregate for Haunching and Initial Backfill Class IA Class IB Class II Class III General Excellent pipe

support. Excellent drainage. Install to a minimum of 6” above the pipe crown.

Excellent pipe support. Good drainage. Minimizes migration of adjacent material. Install to a minimum of 6” above the pipe crown.

Good pipe support. Fair drainage. Install and compact to a minimum of 6” above the pipe crown.

Reasonable pipe support. Poor drainage. Install and compact to a minimum of 6” above the pipe crown.

Compaction Not required Not required Required 85% of Standard Proctor. 6-inch maximum lifts.

Required 90% of Standard Proctor. 6-inch maximum lifts.

Wet Conditions (below current or future water table). Rock Cuts

Acceptable. Must use same material for Bedding. Extend Haunching to the top crown of the

Acceptable. Must use same material for Bedding. Extend Haunching to the top crown of the pipe.

Acceptable. Clean groups only suitable for drainage.

Not- Acceptable

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pipe. Dry Conditions Acceptable Acceptable Acceptable Acceptable

3.10 FINAL BACKFILL

A. Provide imported backfill if native soil is unsuitable for final backfill.

1. Unsuitable native soil is defined as solid or loose rock, dry or frozen lumps greater than 6 inches in diameter (in any dimension) or containing organic material, or any other material that could damage the pipe.

B. Backfill remainder of excavation with native material, free from large clods, large

stones, organic material or frost chunks.

C. Compact in 12-inch, loose measure, lifts to a density not less than the density of the surrounding undisturbed soil.

1. Provide 3 feet minimum of backfill over the pipe before wheel loading the trench.

2. Wheel roll and mound except as otherwise required by the applicable roadway

authority or permits.

D. Backfill and compact around manholes, valve boxes, and other appurtenances in 12-inch, loose measure lifts.

1. Compact with a mechanical tamper to a density not less than 90% of the

maximum dry density, determined by ASTM D 698.

E. Backfill around septic tanks in 18-inch lifts.

1. Compact in a manner that will not produce undue strain on the tank.

2. Compaction may be accomplished with the use of water, provided the material is thoroughly wetted from the bottom up, and the tank is filled with water to prevent floating.

F. Repair any trenches improperly backfilled or where settlement occurs, then refill and

compact.

G. Restore surface to the required grade and compaction. Conform to Section 02310 – Grading.

H. Remove all surplus backfill materials to the location shown in the Drawings or as

approved by the Project Officer. 3.11 REMOVAL OF NUISANCE WATER

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A. Remove nuisance water entering the trenches. Nuisance water that can be removed

through the use of sump or trash pumps is not considered dewatering.

B. Keep trenches free from water until the facilities are in place, sealed against the entrance of water, and backfill has been placed and compacted above the water level.

3.12 LOCATE EXISTING UTILITIES

A. Field locate all existing underground utilities.

1. Utilize state “dig-safe,” “OKIE” or “one-call” hotlines.

2. Contact all other utility owners not covered by the state “dig safe” hotlines. 3.13 UTILITY CONFLICTS

A. Protect existing utilities from damage during excavation and backfilling operations.

B. Provide temporary support for existing water, gas, telephone, power, or other utility services that cross the trench, until backfilling operations have reached the elevation of the utility being crossed.

1. Compact backfill to 95% of Standard Proctor Density under disturbed utilities.

2. Repair or replace any damaged existing utilities at Contractor’s expense.

C. Pipe separation.

1. Horizontal Separation from existing or proposed mains:

a. Maintain a 10-foot horizontal separation (O.D. to O.D.) for the following:

(1) Water mains (2) Sewer mains (3) Storm sewers (4) Raw water lines (5) Oil and gas lines (6) Buried electric cables

b. Maintain a 15-foot horizontal separation for the following:

(1) All parts of septic tanks (2) Absorption fields (3) Any other sewage treatment and disposal systems.

c. Maintain a 50-foot horizontal separation from any gas storage tank.

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d. Any deviation must be approved in advance by the Project Officer and

permitting authority.

2. Vertical Separation

a. Vertical crossing with the water main above the sewer main:

(1) Maintain a minimum 24-inch vertical separation (O.D. to O.D.) for crossing mains.

(2) Lay pipe with joints equidistant from the point of crossing.

b. Vertical crossing with the water main below the sewer main.

(1) Maintain a minimum 24-inch vertical separation (O.D. to O.D.) for

crossing mains.

(2) No sewer line joint closer than 9 feet from the water line.

(3) Provide adequate support to prevent damage to the water main.

c. If it is impossible to meet any of the above separation distances and deviations, the following method shall be adhered to:

(1) Sewer main shall be constructed to water main pressure pipe standards,

and successfully pass a 150-psi pressure test prior to backfilling.

D. Water and sewer service crossing and parallel installation.

1. Maintain a 30-inch horizontal separation from water and sewer services.

2. Maintain a 12-inch vertical separation for crossing water and sewer services.

3. Water service line splices or joints will not be permitted within 10 feet of a sewer line crossing.

3.14 MOVING FENCES AND MINOR STRUCTURES

A. Remove and reset culverts, drainage pipes, or other minor structures that fall within the alignment of the new construction. Restore to their original location and grade.

B. Visit the project site and determine actual conditions with regard to the existence of

old car bodies, abandoned houses, fences, driveways, trees, stumps, brush, sidewalks, approaches, and other miscellaneous obstacles to construction.

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1. No separate payment will be made for the removal or replacement of these items.

END OF SECTION

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SECTION 02445 ROAD BORING AND CASING


A. The work covered by this section includes boring and casing under roadways. 1.02 RELATED WORK

A. Section 02315 – Excavation, Trenching, and Backfill 1.03 REFERENCES

A. ASTM A53-94, Welded Steel Pipes, Zinc-Coated (Galvanized), Plain End - (GPE) 1.04 SUBMITTALS

A. Encasement pipe. PART 2 - PRODUCTS 2.01 ENCASEMENT PIPE

A. Steel or High Density Polyethylene (HDPE)

B. 0.25-inch minimum wall thickness.

C. Meet ASTM A 53-94 and ASTM D 3350

D. Size: as shown in the plans. 2.02 SPACERS AND END SEALS

A. Spacers: APS Advance Model CI Polyethylene Casing Insulators or approved equal.

B. End Seals: APS Advance Standard Model AW Wraparound w/ T304 stainless steel bandings or approved equal.

2.03 CARRIER PIPE

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A. Size and type shown on the plans.

2.04 VENT PIPING

A. 2-inch galvanized steel, schedule 40, pipe, and fittings. PART 3 - EXECUTION 3.01 PERMITS

A. Obtain necessary permit from the local, County, or State Authority.

B. Meet requirements of permit. 3.02 BORING

A. Bore or jack under roadways as shown on the plans unless the Project Officer and/or Permitting Authority approve open cut in advance.

B. Bore pits: refer to Section 02315 – Excavation, Trenching, and Backfill.

C. Bore hole diameter same as outside diameter of casing.

D. Pressure grout voids between encasement pipe and soil greater than 1-inch.

E. Boring methods involving jetting or washing are not allowed.

F. Seal each end of the encasement pipe until the piping is installed.

3.03 PIPE INSTALLATION

A. Install skids on piping as shown in the detail drawing.

B. Seal each end of the encasement pipe after piping is installed.

C. Install vent piping at location and as shown on the plans.

END OF SECTION

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SECTION 02446 DIRECTIONAL DRILLING


A. The work covered by this section includes directional drilling method of installing piping under railroads, highways, streets, runways, levees, and other surface structures.

1.02 RELATED WORK

A. Section 02315 – Excavation, Trenching, and Backfill 1.03 REFERENCES

A. Use latest revision of all references.

B. AWWA C901 Polyethylene (PE) Pressure Pipe and Tubing. 1.04 SUBMITTALS

A. Refer to Section 01330 – Submittals

B. Pipe

C. Drilling method

D. Joint Restraint

PART 2 - PRODUCTS 2.01 PIPE

A. Sinclairpipe, Driscopipe, or approved equal.

2.02 TRANSITION FITTINGS

A. IPE hdpe x pvc (http://www.hdpefittings.com/html/transition_fittings.html) B. JCM 215 - 216 Long Ductile Iron Couplings

(http://www.jcmindustries.com/hdpecplg.html)

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C. Or approved equal. PART 3 - EXECUTION 3.01 DIRECTIONAL DRILLING.

A. Directional drill and install pipe at the locations and of sizes shown on the drawings or as directed by the Project Engineer.

B. Soil cover: 3 feet minimum

C. Only Butt-Fused joints will be allowed.

D. Cap both ends of pipe until connection to system.

E. Provide joint restraint at connection with PVC pipe.

3.02 DISINFECTION

A. The same proccedure and requirements as the connecting pipe. 3.03 HYDROSTATIC TESTING

A. The same proccedure and requirements as the connecting pipe.

3.04 CONNECTING TO EXISTING SYSTEM (if required)

A. Connection method subject to approval by Project Officer.

B. Do not start Work until all material and equipment is on site.

C. Proceed continuously without interruption until connection is complete.

D. Testing:

1. Maintain exposed connection. 2. Place line into service. 3. Visually inspect for leaks. 4. Repair any leaks detected. 5. Allow Project Officerr to verify integrity of connection

E. Backfill in accordance with section 02315 - Excavation, Trenching, and Backfill.

END OF SECTION

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SECTION 02510 WATER DISTRIBUTION


A. This section includes the installation of water mains, valves, fittings, and other appurtenant structures for community water distribution systems.

1.02 RELATED WORK

A. Section 01100 – Summary of Work B. Section 01330 – Submittal Procedures C. Section 02315 – Excavation, Trenching and Backfill D. Section 02445 – Boring and Casing E. Section 02446 – Directional Drilling F. Section 02511 – Water Service G. Section 03300 – Cast-in-place Concrete (Non-Structural) H. Section 09312 – Conductive Trace Wire

1.03 REFERENCES

A. Use latest revisions of all References

B. ANSI/AWWA C110/A21.10 – Ductile Iron and Gray Iron Fittings, 3 Inch Through 48 Inch, for Water and Other Liquids

C. ANSI/AWWA C111/A21.11 – Rubber-Gasket Joints for Ductile Iron and Gray Iron

Pressure Pipe and Fittings

D. ANSI/AWWA C150/A21.50 – Thickness Design of Ductile Iron Pipe

E. ANSI/AWWA C151/A21.51 – Ductile Iron Pipe, Centrifugally Cast, for Water or Other Liquids

F. ANSI/AWWA C153/A21.53 – Ductile Iron Compact Fittings, 3 Inch Through 16

Inch, for Water and Other Liquids

G. ANSI/AWWA C509 – Resilient Seat Gate Valves for Water and Sewerage Systems

H. ANSI/AWWA C515 – Reduced Wall, Resilient Seated Gate Valve for Water Supply Service

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I. ANSI/AWWA C900 – Polyvinyl Chloride (PVC) Pressure Pipe, 4 Inch Through 12

Inch, for Water Distribution

J. AWWA C901 – Polyethylene (PE) Pressure Pipe and Tubing, 1/2 Inch through 3 Inch, For Water Service

K. ASTM D 2241 – Polyvinyl Chloride (PVC) Pressure Rated Pipe (SDR Series)

L. ASTM D 2321 – Practice for Underground Installation of Thermoplastic Pipe for

Sewers and Other Gravity-Flow Applications

M. ASTM D 3139 – Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals

N. ASTM F 477 – Elastomeric Seals (Gaskets) for Joining Plastic Pipe 1.04 INTERNET REFERENCES

A. The references given are for the Contractors information. They are not an endorsement of the manufacturer or their products.

B. United States Pipe and Foundry Company, (http://www.uspipe.com/)

C. American Cast Iron Pipe Company, (http://www.international.acipco.com/)

D. JM Manufacturing (http://www.jmpipe.com)

E. IPEX (http://www.ipexinc.com)

F. North American Pipe Corporation (http://www.northamericanpipe.com)

G. EBAA Iron, Inc., (http://www.ebaa.com)

H. ISCO industries, (http://www.isco-pipe.com)

I. Charter Plastics, Inc. (http//www.charterplastics.com)

J. Tyler Pipe (http://www.tylerpipe.com/)

K. Valmatic (http://www.valmatic.com/index.html)

1.05 SUBMITTALS

A. Water Pipe

B. Fittings

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C. Special Anchoring Retainer Glands

D. Gate Valves and Boxes

E. Air release valves and vault

F. Polyethylene Pipe and fittings

G. Corporation Stops

H. Saddles

I. Air release shut-off valve

J. Method of Connection to Existing Distribution System

1.06 ACCEPTANCE

A. Work covered by this section will not be accepted until the backfilling and testing connected with the work has been completed satisfactorily.

PART 2 - PRODUCTS 2.01 WATER DISTRIBUTION PIPE AND FITTINGS

A. Pipe size, material, and pressure rating as indicated on the drawings.

B. Ductile Iron Pipe

1. Conform to AWWA C151 with a thickness design in accordance with AWWA C150.

2. Manufacturers:

a. United States Pipe and Foundry Company

b. American Cast Iron Pipe Company

c. or approved equal,

C. Polyvinyl Chloride Pipe

1. Pipe: Conform to ASTM D 2241 (SDR) or AWWA C900 (pressure class).

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2. Joints: Conform to ASTM D 3139 with elastomeric seals (gaskets) conforming to ASTM F477.

3. Manufacturers:

a. JM Manufacturing

b. IPEX

c. North American Pipe Corporation

d. or approved equal.

D. Fittings

1. Ductile Iron or PVC pipe.

a. Conform to AWWA C110 and AWWA C111 for ductile and gray iron

fittings.

b. Conform to AWWA C153 for ductile iron compact fittings.

c. Manufacturers:

(1) United States Pipe and Foundry Company (2) American Cast Iron Pipe Company

(3) or approved equal

E. Thrust Restraint

1. Concrete Thrust Blocks:

a. One part Portland cement, 2.5 parts of fine aggregate, 3.5 parts coarse

aggregate and just enough water for a workable consistency.

b. #4 rebar

F. Special Anchoring Retainer Glands:

a. Ductile iron:

(1) Megalugs, EBAA Iron, Inc.

(2) or approved equal

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b. PVC:

(1) Midco (2) or approved equal

2. Joint Restraint Rodding:

a. 3/4 inch mild steel threaded rods b. Tie bolts c. Duc lugs

2.02 Polyethylene Pipe

A. IPS or CTS size pipe with a minimum pressure rating of 160 psi. Pipe shall conform to AWWA C901.

B. CTS size pipe: DR 9 or DR 7.

C. PS size pipe: IDR 7.

D. High density, ultra high molecular weight polyethylene pipe compound PE-3408 or

3406.

E. Stainless steel stiffeners on compression couplings made for DR 9 pipe.

F. Manufacturers:

1. ISCO industries

2. Charter Plastics, Inc

3. or approved equal. 2.03 GATE VALVES

A. Meet or exceed AWWA C509 or C515.

B. Constructed with a non-rising stem (NRS) and a 2-inch square stem-operating nut, opening counter-clockwise.

C. Supply valves with mechanical or “push-on” joints.

D. Manufacturers:

1. Waterous (American Cast Iron Pipe Company, Series 500 or Series 2500

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2. or approved equal

2.04 VALVE BOXES

A. Valve boxes for valve depth of 6 feet deep or less.

1. PVC Valve Boxes with Mushroom Caps are acceptable if approved by Cherokee Nation and Owner.

2.05 FLUSH HYDRANTS 2.06 Flush Hydrants

A. Non-freezing

B. Self-draining

C. 2-inch FIP inlet

D. 3-foot bury

E. Non-turning operating rod

F. All working parts: bronze and serviceable from above ground.

G. Outlet: 2.5-inch NST

H. Lockable.

I. Manufacturers:

1. Model Mainguard No. 77, Kupferle Foundry Co.

2. or approved equal 2.07 FIRE HYDRANTS

A. Conform to AWWA C502.

B. Supply fire hydrants equipped with the following:

1. An arrow cast on the hydrant showing the direction of opening as counter clockwise.

2. Two National Standard 2 ½-inch hose nozzles and one 4 ½-inch pumper nozzle.

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3. Traffic flange

4. Weep holes to allow the hydrant to drain.

5. Minimum 4 ¼-inch hydrant valve opening capable of opening against water

pressure.

6. Minimum hydrant length of 3 feet as measured from the ground line to the bottom of the trench carrying the connection pipe.

C. When a hydrant manufacturer and model is specified in the bid schedule, that exact

unit must be supplied in order to maintain compatibility with the existing hydrants on the system.

D. Manufacturers:

1. Waterous (AFC) WB-67.

2.08 AIR RELEASE VALVE

A. Cast iron body and cover, ASTM 126, Class B.

B. Inlet: 1- inch NPT unless specified otherwise.

C. Outlet: 1- inch NPT unless specified otherwise.

D. Working pressure: 175 psi.

E. Stainless steel float and internal components.

F. Manufacturers:

1. Val-Matic model VM-15A

2. or approved equal. 2.09 AIR RELEASE VAULT

A. Body: PVC or PE, 15-inch diameter, or approved equal

B. Lid: Cast iron, lockable.

C. Steel Post: 4-inch I.D. by 5 feet long, galvanized, Schedule 40.

D. Air Release Connecting Piping.

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1. Piping:

a. 1-inch P.E. from water main to valve inlet piping (if required).

b. Brass IPT inlet piping.

c. Brass inlet shut-off valve.

d. Galvanized iron pipe and fittings from valve to post.

e. Steel insect screen.

E. Service saddle: Brass or bronze body, stainless steel straps, o-ring seals, IP threaded

outlet, 160 psi working pressure.

F. Corporation stop: Brass or bronze body, IP threaded inlet, PE compression outlet, 160 psi working pressure.

2.10 WARNING TAPE

A. Supply detectable warning tape that is a minimum of 2 inches thick, blue or striped blue, and have printing that warns of a water line below.

B. Manufacturers

1. Trumbull Industries Inc. (http://www.trumbull-mfg.com/)

2.11 WATER TESTING LAB

A. Use a state certified lab. PART 3 - EXECUTION 3.01 EXAMINATION

A. Inspect pipe, fittings and appurtenances for defects prior to installation.

B. Reject defective, damaged, or unsound materials. 3.02 SEPARATION DISTANCE

A. Vertical: refer to Section 02315 – Excavation, Trenching and Backfill 3.03 WATER LINE INSTALLATION

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A. Project Engineer to provide staking in accordance with Section 02315 – Excavation, Trenching and Backfill.

B. Install water lines and appurtenances in the locations, elevations, sizes and materials

shown on the drawings.

C. Refer to Section 02315 for excavation, trenching, bedding, and backfill requirements and for minimum separation distances.

D. Install pipe with at the depth noted on the drawings.

E. Install thrust restraint on all fittings and appurtenances. Contractors option:

1. Concrete Thrust Blocks:

a. Pour thrust blocks against the fitting and undisturbed earth.

b. Place concrete thrust blocks so that the pipe and joints will be accessible for

repair.

2. Special Anchoring Retainer Glands:

a. Install in accordance with manufacturer’s recommendations.

b. All pipe joints less than 20 feet from fittings with special retainer glands shall be restrained.

c. Project Engineer may specify additional restraint be used for pipe sections

near critical fittings.

3. Joint Restraint Rodding:

a. Rod from fitting to fitting.

b. Install tie bolts to connect tie rods, if required.

c. Install duc lugs where required to increase the width of the rodding. 3.04 WARNING TAPE INSTALLATION

A. Install warning tape in water main trench one-foot below grade maintaining the same depth throughout.

3.05 GATE VALVE INSTALLATION

A. Refer to Section 02315 for excavation and backfill requirements.

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B. Install valves at locations shown on the drawings.

C. Support gate valves on a solid concrete block as shown on the drawings.

D. Set valves plumb and provide with a valve box.

E. Center the valve box over the valve with the box cover:

1. Flush with finished grade elevation.

2. Flush with the concrete pad. Prior to concrete hardening, note valve size and

direction of line on concrete pad. 3.06 AIR RELEASE VALVE

A. Install at the locations and as shown on the drawings.

B. Install valve vault plumb and flush with final grade.

1. Provide 6-inch thick 1.5 minus washed gravel base.

C. Install guard post as shown in the drawings.

1. Fill post interior with concrete. 3.07 CONNECTIONS TO EXISTING DISTRIBUTION SYSTEMS

A. Shutoff of mains will not be permitted overnight, over weekends, or on federal holidays.

B. Coordinate system tie-in with the owner and/or operator of the existing utility a

minimum of three working days before any connection is made.

1. Assure the water storage tank is full before starting work.

2. Complete work before storage tank reaches the low water level.

C. Notify residents affected by the water shutoff of the time and day of shutoff a minimum of two working days in advance.

D. Start work when all the materials, equipment and labor are on site.

E. Clean all connection components with a chlorine solution prior to installation.

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F. Once work on the connection has commenced, it shall proceed continuously without interruption, and as rapidly as possible until completed.

G. Visually inspect any joints not pressure tested for leakage.

1. Test under system pressure prior to backfilling

2. Test in the presence of a Cherokee Nation representative.

3. Repair and retest any joint with leakage until no leakage is visible at no cost to the

owner. 3.08 TESTING OF WATER MAIN

A. Whenever practical, before backfill is placed or joints covered, test pipe for leaks.

B. Furnish necessary material, equipment, and labor for testing including, but not limited to: water, pump, water storage vessel, piping, pressure gauge, valve, hydrant, and corporation stop.

1. Pressure gauge shall be liquid filled with 5 psi or less increments.

C. Test duration: 2 hours minimum.

D. Maximum length of test section: 1/2 mile.

E. Testing Procedure:

1. Slowly fill test section with water and expel air from mains.

2. Verify all hydrant lead valves and main valves within the test section are open.

3. Place test section under constant pressure.

a. 1.5 times working pressure or 150 psi, whichever is greater.

b. Do not exceed 115% of pipe pressure rating at the lowest point in the test

section.

4. Pressurize the line to the original test pressure and continue test.

a. Record amount of water required to re-pressurize the line.

5. At the end of the test, re-pressurize the line to the original test pressure.

a. Record amount of water required to re-pressurize the line.

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6. Add total amount of water required to re-pressurize the line during and at the end

of the test and compare with the allowable leakage as calculated below.

a. If leakage is greater than allowable leakage, test fails.

F. Allowable Leakage Determination

L = (N*D*P1/2)/7400 L = Allowable Leakage (gph) N = Total Length Tested Divided by The Standard Pipe Length D = Nominal Diameter of Pipe (inches) P = Test Pressure (psi)

Example Allowable Leakage Chart Using Formula Above PVC Pipe with 20-foot sections

Allowable Leakage/ 1000 feet (gph) Pipe Diameter, D P = 100 psi P = 150 psi P = 200 psi P = 250 psi

4 inch 0.27 0.33 0.38 0.43 6 inch 0.41 0.50 0.57 0.64 8 inch 0.54 0.66 0.76 0.85

10 inch 0.68 0.83 0.96 1.07 12 inch 0.81 0.99 1.15 1.28

G. Repair, at no cost to owner, any section of the line that fails this test.

1. Retest all repaired sections of line, at no cost to owner, until pressure test is

successfully completed. 3.09 DISINFECTION OF WATER MAIN AND FITTINGS

A. Disinfection shall conform to Section 5 of AWWA C651.

B. Obtain water at the site for disinfection.

C. Flushing chlorinated water in accordance with Section 6 of AWWA C651.

1. Waste flushed disinfection water in an environmentally safe manner. The method used is subject to the approval of the Project Engineer.

D. After disinfecting and flushing but before the water main is placed in service, collect

and test water samples for bacteriological quality.

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1. Sample in accordance with the Standard Methods for Examination of Water and Wastewater.

2. Take two consecutive tests, 24 hours apart. 3. Collect one sample from the new water main and one from each branch line near

the end.

a. Additional samples may be required on extremely long mains.

4. Take samples to a state certified testing lab. 5. Permanent sampling taps may be required at the direction of the Project Engineer.

E. If initial disinfection fails to produce satisfactory bacteriological results, rechlorinate

the mains and branch lines, flush and take new samples until satisfactory results are obtained. 1. Do not place main in service until the Project Engineer has received safe

bacteriological results obtained on 2 consecutive days. 3.10 RECORD DRAWINGS

A. Conform to record drawing requirements in Section 01780 – Closeout Submittals.

END OF SECTION

1


SECTION 02511 WATER SERVICE LINES


A. This section includes the installation of water service lines complete with corporation stops, water meters, water meter boxes, yard hydrants and other appurtenances for community water service connections systems.

1.02 RELATED WORK

A. Section 01339 – Submittal Procedures B. Section 02315 – Excavation, Trenching and Backfill C. Section 02920 – Topsoiling, Seeding, Fertilizing, and Mulch

1.03 REFERENCES

A. AWWA C901 – Polyethylene (PE) Pressure Pipe and Tubing, 1/2 Inch through 3 Inch, For Water Service.

1.04 SUBMITTALS

A. Submit in accordance with Section 01330 – Submittal Procedures B. Water Service Line C. Fittings D. Corporation Stops E. Saddles, Tees or Tapped Couplings F. Water meters and Boxes G. Freezeless Yard Hydrant

PART 2 - PRODUCTS 2.01 WATER SERVICE LINE AND APPURTENANCES

A. Polyethylene Pipe

1. IPS or CTS size pipe with a minimum pressure rating of 160 psi. Pipe shall conform to AWWA C901.

2. CTS size pipe: DR 9 or DR 7.

2

3. PS size pipe: IDR 7.

4. High density, ultra high molecular weight polyethylene pipe compound PE-3408 or 3406.

5. Stainless steel stiffeners on compression couplings made for DR 9 pipe.

6. Equal to Dripscope Ultra-Line water service pipe or Excel.

B. Saddles

1. PVC ASTM D2241 Pipe: Stainless steel double bolt saddle clamps equal to

Cascade style CSC2 or Ford style FS202.

2. PVC C900 Pipe: Stainless steel single bolt saddle clamps equal to Ford style FS101.

C. Corporation Stops

1. Brass, with compression connection, unless otherwise specified.

2. IPS plastic pipe: A.Y. MacDonald 4704 – 33 or Mueller H-15029 with nonflare

connections.

3. CTS plastic pipe: A.Y. McDonald 4704 – 22 or Mueller H-15028.

4. Copper service line: A.Y. McDonald 4704 – 22, Ford F1100, Mueller H – 15028, or equal with a nonflare connection for copper pipe.

D. Water Meter, Meter Setter and Box

1. Conform to the requirements of the rural water district or community standards.

E. Freezeless Yard Hydrant (where required)

1. 3/4-inch, non-freezing, 3-foot bury, Woodford Iowa or approved equal.

2. Vacuum breaker, Watts NF8 for yard hydrant, or approved equal.

F. Shut-off Valves

1. All Shut-off Valves shall be 1-inch, Brass Ball Valve Type manufactured by

Watts, Crane, SharkBite® or approved equal. PART 3 - EXECUTION

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3.01 WATER SERVICE LINE AND APPURTENANCES

A. Install water service line of the size and material indicated on the Bid Schedule and/or drawings.

B. Install at the locations shown on the drawings or as directed by the Project Officer.

1. Install to within 5 feet of the house or to house water line if present.

a. Connect to house water line if present.

b. Cap and mark with 2-inch by 4-inch wood post if house water line is not

present.

C. Refer to Section 02315 for excavation, trenching, backfilling, compaction, and separation distance.

D. Minimum bury depth: 30 inches.

E. Splices are not allowed in the service line without the written permission of the Project

Officer.

F. Use compression couplings for all connections.

G. Install saddle at each corporation stop tapping location.

1. All connections shall be live tapped through the corporation stop with an approved tapping machine.

H. Water Meters and Boxes

1. Install at the location shown on the drawings.

I. 2. Conductive Trace Wire: refer to Section 09312. Tracer wire shall be buried with all service lines.

3.02 UTILITY CONFLICTS

A. Refer to Section 02315 – Excavation, Trenching and Backfill. 3.03 TESTING

A. Turn on each corporation stop and apply main pressure to the service line in the presence of a Cherokee Nation representative before backfilling.

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B. Repair all visible leaks and retest the line until test is successfully completed at no cost to the owner.

3.04 BACTERIOLOGICAL SAMPLE

A. Provide bacteriological sample for each service line after the line has been installed and flushed.

B. No payment will be made for water lines until a negative bacteriological sample has

been received. 3.05 CLEAN UP

A. Refer to Section 02310 - Grading. 3.06 SEEDING

A. Refer to Section 02920 – Topsoiling, Seeding, Fertilizing, and Mulching. 3.07 RECORD DRAWINGS

A. Provide as-built information on each.

END OF SECTION

1


SECTION 02628 HIGH DENSITY POLYETHYLENE PIPE AND FITTINGS

PART 1 – GENERAL

This model specification provides minimum requirements for HDPE and pipe and fittings to be used in the design and construction of municipal pressure piping projects.

1.01 DESCRIPTION: A. Scope – This section specifies high density polyethylene pipe (HDPE) and fittings for

water utility use as indicated on the Drawings, and as specified herein.

Furnish, Install, and Test HDPE pipe as indicated and specified in this section, and as referred to in related sections.

The primary installation method is burial. The means and methods, including the testing for acceptance shall conform to all applicable standards as noted herein with the intention of providing a leak-free system to the owner.

1.02 RELATED WORK A. The following sections are incorporated by reference:

a. Section 01100: Summary of Work b. Section 01330: Submittal Procedure c. Section 02315: Excavation Trench and Backfill d. Section 02445: Boring and Casing e. Section 02446: Directional Drilling f. Section 02510: Water Distribution g. Section 02511: Water Service h. Section 09312: Conductive Trace Wire

1.03 REFERENCES

A. To the extent referenced in this specification section, the standards and documents listed below are included, and made a part of this specification.

B. In the event of a conflict, the requirements of this specification section prevail. C. Unless other wised specified, references to documents shall mean the latest published

edition of the referenced document in effect at the bid date of the project.

ANSI/AWWA www.awwa.org

ANSI/AWWA C901-08 Polyethylene (PE) Pressure Pipe and Tubing, ½ In. (13 mm) Through 3 In. (76 mm) for Water Service

2

ANSI/AWWA C906-07 Polyethylene (PE) Pressure Pipe and Fittings, 4 In. (100 mm) Through 63 In. (1,600 mm), for Water Distribution and Transmission

ANSI/AWWA C651 Standard for Disinfecting Water Mains

AWWA M55 Manual of Water Supply Practices, PE Pipe-Design and Installation

Plastics Pipe Institute, PPI www.plasticpipe.org

PPI Handbook of Polyethylene Pipe – 2009 (2nd Edition)

PPI TR-33 Generic Butt Fusion Joining Procedure for Polyethylene Gas Pipe

PPI TR-34 Disinfection of Newly Constructed Polyethylene Water Mains

PPI TR-41 Generic Saddle Fusion Joining Procedure for Polyethylene Gas Piping

PPI TN-42 Recommended Minimum raining Guidelines for PE Pipe Butt Fusion Joining Operators for Municipal and Industrial Projects (2009)

NSF www.nsf.org

NSF / ANSI 61 Drinking Water System Component - Health Effects

ASTM www.astm.org

ASTM F 714 Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter

ASTM F905 Standard Practice for Qualification of Polyethylene Saddle-Fused Joints

ASTM F 1055 Standard Specification for Electrofusion Type Polyethylene Fittings for Outside Diameter Controlled Polyethylene Pipe and Tubing

ASTM F 1290 Standard Practice for Electrofusion Joining Polyolefin Pipe and Fittings

ASTM F 1412 Standard Specification for Polyolefin Pipe and Fittings for Corrosive Waste Drainage Systems

ASTM F 1417 Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air

ASTM F 2164 Standard Practice for Field Leak Testing of Polyethylene (PE) Pressure Piping Systems Using Hydrostatic Pressure

ASTM F 2206 Standard Specification for Fabricated Fittings of Butt-Fused Polyethylene (PE) Plastic Pipe, Fittings, Sheet Stock, Plate Stock, or Block Stock

ASTM D 22399 Standard Specification for Polyethylene (PE) Plastic Pipe (SIDR-PR) Based on Controlled Inside Diameter

ASTM D 2321 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

ASTM F 2620 Standard Practice for Heat Fusion Joining of Polyethylene Pipe and Fittings

ASTM D 2683 Standard Specification for Socket-Type Polyethylene Fittings for Outside Diameter-Controlled Polyethylene Pipe and Tubing

3

ASTM D 2683 Standard Specification for Socket-Type Polyethylene Fittings for Outside Diameter-Controlled Polyethylene Pipe and Tubing

ASTM D 2737 Standard Specification for Polyethylene (PE) Plastic Tubing

ASTM D 2774 Standard Practice for Underground Installation of Thermoplastic Pressure Piping

ASTM D 3261 Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing

ASTM D 3350 n-08 Standard Specification for Polyethylene Plastics Pipe and Fittings Materials

1.04 SYSTEM DESIGN PARAMETERS

A. The polyethylene system working pressure rating accommodates the normal operating pressure and the repetitive surges. The pressure rating applies at 80° F or less.

B. Per AWWA 901 and C906, the repetitive surge pressure allowance is one half the pressure class of the pipe, and the occasional surge over pressure allowance is equal to the pressure class of the pipe. Allowable Total Pressure during Recurring Surge conditions equals 1.5 times the pipe’s pressure class. Allowable Total Pressure during Occasional Surge conditions equals 2.0 times the pipe’s pressure class.

Table 1 gives the Pressure Class per AWWA C901, Pressure Rating and Allowable Total Pressure during Recurring and Occasional Surge for PE4710 pipe at 80° F or less. For PE 3608, refer to Table 2.

Table 1. Pressure Class per AWWA C901 for PE4710 at 80° F or less

Pipe Dimension Ratio (DR)

Pressure Class Pressure Rating

Allowable Total Pressure During

Recurring Surge


Occasional Surge

DR 9 250 psi 250 psi 375 psi 500 psi DR 11 200psi 200psi 30psi 400 psi DR 14.3 150psi 150psi 225 psi 300 psi DR 17 125 psi 125 psi 185 psi 150 psi DR 21 100psi 100psi 150 psi 200 psi

4

Table 2 gives the Pressure Class per AWWA C901 and C906, Pressure Rating and Allowable Total Pressure during Recurring and Occasional Surge for PE 3608 pipe at 80° F or less.

Table 2. Pressure Class per AWWA C901 and C906 for PE 3608 at 80° F or less

Pipe Dimension Ration (DR)

Pressure Class Pressure Rating Allowable Total Pressure During Recurring Surge


Occasional Surge

DR 9 200 psi 200 psi 300 psi 400psi DR 11 160 psi 160 psi 240 psi 320 psi DR 14.3 120 psi 120 psi 180 psi 240 psi DR 17 100 psi 100 psi 150 psi 200 psi DR 21 80 psi 80 psi 120 psi 160 psi

1.05 SUBMITTALS A. Quality Assurance / Control Submittals

1. Affirmation that product shipped meets or exceeds the standards set forth in this specification. This shall be in the form of a written document from the manufacturer attesting to the manufacturing process meeting the standards. [The specifier can also ask for various test results to be supplied that re done according to the standards]

2. Manufactures recommended fusion procedures for the products.

1.06 DELIVERY – STORAGE – HANDLING A. Handle the pipe in accordance with the PPI Handbook of Polyethylene Pipe (2nd

Edition), Chapter 2 using approved strapping and equipment rated for the loads encountered. Do not use chains, wire rope, forklifts or other methods or equipment that may gouge or damage the pipe or endanger persons or property. Field storage is to be in compliance with AWWA Manual of Practice M55 Chapter 7.

B. If any gouges, scrapes, or other damage to the pipe results in loss of 10% of the pipe wall thickness, cut out that section or do not use.

PART 2 A – PROCUCTS FOR 3 INCH AND SMALLER PIPE PER AWWA C901

2A.01 PIPE

A. Polyethylene pipe shall be made from a HDPE material having a minimum material designation code of PE 4710 or PE 3608. The material shall meet the requirements of

5

ASTM D 3350 and shall have a minimum cell classification of PE445474C for PE 4710 and PE 345464C for PE 3608. In addition, the pipe shall be listed as meeting NSF – 61.

B. The pipe shall meet the requirements of AWWA C901 C. HDPE pipe shall be rated for use at a pressure class of _____________ [User

specified] psi. The outside diameter of the pipe shall be based upon the IPS, CTS or SIDR sizing system.

D. Approved manufactures are:http://plasticpipe.org/municipal pipe/mi members.html

2A.02 FITTINGS

A. Buff Fusion Fittings – Fittings shall be made of either PE4710 or PE 3608, with a minimum Cell Classification as noted in 2A.01A. Butt Fusion Fittings shall meet the requirements of ASTM D3261. Molded and fabricated fittings shall have a pressure rating equal to the pipe unless otherwise specified in the plans. Markings for molded fittings shall comply with the requirements of ASTM D 3261. Fabricated fittings shall be marked in accordance with ASTM F 2206. Socket Fittings shall meet ASTM D 2683

B. Electrofusion Fittings – Fittings shall be PE4710 or PE 3608, with a minimum Cell Classification s noted in 2A.01A. Electrofusion Fittings shall have a manufacturing standard of ASTM F1055. Fittings shall have a pressure rating equal to the pipe unless otherwise specified on the plans.

C. Flanges and Mechanical Joint Adapters (MJ Adapters) – Flanges and Mechanical Joint Adapters shall be PE4710 or PE3608, with a minimum Cell Classification as noted in 2A.01A. Flanged and Mechanical Joint Adapters can be made to ASTM D3261 or if machined, must meet the requir3ements of ASTM f2206. Flanges and MJ Adapters shall have a pressure rating equal to the pipe unless otherwise specified on the plans. Markings for molded or machined flange adapters or MJ Adapters shall be per ASTM D3261. Fabricated (including machined) flange adapters shall be per ASTM F2206.

Van-Stone style, metallic (including stainless steel), convoluted or flat-plate, back-up rings and bolt materials shall follow the guidelines of Plastic Pipe Institute Technical Note # 38, and shall have the bolt-holes and bolt-circles conforming to one of these standards: SAME B-16.5 Class 150, ASME B-16.47 Series A Class 150, ASME B-16.1 Class 125, or AWWA c207 Class 150 Series B, D, or E. The back-up ring shall provide a long-term pressure rating equal to or greater than the pressure-class of the pipe with which the flange adapter assembly will be used, and such pressure rating shall be marked on the back-up ring. The back-up ring bolts, and nuts shall be protected from corrosion by a system such as paint, coal-tar epoxy, galvanization, polyether or polyester fusion bonded epoxy coatings, anodes, or cathodic protection, as specified by the project engineer.

6

D. Service connections shall be Electrofusion saddles with a brass or stainless steel threaded outlet, Electrofusion saddles, sidewall fusion branch saddles, tapping tees, or mechanical saddles. For Electrofusion saddles with threaded outlet the size of the outlet shall be one inch IPS unless a larger size is shown on the plans. Electrofusion saddles shall be made from materials required in part 2A.02 B. Electrofusion Fittings. For sidewall fusion saddles, the size of the saddle shall be as indicated on the plans. The saddle can be made in accordance to ASTM D3261 or ASTM F2203. After installation, approximately ¼” of the PE pipe shall be visible beyond the saddle to confirm that proper surface preparation occurred. Saddle faces that do not provided ¼ inch of area beyond the saddle are not acceptable. Tapping Tees shall be made to ASTM D3261 or D2683. Mechanical strap-on saddles can only be used where there use on PE pipe is approved by the mechanical saddle manufacturer. The body of the saddle shall be stainless, steel, epoxy coated cast iron or brass. The gasket material and design must be acceptable for PE pipe. The outlet shall be threaded for one inch IPS unless a larger size is shown on the plans. Mechanical Strap-on saddles will be installed per the manufacturer’s instructions.

2A.03 PIPE AND FITTING IDENTIFICATION

A. The pipe shall be marked in accordance with the standards which it is manufactured. B. Color identification by the use of stripes on pipe to identify pipe service shall be

optional. If used, stripes or colored exterior pipe products shall be blue for potable water.

C. Tracing wire shall be placed parallel and above, but separate from the pipe and shall be 10 AWG or engineer approved equal.

D. Marking tape shall be approved by the engineer and placed between 6 and 12 inches above the crown of pipe

PART 2 B – PRODUCTS FOR 4 INCH AND LARGER PIPE PER AWWA C906 2B.01 – PIPE

A. Polyethylene pipe shall be made from HDPE material having a material designated code of PE3608 or higher. The material shall meet the requirements of ASTM D3350 and shall have a minimum cell classification of PE345464C. In addition, the material shall be listed as meeting NSF – 61.

7

B. The pipe and fittings shall meet the requirements of AWWA C906. C. HDPE pipe shall be rated for the use at a pressure class as required. The outside

diameter of the pipe shall be based upon the IPS or DIPS sizing system. D. Approved manufacturers are: http://plasticpipe.org/municipal pipe/mi members.html

2B.02 FITTINGS A. Butt fusion fittings – Fittings shall be made of HDPE material with a minimum

material designation code of PE3608 and with a minimum Cell Classification as noted in 2B.01A. Butt Fusion Fittings shall meet the requirements of ASTM D3261. Molded and fabricated fittings shall have a pressure rating equal to the pipe unless otherwise specified on the plans. All fittings shall meet the requirements of AWWA C906+.

Markings for molded fittings shall comply with the requirements of ASTM D3261. Fabricated fittings shall be marked in accordance with ASTM F2206. Socket fittings shall meet ASTM D2683.

B. Electrofusion Fittings – Fittings shall be made of HDPE material with a minimum material designation code of PE 3608 and with a minimum Cell Classification as noted in 2B.01A. Electrofusion Fittings shall have a manufacturing standard of ASTM F1055. Fittings shall have a pressure rating equal to the pipe unless otherwise specified on the plans. All Electrofusion fittings shall be suitable for use as pressure conduits, and have normal burst valued of four times the Working Pressure Rating (WPR) of the fitting. Markings shall be according to ASTM F1055.

C. Flanges and Mechanical Joint Adapters (MJ Adapters) – Flanges and Mechanical

Joint Adapters shall have a material designation code of PE3608 or higher and a minimum Cell Classification as n noted in 2B.01A. Flanged and Mechanical Joint Adapters can be made to ASTM D3261 or if machined, must meet the requirements of ASTM F2206. Flanges and MJ Adapters shall have a pressure rating equal to the pipe unless otherwise specified on the plans. Markings for molded or machined flange adapters or MJ Adapters shall be per ASTM D 3261. Fabricated (including machined) flange adapters shall be per ASTM F2206.

Van-Stone style, metallic (including stainless steel), convoluted or flat-plate, back-up rings and bolt materials shall follow the guidelines of Plastic Pipe Institute Technical Note # 38, and Shall Have the Bolt-Holes and bolt-circles conforming to one of these standards: ASME B-16.5 Class 150, ASME B-16.47 Series A Class 150, ASME B-16.1 Class 125, or AWWA C207 class 150 Series B, D, or E. The back-up ring shall provide a long-term pressure rating equal to or greater than the pressure-class of the pipe with which the flange adapter assembly will be used, and such pressure rating

8

shall be marked on the back-up ring. The back-up ring, bolts, and nuts shall be protected from corrosion by a system such as paint, coal-tar epoxy, galvanization, polyether or polyester fusion bonded epoxy coatings, anodes, or cathodic protection, as specified by the project engineer.

D. Service connections shall be Electrofusion saddles with a brass or stainless steel threaded outlet, Electrofusion saddles, sidewall fusion branch saddles, tapping tees, or mechanical saddles.

For Electrofusion saddles with threaded outlet the size of the outlet shall be one inch IPS unless a larger size is shown on the plans. Electrofusion saddles shall be made from materials required in part B. Electrofusion Fittings.

For Sidewall fusion saddles the size of the saddle shall be as indicated on the plans. The saddle can be made in accordance to ASTM D3261 or ASTM F2206. After installation, approximately ¼” of the PE pipe shall be visible beyond the saddle to confirm that proper surface preparation occurred. Saddle faces that do not provided ¼” of area beyond the saddle are not acceptable.

Tapping tees shall be made to ASTM D3261 or D2683.

Mechanical Strap-on saddles can only be used where there use on PE pipe is approved by the mechanical saddle manufacturer. The body of the saddle shall be stainless steel, epoxy coated cast iron or brass. The gasket material and design must be acceptable for PE pipe. The outlet shall be threaded for one inch IPS unless a larger size is shown on the plans. Mechanical strap-on saddles will be installed per the manufacturer’s instructions.

2B.03 PIPE AND FITTING IDENTIFICAION A. The pipe shall be marked in accordance with the standards to which it is

manufactured. B. Color identification by the use of stripes on pipe to identify pipe service shall be

optional. If used, stripes or colored exterior pipe product shall be blue for potable water, or green for wastewater/sewage, or purple (lavender) for reclaimed water.

C. Tracing wire shall be placed parallel and above, but separate from the pipe and shall be 10 AWG or engineer approved equal.

D. Marketing tape shall be approved by the engineer and placed between 6 and 12 inches

above the crown of pipe.

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PART 3 – EXECUTION 3.01 JOINING METHODS

A. Butt Fusion: The pipe shall be joined by the butt fusion procedure Outlined in ASTM F 2620 or PPI TR-33. All Fusion joints shall be made in Compliance with the pipe or fitting manufacturer’s recommendations. Fusion joints shall be made by qualified fusion technicians per PPI TN-42.

B. Saddle Fusion: Saddle fusion shall be done in accordance with ASTM F2620 or TR-

41 or the fitting manufacturer’s recommendations and PPI TR-41. Saddle fusion joints shall be made by qualified fusion technicians. Qualification of the fusion technician shall be demonstrated by evidence of fusion training within the past year on the equipment to be utilized on this project.

C. Socket Fusion: Molded socket fusion fittings are only to be used for joining of ADPE

pipe from ½” to 2” in size. Socket fusion shall be done in accordance with ASTM F 2620 or the fitting manufacturer’s recommendations. Socket fusion is the process of fusing pipe to pipe, or pipe to fitting by the use of a male and female end that are heated simultaneously, and pressed together so the outside wall of the male end is fused to the inside wall of the female end. Qualification of the fusion technician shall be demonstrated by evidence of socket fusion training within the past year on the equipment to be utilized o this project.

D. Electrofusion: Electrofusion joining shall be done in accordance with the

manufacturers recommended procedure. Other sources of Electrofusion joining information are ASTM F1290 and PPI TN 34. The process of Electrofusion requires and electric source, a transformer, commonly called an Electrofusion box that has wire leads, a method to read electronically (by laser) or otherwise input the barcode of the fitting, and a fitting that is compatible with the type of Electrofusion box used. The Electrofusion box must be capable of reading and storing the input parameters and the fusion results for later download to a record file. Qualification of the fusion technician shall be demonstrated by evidence of Electrofusion training within the past year on the equipment to be utilized for this project.

E. Mechanical:

1. Mechanical connection of HDPE to auxiliary equipment such as valves, pumps, and fittings shall use mechanical joint adapters and other devices in conformance with the PPI Handbook of Polyethylene Pipe, Chapter 9 and AWWA Manual of Practice M54, Chapter 6.

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2. Mechanical connections on small pipe under 3” are available to connect HDPE pipe to other HDPE pipe, or fittings, or a transition to another material. The use of stab-fit style couplings is allowed, along with the use of metallic couplings of brass and other materials. All mechanical and compression fittings shall be recommended by the manufacturer for potable water use. When a compression type or mechanical type of coupling is used, the use of a rigid tubular insert stiffener inside the end of the pipe is recommended.

3. Mechanical couplings that wrap around the pipe and act as saddles are made by several manufacturers specifically for HDPE pipe. All such saddles, tapping saddles, coupling, clamps etc. Shall be recommended by the manufacturer as being designed for use with HDPE pipe at the pressure class listed in this section.

4. Unless specified by the fitting manufacturer, a restraint harness or concrete anchor is recommended with mechanical couplings to prevent pullout.

5. Mechanical coupling shall be made by qualified technicians. Qualification of the Field Technical shall be demonstrated by evidence of mechanical coupling training within the past year. This training shall be on the equipment and pipe components to be utilized for this project.

F. Joint Recording – The critical parameters of each fusion joint, as required by the

manufacturer and these specifications, shall be recorded either manually or by an electronic data logging device. All fusion joint data shall be included in the fusion Technician’s joint report.

G. The specified is referred to the list of manufactures as shown on the PPI website:

http://plasticpipe.org/municipal pipe/mi members.html.

3.02 INSTALLATION

A. Buried HDPE pipe and fittings shall be installed in accordance with ASTM D2321 or ASTM D2774 for pressure systems and AWWA Manual of Practice M55 Chapter 7.

B. Pipe embedment – Embedment material should be Class I, Class II, or Class III, materials as defined by ASTM D2321 Section 6. The use of Class IV and Class V materials is not recommended, however it may be used only with the approval of the engineer and appropriate compaction.

C. Bedding: Pipe bedding shall be in conformance with ASTM D2321 Section 8. Compaction rates should be as specified in ASTM D2321. Deviations shall be approved by the engineer.

D. Haunching and backfill shall be as specified in ASTM D2321 Section 9 with Class I, II, or III materials. Compaction shall e in excess of 85% Proctor.

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3.03 TESTING A. Hydrostatic leakage testing is recommended and shall comply with ASTM F1412,

AWWA Manual of Practice M55 Chapter 9, and PPI Handbook of Polyethylene Pipe chapter 2 (2nd Edition). If the test section fails this test, the Contractor shall repair or replace all defective materials and/or workmanship at no additional cost to the Owner.

B. Pneumatic (compressed air) leakage testing of HDPE pressure piping is prohibited for safety reasons.

3.04 CLEANING AND DISINFECTING

A. Cleaning and disinfecting of potable water systems shall be in accordance with AWWA C651 and AWWA Manual of Practice M55 Chapter 10, and PPI Handbook of Polyethylene Pipe Chapter 2 (2nd Edition).

B. After installation and pressure testing, new water mains should be disinfected according to AWWA C651.

C. The disinfection chemicals should be limited to less than 12% active chlorine. The duration of the Disinfection should not exceed 24 hours.

D. Upon completion, the system should be thoroughly flushed with fresh water, and retested to verify the disinfectant chlorine level has been reduced to potable drinking water concentrations in all service water tubing and branch lateral pipes.

End of Section

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SECTION 03300 CAST-IN-PLACE CONCRETE (NON-STRUCTURAL)


A. This section includes provisions for non-structural cast-in-place concrete. 1.02 REFERENCES

A. ASTM C33 – Standard Specification for Concrete Aggregates.

B. ASTM C94 – Standard Specification for Ready Mix Concrete.

C. ASTM C144 – Standard Specification for Mortar Aggregate.

D. ASTM C150 – Standard Specification for Portland Cement.

E. ASTM A185 – Welded Steel Wire Fabric, Plain for Concrete Reinforcement.

F. ASTM A615 – Deformed and Plain Billet-Steel Bars for Concrete Reinforcement. 1.03 QUALITY ASSURANCE

A. Obtain cement and aggregate from the same source for all work.

B. Perform work in accordance with ACI 301. PART 2 - PRODUCTS 2.01 CONCRETE MATERIALS

A. Cement: ASTM C150, Portland Cement Type – IA, Air Entrained.

B. Aggregates: ASTM C33.

1. Fine Aggregates:

a. Fine aggregates shall be clean, hard, tough, water sound and free of deleterious substances.

b. One hundred percent passing 3/8-inch sieve.

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c. At least fifty percent passing No. 16 sieve.

2. Coarse Aggregates

a. Coarse aggregates shall be clean, hard, tough, water sound and free of deleterious substances.

b. Maximum aggregate size for reinforced concrete shall not be larger than 1/5

of the narrowest dimension between forms, nor larger than 3/4 of the minimum clear spacing between reinforcing bars or between bars and forms.

c. Maximum aggregate size for unreinforced slabs shall not be larger than 1/3

the slab thickness or 2 inches, whichever is smaller.

C. Mixing Water

1. Use potable water unless approved by Project Engineer.

D. Material Storage

1. Store materials in such a manner as to prevent deterioration or intrusion of foreign matter.

2.02 METAL REINFORCEMENT

A. Rebar: Conforming to ASTM A615

B. Welded Wire Fabric: Conform to ASTM A185 PART 3 - EXECUTION 3.01 PLACING CONCRETE

A. Concrete shall not be placed when atmospheric temperature is below 40 degrees Fahrenheit unless authorized in writing by the Project Engineer.

B. Forms shall conform to shapes, lines and dimensions of members as called for on the

plans and shall be sufficiently tight to prevent leakage of mortar.

1. Properly brace and tie forms together to maintain position and shape and prevent leakage.

C. Remove water from place of deposit before concrete is placed.

D. Moisten subgrade at the time the concrete is deposited.

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E. For job mixed concrete, rotate the mix at the speed recommended by the manufacturer in a clean batch machine. Mix the materials until they are uniformly distributed.

F. Deliver and mix Ready-Mixed Concrete in accordance with ASTM C94.

G. Access to the mixing plant shall be provided to the Project Engineer.

H. Tickets indicating time of adding initial mixing water may be required by the Project

Engineer.

I. Place concrete in one continuous operation, once placing is started.

J. Remove supporting forms and shoring after members have acquired sufficient strength to support their weight and imposed loads safely.

K. If concrete placement is authorized for atmospheric temperatures at or below 40

degrees Fahrenheit, concrete temperature shall not be less than 45 degrees Fahrenheit at the time of placement.

1. Heating procedures that alter or prevent the entrainment of the required amount of

air in the concrete will not be permitted.

2. Do not heat aggregates and water used for mixing to a temperature exceeding 120 degrees Fahrenheit.

L. Air temperatures surrounding concrete shall be maintained at a temperature of not less

than 45 degrees Fahrenheit, or more than 70 degrees Fahrenheit, for a period of four days.

1. Following the four-day period, the concrete shall be protected from air

temperatures below 35 degrees Fahrenheit, for an additional four-day period.

M. Chemical or other foreign material shall not be added to the concrete. 3.02 FIELD QUALITY CONTROL

A. Concrete shall have a compressive strength of 3000 psi at 28 days unless otherwise specified or noted on the drawings.

B. The Project Engineer may require slump and compression tests.

END OF SECTION

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SECTION 09312 CONDUCTIVE TRACE WIRE FOR

WATER PIPE INSTALLATION

PART 1 – GENERAL 1.1 DESCRIPTION

A. Install electrically continuous trace wire with access points as described herein

to be used for locating pipe with an electronic pipe locator after installation. 1.2 MEASUREMENT

A. There is no separate payment for the supply and installation of tracer wire on any construction or installation of water main by the Contractor. The Contractor shall consider the supply and installation of the tracer wire incidental to all construction of water main.

1.3 SUBMITTALS

A. Submit manufacturer’s data on material furnished that indicate compliance

with the specifications regarding material used. B. Indicate on plans location of each trace wire test station.

PART 2 – PRODUCTS 2.1 MATERIALS

A. Trace wire to be fourteen (14) gauge minimum solid copper with thermoplastic insulation recommended for direct burial. Wire connectors to be 3M DBR, or approved equal, and shall be watertight to provide electrical continuity. Tracer wire shall be brought to the surface at all valve boxes for access points.

2.2 TESTING REQUIREMENTS

A. Contractor shall perform a continuity test on all trace wire in the presence of

the Engineer or the Engineers’ representative. If the trace wire is found to be not continuous after testing, Contractor shall repair or replace the failed segment of the wire.

PART 3 – EXECUTION

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A. Trace wire shall be installed on all water mains. The wire shall be installed in such a manner as to be able to properly trace all water mains without loss or deterioration of signal or without the transmitted signal migrating off the tracer wire.

B. Trace wire shall be installed in the same trench and inside bored holes and

casing with pipe during pipe installation. It shall be secured to the pipe as required to insure that the wire remains adjacent to the pipe. The trace wire shall be securely bonded together at all wire joints with an approved watertight connector to provide electrical continuity, and it shall be accessible at all trace wire access points.

C. Tracer wire shall be laid flat and securely affixed to the pipe at 10 foot

intervals. The wire shall be protected from damage during the execution of the works. No breaks or cutes in the tracer wire or tracer wire insulation shall be permitted. At water service saddles, the tracer wire shall not be allowed to be placed between the saddle and the water main.

D. Except for approved spliced-in connections, tracer wire shall be

continuous and without splices from each access point. Where any approved spliced-in connections occur, 3M DBR water tight connectors, or approved equal, shall be used to provide electrical continuity.

E. At all water main end caps, a minimum of 6 feet of tracer wire shall be

extended beyond the end of the pipe, coiled and secured for future connections.

F. For directional drilling, auguring or boring installations, four #14 tracer

wires shall be installed with the pipe and connected to the tracer wire at both ends, or cad welded to the existing iron pipe at both ends.

G. Spliced connections between the main line tracer wire and branch

connection tracer wire shall only be allowed at water main tees, crosses or at iron or copper water services where a portion of the branch connection water main or water service is replaced with a non iron or non copper material. The branch connection tracer wire shall be a single tracer wire properly spliced to the main line tracer wire. Where the existing branch connection is neither iron nor copper, then the new branch connection tracer wire shall be properly spiced to the existing tracer wire on the branch connection.

H. At all repair location where there is existing tracer wire, the tracer wire

shall be properly reconnected and spliced as outlined above.

END OF SECTION