ACAD_309000_Harden_Farm_Housing_Specifications_-_Final_CD_-_Appendix_A_0004.pdf

Appendix A

BAR HARBOR WATER DISTRIBUTION SYSTEMS

TOWN OF BAR HARBOR WATER DEPARTMENT

SECTION 3 - WATER DISTRIBUTION SYSTEMS

PART 1 - GENERAL

1.01 DESCRIPTION OF WORK

A. General: This section includes:

1. Water main relocation or special crossings where encountered.

2. Water service relocation where encountered at-grade.

3. Materials required for repair of water services which are damaged in course of work.

4. Yard hydrant and service piping.

5. Ductile iron water main.

6. CTS PE water main.

7. CTS PE well line.

8. Water line fittings and adapters.

9. Water services to buildings.

10. Water wedge valves.

11. Corporation stops.

12. Saddles for large corporation stops.

13. Curb stops.

14. Valve boxes.

15. Hydrants.

16. DR 11 HDPE water main.

17. Tapping sleeve.

18. Temporary water service.

1.02 RELATED SECTIONS

A. Section 2 - Earthwork.

1.03 PERFORMANCE REQUIREMENTS

A. Water Main Pressure Ratings: Not less than 1.5 times the sustained working pressure of the lowest elevation of the test section.

1.04 QUALITY ASSURANCE

A. For water line work, comply with all requirements of the Owner. All materials and workmanship are subject to approval by the Owner.

B. Perform all water line relocation work in accordance with Department of Health and Human Services standards, where more stringent than local requirements.

C. All work including temporary water service shall comply with American Water

Works Association ad NSF/ANSI Standards for Drinking Water.

1.05 DELIVERY, STORAGE, AND HANDLING

A. Prepare hydrants for transport as follows:

1. Ensure that hydrants are dry and internally protected against rust and corrosion.

2. Protect against damage to threaded ends, flange faces, and weld ends.

3. Set in best position for handling.

B. Storage: Use the following precautions for hydrants during storage:

1. Do not remove end protectors unless necessary for inspection; then reinstall for storage.

2. Protect from weather. Store indoors and maintain temperature higher than the ambient dew point temperature. If outdoor storage is necessary, support off the ground or pavement in watertight enclosures.

C. Use the following precautions for pipes during storage:

1. All materials shall be kept safe from damage. Materials shall be kept free from dirt and foreign materials at all times.

2. Store gaskets in cool location out of direct sunlight. Gaskets should not come in contact with petroleum products.

3. Protect from moisture and dirt.

1.06 SEQUENCING AND SCHEDULING

A. Coordinate relocation of water main with Owner as necessary.

PART 2 - PRODUCTS

2.01 BURIED PIPES AND TUBES

A. All piping, fittings, valves, coating, gaskets and appurtenances that will come into contact with potable water shall have ANSI/NSF Standard 61 Certification.

B. General: Provide fittings and other required piping accessories of same type and class of material as conduit, or of material having equal or superior physical and chemical properties.

C. Ductile-Iron Pipe: AWWA C151, thickness Class 52.

1. Lining: AWWA C104, cement mortar, seal coated.

2. Gaskets, Glands, and Bolts and Nuts: AWWA C111.

3. Mechanical-Joint-Type or Push-On Type Pipe: AWWA C111, rubber gaskets, ductile iron glands, and stainless steel bolts and nuts.

4. Exterior Coating: Bituminous.

D. Copper Tube:

1. ASTM B 88 (ASTM B 88M), seamless water tube, Type K annealed temper.

E. CTS PE Plastic Pipe for Water Service:

1. ASTM D 2737, of PE compound.

2. Minimum pressure rating 200 psi.

3. Include marking “NSF-pw” according to NSF 14.

4. Conform with AWWA C 901.

5. Provide longest coil length available to minimize the number of joints.

6. Insert stiffeners are required at all compression connections for leak-free installation.

7. Provide compression fittings.

8. Provide tracer wire over all non-metallic pipes.

F. Extra High Molecular Weight Polyethylene Pipe (EHMW PE):

1. ASTM D 1248 Type III, Class C, Category 5, Grade P34 polyethylene pipe material.

4. Pressure rating as follows:

SDR/DR PSI

9.0 200

11.0 160

5. Include blue stripe marking “NSFpw” approved for potable water use according to NSF-14.

6. Pipe density 0.955 g/cm3 per ASTM D 1505.

7. Melt index 0.10 g/10 min per ASTM D 1238.

8. Flexural modulus 133,000 psi per ASTM D 790.

9. Tensile strength 3200-3500 psi per ASTM D 638.

10. Hydrostatic design basis 800 psi at 140°F.

11. Resistance to distortion up to 180°F.

12. Protection from ultraviolet sunlight degradation by adding 2 to 3% finely divided carbon black compound.

13. Above ground service rated.

14. Chemical corrosion resistant at all pH ranges.

15. Provide tracer wire over all non-metallic pipes.

16. Equal to CPChem Performance Pipe EMHW PW 3408 by Chevron

Chemical Co., Bensenville, Illinois.

2.02 PIPE AND TUBE FITTINGS

A. Ductile Iron Pipe Fittings: AWWA C110, ductile iron, 250 psig (1725 kPa) minimum pressure rating.

B. Copper Fittings: Mueller compression type IPS connections, or equal. Pack joints shall not be allowed.

C. Cast-Copper-Alloy Flanges: ASME B16.24, Class 150 or 300, as required for system operating pressure.

D. Molded, PE Plastic Fittings: PE resin, Butt-fusion type, made to match PE pipe

ASTM, pressure ratings, SDR, dimensions and class.

2.03 JOINING MATERIALS

A. Ductile Iron Pipe and PVC Pipe: The following materials apply:

1. Mechanical Joints: Meets or exceeds AWWA C-219, NSF 61, NSF 372, ductile iron casting, high strength stainless steel bolts, washers and nuts, and rubber gaskets.

B. Gaskets: EPDM Rubber.

C. End Rings: Ductile Iron Casting ASTM A536, Grade 60-40-18.

D. Center Ring: Ductile Cast Iron Casting ASTM A536 Grade 65-45-12 with handle.

E. Grip Chain: Gripping Teeth: Size 4.0” – 12” (AISI 420 LB or AISI 440C).

F. Bridge: AISI 304 Stainless Steel.

G. Spherical Spacers: AISI 304 Stainless Steel.

H. Coating: 100% fusion bonded epoxy.

I. Bolts, Washers and Nuts: AISI 304 Stainless Steel.

J. Equal to: Hymax Grip Coupling.

K. Products with set screw grips not allowed.

2.04 VALVES

A. Tapping water mains:

1. CC x CPPJ for tapping into ductile iron water mains or electrofusion coupling for HDPE water mains.

2. Ball valve with PTFE coated bronze ball.

3. Meeting NSF 61.

4. 300 psi rating at maximum working pressure.

5. Insert stiffeners of stainless steel construction required at all connections to flexible tubing.

6. Size to match water service lines.

B. Saddles for Large Service Lines for Ductile Iron water mains:

1. Service lines greater than 1” Ø shall be connected to the water main with a service saddle.

2. Corporation stop shall be threaded into saddle.

3. Saddle shall be double strap style. (Single strap saddles shall be unacceptable).

4. Body shall be ductile iron, Grade 65-45-12, meeting ASTM A-536.

5. Threads shall be FEP or CC (AWWA).

6. Finish shall be shop coat paint.

7. Fasteners shall be 304 stainless steel.

8. Gaskets shall be virgin NBR rated for water service.

9. Straps shall be 304 stainless steel.

10. Smith-Blair, or equal.

C. Saddles for Large Service Lines for HDPE water mains:

Provide electrofusion saddles manufactured in accordance with ASTM F-1055 and conform with the following material requirements:

1. Pre-Blended resin 4710 which complies with ASTM D3350.

2. Resin must be acceptable for use with potable water and comply with NSF

Standard 61.

3. CC threads.

D. Curb Stop, Service Box, and Rod:

1. CPPJ X CPPJ fittings.

2. Ball valve with PTFE coated ball.

3. Meeting AWWA C-800 and NSF 61.

4. 300 psi rating at maximum working pressure.

5. Body shall be heavy duty lead free brass.

6. Requires two O-ring seals in precision grooves.

7. Insert stiffeners of stainless steel construction required at all connections to flexible tubing.

8. Curb stop equal to Mueller Series 300.

9. Service box shall be 1” I.D. #40 black steel with top having N.P.I. threads for 1” screw-on cover, Erie Style with 5’ to 6’ slide-type riser.

10. Foot pieces shall be heavy duty, Ford style or equal cast iron design. Foot piece shall have arch to fit over 2” ball valve curb stops.

11. Service rod shall be 1/2” minimum diameter 304 stainless steel, and minimum of three feet in length.

12. The curb stop attachment point shall be a brass or stainless steel cotter pin.

13. The rod yoke shall be an integral part of the rod and the wrench flat shall have a minimum thickness of 1/4” tapered to 1/10” and a width of 5/8” or

1/2”.

14. Caps shall be 1” extra heavy with brass pentagon plug and coarse “rope” thread to fit 1” service box.

15. All caps shall have the word “WATER” clearly cast in top and be constructed of a magnetic material.

16. Clow, or approved equal.

E. Resilient Wedge Valves:

1. Comply with AWWA C515.

2. Acceptable manufacturers are American Flow, Clow, Mueller, or AVK.

3. Working pressure 250 psi.

4. Test pressure 400 psi.

5. Wedge shall be ductile iron encapsulated in urethane rubber bonded permanently to meet ASTM D429.

6. Stems shall be epoxy coated stainless steel with integral thrust collar.

7. Two O-ring seals shall be provided above thrust collar and be replaceable with valve fully open under rated working pressure.

8. Two thrust washers shall be located above and below stem collar to reduce torque.

9. Actuator stem nut shall be ductile iron.

10. Actuator nut shall be held onto valve with removable nut. Stainless steel punchout pins or hex nuts shall not be acceptable.

11. All bolts shall be Type 18-8 stainless steel.

12. Valve type shall be MJ x MJ or MJ x Tapping unless other connection type required in-field.

13. UL and FM approved.

F. Valve Boxes:

1. Ductile iron, two piece sliding type with bell-type base.

2. Top flange and minimum 5 1/4” inside diameter.

3. Box cover shall be 2” drop-type cover to fit 5 1/4” opening.

4. Variable length bottom section and 2’ top section.

5. Lettering “WATER”.

6. Interior and exterior of all components shall be coated with bituminous.

2.05 HYDRANTS

A. Equal to Clow Eddy F-2641. (Non-self draining)

B. Meeting AWWA C-502-85.

C. Body shall be cast iron with ductile iron cap nut.

D. Breakoff flange at bottom.

E. Compression type hydrant with main valve closing under water pressure.

F. Rising stem to indicate open/close position.

G. Valve opening 5 1/4”.

H. O-ring seals at stem.

I. Plugged drain required.

J. Two hose nozzles at 2 1/2” with NSF threads. Confirm nozzle size with local fire department and water company.

K. One pumper nozzle with 5” Storz connection shall be provided in front of hydrant. Confirm nozzle size with Town of Bar Harbor.

L. Galvanized chain on nozzles.

M. Opens left.

N. Exterior finish: Red alkyd-gloss enamel paint.

O. Valves to comply with above wedge valve specification.

P. All fasteners shall be 304 SS and all interior rubber components shall be EPDM

Rubber.

Q. Check valve shall be ductile iron ASTM Standard A536 with NSF approved fusion bonded epoxy coating (interior/exterior).

2.06 TAPPING SLEEVE

A. Tapping sleeve shall be 316 SS with full circumferential seal, rated for 250 psi.

2.07 YARD HYDRANT

A. Eclipse #2 Post Hydrant with 2” inlet and 2 3/16” valve opening and 1 1/2” outlet, or equal. (Hydrant must be non-self draining).

2.08 ANCHORAGES

A. Clamps, Straps, and Washers: Stainless steel.

B. Rods: Stainless steel.

C. Rod Couplings: Stainless steel.

D. Bolts: Stainless steel.

E. Washers: Stainless steel.

F. Pipe Lubricant: Suitable for use in potable water supply.

2.09 LIVE INSERTION TAPPING VALVES

A. Valve shall be equal to Romac Quickvalve insertion valve.

B. Comply with AWWA.

C. Tapping sleeve shall provide 360º seal around pipe under working pressure up to

150 psi without interruption in water service. Sleeve shall be constructed of

ASTM A-36 steel with epoxy coating 10-12 mils.

1. Flange: a special flange shall be used that mates with installation equipment and insertion valve.

2. Neck: the neck shall be manufactured to precision tolerances that assure proper alignment, support and sealing of the Quikvalve insert.

3. Bolts and nuts: 304SS bolts with SDC nuts.

4. Gaskets: SBR for potable water in accordance with ASTM D2000

Standards. Gaskets shall provide a positive 360º seal on the pipe and assure a tight, durable and resilient seal at the pipe sleeve-valve insert junction.

5. Coating: sleeve shall be lined and coated with fusion bonded epoxy meeting AWWA-C213 and ANSI/NSF 61 Standards.

6. Armors: heavy gauge 304 SS armor plates are used to bridge the gap between sleeve halves.

7. Lugs: configured to properly align the sleeve halves during installation, provide a bolting surface, and assure a 360º seal.

D. The valve assembly is a water control device and shutoff when installed in a valve tapping sleeve. The valve is installed in an open position under water pressure without any interruption of service. The valve shall provide full unobstructed full flow waterway after installation.

1. Insert: ductile iron casting coated with SBR rubber for potable water service with 55 durometer.

2. Valve stem and nut: AWWA C-500-80.

3. Flange: ASTM A-36 steel flange is used to hold the valve assembly together and act as a seal against the valve sleeve flange.

4. Gasket: SBR rubber for potable water service, ASTM D2000, 70 durometer. The gasket acts as the sealing interface between the valve flange and sleeve flange.

5. Bolts and nuts: 304 SS.

2.10 SEASONAL METER ENCLOSURE

A. Jumbo Plastic 18” x 12” or as required by Town.

B. By F.W. Webb or Maine Water Works.

2.11 METER PITS AND ENCLOSURES

A. General: Cast-in-place concrete according to ACI 318, ACI 350R, and the following

1. Cement: ASTM C 150, Type II.

2. Fine Aggregate: ASTM C 33, sand.

3. Coarse Aggregate: ASTM C 33, crushed gravel.

4. Water: Potable.

B. Structures: Portland-cement design mix, 3000 psi minimum at 28 days, with

0.45 maximum water-cement ratio.

1. Reinforced Fabric: ASTM A 185, steel, welded wire fabric, plain.

2. Reinforcement Bars: ASTM A 615, Grade 60 (ASTM A 615M, Grade

400), deformed steel.

C. Structure Channels and Benches: Factory or field formed from concrete.

Portland-cement design mix, 3000 psi minimum, with 0.45 maximum water-cement ratio.

D. Precast Concrete Structures: ASTM C 478, precast, reinforced concrete, of depth indicated, with provision for rubber gasket joints meeting AASHTO H-20 loading.

E. Ballast: Increase thickness of precast concrete sections or add concrete to base section, as required to prevent flotation.

F. Base Section: Minimum thickness for floor slab, as shown on plans, and minimum thickness for walls and base riser section, as shown on plans, and having a separate base slab or base section with integral floor.

G. Riser Sections: Minimum thickness, as shown on plans, 48-inch minimum diameter, or as shown on plans, and lengths to provide depth indicated.

H. Top Section: Eccentric cone type, unless concentric cone or flat-slab-top type is indicated. Top of cone of size that matches grade rings.

I. Sealants: ASTM C 443 butyl rubber, two rings sealant around each joint for watertight connection.

J. Steps: Provide steps for manholes greater than four feet deep.

1. ASTM C 478 individual steps or ladder.

2. Aluminum alloy 6061-T6 or copolymer polypropylene plastic with 1/2”

Grade 60 reinforcing bar meeting ASTM D4101 Type II and ASTM A

615.

3. Meet all OSHA requirements.

4. Minimum width 14”.

5. Maximum spacing 12” on center.

6. Coat with bitumastic paint where cast in concrete.

K. Pipe Penetrations:

1. Non-pressure pipes and drains: Flexible manhole sleeves equal to CP series manufactured by Interpace Corp. size to fit diameter and type of pipe without use of gaskets.

2. Pressure pipes: Flexible Manhole sleeves as above or, thermoplastic pipe sleeve equal to "Link-Seal Century Line" model CS100 by Thunderline

Corp. with sleeve seal equal to "Link-Seal" by Thunderline Corp.

3. As specified on drawings if in conflict with above.

2.12 PROTECTIVE COATINGS

A. Include factory or field applied protective coatings to structures and appurtenances according to the following:

1. Coating: Two coats, coal-tar epoxy, bitumastic, or Conseal coating, each coat 15 mil minimum thickness, except where otherwise indicated.

2. Structures: On exterior surface, bitumastic, PPS 922 superseal or equal.

2.13 RISER RINGS TO GRADE

A. Provide reinforced riser rings to grade.

B. Use number of rings required to achieve grade elevation.

C. Seal all joints with bitumastic sealant.

D. Ring inside diameter shall be twenty-four inches.

2.14 WATERTIGHT FRAME AND COVER

A. Fully machined bolted cover with Stainless Steel bolts.

B. Two rings for watertight seal, as follows:

1. Elastomer sealing ring.

2. Rubber seating ring fastened by 6 bolts and clamping claws.

C. Ductile Iron construction meeting Class D400 EN124, H20, and AASHTO loading criteria.

D. Minimum clear frame opening: 24”.

E. Frame height: 4”.

G. Equal to Pamtight Ductile Iron frame and cover.

2.15 FROST BARRIERS

A. Frost Barrier: U.V. Resistant, high grade polyethylene, minimum 6 mils thick.

2.16 MORTAR MATERIALS

A. For mortar mix: Conform to requirements of ASTM C 270, Type S using

Portland cement.

B. Portland Cement: Natural color ASTM C 150, Type I, except Type III may be used for cold weather construction.

C. Hydrated Lime: ASTM C270, Type S.

2.17 ABOVE GRADE ENCLOSURES

A. Prefabricated above grade enclosures equipped with heat, gravity drainage, and removable access panels.

B. Equal to Hot Box.

C. Coordinate location with Water Department.

PART 3 - EXECUTION

3.01 PIPE

A. Grade trench bottom to provide a smooth, firm, stable, and rock-free foundation for all buried pipes.

B. Remove unstable, soft, and unsuitable materials at trench bottom upon which pipes are to be laid and filled with compacted select backfill.

C. Bedding for ductile iron pipe shall be gravel or native material as approved by

Owner from 6 inches below to 6 inches above pipe.

D. Ductile-Iron Pipe: Install with cement mortar lined mechanical joint and retainer glands or push on joint fittings and rubber gaskets in accordance with AWWA

C600.

E. Clean interior of pipe thoroughly prior to installation. Utilize plugs to minimize entry of foreign materials into pipe.

F. Torque wrenches required to tighten all mechanical joint fittings with applied torque conforming to pipe and fitting manufacturer’s requirements.

G. Piping shall be carefully lowered into the excavation. Suitable excavated material shall be placed to maintain equal depth on both sides of the pipe and to prevent movement of the pipe from its proper alignment.

H. All damage resulting from inadequate bracing or shoring will be the responsibility of the Contractor, who shall make all necessary repairs at his/her own expense.

I. The Contractor shall use extra caution to avoid disturbing any water service connections. Any disruption of water service shall be immediately reported to the Water Department and the property Owner.

J. Property owners whose driveways will be blocked shall be notified 24 hours in advance of the excavation. Driveways shall not be blocked at night without the expressed consent of the property owner.

K. Pipe shall be laid directly on the trench bottom. Prior to lowering pipe into trench, the trench bottom shall be made flat and cut true and even to grade so as to provide continuous contact of the trench bottom with the pipe.

L. No pipe shall be laid, in wet trench conditions, on frozen trench bottom, or when

Owner determines weather conditions are unsuitable for proper installation.

3.02 EXISTING WATER MAIN CONNECTION

A. Tap water main location indicated in coordination with requirements of Water

Department.

B. Install tapping sleeve and tapping valve in accordance with manufacturer’s instructions. Position flanged outlet for wedge valve.

C. Coordinate connection of all services with Owner.

3.03 INSTALLATION OF FUSION WELDED PE PIPE

A. Joints between plain ends of polyethylene pipe shall be made by butt fusion when possible.

B. Pipe Manufacturer’s fusion procedures shall be followed at all times as well as the recommendations of the Fusion Machine Manufacturer.

C. Wall thicknesses of the adjoining pipes shall have the same DR at the point of fusion.

D. When saddle connections are fusion welded, the Manufacturer’s recommended saddle fusion procedures shall be used.

E. If mechanical fittings are utilized for transitions between pipe materials, repairs, joining pipe sections, saddle connections, or at other locations, the recommendation of the Mechanical Fitting Manufacturer must be followed.

These procedures may differ from other pipe materials.

F. On each day butt fusions are to be made, the first fusion of the day shall be a trial fusion. The trial fusion shall be allowed to cool completely, then fusion test straps shall be cut out.

G. The test strap shall be 12” or 30 times the wall thickness in length (minimum) and 1” or 1.5 times the wall thickness in width (minimum).

H. Bend the test strap until the ends of the strap touch. If the fusion fails at the joint, a new trial fusion shall be made, cooled completely, and tested. Butt fusion of pipe to be installed shall not commence until a trial fusion has passed the bent strap test.

I. Socket and Saddle fusions shall be tested by a bent strap test as described by the

Pipe Manufacturer. The pipe Manufacturer shall provide visual guidelines for inspecting the butt, saddle, and socket fusion joints.

J. Pressure testing shall be conducted in accordance with the Manufacturer’s recommended procedure and AWWA Standards. Pressure testing shall use water as the test media. Pneumatic testing is prohibited.

3.04 INSTALLATION OF SURFACE FUSION WELDED PIPE

A. Lay pipes on ground surface in approximate location shown on Drawings.

B. Provide gradual pipe bends with long radius curvature and no sharp bends or kinks in lines.

C. Provide casings for pipes to cross under traveled areas and roadways where required by Town.

3.05 PLACEMENT OF WATER LINE THRUST BLOCKS

A. Concrete shall be poured in place or precast:

1. Poured in place thrust blocks shall be constructed by pouring concrete between the fitting and the undisturbed wall of the trench. Care shall be exercised to ensure that the concrete is placed clear of joint accessories, bolts, nuts, and flanges.

B. Thrust blocks are required whenever the pipe:

1. Changes direction at tees, bends, crosses, and tapping sleeves.

2. Changes sizes as at reducers.

3. Stops as at dead ends.

3.06 HYDRANTS

A. Install fire hydrants in approved locations and to requirements of Town of Bar

Harbor.

B. Clean hydrants prior to installation.

C. Support hydrant to maintain vertical position utilizing 24” x 24” concrete paver block.

3.07 FLUSHING AND DISINFECTION

A. General: At completion of water distribution line installation but prior to connection to existing water supply, flush and disinfect in conformance with

AWWA C651-05, the Maine Department of Health and Human Services, and

Water Department requirements.

B. Initial flushing shall be conducted to remove dirt, sediment and debris from the line. Ductile iron pipe shall be flushed at a rate of 2.5 FPS and PVC pipe shall be flushed at a rate of 3.0 FPS in accordance with AWWA C605-94.

C. Disinfect the lines using one of two methods in accordance with AWWA C651-

99:

1. Slug method – Apply 100 mg/l slug dose of free chlorine throughout the entire line length for a minimum of three hours. Time begins when the

100 mg/l dose reaches the end of the line. Over a three hour period, the free chlorine level in the line may not fall below 50 mg/l.

2. Continuous Feed Method – Apply a 1% chlorine bleach solution to the lines to provide a free chlorine level of at least 25 mg/l at the end of the line. After 24 hours, the residual at the end of the line must not be below

10 mg/l.

D. During the disinfection process, flush all valves and hydrants to ensure adequate chlorine contact.

E. The disinfection test fails and must be repeated if any of the above residual target levels are not met.

F. Final flushing of the line must be completed within 24 hours after the required contact period to remove chlorine to a residual of 1 mg/l or less.

G. Bacteriologic Test: Two samples for coliform testing must be conducted 24 hours apart from a location every 1200 LF along the pipe and also at the end of the new line. Sampling must begin no less than 16 hours after the completion of flushing.

H. Bacteriological samples must be analyzed by a Maine Certified Laboratory.

I. If bacteria tests fail, lines must be reflushed, redisinfected, and resampled until the tests pass. All retest shall be paid for by the contractor.

3.08 TESTING

A. Notify Owner at least 48 hours prior to testing.

B. Hydrostatic testing of completed lines shall be at least 1.5 times the working pressure for 2 hours, but shall be no less than 200 psi.

C. Leakage shall be less that the allowable quantities as defined in AWWA 1977

(600-77) Section 4 as shown below:

Allowable Leakage per 1000 ft of Pipeline – gph

Avg.

Test pressure psi

Nominal Pipe Diameters – in.

450 0.48 0.64 0.95 1.27 1.59 1.91 2.23 2.55 2.87 3.18 3.82 4.78 5.73 6.69 7.64 8.60 400 0.45 0.60 0.90 1.20 1.50 1.80 2.10 2.40 2.70 3.00 3.60 4.50 5.41 6.31 7.21 8.11 350 0.42 0.56 0.84 1.12 1.40 1.69 1.97 2.25 2.53 2.81 3.37 4.21 5.06 5.90 6.74 7.58 300 0.39 0.52 0.78 1.04 1.30 1.56 1.82 2.08 2.34 2.60 3.12 3.90 4.68 5.46 6.24 7.02 275 0.37 0.50 0.75 1.00 1.24 1.49 1.74 1.99 2.24 2.49 2.99 3.73 4.48 5.23 5.98 6.72 250 0.36 0.47 0.71 0.95 1.19 1.42 1.66 1.90 2.14 2.37 2.85 3.56 4.27 4.99 5.70 6.41 225 0.34 0.45 0.68 0.90 1.13 1.35 1.58 1.80 2.03 2.25 2.70 3.38 4.05 4.73 5.41 6.03 200 0.32 0.43 0.64 0.85 1.06 1.28 1.48 1.70 1.91 2.12 2.55 3.19 3.82 4.46 5.09 5.73 175 0.30 0.40 0.59 0.80 0.99 1.19 1.39 1.59 1.79 1.98 2.38 2.98 3.58 4.17 4.77 5.36 150 0.28 0.37 0.55 0.74 0.92 1.10 1.29 1.47 1.66 1.84 2.21 2.76 3.31 3.86 4.41 4.97 125 0.25 0.34 0.50 0.67 0.84 1.01 1.18 1.34 1.51 1.68 2.01 2.52 3.02 3.53 4.03 4.53 100 0.23 0.30 0.45 0.60 0.75 0.90 1.05 1.20 1.35 1.50 1.80 2.25 2.70 3.15 3.60 4.05

3.09 TEMPORARY WATER

A. The contractor may, at their discretion, provide temporary water in order to facilitate construction of the new work.

B. The cost of providing temporary water is incidental to the project.

C. Products delivered under this specification shall be manufactured only from water distribution pipe and couplings conforming to ASTM 2241. Pipe, couplings, and locking splines shall be completely non-metallic to eliminate corrosion problems.

D. Pipe and couplings shall be made from unplasticized PVC compounds having a minimum cell classification of 1254-B, as defined in ASTM D1784. The compound shall qualify for a Hydrostatic Design Basis (HDB) of 4000 psi for water at 73.4ºF, in accordance with the requirements of ASTM D2837.

E. Copies of agency approval reports or product listings shall be provided to the

Owner. Products intended for contact with potable water shall be evaluated, tested, and certified for conformance with NSF 14 for PVC coupled components and NSF 61 for Integral Bell and glass fiber reinforced plastic components.

F. Nominal outside diameters and wall thicknesses of thrust-restrained pipe shall conform to the requirements of ASTM 2241. Thrust-restrained pipe shall be furnished in 2” through 16” sizes, in Class 100 (SDR41) through (DR13.5). Pipe shall be furnished in standard lengths of 20 feet.

G. Pipe shall be joined using non-metallic couplings or Integral Bells to form a restrained system with maximum reliability and interchangeability. High-strength, flexible thermoplastic splines shall be inserted into mating, precision-machined grooves in the pipe, coupling and bell to provide full 360º restraint with evenly distributed loading. Temporary waterline service connection shall be installed using IPS service saddles compatible with standard AWWA Copper service connections.

H. Couplings shall be designed for use at or above the rated pressure of the pipe with which they are utilized, and shall incorporate twin elastomeric sealing gaskets meeting the requirements of ASTM F477. Joints shall be designed to meet the leakage test requirements of ASTM D3139.

I. All flushing and disinfection requirements must be followed prior to placing temporary water on-line.

3.10 METER OR BACKFLOW PITS

A. Primarily due to considerations for access, safety and gravity drainage, it is preferred that meters or backflow prevention devices not be installed in pits.

Where pit installations are proposed, they shall follow the guidelines as provided in Appendix D.

B. They must be watertight with watertight manholes or access doors extending a minimum of 6 inches above grade and located to allow natural light into the pit during testing/maintenance.

3.11 INSTALLATION OF STRUCTURES

A. Place bases on compacted bedding material so precast structure is plumb and pipe inverts are at proper elevations.

B. Place riser and top sections in the appropriate height combinations.

C. Plug all lifting holes inside and out with non-shrink grout.

D. Follow manufacturer's instructions for sealing joints between precast sections.

Provide two rings of 1-inch diameter butyl rubber sealant.

E. Point joints inside and out with butyl caulk.

F. Set frames and covers to 1/2” below final pavement grade in paved areas. Set 2” below finish grade in unpaved roads or set at 6” above grade in cross country areas or lawns.

G. Provide adequate temporary covers to prevent accidental entry until final placement of frame and cover is made.

H. Use two rings of 1-inch diameter butyl rubber sealant between frame and riser rings.

I. Provide downward force to frame so as to compress the joint and provide a watertight seal and prevent future settlement.

J. Point compressed joint with butyl rubber caulk sealant.

K. Set frames and covers to final grade only after pavement base course has been applied, or after final grading of gravel roads.

L. Install seals at each joint if specified.

M. Install cover seal if specified.

3.12 ABOVE GRADE ENCLOSURES

A. Provide prefabricated above grade enclosures that provide heat, gravity drainage and removable access panels for servicing and testing. As an alternate, wood frame, fiberglass, steel, masonry or precast concrete structures may be utilized.

All enclosures shall be designed:

1. With a floor elevation that is at least 6 inches above finished grade.

3.13 BACKFLOW TESTING

A. The backflow assembly must be tested upon installation by a certified tester.

Results must be submitted to the Water Department along with any applicable record drawings.

B. The assembly must be tested annually with results submitted to the Water

Department.

***END OF SECTION***