Specs_Pt.7.pdf

TEMF 26041 Fort Hood, Texas

CORRECTED FINAL

bridge crane at 125 percent of rated load.

3.3.6 Acceleration and Deceleration Tests

Test the acceleration and deceleration of bridge and trolley with approximately 10 percent of rated load at lowest possible location of hook. Operate bridge and trolley to run up to high speed and then stop without jarring or swinging the load.

3.3.7 Grounding Test

Test hoist to determine that the hoist, including hook and pendant, are grounded to building during all phases of hoist operation. Test the grounding of bridge and trolley with approximately 10 percent of rated load on hook. Test grounding between hoist hook and the structure's grounding system.

3.3.8 Adjustments and Repairs

Perform adjustments and repairs under the direction of the Contracting Officer at no additional cost to the Government, until satisfactory conditions are maintained, and contract compliance is affected. After adjustments are made to assure correct functioning of the components, repeat pertinent testing.

3.4 SCHEMATIC DIAGRAMS

Store schematic diagrams for equipment where indicated on drawings.

3.5 MANUFACTURER'S FIELD SERVICE REPRESENTATIVE

Furnish a qualified experienced manufacturer's field service representative to supervise the crane installation, assist in the performance of the on site testing, and instruct personnel in the operational and maintenance features of the equipment.

3.6 OPERATION AND MAINTENANCE MANUALS

Provide six copies of operation and six copies of maintenance manuals for the equipment furnished. One complete set prior to performance testing and the remainder upon acceptance. Operation manuals shall detail the step-by-step procedures required for system startup, operation and shutdown. Include the manufacturer's name, model number, parts list, and brief description of all equipment and basic operating features. List in the maintenance manuals routine maintenance procedures, possible breakdowns and repairs, and troubleshooting guides. Also include piping and equipment layout and simplified wiring and control diagrams of the system as installed. Secure approval of operation and maintenance manuals prior to the field training course.

3.7 FIELD TRAINING

Conduct a training course for the operating staff. Provide a training period consisting of a total of 8 hours of normal working time and starting after the system is functionally completed but prior to final acceptance.

Cover all pertinent points involved in operating, starting, stopping, and servicing the equipment, including all major elements of the Operation and Maintenance Manuals. Demonstrate in course instructions all routine maintenance operations such as lubrication, general inspection, and

SECTION 41 22 13.13 Page 21

TEMF 26041 Fort Hood, Texas

CORRECTED FINAL

maintenance. Give Contracting Officer at least 2 weeks advance notice of field training.

3.8 FINAL ACCEPTANCE

Final acceptance of crane system will not be given until Contractor has successfully completed all testing operations, corrected all material and equipment defects, made all proper operation adjustments, and removed paint or overspray on wire rope, hook and electrical collector bars.

-- End of Section --

SECTION 41 22 13.13 Page 22

Standard Specifications Precast Concrete Manholes

Revised January 2016 03 48 10-1

SECTION 03 48 10

PRECAST CONCRETE MANHOLES

PART 1: GENERAL

1.01 SECTION INCLUDES

A. Precast concrete manholes for sanitary sewers and water lines or as indicated on the Drawings.

B. Precast concrete sanitary sewer manholes with fiberglass liner or sewer gas resistance epoxy coating where corrosion resistant manholes are specifically required to prevent early deterioration of the manhole.

C. Pile-supported concrete foundation used for unstable subgrade treatment for manhole base.

1.02 SUBMITTALS

A. Conform to requirements of Section - Submittals.

B. Submit manufacturer's data and details of following items for approval:

1. Shop drawings of manhole sections, base units and construction details, including reinforcement, jointing methods, materials and dimensions.

2. Summary of criteria used in manhole design including, as minimum, material properties, loadings, load combinations, and dimensions assumed. Include certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design criteria as established in Paragraph 2.01E of this Specification.

3. Frames, grates, rings, and covers

4. Materials to be used in fabricating drop connections

5. Materials to be used for pipe connections at manhole walls

6. Materials to be used for stubs and stub plugs, if required.

7. Materials and procedures for corrosion-resistant liner and coatings, if required.

8. Plugs to be used for sanitary sewer hydrostatic testing

9. Manufacturer's data for pre-mix (bag) concrete, if used for channel inverts and benches.

Revised January 2016 03 48 10-2

PART 2: PRODUCTS

2.01 PRECAST CONCRETE MANHOLES

A. Provide manhole sections, base sections, and related components conforming to ASTM C 478. Provide base riser section with integral floors, unless shown otherwise. Provide adjustment rings which are standard components of manufacturer of manhole sections. Mark date of manufacture and name or trademark of manufacturer on inside of barrel.

B. Construct barrels for precast manholes from standard reinforced concrete manhole sections of diameter indicated on AW Standard Drawings. Use various lengths of manhole sections in combination to provide correct height with fewest joints.

C. Provide tops to support AASHTO HS-20 vehicle loading, and receive cast iron frame covers, as indicated on AW Standard Drawings.

D. For manholes larger than 48-inch diameter, provide precast base sections with flat slab top precast sections used to transition to 48-inch diameter manhole access riser sections. Transition can be concentric or eccentric unless otherwise requested by AW Project Manager. Locate transition to provide minimum of 7-foot head clearance from base to underside of transition unless otherwise approved by AW Project Manager.

E. Design Loading Criteria: Manhole walls, transition slabs, cone tops, and manhole base slab shall be designed by manufacturer, to requirements of ASTM C 478 for depth as shown on AW Standard Drawings and to resist the following loads.

1. AASHTO HS-20 vehicle loading applied to manhole cover and transmitted down to transition and base slabs

2. Unit soil weight of 120 lbs/ft3 located above portions of manhole, including base slab projections

3. Lateral soil pressure based on saturated soil conditions producing an at-rest equivalent fluid pressure of 100 lbs/ft3

4. Internal liquid pressure based on unit weight of 63 lbs/ft3

5. Dead load of manhole sections fully supported by transition and base slabs F. Provide joints between sections with o-ring gaskets conforming to ASTM C443 or butyl rubber conforming to ASTM C990.

G. When base is cast monolithic with portion of vertical section, extend reinforcing in vertical section into base.

H. Precast Concrete Base: Suitable cutouts or holes to receive pipe and connections. Lowest edge of holes or cutouts: For water line manhole, no less than 6-inches above inside surface of floor of base.

Revised January 2016 03 48 10-3

2.02 CONCRETE

A. Conform to requirements of Section - Cast-In-Place Concrete.

B. Channel Inverts: Use concrete for inverts not integrally formed with manhole base, with minimum compressive strength of 4000 psi.

C. Concrete Foundation: Provide concrete with minimum compressive strength of

4000 psi for concrete foundation slab under manhole base section as indicated on AW Standard Drawing.

2.03 REINFORCING BARS

A. Conform to the requirements of Section – Cast-In-Place Concrete.

2.04 FRAMES AND COVERS

A. Use castings for frames, grates, rings and covers conforming to ASTM A48, Class 35B.

B. Use clean castings capable of withstanding application of AASHTO M306- 40,000 pound proof loading without detrimental permanent deformation.

C. Fabricate castings to conform to shapes and dimensions as shown on AW Standard Drawing, and cast with the wording or logo “SEWER”for sanitary sewer and “WATER” for water system frames and covers. Standard dimensions for manhole frames and covers shall be either 24 or 30-inches in diameter.

D. Castings shall be smoooth and clean, and free from blowholes and other surface imperfections. Use clean and symmetrical cast holes in covers, free of plugs.

E. Provide watertight manhole frames and covers when the top of the frame and cover is below the 100-year flood elevation or when subjected to ponding.

Watertight manhole frames and covers shall be provided with minimum of four bolts and gasket designed to seal cover to frame. Supply approved watertight manhole covers and frames.

2.05 DROP CONNECTIONS AND STUBS

A. All manhole drop connections shall be outside drop. Outside drops shall be provided when the invert elevation into the manhole is 24-inches higher than the manhole invert.

1. Pipe material used for outside drops shall be same pipe material as sewer main, or;

2. Ductile iron pipe as indicated on AW Standard Detail.

2.06 PIPE CONNECTIONS TO MANHOLE

A. Sanitary Sewers.

1. Provide resilient connectors conforming to requirements of ASTM C923.

Use the following materials for metallic mechanical devices as defined in

Revised January 2016 03 48 10-4

ASTM C923:

a. External clamps: Type 304 stainless steel

1) Internal, expandable clamps on standard manholes: Type 304 stainless steel, 11 gauge minimum.

2) Internal, expandable clamps on corrosion-resistant manholes:

b. Type 316 stainless steel, 11 gauge minimum

c. Type 304 stainless steel, 11 gauge minimum, coated with minimum

16 mil fusion bonded epoxy conforming to AWWA C213

2. Where rigid joints between pipe and cast-in-place manhole base are specified, provide polyethylene-isoprene water-stop meeting physical property requirements of ASTM C923.

B. Water Lines

1. Where smooth exterior pipes, i.e., steel, ductile iron, or PVC pipes are connected to manhole base or barrel, seal space between pipe and manhole wall with assembly consisting of rubber gasket or links mechanically compressed to form a watertight barrier.

2. When connecting concrete or cement mortar coated steel pipes, or as option for connecting smooth exterior pipes to manhole base or barrel, space between pipe and manhole wall may be sealed with an assembly consisting of a stainless steel power sleeve, stainless steel take-up clamp and a rubber gasket. Take-up clamp: Minimum of 9/16-inch wide.

2.07 SEALANT MATERIALS

A. Provide sealing materials between precast concrete adjustment ring and manhole cover frame in accordance with ASTM C443.

2.08 CORROSION RESISTANT MANHOLE MATERIALS

A. Where corrosion-resistant manholes are required, such as a manhole receiving a force main or manholes located within a 1,000 feet down-stream of a force discharge, provide a fiberglass liner or sewer gas resistant epoxy coating for precast cylindrical manhole section, base sections, and cone sections. Liners relying on mechanically fastened batten strips as primary means of anchorage are unacceptable. All manholes with a corrosion resistant interior coating shall be provided with an exterior bituminous coating in locations where ground water table can reach above the base of the manhole.

2.09 BACKFILL MATERIALS

A. Conform to requirements of Section - Excavation and Backfill for Utilities.

2.10 NON-SHRINK GROUT

A. Provide prepackaged, inorganic, flowable, non-gas-liberating, non-metallic, cement-based grout requiring only addition of water.

Revised January 2016 03 48 10-5

B. Meet requirements of ASTM C1107 and have a minimum 28-day compressive strength of 7000 psi.

2.11 VENT PIPES

A. Provide an external vent pipe for manholes for every third manhole when three or more consecutive water tight frame and covers are installed.

B. Vent opening to be located a minimum of 1 foot above 100 year flood plain.

C. Buried Vent Pipes: Provide appropriate size stainless steel pipe or DIP as indicated on the Drawings. .

D. Vent Outlet Assembly: Provide vent outlet assembly as shown on AW standard details.

2.12 PROHIBITED MATERIALS

A. Do not use brick masonry for construction of sanitary sewer manholes, including adjustment of manholes to grade. Use only specified materials listed herein.

2.13 MANHOLE LADDER FOR WATERLINE MANHOLES

A. Manhole Ladder: Fiberglass with 300-lb rating at appropriate length; conform to requirements of OSHA.

1. Use components, including rungs, made of fiberglass, fabricated with nylon or aluminum rivets and/or epoxy. Apply non-skid coating to ladder rungs. Mount ladder using manufacturer's recommended hardware.

2. Fiberglass: Premium type polyester resin, reinforced with fiberglass;

constructed to provide complete wetting of glass by resin; resistant to rot, fungi, bacterial growth and adverse effects of acids, alkalis and residential and industrial waste; yellow in color.

B. Provide approved petroleum-based tape encapsulating bolts in access manhole.

PART 3: EXECUTION

3.01 EXAMINATION

A. Verify that lines and grades are correct.

B. Determine if subgrade, when scarified and recompacted, can be compacted to 95 percent of maximum Modifide Proctor Density according to ASTM D 1557 prior to placement of foundation material and base section. When proper density is not reached, moisture condition subgrade until that density is reached or treat as unstable subgrade.

C. Do not build manholes in ditches, swales, or drainage paths unless approved by AW Project Manager.

3.02 PLACEMENT

Revised January 2016 03 48 10-6

A. Install precast manholes to conform to locations and dimensions as shown on Drawings.

B. Place sanitary manholes at points of change in alignment, grade, size, pipe intersections, and end of sewer unless otherwise directed by AW Project Manager.

3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS

A. Place precast base on 6-inch thick (minimum) foundation of crushed stone, or concrete foundation slab.

B. Unstable Subgrade Treatment: Notify AW Project Manager immediately when unsatisfactory material is encountered in the manhole subgrade. With AW approval, up to 12-inches of additional undercut may be permitted to achieve suitable foundation. If the additional undercut does not result in a satisfactory foundation, the Contractor shall obtain a bedding design prepared by a Geotechnical Engineer licensed in the State in which the project is being constructed.

3.04 PRECAST MANHOLE SECTIONS

A. Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations.

B. Install precast adjustment rings above tops of cones or flat-top sections as required to adjust finished elevation and to support manhole frame.

C. Seal any lifting holes with non-shrink grout.

D. Where fiberglass liners are required, seal joints between sections in accordance with manufacturer's recommendations.

E. Precast concrete grade rings shall be permitted to achieve the required grade.

Grade rings shall not be permitted to more than 12-inches.

F. External joint wrap all riser joints to ensure seal. No grout is permitted on the interior of manhole riser joints prior to testing.

G. Concrete base must be dry prior to setting any sections above it.

3.05 PIPE CONNECTIONS AT MANHOLES

A. Install approved resilient connectors at each pipe entering and exiting manholes in accordance with manufacturer's instructions.

1. Where smooth exterior pipes, i.e. steel, ductile iron or PVC pipes are connected to manhole base or barrel, space between pipe and manhole wall shall be sealed with an assembly consisting of rubber gaskets or links mechanically compressed to form watertight barrier.

2. When connecting concrete or cement mortar coated steel pipes, or as an option for connecting smooth exterior pipes to manhole base or barrel, space between pipe and manhole wall may be sealed with an assembly consisting of stainless steel power sleeve, stainless steel take-up clamp and rubber gasket. Take-up clamp: Minimum of 9/16-inch wide.

Revised January 2016 03 48 10-7

B. Ensure no concrete, fill, or other rigid material is allowed to enter space between pipe and edge of wall opening at and around resilient connector on either interior or exterior of manhole. If necessary, fill space with compressible material to ensure full flexibility provided by resilient connector.

C. Where new manhole is constructed on existing sewer, rigid joint pipe may be used. Install waterstop gasket around existing pipe at center of precast wall.

Join ends of split waterstop material at pipe springline using an adhesive recommended and supplied by waterstop manufacturer.

D. Test connection for watertight seal before backfilling, or at direction of AW.

3.06 INVERTS FOR SANITARY SEWERS

A. Construct invert channels to provide smooth flow transition waterway with no disruption of flow at pipe-manhole connections. Conform to following criteria:

1. Slope of invert bench: 1-inch per foot minimum; 1-1/2-inches per foot maximum

2. Depth of bench to invert:

a. Pipes smaller than 15-inches: one-half of largest pipe diameter

b. Pipes 15 to 24-inches: three-fourths of largest pipe diameter

c. Pipes larger than 24-inches: equal to largest pipe diameter

3. Invert slope through manhole: 0.17 foot (2-inches) drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on Drawing.

Form invert channels with concrete if not integral with manhole base section.

For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts.

3.07 DROP CONNECTIONS FOR SANITARY SEWERS

A. Install drop connection when sewer line enters manhole higher than 24-inches above invert of manhole

B. Backfill drop assembly shall be 3000 psi concrete to form solid encasement for all drop connections. Extend concrete encasement minimum of 6-inches outside bells, all per AW Standard Detail.

3.08 STUBS FOR FUTURE CONNECTIONS

A. In manholes, where future connections are indicated on Drawings, install resilient connectors and pipe stubs with approved watertight plugs.

3.09 MANHOLE FRAME AND ADJUSTMENT RINGS

A. Combine precast concrete or HDPE adjustment rings so elevation of installed casting cover matches pavement surface. Seal between concrete adjustment ring and precast top section with non-shrink grout; do not use mortar between

Revised January 2016 03 48 10-8 adjustment rings. Apply latex-based bonding agent to precast concrete surfaces joined with non-shrink grout. Set cast iron frame on adjustment ring in bed of pre-approved sealant material. Install sealant bed consisting of two beds of sealant, each bead having minimum dimensions of 1/2-inch and 1/2-inch wide.

B. Wrap manhole frame and adjustment rings with pre-approved external sealing material, minimum 3-inches beyond joint between ring and frame and adjustment rings and precast section.

C. For manholes in unpaved areas, set top of frame flush with existing grade upto a maximum of 12-inches above existing grade, unless otherwise noted. In unpaved areas, encase manhole frame in mortar or non-shrink grout placed flush with face of manhole ring and top edge of frame. Provide rounded corner around perimeter.

3.10 BACKFILL

A. Place and compact backfill materials in area of excavation surrounding manholes in accordance with requirements of Section 31 23 33 - Excavation and Backfill for Utilities.

B. Where rigid joints are used for connecting existing sewers to manhole, backfill existing sewer up to springline of pipe with flowable fill.

C. In unpaved areas, provide positive drainage away from all manhole frames to natural grade. Provide restoration of disturbed areas in accordance with Section 32 92 00 – Lawn Restoration.

3.11 DOGHOUSE MANHOLE

A. Existing sewer pipe to remain until satisfactory completion of manhole testing.

B. Crown of existing pipe shall be flush with concrete shelf that is formed within the manhole.

C. Doghouse manholes shall be constructed as per AW Standard Details.

3.12 FIELD QUALITY CONTROL

A. Conduct testing of manholes in accordance with requirements of Section 33 01

30.13 (Acceptance Testing for Sanitary Sewers).

3.13 PROTECTION

A. Protect manholes from damage until Work has been accepted. Repair damage to manholes at no additional cost to AW.

END OF SECTION 03 48 10

Acceptance Testing for Sanitary Sewers

Revised Jan 2017 33 01 30.13-1

SECTION 33 01 30.13

ACCEPTANCE TESTING FOR SANITARY SEWERS

PART 1: GENERAL

1.01 PERFORMANCE REQUIREMENTS

A. Gravity flow sanitary sewers are required to have straight alignment and uniform grade between manholes.

B. All new sanitary sewers shall be Mandrel Tested. If the Mandrel Test is failed, the pipe shall also be televised in accordance with the requirements outlined in this Specification. All pipe must pass Mandrel Test before final acceptance.

C. Laser Light Profiling in accordance with the requirements outlined in this Specification is acceptable in lieu of Mandrel Test.

D. Flexible pipe, including "semi-rigid" pipe, is required to show no more than 5 percent deflection. Test pipe using Standard Mandrel no sooner than 30 days after backfilling and compacting of line segment but prior to final acceptance to verify that installed pipe is within specified deflection tolerances.

E. Gravity sewer pipelines may be tested using Infiltration or Exfiltration Test method, or Low Pressure Air Test.

F. Maximum allowable leakage for Infiltration or Exfiltration

1. The total exfiltration, as determined by hydrostatic head test, shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours at minimum test head of 2 feet above crown of pipe at upstream manhole or 2 feet above groundwater elevation, whichever is greater.

2. When pipes are installed more than 2 feet below groundwater level, use infiltration test in lieu of exfiltration test. Total infiltration shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours. Groundwater elevation must be at least 2 feet above crown of pipe at upstream manhole.

3. Refer to Table 1 at the end of this section, for water test allowable leakage in sewers. Perform leakage testing to verify that leakage criteria are met.

G. Perform Low Pressure Air Test in accordance with requirements of this Specification and any State or local environmental agency requirements. Refer to Table 2 at the end of this section, for time allowed for pressure loss from 3.5 psig to 2.5 psig.

H. Lines will not be accepted until they pass all required tests.

Revised Jan 2017 33 01 30.13-2

1.02 SUBMITTALS

A. Conform to requirements of Section - Submittals.

B. Test Plan: Test plan shall be submitted to the AW Project Manager for review two weeks prior to testing. Test plan shall include testing procedures, methods, equipment, and tentative schedule. Contractor shall obtain advance written approval for deviations from Drawings and Specifications.

C. Test Reports: Submit test reports for each test on each segment of sanitary sewer.

D. Video television records shall be provided on DVD medium.

1.03 GRAVITY SANITARY SEWER QUALITY ASSURANCE

A. Repair, correct, and retest manholes or sections of pipe which fail to meet specified requirements when tested.

B. Provide testing reports and/or video of television inspection as directed by AW Project Manager.

C. Upon completion of testing reports and/or video televising reviews by the AW Project Manager, Contractor will be notified regarding final acceptance of sewer segment.

1.04 SEQUENCING AND SCHEDULING

A. Contractor shall perform testing as work progresses.

B. Coordinate testing schedules with the AW Project Manager. Perform testing under observation of the AW Project Manager or American Water Inspector.

1.05 TELEVISION INSPECTION

Pipe shall be televised in accordance with the following requirements if it fails Mandrel Test or as directed by AW Project Manager.

A. Quality Assurance: Submit one example video DVD of previous sewer inspection work that shows operational and structural defects in sewers, complete with audio commentary and inspection log(s).

1. Video and inspection logs will be reviewed to determine if quality of CCTV image is acceptable, and if defects were properly identified and documented.

2. Modify equipment and/or inspection procedures to achieve report material of acceptable quality.

3. Do not commence work prior to approval of report by the AW Project Manager.

Revised Jan 2017 33 01 30.13-3

B. Inspection Logs: Unless otherwise indicated, submit inspection logs that include the following as a minimum:

1. Project title

2. Name of American Water

3. Time of day

4. System map number

5. Manhole to manhole pipe section

6. Pipe segment length

7. Pipe material

8. Line size

9. Compass direction of viewing

10. Direction of camera’s travel

11. Pipe depth

12. Operator name

13. Tape counter reading at beginning and end of each manhole to manhole pipe segment.

C. Video DVD’s: Submit completed video DVD’s after sanitary sewer main installation, cleaning and/or rehabilitation.

D. Maintain copy of all inspection documentation (DVD’s, databases, and logs) for duration of Work and warranty period.

PART 2: PRODUCTS

2.01 DEFLECTION MANDREL

A. Mandrel Sizing. Rigid mandrel shall have OD equal to 95 percent of inside ID of pipe. ID of pipe, for purpose of determining OD of mandrel, shall be average OD minus two minimum wall thicknesses for OD controlled pipe and average ID for ID controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing.

B. Mandrel Design. Rigid mandrel shall be constructed of metal or rigid plastic material that can withstand 200 psi without being deformed. Mandrel shall have nine or more "runners" or "legs" as long as total number of legs is odd number.

Barrel section of mandrel shall have length of at least 75 percent of ID of pipe.

Rigid mandrel shall not have adjustable or collapsible legs which would allow reduction in mandrel diameter during testing. Provide and use proving ring for modifying each size mandrel.

C. Proving Ring. Furnish "proving ring" with each mandrel. Fabricate ring of 1/2-inch-thick, 3-inch-wide bar steel to diameter 0.02 inches larger than approved mandrel diameter.

D. Mandrel Dimensions (5 percent allowance). Average ID and minimum mandrel diameter are specified in Table 3, Pipe vs. Mandrel Diameter, at end of this Section. Mandrels for higher strength, thicker wall pipe or other pipe not listed in table may be used when approved by AW Project Manager.

Revised Jan 2017 33 01 30.13-4

2.02 EXFILTRATION TEST

A. Test Equipment:

1. Pipe plugs.

2. Pipe risers where manhole cone is less than 2 feet above highest point in pipe or service lead.

2.03 INFILTRATION TEST

A. Test Equipment:

1. Calibrated 90 degree V-notch weir.

2. Pipe plugs.

2.04 LOW PRESSURE AIR TEST

A. Minimum Requirement for Equipment:

1. Control panel

2. Low-pressure air supply connected to control panel.

3. Pneumatic plugs: Acceptable size for diameter of pipe to be tested;

capable of withstanding internal test pressure without leaking or requiring external bracing.

4. Air hoses from control panel to:

1. Air supply.

2. Pneumatic plugs.

3. Sealed line for pressuring.

4. Sealed line for monitoring internal pressure.

B. Testing Pneumatic Plugs: Place pneumatic plug in each end of length of pipe on ground. Pressurize plugs to 25 psig; then pressurize sealed pipe to 5 psig. Plugs are acceptable when they remain in place against test pressure without external aids.

2.05 GROUND WATER DETERMINATION

A. Equipment: Pipe probe or small diameter casing for ground water elevation determination.

2.06 SMOKE TESTING

A. Equipment:

1. Pneumatic plugs.

2. Smoke generator.

3. Blowers producing 2500 scfm minimum.

Revised Jan 2017 33 01 30.13-5

2.07 TELEVISION INSPECTION MATERIALS AND EQUIPMENT

A. DVD: Standard size medium usable in laptop and television DVD players.

1. Audio portion of composite DVD shall be sufficiently free from electrical interference and background noise to provide complete intelligibility of oral report.

2. Identify each tape with tape labels showing Project Name, Contractor’s name, and each manhole-to-manhole pipe segment of sewer line represented on tape.

B. Television Inspection Camera(s): Equipped with rotating head, capable of 90-degree rotation from horizontal and 360-degree rotation about its centerline.

1. Minimum Camera Resolution: 400 vertical lines and 460 horizontal lines.

2. Camera Lens: Not less than 140 degree viewing angle, with automatic or remote focus and iris controls.

3. Focal Distance: Adjustable through range of 6 inches (152 mm) to infinity.

4. Camera(s) shall be intrinsically safe and operative in 100 percent humidity conditions.

5. Lighting Intensity: Remote-controlled and adjusted to minimize reflective glare.

6. Lighting and Camera Quality: Provide clear, in-focus picture of entire inside periphery of sewer.

C. Footage Counter: Measures distance traveled by camera in sewer, accurate to plus or minus 2 feet in 1,000 feet .

D. Video Titling: Video equipment shall include genlocking capabilities to extent that computer generated data (such as footage, date, and size as determined by SDR), can be overlaid onto video, and be indicated on television monitor and permanently recorded on inspection DVD.

2.08 LASER LIGHT PROFILING

2.08.1 Laser profiling assessment shall identify and quantify deformation, physical damage, and other pipe anomalies after installation, providing valuable means and methods for determining the quality of workmanship and compliance with project specifications.

2.08.2 Contractors accredited as CCTV operators must demonstrate to AW Project Manager’s satisfaction that they have undergone training in the use of the Laser Light profiler and are competent in its use.

Revised Jan 2017 33 01 30.13-6

2.08.3 The laser light profiling practice shall be in accordance with all applicable ASTM Standards (ASTM F3080, ASTM F3095, etc). The Laser Light profiling equipment shall be regularly serviced and certified per ASTM standards.

2.08.4 The viewing and analysis of outputs shall be completed to AW Project Managers’ satisfaction.

PART 3: EXECUTION

3.01 PREPARATION

A. Provide labor, equipment, tools, test plugs, risers, air compressor, air hose, pressure meters, pipe probe, calibrated weirs, or any other device necessary for proper testing and inspection.

B. Determine selection of test methods and pressures for gravity sanitary sewers based on ground water elevation. Determine ground water elevation using equipment and procedures conforming to Control of Ground Water and Surface Water.

3.02 MANDREL TESTING FOR GRAVITY SANITARY SEWERS

A. Perform deflection testing on flexible and semi-rigid pipe to confirm pipe has no more than 5 percent deflection. Mandrel testing shall conform to ASTM D3034.

Perform testing no sooner than 30 days after backfilling of line segment, but prior to final acceptance testing of line segment.

B. Pull approved mandrel by hand through sewer sections. Replace any section of sewer not passing mandrel. Mandrel testing is not required for stubs.

C. Retest repaired, replaced, re-excavated, or re-compacted sewer sections.

3.03 LEAKAGE TESTING FOR GRAVITY SANITARY SEWERS

A. Test Options:

1. Test gravity sanitary sewer pipes for leakage by either exfiltration or infiltration methods, as appropriate, or with low pressure air testing.

2. Test new or rehabilitated sanitary sewer manholes with water or vacuum test. Manholes tested with low pressure air shall undergo physical inspection prior to testing.

3. Perform leakage testing after backfilling of line segment, and prior to tie-in of service connections.

4. If no installed piezometer is within 500 feet of sewer segment, provide temporary piezometer for this purpose.

B. Compensating for Ground Water Pressure:

1. Where ground water exists, install pipe nipple at same time sewer line is placed. Use 1/2-inch capped pipe nipple approximately 10-inches long.

Make installation through manhole wall on top of sewer line where line

Revised Jan 2017 33 01 30.13-7 enters manhole.

2. Immediately before performing line acceptance test, remove cap, clear pipe nipple with air pressure, and connect clear plastic tube to nipple.

Support tube vertically and allow water to rise in tube. After water stops rising, measure height in feet of water over invert of pipe. Divide this height by 2.3 ft/psi to determine ground water pressure to be used in line testing.

C. Exfiltration test:

1. Determine ground water elevation.

2. Plug sewer in downstream manhole.

3. Plug incoming pipes in upstream manhole.

4. Install riser pipe in outgoing pipe of upstream manhole when highest point in service lead (house service) is less than 2 feet below bottom of manhole cone.

5. Fill sewer pipe and manhole or pipe riser, when used, with water to point 2-1/2 feet above highest point in sewer pipe, house lead, or ground water table, whichever is highest.

6. Allow water to stabilize for one to two hours. Take water level reading to determine drop of water surface, in inches, over one-hour period, and calculate water loss (1 inch of water in 4 feet diameter manhole equals

8.22 gallons) or measure quantity of water required to keep water at same level. Loss shall not exceed that calculated from allowable leakage according to Table 1.

D. Infiltration test: Ground water elevation must be not less than 2 feet above highest point of sewer pipe or service lead (house service).

1. Determine ground water elevation.

2. Plug incoming pipes in upstream manhole.

3. Insert calibrated 90 degree V-notch weir in pipe on downstream manhole.

4. Allow water to rise and flow over weir until it stabilizes.

5. Take five readings of accumulated volume over period of 2 hours and use average for infiltration. Average must not exceed that calculated for 2 hours from allowable leakage according to Table 1.

E. Low Air Pressure Test: When using this test conform to ASTM C 828, ASTM C 924, or ASTM F1417, as applicable, with holding time not less than that listed in Table 2 below.

1. Air testing for sections of pipe shall be limited to lines less than 27-inch average inside diameter. Larger pipe diameters can be low pressure air tested if the testing protocol is designed by a Professional Engineer licensed in the State work is performed and if approved by AW Project Manager.

2. Lines 27-inch average inside diameter and larger shall be tested at each

Revised Jan 2017 33 01 30.13-8 joint. Minimum time allowable for pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch during joint test shall be 10 seconds, regardless of pipe size.

3. For pipe sections less than 27-inch average inside diameter:

a. Determine ground water level.

b. Plug both ends of pipe. For concrete pipe, flood pipe and allow 2 hours to saturate concrete. Then drain and plug concrete pipe.

c. After manhole-to-manhole section of sanitary sewer main has been sliplined and prior to any service lines being connected to new liner, plug liner at each manhole with pneumatic plugs.

d. Pressurize pipe to 4.0 psig. Increase pressure 1.0 psi for each 2.3 feet of ground water over highest point in system. Allow pressure to stabilize for 2 to 4 minutes. Adjust pressure to start at 3.5 psig (plus adjustment for ground water table). See Table 2.

e. To determine air loss, measure time interval for pressure to drop to

2.5 psig. Time must exceed that listed in Table 2 for pipe diameter and length. For sliplining, use diameter of carrier pipe.

F. Retest: Repair and retest any section of pipe which fails to meet requirements.

3.04 TEST CRITERIA TABLES

A. Exfiltration and Infiltration Water Tests: Refer to Table 1 , for water test allowable leakage.

B. Low Pressure Air Test:

1. Time in Table 2, allowed for pressure loss from 3.5 psig to 2.5 psig, are based on equation from Texas Commission on Environmental Quality (TCEQ) Design Criteria 217.57(a)(1). If the State where the project is being completed has more stringent times, the local state’s requirements will apply.

T = 0.0850(D)(K)/(Q) where: T = Time for pressure to drop 1.0 pounds per square inch gauge in seconds

K = 0.000419 DL, but not less than 1.0 D = Average inside diameter in inches L = Length of line of same pipe size in feet Q = Rate of loss, 0.0015 ft³ /min./sq.ft. internal surface

2. Since K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as given in Table 2, for minimum testing times for low pressure air test.

Notes:

1. When two sizes of pipe are involved, compute time by ratio of lengths involved.

Revised Jan 2017 33 01 30.13-9

2. If joint test is used, perform visual inspection of joint immediately after testing.

3. Testing may be terminated if no pressure loss has occurred during the first 25% of the calculated testing time as described in this section.

4. For joint test, pipe is to be pressurized to 3.5 psi greater than pressure exerted by groundwater above pipe. Once pressure has stabilized, time allowable for pressure to drop from 3.5 pounds psi gauge to 2.5 psi gauge shall be a minimum of 10 seconds.

3.05 LEAKAGE TESTING FOR MANHOLES

A. After completion of manhole construction, wall sealing, or rehabilitation, test manholes for water tightness using hydrostatic or vacuum testing procedures.

B. Plug influent and effluent lines, including service lines, with suitably-sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer's safety and installation recommendations.

Place plugs minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged when lines entering manhole have not been backfilled.

C. Vacuum testing:

1. Install vacuum tester head assembly at top access point of manhole and adjust for proper seal on straight top section of manhole structure.

Following manufacturer's instructions and safety precautions, inflate sealing element to recommended maximum inflation pressure; do not over-inflate.

2. Evacuate manhole with vacuum pump to 10-inches mercury (Hg), disconnect pump, and monitor vacuum for a minimum of 2 minutes.

3. If drop in vacuum exceeds 1-inch Hg over 2-minutes, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained.

4. After a minimum of 2-minutes with all valves closed, if the vacuum is at least 9- inches of mercury, then the manhole passes the test.

D. Perform hydrostatic exfiltration testing as follows:

1. Seal wastewater lines coming into manhole with internal pipe plug. Then fill manhole with water and maintain it full for at least one hour.

2. The maximum leakage for hydrostatic testing shall be 0.025 gallons per foot diameter per foot of manhole depth per hour.

3. If water loss exceeds amount tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained.

3.06 SMOKE TEST PROCEDURE FOR POINT REPAIRS

A. Application: Perform smoke test to:

Revised Jan 2017 33 01 30.13-10

1. Locate points of line failure for point repair.

2. Determine when point repairs are properly made.

3. Determine when service connections have been reconnected to rehabilitated sewer.

4. Check integrity of connections to newly replaced service taps to liners and to existing private service connections.

B. Limitations: Do not backfill service taps until completion of this test. Test only those taps in single manhole section at one time. Keep number of open excavations to minimum.

C. Preparation: Prior to smoke testing, give written notices to area residents no fewer than 2 days, nor more than 7 days, prior to proposed testing. Also give notice to local police and fire departments 24 hours prior to actual smoke testing.

D. Isolate Section: Isolate manhole section to be tested from adjacent manhole sections to keep smoke localized. Temporarily seal annular space at manhole for sliplined sections.

E. Smoke Introduction:

1. Operate equipment according to manufacturer's recommendation and as approved by AW Project Manager.

2. Conduct test by forcing smoke from smoke generators through sanitary sewer main and service connections. Operate smoke generators for minimum of 5 minutes.

3. Introduce smoke into upstream and downstream manhole as appropriate.

Monitor tap/connection for smoke leaks. Note sources of leaks.

F. Repair and Retest: Repair and replace taps or connections noted as leaking and then retest. Taps and connections may be left exposed in only one manhole section at time. When repair or replacement, testing or retesting, and backfilling of excavation is not completed within one work day, properly barricade and cover each excavation as approved by AW Project Manager.

G. Service Connections: On houses where smoke does not issue from plumbing vent stacks to confirm reconnection of sewer service to newly installed liner pipe, perform dye test to confirm reconnection. Introduce dye into service line through plumbing fixture inside structure or sewer cleanout immediately outside structure and flush with water. Observe flow at service reconnection or downstream manhole. Detection of dye confirms reconnection.

3.07 TELEVISION INSPECTION PROCEDURES

A. SEWER FLOW REQUIREMENTS

1. Do not exceed depth of flow shown in Table below for respective pipe sizes as measured in manhole when performing TV inspection.

2. When depth of flow at upstream manhole of sewer line section being worked is above maximum allowable for TV inspection, reduce flow to

Revised Jan 2017 33 01 30.13-11 level shown in table below, by plugging or blocking of flow, or by pumping and bypassing of flow as specified.

Maximum Depth of Flow for TV Inspection

Nominal Pipe Diameter Maximum Depth of Flow 6” - 10” 20 percent of pipe diameter

12” - 24” 25 percent of pipe diameter

B. SEQUENCE OF WORK

Perform Work in the following sequence:

1. Clean sewer lines and manholes in accordance with requirements of Specifications”.

2. Perform TV inspection to comply with requirements of this specification.

C. INSPECTION REQUIREMENTS

1. Access: AW shall have access to observe monitor and other operations at all times.

2. DVD Commentary: Record the following information on audio track of DVD inspection tape: narrative of location, direction of view, manhole numbers, pipe diameter and material, date, time of inspection, and location of laterals and other key features

a. DVD shall visually display this information at beginning and end of each manhole-to-manhole pipe segment.

b. DVD between manholes shall visually display length in feet from starting point of given segment.

3. Sewer Identification: DVD and inspection documentation shall include sewer line and manhole identifiers shown on Drawings. After installation of liner, use upstream manhole as identifier in conjunction with distance meter.

4. Image Perspective: Camera image shall be down center axis of pipe when camera is in motion.

a. Provide 360-degree sweep of pipe interior at points of interest, to more fully document existing condition of sewer.

Revised Jan 2017 33 01 30.13-12

b. Points of interest may include, but are not limited to the following:

defects, encrustations, mineral deposits, debris, sediment, and any location determined not to be clean or part of proper liner installation, and defects in liner that include, but are not limited to bumps, folds, tears, and dimples.

c. Cabling system employed to transport camera and transmit its signal shall not obstruct camera’s view.

5. Sewer Reach Length: Physically measure and record length of each sewer reach from centerline of its terminal manholes.

6. Inspection Rate: Camera shall be pulled through sewer in either direction, but both inspections are to be in same direction. Maximum rate of travel shall be 30 feet (9 m) per minute when recording.

D. FIELD QUALITY CONTROL

1. AW will review DVD’s and logs to ensure lines are clean and free of visible defects.

2. If sewer line, in sole opinion of AW, is not adequately clean, and free of visual defects it shall be re-cleaned and CCTV-inspected by Contractor at no additional cost.

Revised Jan 2017 33 01 30.13-13

TABLE 1

WATER TEST ALLOWABLE LEAKAGE

DIAMETER OF

RISER OR

STACK IN

INCHES

VOLUME PER INCH OF

DEPTH ALLOWANCE LEAKAGE*

INCH GALLONS PIPE SIZE IN

INCHES

GALLONS/MINUTE

PER 100FT.

1 0.7854 .0034 6 0.0039 2 3.1416 .0136 8 0.0053

2.5 4.9087 .0212 13 0.0066 3 7.0686 .0306 12 0.0079 4 12.5664 .0306 15 0.0099 5 19.6350 .0544 18 0.0118 6 28.2743 .1224 21 0.0138 8 50.2655 .2176 24 0.0158

27 0.0177 30 0.0197 36 0.0237 42 0.0276

For other diameters, multiply square of diameters by value of 1” diameter

Equivalent to 50 gallons per inch of inside diameter per mile per 24 hours

* Allowable leakage rate shall be reduced to 10 gallons per inch of inside diameter per mile per 24 hours, when sewer is identified as located within 25-year flood plain

Revised Jan 2017 33 01 30.13-14

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Revised Jan 2017 33 01 30.13-16

TABLE 3

PIPE VS. MANDREL DIAMETER

Material and Wall Construction

Nominal Size

(Inches)

Average I.D

(Inches)

Minimum Mandrel Diameter (Inches)

PVC-Solid (SDR 26) 6 5.764 5.476 8 7.715 7.329

10 9.646 9.162

PVC-Solid (SDR 35) 12 11.737 11.150 15 14.374 13.655 18 17.629 16.748 21 20.783 19.744 24 23.381 22.120 27 26.351 25.033

PVC-Truss 8 7.750 7.363 10 9.750 9.263 12 11.790 11.201 15 14.770 14.032

PVC-Profile (ASTM F794) 12 11.740 11.153 15 14.370 13.652 18 17.650 16.768 21 20.750 19.713 24 23.500 22.325 27 26.500 25.175 30 29.500 28.025 36 35.500 33.725 42 41.500 39.425 48 47.500 45.125

HDPE-Profile 18 18.000 17.100 21 21.000 19.950 24 24.000 22.800 27 27.000 25.650 30 30.000 28.500 36 36.000 34.200 42 42.000 39.900 48 48.000 45.600 54 54.000 51.300 60 60.000 57.000

Fiberglass 12 12.85 11.822 (Class SN 46) 18 18.66 17.727

20 20.68 19.646 24 24.72 23.484 30 30.68 29.146 36 36.74 34.903 42 42.70 40.565 48 48.76 46.322 54 54.82 52.079 60 60.38 57.361

END OF SECTION 33 01 30.13

Polyvinyl Chloride Pipe

Revised January 2016 33 11 00.11-1

SECTION 33 11 00.11

POLYVINYL CHLORIDE (PVC) PIPE

PART 1: GENERAL

1.01 SECTION INCLUDES

PVC pressure pipe and fabricated fittings in nominal sizes 4-inches through 12-inches with cast iron pipe equivalent outside diameters.

1.02 SUBMITTALS

Submit manufacturer’s product data, installation instructions and certification for all materials to be furnished in accordance with Specification Section 01 33 00. Submit classification and gradation test results for embedment and pipe backfill material.

PART 2: PRODUCTS

Research has documented that certain pipe materials (such as polyvinyl chloride, polyethylene, and polybutylene) and certain elastomers (such as those used in gasket material) may be subject to permeation by lower-molecular weight organic solvents or petroleum products.

Products supplied under this Section assume that petroleum products or organic solvents will not be encountered. If during the course of pipeline installation the Contractor identifies, or suspects the presence of petroleum products or any unknown chemical substance, notify AW immediately. Stop installing piping in the area of suspected contamination until direction is provided by AW Project Manager..

PVC Schedule 40 or 80 is not permitted for conveying wastewater or potable water within distribution or collection systems. However, it may be used in other applications, such as conveying chemicals or for drainage.

2.01 PIPE MATERIALS – WATER DISTRIBUTION

All PVC pipe shall be PVC 1120 pressure pipe made from class 12454 material as defined by ASTM D1784 with outside diameter dimensions of steel or cast iron pipe. The PVC compounds shall be treated or certified suitable for potable water products by the National Sanitation Foundation Testing Laboratory (NSF Standard No. 61). PVC pipe to be used for potable water shall be blue in color.

PVC Pipe 4-inch through 12-inch:

AWWA Standard C900, DR14 and where permitted DR18. DR25 pipe will not be allowed. PVC pipe has recently been upgraded by pressure class, however American Water does not allow pipe in its system to be fully subject to the revised pressures in AWWA C900. DR14 shall not be subjected to pressures exceeding 250 psi. DR18 shall not be subjected to pressures exceeding 200 psi.

Polyvinyl Chloride Pipe

Revised January 2016 33 11 00.11-2

2.02 GRAVITY SEWER PIPE

A. PVC gravity sanitary sewer pipe shall be green in color and in accordance with provisions in following table except where specified differently on the Drawings:

B.

Type of service Acceptable Materials

Gravity Mains with depth of cover < 10 feet PVC SDR 35

Gravity Mains with depth of cover 10-15 feet PVC SDR 26

Gravity Mains with depth of cover > 15 feet Ductile Iron Pipe

C. When solid wall PVC pipe 18-inches to 27-inches in diameter is required in SDR 26, provide pipe conforming to ASTM F679, except provide wall thickness as required for SDR 26 and pipe strength of 115 psi.

D. For sewers up to 12-inch diameter crossing over water lines, or crossing under water lines with less than 2-feet separation, provide minimum 150 psi pressure rated pipe conforming to ASTM D2241 with suitable PVC adapter couplings.

E. Joints: Spigot and integral wall section bell with solid cross section elastomeric or rubber ring gasket conforming to requirements of ASTM D3212 and ASTM F477, or ASTM D3139 and ASTM F477. Gaskets shall be factory-assembled and securely bonded in place to prevent displacement. Manufacturer shall test sample from each batch conforming to requirements ASTM D2444

F. Fittings: Provide PVC gravity sewer sanitary bends, tee,…