Technical Exhibit AA Div 33 Utilities.pdf

SECTION 330110 – PIPE REPAIR

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 GENERAL

A. This Section includes repair clamps and pipe freezing.

PART 2 - PRODUCTS

2.1 REPAIR CLAMPS – 2 INCHES AND LARGER

A. All repair clamps used in this system shall be made of all stainless steel design for lightweight and easy handling in all leak conditions, and have 360° gasket coverage. The fixed bolt position provides uniform Bolt control and fewer parts to fall in to the trench. The sliding lifter bar is retained on the bolts by the heavy hex nuts and facilitates the installation by serving as a handle to hold while installing the clamp.

B. Band: The band shall be made out of 18-8 Type 304 Stainless Steel.

C. Bolts and Heavy Hex Nuts: Bolts shall be made out of 18-8 Type 304 Stainless Steel. Nuts threads are fluorocarbon coated to prevent galling. Bolts are permanently attached to the sidebar by means of a Metal Inert Gas (MIG) weld.

D. Lugs: Shall be made out of 18-8 Type 304 heavy gauge Stainless Steel, MIG welded to clamp sidebar.

E. Sidebars: Constructed of 18-8 Type 304 heavy gauge Stainless Steel Tungsten Inert Gas (TIG) welded to form a strong, permanent fusion with the repair clamp band.

F. Lifter Bar: Shall be constructed out of 18-8 Type 304 heavy gauge Stainless Steel. Lip curve holds bolts in position while tightening and serves as a bearing surface for nuts.

G. Gasket: Gridded virgin Styrene Butadene Rubber (SBR) compounded for water service, ASTM D2000. Gasket ends are tapered for a dependable seal. SBR is suitable for temperatures of 150°F constant, 180°F intermittent. The minimum thickness of gasket shall be .206 in the ungridded portion of the gasket.

PIPE REPAIR 330110- 1

H. Armor: Armor shall be constructed of 18-8 Type 304 heavy gauge Stainless Steel Vulcanized and recessed into the gasket to ensure uniform compression against the pipe.

I. Passivated: All welds are fully passivated by means of a chemical technique which restores the corrosion resistant characteristics of the stainless steel.

2.2 TAPPED REPAIR CLAMPS

A. Tapped repair clamps shall be constructed as described above in section "M" with these exceptions:

1. The tapped outlet is constructed of 18-8 stainless steel and is "fused" to the clamp band by a fully passivated TIG weld.

2. The outlet thread design shall be CC as specified by AWWA.

2.3 REPAIR CLAMPS – 2 INCHES AND SMALLER

A. All repair clamps used in this size range shall have a stainless steel shell design or lightweight and easy handling in all leak conditions, and have 360° gasket coverage.

1. Shell: The shell shall be constructed of 18-8 Type 304 stainless steel.

2. Lugs: The lugs shall be constructed of Ductile Iron per ASTM A536.

3. Finish: Black shop coating.

4. Gasket: The gasket shall be made of Buna-N rubber with a smooth face armored gasket for 360 degree coverage.

5. Bolts: Shall be constructed ad follows, AISI C1018 steel, 3/8 inch and/or 7/16 inch electrogalvanized.

6. Armor: Armor shall be constructed of 18-8 Type 304 heavy gauge Stainless Steel

7. Vulcanized and recessed into the gasket to ensure uniform compression against the pipe.

Also there shall be raised surfaces to indicate the position of the armor in the clamp for proper alignment on installation.

2.4 PIPE FREEZE EQUIPMENT

A. Pipe freezing equipment shall utilize liquid CO2 to freeze stationary water in selected sections of pipe. The equipment shall provide dry ice to form a secure 1500 psi rated in-line ice plug.

The system shall work on iron, steel, lead, copper, brass and plastic pipe.

B. The equipment used shall include jacket(s), hose, fittings, insulated gloves, goggles, and CO2 cylinder(s).

PIPE REPAIR 330110- 2

PART 3 - EXECUTION

3.1 DELIVERY, STORAGE AND HANDLING

A. The Contractor is responsible for handling and protection of all materials after arrival at destination.

B. Any damage must be reported immediately to the Engineer.

3.2 CLAMP INSTALLATION

A. Check the diameter of the pipe to make certain the correct size clamp is used.

B. Scrape pipe to remove as much dirt and corrosion as possible so surface is smooth.

C. Make certain the gasket is free of foreign material and that nothing becomes lodged between the gasket and the pipe. Lubricate the pipe and/or gasket with soapy water to achieve maximum results.

D. Avoid loose fitting wrenches and wrenches that are too short to achieve proper torque of nuts. A torque wrench is recommended.

E. Although threads are coated to prevent galling between bolt and nut, keep threads free of foreign material to facilitate tightening.

F. Tighten all sections of a multi-section clamp evenly to the recommended torque.

G. Always recheck torque and pressure test before backfilling.

H. Backfill and compact carefully around clamp according to pipe manufacturer’s instructions.

I. CAUTION: Repair clamps are not designed to restrain axial pipe movement. Make sure proper restraint is applied when necessary.

3.3 FREEZE PLUG INSTALLATION

A. Wrap the jacket around the pipe and connect it to a cylinder of liquid CO2 with a high-pressure hose.

B. Allow dry ice to form around the pipe and the contents in the pipe to freeze.

C. Maintain the ice plug as long as necessary by periodically injecting more CO2 into the jacket.

D. Allow pipe to thawing at ambient temperature when the repair is complete.

PIPE REPAIR 330110- 3

E. Follow manufactures recommended procedure unless otherwise directed by the Engineer.

END OF SECTION 330110

PIPE REPAIR 330110- 4

SECTION 330111 – CORROSION RESISTANCE MATERIALS FOR PIPES

1.2 GENERAL

A. This Work consists of furnishing materials to be applied to pipelines to resist or control corrosion.

B. Products and quantities to be supplied are shown on the drawings and /or materials schedules.

2.1 MATERIALS

A. Materials shall conform to the following:

1. Tape coatings: AWWA C214

2. Coal tar coatings, enamel and tape: ANSI/AWWA C203

3. Cold applied tape coatings: AWWA C209

4. Liquid epoxy coatings: AWWA C210

5. Fusion bonded epoxy coatings: AWWA C213

6. Extruded polyethylene NACE RP0085

NOT USED

END OF SECTION 330111

CORROSION RESISTANCE MATERIALS FOR PIPES 330111- 1

SECTION 330112 – SLIPLINING OF EXISTING PIPING

1.2 SYSTEM DESCRIPTION

A. This Section consists of the requirements and work needed to rehabilitate existing pipes by furnishing and installing pipe liners by the method of sliplining. Use pipes and pipe liners of the sizes, types, design and dimensions shown on the plans, and include all connections, joints, and other appurtenances as required to complete the Work.

B. Specified in this Section are requirements of sliplining of existing pipelines, including but is not limited to the following:

1. Flow diversion and temporary works.

2. Traffic management.

3. Excavating entry and exit pits.

4. Pipe lining fabrication, storage and placement.

5. Service connections, connecting to access chambers and make watertight.

6. Grouting.

7. Other specific structural works.

8. Testing.

9. Reinstatement.

C. Design Requirements

1. Provide sliplining pipe designed to allow the maximum conveyance capacity possible and in no case can provide less capacity than currently exists. The actual pipe diameter installed may be less than the desired pipe diameter only if satisfactory documentation is submitted to the Owner’s Representative demonstrating that it is impossible or impractical to construct the project with standard, commercially available pipe diameters and dimensions.

2. Provide pipe and joint dimensions in accordance with ASTM D2122 or ASTM D3567 unless otherwise specified.

3. Calculate slip liner structural properties and submit to the Owner’s Representative prior to construction based upon the following:

SLIPLINING OF EXISTING PIPIING 330112- 1

a. All existing pipelines are considered in the state of deterioration specified.

b. Locate water table to establish hydrostatic pressure criteria.

c. new pipe is to have 5 percent ovality and a maximum allowed 5 percent deflection at end of installation.

d. maximum depth to invert of existing pipeline is shown on the drawings.

e. Safety factor of 2.0 for grading and wall crush, and 2.5 for buckling.

f. Modulus of soil reaction is shown on the drawings.

g. Soil weight is shown on the drawings.

D. Performance Requirements

1. Notify the Owner’s Representative 24 hours in advance of tests, and perform tests at the Work site if practicable. Conform to local, state and federal requirements.

1.3 SUBMITTALS

A. Submit the following in accordance with SUBMITTAL PROCEDURES:

1. Preconstruction Submittals

Contractor Qualifications List of proposed subcontractors List of proposed products Construction Progress Schedule Manufacturer’s Sample Warranty

2. Shop Drawings

Survey of Pipe Locations Details Drawings Submit manufacturer’s detailed product data with complete information on pipeline materials, physical properties, dimensions, maximum recommended external grout pressure, and minimum bending radius or maximum joint angular deflection. Include a manufacturer’s certificate of compliance with specifications for proposed materials.

3. Product Data

Submit manufacturer’s catalog data for the following items:

Pipes Joints Gaskets

SLIPLINING OF EXISTING PIPIING 330112- 2

4. Test Reports

Coatings Resins After liner installation, perform a low pressure air test in accordance with ASTM D2837 before the liner has been completely sealed into place. Check integrity of joints and verify that liner has not been damaged during installation. Repair if needed using liner manufacturer’s recommended procedure and retest for leaks.

5. Manufacturer’s Instructions

Manufacturer’s recommendations for shipping, handling, erection procedures and care and maintenance upon completion of installation.

6. Manufacturer’s Field Reports

Manufacturer’s Certification of Installation

7. Closeout Submittals

Manufacturer’s Warranty

1.4 QUALITY ASSURANCE

A. Survey of Pipe Locations

1. Submit a certified survey meeting the requirements specified herein.

B. Qualifications

1. Submit Contractor’s Qualifications for sliplining piping, proving its engagement in the successful installation of similar sliplining systems for at least 5 years.

C. Pre-Installation Conference

1. Within 30 calendar days of Notice to Proceed, at the Pre-Installation Conference provide, for approval, and submit the following:

a. Detail drawings in an approved form, for each sliplining system.

b. List of proposed products showing existing pipe diameters.

c. New diameters of sliplining installed.

d. Depths of pipes, top and bottom elevations.

e. Water table conditions.

SLIPLINING OF EXISTING PIPIING 330112- 3

f. Dates of excavation and pipe placement.

g. Joints, gaskets, proposed resins, conforming to ASTM C581 and coatings, and other pertinent information.

h. Proposed Construction Progress Schedule.

i. List of proposed subcontractors.

j. Manufacturer’s Sample Warranty

k. Manufacturer’s Certification of California Product Approval.

1.5 DELIVERY, STORAGE AND HANDLING

A. Prevent injury or abrasion to pipe during loading, transportation and unloading. Do not drop pipe from cars or trucks, nor allow pipe to roll down skids without proper restraining ropes.

Use suitable pads, strips, skids, or blocks for each pipe during transportation and while awaiting installation in the field.

B. Remove pipe with cuts, gashes, nicks, abrasions, or any such physical damage which is deeper than 10 percent of the wall thickness from the site and replace with undamaged pipe at no additional cost to the Owner.

1.6 SITE CONDITIONS

A. Subsurface soil data logs are shown on the drawings. The subsurface investigation report and samples of materials, as taken from subsurface investigations, are available for examination at the Owner’s office.

1.7 SEQUENCING AND SCHEDULING

A. Submit plan for final approval of construction sequence and schedule prior to commencing construction.

2.1 MATERIALS

A. Provide pipes constructed of corrosion resistant, thermoplastic, or thermosetting resin. Suitable pipe lining materials include but are limited to HDPE. Secure written product approval from the Owner’s Representative before commencing any work.

B. Polyethylene Pipe

SLIPLINING OF EXISTING PIPIING 330112- 4

1. Provide pipe manufactured to meet the requirements of ASTM F894 or ASTM F714, with joints meeting the requirements of ASTM D3212 of ASTM D2657 if fusing is required, and gaskets meeting the requirements of ASTM F477.

2. Provide pipe manufactured of High-Density Polyethylene compound having a minimum cell classification of 345434C as defined by ASTM D3350.

3. Use only pipe having a minimum long term pipe stiffness of 100 psi when tested in accordance with ASTM D2412. If fusion is required, perform fusion of joints by a technician with a minimum of 5 years of experience. Design all joints so that neither the outside diameter of the pipe is increased nor the internal diameter of the pipe is decreased at the joint.

C. Grout Materials and Mixes

1. Establish proposed grout material and mixes, equipment, placement procedures, Applicator, set-up and criteria that the grouting operations meet. Provide a grouting system having sufficient gauges, monitoring devices and tests to determine the effectiveness of the grouting operation. Document compliance with the project and slipliner pipe specification design limits. Modify the grouting operation if the grouting does not perform as submitted and not approved by the Owner’s Representative.

2. Grouting materials include, but are not limited to, neat cement grout (cementation) and cellular grout (cellular concrete), conforming to ASTM C150, ASTM C796 and C869.

3. Provide grout with a minimum compressive strength as specified on the drawings when tested in accordance with ASTM C403/C403M and ASTM C495. Design a grout mix with a density that will not float the slipliner pipe while maintaining an apparent viscosity as tested in accordance with ASTM C939. Verify the density in conformance with ASTM C138/C138M or by other methods as approved by the Owner’s Representative.

3.1 PREPARATION

A. Complete the following preparations, unless approved otherwise by the Owner’s Representative. The Owner’s Representative makes no guarantee regarding the information, data, and physical condition of the underground facilities or existing pipe lines. Before commencing with any work, or ordering any materials, physically measure and perform CCTV inspection of the existing pipeline to verify that the rehabilitation specified herein is appropriate.

1. Safety

SLIPLINING OF EXISTING PIPIING 330112- 5

a. Carry out all operations in strict accordance with all applicable OSHA Standards.

Particular attention is directed to those safety requirements involving entry into a confined space. It is the Contractor’s responsibility to familiarize themselves with OSHA Standards and Regulations pertaining to all aspects of the Work.

2. Prelining Cleaning

a. It is the Contractor’s responsibility to wash, clean and video existing pipe before lining. Plan work after review of CCTV inspection DVD and CCTV reports.

3. Insertion and Pulling of Mandrel

a. It is the responsibility of the Contractor to pull a mandrel with a minimum length of one joint of pipe completely through each proposed rehabilitated pipeline. Use a mandrel of the same outside diameter as the sliplining pipe.

4. Pipeline Obstructions

a. If a preinstallation inspection with a mandrel reveals an obstruction such as heavy solids, dropped joints, or collapsed pipe in the existing pipe that cannot be removed by pipe cleaning equipment, perform a point repair prior to sliplining as approved by the Owner’s Representative. Complete all point repairs, mobilize equipment and material, and inform the Owner’s Representative of the impending work schedules for liner installations.

5. Bypass Pumping

a. If required, provide for continuous bypass flow around the section or sections of pipe designated for the liner process. Provide pump and bypass lines of adequate size and capacity to handle the necessary flow.

3.2 INSTALLATION

A. Adhere to the following installation procedures using ASTM F585 unless otherwise specified by the Owner’s Representative.

1. Remove and replace fences, repair damage to yards, lawns, streets, sidewalks, driveways, etc. due to installation and movement of the mandrel, cleaning, boiler, steam, or other trucks and/or erection of equipment.

2. Point repairs, deemed necessary at any point on the existing pipeline by the Owner’s Representative, require locating the insertion pit at the point repair location.

SLIPLINING OF EXISTING PIPIING 330112- 6

3. Identify all service connections, locate, excavate, and disconnect prior to the slipline pipe insertion. Submit the complete list of service laterals, including relevant footage and diameter of lateral, to the Owner’s Representative, prior to sliplining, for informational purposes only. Upon completion of insertion of the slipline pipe and pipe relaxation period, expedite the reconnection of services to minimize any inconvenience to the customers. Smoke test all re-established services prior to backfilling. The contractor is responsible for any existing pipe flow control or backups during the sliplining operations.

4. If the slipline pipe is HDPE, allow the installed pipe to relax and cool following installation in accordance with manufacturer’s recommended time, prior to any reconnection of services lines, grouting of the annulus, or backfilling of the insertion pit.

5. Prior to the introduction of grout and backfilling of re-established service connections, perform a dye water test on the liner pipe to test the bulkheads at each end for leaks.

6. After all work is completed, provide the Owner’s Representative with videotape showing both pre-and-post installation conditions including the restored connections. Correct all defects discovered during the post installation television inspection, at no cost to the Owner, before the work under the contract will be considered for substantial completion.

3.3 INSTALLATION CERTIFICATION

A. Submit a signed copy of the Manufacturer’s Certification of Installation to the Owner’s Representative upon completion of the final inspection.

3.4 WARRANTY

A. Submit two copies of the signed Manufacturer’s Warranty to the Owner’s Representative within two weeks of final completion of the Work.

END OF SECTION 330112

SLIPLINING OF EXISTING PIPIING 330112- 7

TECHNICAL SPECIFICATIONS

JOB ORDER CONTRACTING

USACE Fort Worth District

Friday, June 28, 2013

SECTION 330130.16 – TELEVISION INSPECTION

1.2 SUMMARY

A. Section includes internal television (TV) inspection of sewers.

1. Inspect sewer interior using color closed-circuit television (CCTV) camera, and document inspection on DVD with audio location and date information, DVD title information, and continuous tape counter. Provide hard copy of inspection logs.

2. Additional TV inspections may be required at other stages of operation, to meet requirements specified in Field Quality Control article.

B. Related Sections: Refer to the following sections for related work:

1. Section 02955, “Slip Lining of Existing Sewers”.

2. Section 02959A, “Sewer Cleaning”.

1.3 SUBMITTALS

A. Quality Assurance: Submit one example DVD of previous sewer inspection work that shows operational and structural defects in sewers, complete with audio commentary and inspection log(s). Prior to submittal finalize the DVD to prevent rerecording.

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

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

3. Do not commence Work prior to approval of report material quality by Owner. Upon acceptance, report material shall serve as standard for remaining Work.

TELEVISION INSPECTION 330130.16 - 1

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

1. Project Title

2. Name of Owner

3. Time of Day

4. Zone Atlas 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. DVDs: Submit completed DVDs after cleaning and rehabilitation. Prior to submittal, finalize the DVD to prevent re-recording. DVDs must be in a readable with standard viewing software such as Windows Media Player, and if a specific program is needed please submit for preapproval.

D. Maintain copy of all inspection documentation (DVDs, databases, and logs) for duration of

Work and warranty period.

2.1 MATERIALS AND EQUIPMENT

A. DVD: 120 minute minimum, high-quality color, type DVD-R, DVD-RW, or DVD+R

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

2. Store in upright position with temperature range of 45 to 80 degrees F (7 to 27 degrees C) in an appropriate CD or DVD case to prevent scratches.

3. Identify each disk with tape labels showing Owner’s name, Contractor’s name, and each manhole-to-manhole pipe segment of sewer line represented on DVD or provide an index or table of contents if more than one segment is on the disk.

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.

TELEVISION INSPECTION 330130.16 - 2

TECHNICAL SPECIFICATIONS

JOB ORDER CONTRACTING

USACE Fort Worth District

Friday, June 28, 2013

3. Focal Distance: Adjustable through range of 6 inches 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 1000 feet.

D. DVD Titling: Each segment shown on the DVD should have its own Chapter titled with the beginning and end point of the pipe segment.

3.1 SEWER FLOW REQUIREMENTS

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

B. When depth of flow at upstream manhole of sewer line section being worked is above maximum allowable for TV inspection, reduce flow to level shown in Table 1, by plugging or blocking of flow, or by pumping and bypassing of flow as specified.

TABLE 1

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

3.2 SEQUENCE OF WORK

Perform Work in the following sequence:

A. Clean sewer lines and manholes in accordance with requirements of Section 02959A, “Sewer Cleaning”.

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

C. Install sewer pipe lining in accordance with requirements of Section 02955, “Sliplining of

Existing Piping”.

D. Repeat TV inspection in same direction as previous inspection, after completed installation of sewer pipe lining.

TELEVISION INSPECTION 330130.16 - 3

3.3 INSPECTION REQUIREMENTS

A. Access: Owner shall have access to observe monitor and other operations at all times.

B. DVD Commentary: Record the following information on audio track of inspection DVD:

narrative of location, direction of view, manhole numbers, pipe diameter and material, date, time of inspection, and location of laterals and other key features.

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

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

C. Sewer Identification: DVD and inspection documentation shall include sewer line and manhole identifiers shown on Drawings provided by Owner.

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

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

2. Points of interest may include, but are not limited to the following: defects, cracks, voids, connections, encrustations, mineral deposits, debris, sediment, and any location determined not to be clean or part of an improper liner installation, and defects in liner that include, but are not limited to bumps, folds, tears, and dimples.

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

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

F. 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.

3.4 FIELD QUALITY CONTROL

A. Owner will review videotapes and logs to ensure compliance with requirements listed in this specification, and Sections 02959A, “Sewer Cleaning”.

B. If sewer line, in sole opinion of Owner, is not adequately clean, it shall be recleaned and CCTV-inspected by Contractor at no additional cost.

C. If the liner, in sole opinion of the Owner, has not been properly installed, it shall be reinstalled and CCTV-inspected by Contractor at no additional cost.

END OF SECTION 330130.16

TELEVISION INSPECTION 330130.16 - 4

SECTION 330171 – PIPE BURSTING

This section contains guidelines and specifications applicable to the installation of pipelines using pipe bursting. It includes minimum requirements for design, materials and equipment used in the pipe bursting process for trenchless construction of pipelines.

1.2 DESCRIPTION

A. This section addresses the procedures to be employed for pipe bursting existing water/sewer pipelines, as identified on the drawings, and replacing with new pipe.

1.3 QUALIFICATIONS

A. The Contractor shall be trained by the respective manufacturer of the pipe bursting equipment in the use of that machinery. The contractor shall provide certification from the manufacturer that the contractor has been trained and is proficient in the use of the equipment. Only the contractor's employees trained and certified by the manufacturer shall be allowed to operate the equipment during the project.

B. The Contractor must have successfully completed 3,000 feet of pipe bursting which includes one successful static pipe bursting project. Contractor shall submit a list of these projects including the owner, engineer, addresses, phone numbers and dates that said projects were completed with their proposal.

1.4 METHODS

A. Bursting rods shall be pushed from a pit through the existing pipe to a pipe pit where the bursting appurtenances and pipe are connected and pulled back through the existing pipe.

1.5 EQUIPMENT

A. Pipe bursting tool shall be static. The bursting action of the tool shall increase the external dimensions sufficiently, causing breakage of the pipe at the same time expanding the surrounding ground. This action shall not only break the pipe, but also create the void into which the expander head can be statically pulled which enables forward progress to be made.

Simultaneously, the new pipe either directly attached to the expander or connected via a pipe pulling head of similar joint design, shall also move forward.

PIPE BURSTING 330171 - 1

B. The static pulling frame shall be telescopic in design to allow the cutting head to release at the termination of the pull. This also provides minimal trench length by telescopic adjustment.

C. Quick lock bursting rods are required to guarantee snap lock connections. Quick Lock rods also stabilize cutting wheels at a 90º plane to invert pipe. Threaded bursting rods are not allowed.

This insures the same cutting location eliminating threaded rod failures and turning of rods which effect cutting ability of blades.

D. The unit must maintain automatic thrust and pull back.

E. The static unit is capable of pipe bursting in two directions from the same excavation.

1.6 SUBMITTALS

A. Submit manufacturer's specific technical data with information and pipe dimensions pertinent to this job if required by the engineer. A certificate of "Compliance with Specification" or suitable alternative shall be furnished for all materials to be supplied.

B. Detail drawings and written descriptions of the entire construction procedure to install pipe, bypass sewage flow, pit sizes, pit construction and shoring, dewatering and sewer service reconnections.

PART 2 – PRODUCTS

2.1 PIPE

A. Pipe shall meet the requirements of ANSI/AWWA C906. Pipe used for pipe bursting shall be rated for 100 psig minimum, or as specified by the engineer. Fittings shall not be used during the bursting process.

B. Joint Assembly – Joint Assembly shall be in accordance with the manufacturer's recommended assembly procedure.

PART 3 – EXECUTION

3.1 SAFETY

A. The Contractor shall carry out operations in strict accordance with all applicable OSHA Standards. Particular attention is drawn to those safety requirements involving work entry into confined spaces. It shall be the contractor's responsibility to familiarize and its employees with OSHA Standards and regulations pertaining to all aspects of the work.

PIPE BURSTING 330171 - 2

3.2 INSERTION AND RECEIVING EXCAVATIONS

A. The location and number of insertion and receiving excavations shall be planned by the contractor and submitted in writing for approval by the Engineer 10 days (or as determined by the Engineer) prior to excavation. If it is determined that the construction site access is limited or restrictions on street and lane blockage is restricted or prohibited, consideration should be given to using sectional ductile iron pipe installed using the “cartridge” method.

B. Before any excavation, it will be the responsibility of the contractor to check with the various utility companies and determine the location of existing utilities in the vicinity of the work area.

The contractor at no cost to the Owner, if required, will arrange temporary construction easement and/or right-of-way areas.

C. Damage to utilities and the resulting repair, temporary service cost, etc., shall be borne by the contractor. Access pits shall be backfilled in accordance with the appropriate specifications.

D. All excavations shall be properly sheeted/shored in accordance with relevant specifications for trench safety systems. Any damage resulting from improperly shored excavations shall be corrected to the satisfaction of the Engineer with no compensation due to the contractor.

E. All open excavations shall be kept secure at all times by the use of barricades with appropriate lights and signs, construction tape, covering with steel plates, etc., or as directed by the Engineer.

F. One or more receiving pits shall be excavated at the end(s) of the sewer pipe to be replaced or at appropriate points within the length of the existing pipe. Pit shall be centered over the existing pipe.

G. The number of pits for machine and pipe insertion shall be the minimum necessary to most efficiently accomplish the work. The contractor shall give consideration to the use of excavation required for other purposes such as for sanitary sewer service reconnections and manhole replacement.

H. Where manholes are used as machine or new pipe insertion pits, the contractor shall identify such manholes and replace them at no additional cost to the Owner if damaged. Any manhole modification or replacement required shall be considered incidental to the installation of the new pipe.

I. The cost of diversion pumping around a manhole or insertion pit, if required, from a manhole upstream to a manhole downstream, shall be incidental to the installation of the new pipe.

END OF SECTION 330171

PIPE BURSTING 330171 - 3

SECTION 330500 – COMMON WORK RESULTS FOR UTILITIES

1.2 DESCRIPTION

A. This Section includes materials, design, and installation of precast concrete vaults with factory applied waterproofing.

1.3 RELATED WORK SPECIFIED ELSEWHERE

A. Earth Moving – Section 312000

B. Concrete Construction – Sections 033000 and 034100

1.4 SUBMITTALS

A. Submit submittal packages in accordance with specified procedures.

B. Submit manufacturer’s catalog data on precast concrete items. Show dimensions of vault and location of openings including thickness of walls, floor and top slab. Show reinforcing wire and steel. Show materials of construction by ASTM reference and grade.

C. Submit manufacturer’s catalog data, description literature, and installation instructions for the waterproofing materials.

1.5 INSPECTION

A. The Owner or his authorized representative may conduct an inspection of the vault fabrication process at the manufacturer’s plant prior to the placement of the concrete into the formwork.

The inspection will review the quality of materials, the formwork, placement of reinforcing steel, location of openings in the vault, and other construction details as shown in the approved fabrication drawings in the submittal package. If the concrete is placed into the formwork without this prior inspection, the vault will be rejected.

COMMON WORK RESULTS FOR UTILITIES 330500 - 1

B. The Owner or his authorized representative may conduct an inspection of the vault upon its arrival at the job site. The inspection will review the quality of the concrete surfaces, defects that indicate any imperfect concrete mixing and molding, surface deflects indicated by honey-combed or open texture and damaged areas, any exposed or bare reinforcing steel, and waterproofing that is missing from indicated surfaces or poorly applied. If any of these items are present or exist, the vault will be rejected.

PART 2 - MATERIALS

2.1 PRECAST CONCRETE VAULTS

A. Precast concrete vaults shall comply with ASTM C858 except as modified herein.

B. Design live and dead loads shall be in accordance with ASTM C857. Design precast concrete vaults to withstand site soil conditions and traffic loading of A16 per Table 1 of ASTM C857 with a 30 percent increase due to impact. Soil lateral loads shall be as determined by ASTM C857. Alternate design by the strength design method shall include a load factor of 1.7 times the lateral earth or hydrostatic pressures. Design shall evaluate and earthquake for the project zone.

C. Precast vault construction shall be in the form of monolithic walls or horizontal wall sections;

do not use panel walls.

D. Minimum wall thickness shall be 6 inches. Design knockout wall panels to accommodate loading pressures defined above.

E. Design and construct vaults to be watertight when subjected to groundwater over the entire height of the vault.

F. Provide openings in precast vaults for piping and access. Provide cast-in-place inserts in the roof slab and end walls at the locations as shown on the Drawings. No field coring of openings is allowed.

2.2 PRECAST CONCRETE RISERS

A. Precast concrete grade rings and cones shall comply with ASTM C478, except that the wall thickness shall be 6 inches minimum. Provide interlocking keyways on rings and cones.

Provide cones with cast-in-place inserts for the manhole frame.

2.3 SEALANTS AND MORTAR

A. Fill joints between precast concrete with a double layer of plastic sealing compound and make watertight. Plastic sealing compound shall comply with Federal Specification SS-S-00210. Fill with mortar all recesses, lifting inserts, or other cavities not filled with plastic sealing compound. Mortar shall comply with ASTM C387, Type S.

COMMON WORK RESULTS FOR UTILITIES 330500 - 2

2.4 CEMENT

A. Cement shall be ASTM C150, Type II.

2.5 ADMIXTURES

A. Provide concrete admixtures as specified.

2.6 WATERPROOFING

A. The waterproofing material shall be a black bituminous compound of brush or spray consistency for application on below grade concrete surfaces.

2.7 VAULT APPURTENANCES

A. Provide ladders, covers and frames, vents, supports, inserts, eyebolts and other miscellaneous metal work as specified on the Drawings.

3.1 EXCAVATION AND BACKFILLING FOR VAULTS

A. Perform earth moving as specified in Section 312000. Provide 6 inch minimum thickness 3/4 inch crushed rock over the full width of the vault base and extend 12 inches beyond the edges of the vault. After repairing the waterproofing, backfill and compact around the vault with structural backfill material. Excavated material may be used for structural backfill provided it conforms to the specifications for structural backfill material.

3.2 INSTALLING VAULTS AND RISERS

A. Set each precast concrete vault section or riser plumb on a double layer bed of sealant at least 1/2 inch thick to make a watertight joint with the preceding unit. Point the inside joint and wipe off the excess sealant.

3.3 WATERPROOFING

A. Waterproofing shall be factory applied to all exterior surfaces of vaults and risers. This includes the bottom of the vault to be coated as an exterior surface. Apply two coats at a rate of 65 S.F.

per gallon per coat or in accordance with the manufacturer’s instructions. Prior to backfilling, field apply waterproofing material on joints and damaged surfaces. Protect coating from damage during backfilling and compacting.

END OF SECTION 330500

COMMON WORK RESULTS FOR UTILITIES 330500 - 3

SECTION 330523.19 – TRENCHLESS EXCAVATION

1.2 RELATED REQUIREMENTS

A. Previously specified SAFETY REQUIREMENTS, apply to this section with additions and modifications specified herein.

1.3 DESIGN REQUIREMENTS

A. Pipe Casing

1. Provide pipe casing indicated on the drawings. Provide utility line accessories, valves, connections and manholes as specified and where directed. Submit design calculations of pipe casing.

1.4 SUBMITTALS

A. The following shall be submitted in accordance with SUBMITTAL PROCEDURES:

1. Preconstruction Submittals Microtunnelling Boring Machine equipment to be used.

2. Product Data Piping casing, joints, fittings, valves and couplings

3. Bentonite Submit manufacturer’s standard drawings or catalog cuts, except submit both drawings and cuts for push-on and rubber gasketed bell-and-spigot joints. Include information concerning gaskets with submittal for joints and couplings.

4. Design Data Design Calculation of Pipe Casing

5. Certificates Piping casing piping, fittings, joints, valves and couplings Shop Applied Linings Certificates shall attest that tests set forth in each applicable referenced publication have been performed, whether specified in that publication to be mandatory or otherwise and that product control tests have been performed at the intervals or frequency specified in the publication. Other tests shall have been performed within 3 years of the date of

TRENCHLESS EXCAVATION 330523.19- 1

submittal or certificates on the same type, class, grade and size of material as is being provided for the project.

6. Manufacturer’s Instructions Installation procedures for pipe casing

1.5 DELIVERY, STORAGE AND HANDLING

A. Inspect materials delivered to the site for damage. Unload and store with minimum handling.

Store materials on site in enclosure or under protective covering. Store plastic piping, jointing materials and rubber gaskets under cover out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes, fittings and valves free of dirt and debris.

1. Handling: Handle pipe, fittings, valves, hydrants and other accessories in a manner to ensure delivery to the excavation in sound undamaged condition. Take special care to avoid injury to coatings and linings on pipe and fittings; make satisfactory repairs if coatings or linings are damaged. Carry, do not drag pipe to the excavation. Store plastic piping, jointing materials and rubber gaskets that are not to be installed immediately, under cover out of direct sunlight. Handle steel pipe with coal-tar enamel and/or coal-tar epoxy, coating in accordance with the provisions for handling coal-tar enamel coated pipe in AWWA C203.

1.6 QUALITY ASSURANCE

A. Design Calculations of Pipe Casing

Submit design calculations of pipe casing demonstrating that the pipe casing selected has been designed to support the maximum anticipated earth loads and superimposed live loads, both static and dynamic, which may be imposed on the pipe casing.

2.1 PIPE CASING MATERIALS

A. Pipe Casing

1. Ductile Iron Piping

a. Pipe and Fittings: Pipe, except flanged pipe, AWWA C151/A21.51 specified Pressure Class or Thickness Class. The outside diameter of ductile iron microtunnelling pipe shall be in accordance with AWWA C150/A21.50.

1) Deflection: The maximum allowable deflection shall not exceed three percent of the outside diameter of the pipe barrel for pipe manufactured with a rigid lining and/or rigid coating nor five percent for pipe manufactured with a flexible lining and/or flexible coating.

TRENCHLESS EXCAVATION 330523.19- 2

2) Linings: If specified, cement mortar shall be in accordance with the latest version of AWWA C104/A21.4. Polyethylene lining shall be virgin polyethylene complying with ASTM D1248 compound with an inert filler and with sufficient carbon black to resist ultraviolet rays.

3) End Squareness: The ends of the pipe shall be perpendicular to the longitudinal axis of the pipe with a maximum deviation of not more than

0.25 inches.

4) Hydrostatic Test: Each pipe section shall be subject to a hydrostatic test of not less than 500 psi as per the requirements of AWWA C151/A21.51.

Non-standard joint lengths shall be cut only from full length pipe having satisfactorily passed the required 500 psi hydrostatic test.

5) Material Properties: The following are representative minimum values for the physical properties of ductile iron for use as microtunneling pipe for pressure or gravity service:

a. Tensile Strength: Minimum 60,000 psi

b. Tensile Yield Strength: Minimum 42,000 psi

c. Compressive Strength: The compressive yield strength of ductile iron is

10 to 20 percent higher than the tensile yield strength. The ultimate strength in compression is not normally determined for ductile metals, though apparent strength in tests may be several times the tensile strength value.

d. Elongation: Minimum 10 percent.

e. Modulus of Elasticity: 24,000,000 psi (tension or compression).

f. Poisson’s Ratio: 0.28

6) Spigot End Outside Diameter: The spigot end outside diameter must be within the following ranges: 3 to 12 inches - ±0.06 inches, 14 to 24 inches - ±0.05 inches, 30 to 48 inches - ±0.08 inches and 54 to 64 inches - ±0.04 inches.

b. Joints and Jointing Material

1. Joints: Pressure and gravity microtunneling pipe shall have either an integral-bell push-on or rubber gasket coupled joint meeting the following criteria:

a. Integral-bell push-on joint microtunneling pipe shall consist of a rubber-gasket joint manufactured to conform with AWWA C111/A21.11 and the dimensions shown in AWWA C151/A21.51. The exterior of the pipe shall be coated with a durable cement-mortar or concrete coating applied in such a manner as to provide a uniform outside diameter.

b. Cement-mortar or concrete strength, reinforcement and method of placement shall be in accordance with manufacturer’s recommendations.

Durable coatings of other types may be substituted provided they maintain a uniform outside diameter and they are approved by the designer. Rubber gasket coupled microtunneling joint shall be manufactured so as to provide a joint which has the same nominal outside diameter as the pipe barrel.

TRENCHLESS EXCAVATION 330523.19- 3

2. Polyvinylchloride Pipe (PVC)

ASTM F794. ASTM D3212 for gasketed joint systems. ASTM F477 for gasket materials.

3. Reinforced Concrete Pipe

1) Internal Diameter: The internal diameter of 300 to 60,012 to 24 inches pipe shall not vary by more than ±1/4 inch from the design diameter. 27 inch and larger pipe shall not vary from the design diameter by more than ±1 percent or 3/8 inch, whichever is less.

2) Wall Thickness: At any location along the length of the pipe, or at any point around its circumference, the wall thickness shall not vary by more than ±five percent.

3) End Squareness: Each pipe end shall lie within two planes perpendicular to the longitudinal centerline of the pie, spaced at 3/8 inches apart. The tongue or spigot end shall be square with 3/16 inches and the groove or bell end of the pipe shall be square within 3/16 inches.

4) Hydrostatic Test: Each pipe section shall be subject to a hydrostatic test of not less than 10 psi for straight and 13 psi for deflected alignment as per the requirements of Section 10 of ASTM C443M ASTM C443 and Section 8 of ASTM C497M ASTM C497. Non-stranded joint lengths shall be cut only from full length pipe having satisfactory passed the required psi hydrostatic test.

5) Roundness: The outside diameter of the pipe shall not vary from a true circle by more than 1.0 percent. The out-of-round dimensions shall be one half the difference between the maximum and minimum outer diameter of the pipe at any one location along the barrel.

6) Length of Pipe: Finished pipe length shall not deviate from the design length by more than ±1/8 inch per foot with a maximum variation of ±1/2 inch in any length of pipe.

7) Length of Two Opposite Sides: Variations in laying length of two opposite sides of the pipe shall not be more than 4 inches for all sizes through 24 inches internal diameter, 8 inch per foot for all sizes larger than 24 inches in internal diameter, with a maximum of 3/8 inches in any length of pipe.

b. Joints and Jointing Material

1) Joints: Joints shall be formed entirely of concrete and as detailed in the contract drawings, may utilize a rubber gasket or mastic to provide the seal. Incorporate an assembly of steel bands or steel bell ends and spigot rings and rubber gaskets in accordance with contract drawings.

4. Steel Pipe

a. Pipe: Steel pipe shall be in conformance with ASTM A139/A 139M, Grade B with a minimum yield strength of 35,000 psi, AWWA C200, API Spec 5L Grade B, ASTM A53/A 53M, ASTM A716 and ASTM A746. Steel pipe shall be welded, seamless, square cut with even lengths and shall comply with Articles 4.2,

4.3 and 4.4 of the API Spec 5L.

TRENCHLESS EXCAVATION 330523.19- 4

1) Roundness: The difference between the major and minor outside diameters shall not exceed one percent of the specified nominal outside diameter of

0.25 inch whichever is less. For pipe exceeding 48 inches in diameter, a maximum deviation of 1/2 inch shall be permitted provided the circumference tolerance is maintained with 1/4 inch.

2) Circumference: The outside circumference shall be with ±1 percent of the nominal circumference or within ±0.50 inches, whichever is less.

3) Straightness: The maximum allowable straightness deviation in any 10 foot length shall be 1/8 inch. For lengths over 10 feet, the maximum deviation of the entire length may be computed by the following formula, but not to exceed 3/8 inch in any 40 foot length:

8 x total length in feet/10 = Maximum Deviation in inches

4) Pipe Ends: The end of the pipe shall be perpendicular to the longitudinal axis of the pipe and within 1/16 inches per foot of diameter, with a maximum allowable deviation of 1/4 inch measured with a square and straightedge across the end of the pipe.

b. Joints: The connection of adjacent pieces of microtunneling steel pipe may be accomplished by field butt welding, internal weld sleeves or integral press fit connectors, as long as loading and installation design criteria are met.

2.2 CONCRETE

A. Concrete shall be 3,000 psi and conform with Section CAST-IN-PLACE CONCRETE of this Specification.

2.3 BENTONITE

A. Bentonite shall conform with API Spec 13 A and have the capacity of mixing with water to form a stable and homogeneous suspension.

2.4 BACKFILL

A. Reuse excavated sand for backfill that conforms with Section EXCAVATION.

3.1 PREPARATION

A. Access Shafts

1. Construction methods required to provide access shafts for microtunneling shall be subject to approval of the Engineer. Acceptable construction methods may include the use of interlocked steel sheetpiling or precast circular concrete segments lowered in place during excavation.

TRENCHLESS EXCAVATION 330523.19- 5

2. Final dimensions of access shafts selected by the Contractor shall be modified as required following installation of pipe casting sot the size and shape of acceptable manhole designs shown on the Contract Drawings to permit installation of conveyance piping.

3. Shafts shall be of a size commensurate with safe working practices and located as shown on the plans. With the approval of the Engineer, the Contractor may relocate shafts to better suit the capabilities of the microtunneling method proposed. Where no locations are given, the Contractor shall determine such locations with the approval of the Engineer.

4. Shaft locations shall, where possible, be kept clear of road intersections and within a single traffic lane, in order to minimize disruption to the flow of traffic. Support equipment, spoil piles and materials shall also be located such as to minimize disruption to traffic and are subject to the approval of the Engineer.

5. The Contractor shall properly support all excavations and prevent movement of the soil, pavement, utilities or structures outside of the excavation. The Contractor shall furnish, place and maintain sheeting, bracing, and lining required to support the sides and floor of all pits and to provide adequate protection of the work, personnel and the general public.

Design loads on the sides of the jacking and receiving pit walls are dependent on the construction method and flexibility of the wall systems.

6. Construct a starter shaft to accommodate the installation of pipe casings, slurry shield and piping jacking device. Install thrust block as required and consolidate the ground (grout) where the casing exit the shaft.

7. Construct a receiver shaft to accommodate the installation of pipe casings and the slurry shield.