CAFB_Repair_San_Sewer_Def_PH_2_-_IFC_Specs_PDF_Binder.pdf

CANNON AFB

NEW MEXICO

REPAIR SANITARY SEWER DEFICIENCIES

PHASE 2

Project Manual

100% Issued For Construction

February 6, 2015

Cannon Air Force Base CAFBSANSEWERPH2 Repair Sanitary Sewer Deficiencies, Phase 2

PROJECT TABLE OF CONTENTS Page 1

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 01 00 GENERAL REQUIREMENTS (CAFB CIVIL WORKS REQUIREMENTS)

01 10 20 SCOPE OF WORK FOR CIVIL WORKS (CAFB CIVIL WORKS

REQUIREMENTS)

01 10 20A SCOPE OF WORK FOR CIVIL WORKS - ADDITIONAL

REQUIREMENTS (UFGS)

01 33 00 SUBMITTAL PROCEDURES (CAFB CIVIL WORKS REQUIREMENTS)

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS (CAFB CIVIL WORKS

REQUIREMENTS)

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS (UFGS)

01 62 35 RECYCLED AND RECOVERED MATERIALS (CAFB CIVIL WORKS

REQUIREMENTS)

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT (CAFB

CIVIL WORKS REQUIREMENTS)

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION (CAFB CIVIL WORKS REQUIREMENTS)

02 41 00A DEMOLITION ADDITIONAL REQUIREMENTS (UFGS)

DIVISION 03 - CONCRETE

03 01 32 CONCRETE REHABILITATION FOR CIVIL WORKS (CAFB CIVIL

WORKS REQUIREMENTS)

03 01 32A CONCRETE REHABILITATION FOR CIVIL WORKS - ADDITIONAL

REQUIREMENTS (UFGS)

DIVISION 31 - EARTHWORK

31 11 00 CLEARING AND GRUBBING (CAFB CIVIL WORKS REQUIREMENTS)

31 23 00.00 20 EXCAVATION AND FILL (CAFB CIVIL WORKS REQUIREMENTS)

31 23 00.00 20A EXCAVATION AND FILL - ADDITIONAL REQUIREMENTS (UFGS)

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 17.16 SEALING OF CRACKS IN BITUMINOUS PAVEMENTS (CAFB CIVIL

WORKS REQUIREMENTS)

32 11 23 AGGREGATE AND/OR GRADED-CRUSHED AGGREGATE BASE COURSE

(CAFB CIVIL WORKS REQUIREMENTS)

32 11 23A AGGREGATE AND/OR GRADED-CRUSHED AGGREGATE BASE

COURSE - ADDITIONAL REQUIREMENTS (UFGS)

32 12 10 BITUMINOUS TACK AND PRIME COATS (CAFB CIVIL WORKS

REQUIREMENTS)

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS (CAFB CIVIL WORKS

REQUIREMENTS)

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES (CAFB CIVIL WORKS REQUIREMENTS)

PROJECT TABLE OF CONTENTS Page 2

32 16 13 CONCRETE SIDEWALKS AND CURBS AND GUTTERS (CAFB CIVIL

WORKS REQUIREMENTS)

32 92 19 SEEDING (CAFB CIVIL WORKS REQUIREMENTS)

DIVISION 33 - UTILITIES

33 01 99 CURED IN PLACE PIPING (UFGS)

33 30 00 SANITARY SEWERS (CAFB CIVIL WORKS REQUIREMENTS)

33 30 00A SANITARY SEWERS - ADDITIONAL REQUIREMENTS (UFGS)

33 31 00 MANHOLE LINER SYSTEM (UFGS)

DIVISION 43 - PROCESS GAS AND LIQUID HANDLING, PURIFICATION, AND

STORAGE EQUIPMENT

43 21 14 TEMPORARY BYPASS PUMPING AND FLOW CONTROL (UFGS)

D I V I S I O N 0 1

GENERAL REQUIREMENTS

SECTION 01 10 20A

SCOPE OF WORK FOR CIVIL WORKS - ADDITIONAL REQUIREMENTS

12/14

01/30/2015

PART 1 GENERAL

1.1 NON PRICE ITEMS (NPI)

NPI 0001 - Abandon Manhole and Plug Piping - Payment shall be full compensation for plugging existing piping into the manhole being abandoned and the filling of the lower portion and removal of the upper portion of the manhole to be abandoned. Work includes excavating, removing, and properly disposing of the upper portion of manhole, constructing concrete plugs in piping entering the structure, filling lower portion of manhole with sand or flowable fill, backfill, contractor's quality control, applicable testing, and all other work necessary to abandon manhole.

NPI 0002 - Repair Manhole - Grout Bottom: Reform Channel - Payment shall be full compensation for reforming the existing flow channel at the invert of the manhole. Work includes removal and proper disposal of any loose and/or damaged channel material, grouting to repair/reform existing flow channel at the invert, contractor's quality control, applicable testing, and all other work to repair existing flow channel through manhole.

NPI 0003 - Repair Manhole - Grout Bottom: Seal Pipe Penetration - Payment shall be full compensation for sealing existing pipe penetrations into the manhole. Work includes removal and proper disposal of any existing loose and/or damaged existing material, sealing pipe penetrations with new epoxy concrete or mortar, contractor's quality control, applicable testing, and all other work necessary to repair pipe penetration into the manhole.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

-- End of Section --

SECTION 01 10 20 Page 1

SECTION 01 42 00

SOURCES FOR REFERENCE PUBLICATIONS

08/10

PART 1 GENERAL

1.1 REFERENCES

Various publications are referenced in other sections of the specifications to establish requirements for the work. These references are identified in each section by document number, date and title. The document number used in the citation is the number assigned by the standards producing organization (e.g. ASTM B564 Standard Specification for Nickel Alloy Forgings). However, when the standards producing organization has not assigned a number to a document, an identifying number has been assigned for reference purposes.

1.2 ORDERING INFORMATION

The addresses of the standards publishing organizations whose documents are referenced in other sections of these specifications are listed below, and if the source of the publications is different from the address of the sponsoring organization, that information is also provided. Documents listed in the specifications with numbers which were not assigned by the standards producing organization should be ordered from the source by title rather than by number.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

444 North Capital Street, NW, Suite 249 Washington, DC 20001 Ph: 202-624-5800 Fax: 202-624-5806 E-Mail: info@aashto.org Internet: http://www.aashto.org

ASTM INTERNATIONAL (ASTM)

100 Barr Harbor Drive, P.O. Box C700 West Conshohocken, PA 19428-2959 Ph: 610-832-9585 Fax: 610-832-9555 E-mail: service@astm.org Internet: http://www.astm.org

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)

40 24th Street, 6th Floor Pittsburgh, PA 15222-4656 Ph: 412-281-2331 Fax: 412-281-9992 E-mail: info@sspc.org Internet: http://www.sspc.org

PART 2 PRODUCTS

Not used

SECTION 01 42 00 Page 1

PART 3 EXECUTION

Not used

SECTION 01 42 00 Page 2

D I V I S I O N 0 2

EXISTING CONDITIONS

SECTION 02 41 00A

DEMOLITION - ADDITIONAL REQUIREMENTS

05/10

01/07/2015

PART 1 GENERAL

Not Used.

PART 2 PRODUCTS

2.1 Concrete for Pipe Plugs

Concrete used for pipe plugs shall have a compressive strength of 4,000 psi minimum at 28 days and a flexural strength of 650 psi. Maximum aggregate size shall be 1 inch. Slump shall be 1.5 inches plus or minus 1.5 inches.

2.2 Flowable Fill for Manhole Abandonment

Flowable fill used to fill the remaining structure of an abandoned manhole shall be mixed and placed in accordance with Section 516 Flowable Fill of the New Mexico State Department of Transportation Standard Specifications for Highway and Bridge Construction, 2014 Edition.

2.3 Sand for Manhole Abandonment

Sand used to fill the remaining structure of an abandoned manhole shall be a clean course-grained sand classified as SW or SP by ASTM D2487.

PART 3 EXECUTION

3.1 EXISTING FACILITIES TO BE REMOVED

3.1.1 Sanitary Sewer Manholes

Remove sanitary sewer manhole or sections of manhole as shown on the drawings and as noted in the following sections. Contractor shall be responsible for keeping the system operational. Sanitary sewage bypass, where necessary, shall be done in accordance with Section 43 21 14 TEMPORARY BYPASS PUMPING AND FLOW CONTROL. During removal operations and after removal, the Contractor shall exercise all precautions necessary to keep water and debris from entering the sanitary sewer system. Contractor shall be responsible for removing any debris which enters the system.

3.1.1.1 Removal of Sanitary Manhole Frame and Cover

Existing sanitary manhole frames and covers shall be removed in the areas shown on the drawings. Care shall be taken not to damage sections of the manhole to remain. If adjacent manhole sections are damaged during removal operations, as determined by the Contracting Officer, the damaged portion shall be removed and replaced at the Contractor's expense and in a manner as directed by the Contracting Officer. Any damage done to existing surfaces or pavements shall be corrected as noted in the paragraph "Paving and Slabs" in Section 02 41 00 DEMOLITION. Manhole frames and covers which are removed shall be disposed of off Government property.

SECTION 02 41 00 Page 1

3.1.1.2 Removal of Sanitary Manhole

Existing sanitary manholes shall be completely removed only where shown on the drawings. All manhole materials, frames, covers, base aggregate and material not suitable for backfill shall be thoroughly removed. Any damage occurring to adjacent sanitary sewer piping to remain, due to the Contractor's operations, shall be repaired as directed at the expense of the Contractor. Removal shall be by approved methods and the materials removed shall be disposed of off Government property.

3.1.1.3 Abandonment of Sanitary Manhole

Inspect sanitary manholes noted for abandonment to ensure that the manhole is inactive prior to any abandonment work. Sanitary manholes to be abandoned shall have the top 3 feet of the structure removed below the proposed grades. Any damage done to existing surfaces or pavements shall be corrected as noted in the paragraph "Paving and Slabs" in Section 02 41 00 DEMOLITION . Plug all existing pipes with full depth concrete to a minimum distance of 1 foot from the inside face of the manhole. Fill the remaining manhole structure with sand or flowable fill. Backfill and compact the remaining excavation in accordance with Section 31 23 00.00 20 EXACVATION AND FILL. Replace pavement, where necessary, as shown in the drawings to existing grade. Removal shall be by approved methods and the materials removed shall be disposed of off Government property.

3.1.1.4 Removal of Concrete Ring or Concrete Collar

Remove any existing concrete ring or concrete collar as necessary where the placement of a new ring and cover and/or a new concrete collar is noted.

3.1.2 Piping

Excavate and remove pipe as indicated in the Drawings. Remove sections of pipe to nearest joint or structure. If a sewer bypass is necessary it shall be done in accordance with Section 43 21 14 TEMPORARY BYPASS PUMPING AND FLOW CONTROL. After removal, plug open pipe to prevent debris from entering the system until pipe is replaced. Remove all debris caused by removal from trench for replacement of piping.

3.1.3 Patching

Where removals leave holes and damaged surfaces exposed in the finished work, patch and repair these holes and damaged surfaces to match adjacent finished surfaces, using on-site materials when available. Where new work is to be applied to existing surfaces, perform removals and patching in a manner to produce surfaces suitable for receiving new work. Finished surfaces of patched area shall be flush with the adjacent existing surface and shall match the existing adjacent surface as closely as possible as to texture and finish. Patching shall be as specified and indicated, and shall include:

a. Concrete and Masonry: Completely fill holes and depressions, caused by previous physical damage or left as a result of removals in existing masonry walls to remain, with an approved masonry patching material, applied in accordance with the manufacturer's printed instructions.

3.1.4 Items With Unique/Regulated Disposal Requirements

Remove and dispose of items with unique or regulated disposal requirements

SECTION 02 41 00 Page 2 in the manner dictated by law or in the most environmentally responsible manner.

SECTION 02 41 00 Page 3

D I V I S I O N 0 3

CONCRETE

SECTION 03 01 32A

CONCRETE REHABILITATION FOR CIVIL WORKS - ADDITIONAL REQUIREMENTS

04/06

01/07/2015

PART 1 GENERAL

1.1 TRAFFIC CONTROL

Do not permit vehicular or heavy equipment traffic on the pavement in the work area during the curing period. At the end of the curing period, light local traffic may be permitted on the pavement if approved by the Contracting Officer.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Epoxy

2.1.1.1 Epoxy Resin Binder for Concrete and Mortar

ASTM C881/C881M, Type III, Grade 1, Class B or C (depending on air temperature) without mineral filler. For sanitary manhole walls, use ASTM C881/C881M, Type III, Grade 3, Class B or C (depending on air temperature) with filler.

2.1.1.2 Non-Pressure Epoxy Grout

ASTM C881/C881M Type IV, Grade 2 (Grade 3 for sanitary manhole walls), Class B or C (depending on air temperature) with or without mineral filler.

PART 3 EXECUTION

Not Used.

SECTION 03 01 32 Page 1

D I V I S I O N 3 1

EARTHWORK

SECTION 31 23 00.00 20A

EXCAVATION AND FILL - ADDITIONAL REQUIREMENTS

02/11

01/07/2015

PART 1 GENERAL

Not Used.

PART 2 PRODUCTS

2.1 BURIED WARNING AND IDENTIFICATION TAPE

Polyethylene plastic and metallic core or metallic-faced, acid- and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines.

Provide tape on rolls, 3 inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil.

Warning Tape Color Codes

Green: Sewer Systems

2.1.1 Warning Tape for Metallic Piping

Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.1.2 Detectable Warning Tape for Non-Metallic Piping

Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape shall be 0.004 inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.2 DETECTION WIRE FOR NON-METALLIC PIPING

Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG.

PART 3 EXECUTION

3.1 PROTECTION

3.1.1 Shoring and Sheeting

Provide shoring, bracing, trench boxes or sheeting where trenches or excavation will be more than 3 feet high.

SECTION 31 23 00.00 20 Page 1

3.1.2 Drainage and Dewatering

3.1.2.1 Drainage

So that construction operations progress successfully, completely drain construction site during periods of construction to keep soil materials sufficiently dry. The Contractor shall, throughout construction, grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, dikes, swales, and other drainage features and equipment as required to maintain dry soils and prevent erosion and undermining of foundations. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing. Excavation shall be performed so that the site, the area immediately surrounding the site, and the area affecting operations at the site shall be continually and effectively drained.

3.1.3 Underground Utilities

Location of the existing utilities indicated is approximate. The Contractor shall physically verify the location and elevation of the existing utilities indicated prior to starting construction. The Contractor shall contact the Base Civil Engineering Personnel for assistance in locating existing utilities.

3.2 SUBGRADE PREPARATION

Unsatisfactory material in surfaces to receive fill or in excavated areas shall be removed and replaced with satisfactory materials as directed by the Contracting Officer. The surface shall be scarified to a depth of 6 inches before the fill is started. Sloped surfaces steeper than 1 vertical to 4 horizontal shall be plowed, stepped, benched, or broken up so that the fill material will bond with the existing material. When subgrades are less than the specified density, the ground surface shall be broken up to a minimum depth of 6 inches, pulverized, and compacted to the specified density. When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 12 inches and compacted as specified for the adjacent fill.

Material shall not be placed on surfaces that are muddy, frozen, or contain frost. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Material shall be moistened or aerated as necessary to plus or minus 3 percent of optimum moisture.

Minimum subgrade density shall be as specified herein.

3.3 FILLING AND BACKFILLING

3.3.1 Backfill and Fill Material Placement Over Pipes and at Walls

Backfilling shall not begin until construction below finish grade has been approved, underground utilities systems have been inspected, tested and approved, forms removed, and the excavation cleaned of trash and debris.

Backfill shall be brought to indicated finish grade. Where pipe is coated

SECTION 31 23 00.00 20 Page 2 or wrapped for protection against corrosion, the backfill material up to an elevation 2 feet above sewer lines and 1 foot above other utility lines shall be free from stones larger than 1 inch in any dimension. Heavy equipment for spreading and compacting backfill shall not be operated closer to foundation or retaining walls than a distance equal to the height of backfill above the top of footing; the area remaining shall be compacted in layers not more than 4 inches in compacted thickness with power-driven hand tampers suitable for the material being compacted. Backfill shall be placed carefully around pipes or tanks to avoid damage to coatings, wrappings, or tanks. Backfill shall not be placed against foundation walls prior to 7 days after completion of the walls. As far as practicable, backfill shall be brought up evenly on each side of the wall and sloped to drain away from the wall.

3.4 BURIED WARNING AND IDENTIFICATION TAPE

Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

3.5 BURIED DETECTION WIRE

Bury detection wire directly above non-metallic piping at a distance not to exceed 12 inches above the top of pipe. The wire shall extend continuously and unbroken, from manhole to manhole. The ends of the wire shall terminate inside the manholes at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole. The wire shall remain insulated over it's entire length. The wire shall enter manholes between the top of the corbel and the frame, and extend up through the chimney seal between the frame and the chimney seal. For force mains, the wire shall terminate in the valve pit at the pump station end of the pipe.

SECTION 31 23 00.00 20 Page 3

D I V I S I O N 3 2

EXTERIOR IMPROVEMENTS

SECTION 32 11 2A

AGGREGATE AND/OR GRADED-CRUSHED AGGREGATE BASE COURSE - ADDITIONAL

REQURIEMENTS

08/08 01/06/2015

PART 1 GENERAL

Not Used.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Edges of Base Course

The base course(s) shall be placed so that the completed section will be a minimum of 2 feet wider, on all sides, than the next layer that will be placed above it excluding areas of pavement repair which shall be placed as shown in the Drawings.

3.1.2 Smoothness

The surface of the top layer shall show no deviations in excess of 3/8 inch when tested with a 12 foot straightedge (a smaller straightedge is allowed in areas less than 12 feet in width).

SECTION 32 11 23 Page 1

D I V I S I O N 3 3

UTILITIES

SECTION 33 01 99

CURED IN PLACE PIPING

05/09

11/18/2012

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM C581 (2003; R 2008e1) Standard Practice for Determining Chemical Resistance of Thermosetting Resins Used in Glass-Fiber-Reinforced Structures, Intended for Liquid Service

ASTM D543 (2006) Standard Practices for Evaluating the Resistance of Plastics to Chemical Reagents

ASTM D638 (2010) Standard Test Method for Tensile Properties of Plastics

ASTM D790 (2010) Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials

ASTM D903 (1998; R 2010) Peel or Stripping Strength of Adhesive Bonds

ASTM F 1216 (2009) Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin-Impregnated Tube

ASTM F 1743 (2008) Standard Practice for Rehabilitation of Existing Pipeline and Conduits by Pulled-In-Place Installation of Cured-In-Place Thermosetting Resin Pipe

(CIPP)

1.2 SYSTEM DESCRIPTION

Section Includes:

a. Cured-in-place-pipe (CIPP) materials and properties.

b. Sewer rehabilitation by the inversion or pull-through method of a thermset, resin-impregnated, felt/fabric, flexible tube into an existing sewer pipe and cured into a rigid pipe using specifically designed and controlled hydrostatic pressure system.

SECTION 33 01 99 Page 1

c. The use of steam-cured systems will be allowed. The Bid shall be based on the use of heated hydrostatic curing or steam curing.

d. Re-establishment of existing service lateral connections along CIPP.

1.3 SUBMITTALS

A. Submit the following information consistent with Section 01 33 00:

1. Manufacturer's certification that materials to be used meet the referenced standards and these Specifications.

2. License or certificate verifying manufacturers/licensor approval of installer.

3. Proposed equipment and procedures for the CIPP installation. This includes detailed descriptions of:

a. Liner insertion and wet out procedures.

b. Resin curing time, temperature, and pressures.

c. Resin curing process including cool-down and removal of the recirculation water, calibration hose, or other materials or equipment used while curing the resin.

d. If wet-out is to be on site, provide drawings of how resin tanker will be located for each set up and a plan for assuring no leakage or spillage of resin to the environment.

4. Product data and manufacturer's instructions for polyester resin and catalyst system. CIPP System Data shall include at minimum the flexural modulus and strength, resin type, material, and specifications.

5. Information on maximum allowable tensile stress for the tube versus the expected tensile stress on the tube during the lining process.

6. Provide the minimum pressure required to hold the tube tight against the existing pipe and the maximum allowable pressure so as not to damage the tube. Provide the expected pressure range during lining operation.

7. Submit literature and material safety data sheet (MSDS) on any lubricants to be used to reduce friction during inversion, including how the lubricant will be applied.

8. Provide manufacturer's recommended temperature of the water for curing the liner and their recommended curing duration.

9. Manufacturer's Resin Data Test Results and Certification of Applicability of Resin

10. Resin Enhancer Manufacturer's Data and Bond Enhancer Manufacturer's Data.

11. Detail information on any needed excavations or modifications made to the sewer to allow work to proceed. Provide details on sewer and road base and surface restoration.

12. Certification of the flow surface membrane coating compatibility with the felt and resin system used.

13. Manufacturer's data on proposed waterstop material.

B. Submit results of "Quality Control Testing" consisant with Paragraph

3.5 of this section.

1. Provide Contracting Officer with two (2) copies of all physical test results for liner testing, performed by the independent testing laboratory (ITL), within fifteen (15) days following the corresponding liner segment installation. Test samples shall be retained by the ITL for 60 days.

2. Provide Contracting Officer with two (2) copies of prelining CCTV inspection of the sewer after the cleaning in DVD format within fifteen

(15) days following the corresponding liner segment installation. CCTV inspection shall confirm active service reestablishment.

3. Provide Contracting Officer with two (2) copies of final CCTV

SECTION 33 01 99 Page 2 inspection in DVD format within fifteen (15) days following the corresponding liner segment installation. CCTV inspection shall confirm active service reestablishment.

1.4 DEFINITIONS

CIPP segment: CIPP reach installed in a single operation between the CIPP tube insertion point and the CIPP tube termination point.

PART 2 PRODUCTS

2.1 APPROVED MANUFACTURERS/INSTALLERS

Not used at this time.

2.2 CIPP RESIN AND FABRIC MATERIALS

Fabricate CIPP size and shape to fit tightly against the internal surface of existing pipe.

The CIPP carrier tube shall be fabricated from flexible, non-woven, single layer or multiple layer, needled polyester felt constructed to withstand installation pressures and fit irregular pipe geometry.

a. The felt shall be completely impregnated with the resin system.

b. The flow surface shall be coated with a translucent, impermeable, and flexible membrane. This membrane shall not delaminate from the tube.

c. CIPP shall be designed to convey wastewater with a maximum temperature of 130 degrees Fahrenheit and highly resistant to dilute sulfuric acid and other materials required by ASTM F 1216 and ASTM F 1743.

c. The felt tube shall have a uniform thickness that when compressed at installation pressures will equal or exceed the specified minimum thickness.

d. Overlapped layers of felt at seams shall not be used. All seams shall be butt jointed and stitched. Completed seams shall be stronger than the non-seamed felt tube.

The resin system shall be a corrosion resistant enhanced polyester including all required catalysts, initiators or hardeners that when cured within the tube create a composite that satisfies the requirements of ASTM F 1216, ASTM F 1743 and these specifications.

Additives required for viscosity control, fire retardant, physical or chemical resistance, chemical bonding, strength enhancement, or pot life extension may be used provided they do not interfere with visual inspection of the CIPP.

Physical Characteristics:

a. Allow for circumferential and longitudinal stretching during insertion.

b. Provide minimum length to effectively span the distance continuously between maintenance holes.

c. Cured pipe physical properties:

PROPERTY STANDARD VALUE

Flexural Strength ASTM D790 4,500 psi

SECTION 33 01 99 Page 3

PROPERTY STANDARD VALUE

Modulus of Elasticity (initial)

ASTM D790 400,000 psi

Modulus of Elasticity (50 years)

ASTM D790 200,000 psi

Tensile Strength ASTM D638 3,000 psi

Chemical corrosion resistance of actual resin system used by the Contractor shall be tested by the resin manufacturer in accordance with ASTM F 1216, ASTM D543, or ASTM C581, as applicable.

Products included in the tube shall not be subject to delamination in the cured CIPP.

The layers of the cured CIPP shall be uniformly bonded. It shall not be possible to separate any two layers with a probe; nor shall separation of the layers occur during testing performed under the requirements of this specification.

The CIPP lining thickness requirements is 7 mm.

PART 3 EXECUTION

3.1 GENERAL

Inspect existing pipe by remote Closed Circuit Television (CCTV) camera to locate obstructions, services, and defects. Allow Contracting Officer to review CCTV inspections.

Contractor is responsible for completing a CCTV inspection of all sanitary sewer lines proposed for CIPP lining or repair.

The CCTV inspection tape or video shall be provided to the Contracting Officer as evidence of the need to rehabilitate the identified sewer pipe.

The CCTV inspection shall also identify and present other repairs necessary prior to acceptance by the Contracting Officer and initiation of the work.

Contractor shall rehabilitate the existing sewers as identified on the contract drawings using CIPP.

Contractor is to verify maintenance hole locations, pipe run lengths, rim and invert elevations, existing pipe dimensions, and location/ size of existing services prior to making liner. Immediately report any deviations.

If insufficient space is available for CIPP installation through an existing maintenance hole, then the Contractor is responsible for excavating and disassembly of the structure to provide sufficient access to allow installation of the CIPP. In this event, the Contractor is responsible for restoring the access structure to equal or better condition as determined by the Contracting Officer. Contractor shall restore disturbed surface improvements to the satisfaction of the Contracting Officer.

Inspect existing pipe by remote CCTV camera to locate obstructions, services, and defects. Allow Owner to review CCTV inspections.

SECTION 33 01 99 Page 4

Preparation of existing sewers for installation and curing of CIPP. This includes:

a. Any modifications to existing maintenance holes for access to existing sewers.

b. Trimming protruding services flush, with an internal robotic service connection cutter.

c. Repairing any necessary offset or dropped joints, crushed pipes, or voids.

d. Removal of obstructions.

3.2 INSTALLATION OF CIPP

Cured-in-place pipe (CIPP) shall be manufactured and installed in accordance with the CIPP manufacturer's recommended procedures and one of the following: ASTM F 1216 or ASTM F 1743. The CIPP liner shall be designed in accordance with ASTM F 1216. If there is a conflict between these standards and this specification, this specification will govern.

Impregnate tube prior to installation. Contracting Officer shall be advised of time and location of vacuum impregnation with resin (wet-out) and shall be allowed to witness the procedure. On-site wet-out shall be permitted subject to the following requirements:

a. On-site wet-out shall be conducted within a suitable structure large enough to house the wet-out operation. If necessary, the structure shall have sidewalls and be heated or cooled to maintain the temperature range required for this operation.

b. The structure shall be constructed of light-colored, opaque materials, to minimize heat generation within the structure.

c. The on-site wet-out shall use the same type of equipment, procedures, and quality control as required by ASTM and as normally conducted at the manufacturer's factory wet-out facility.

d. Contractor shall develop and carry out a plan to assure no leakage or spillage of resin to the environment.

Prior to installation of CIPP, the Contractor shall affix a pliable bentonite/plastic waterstop system to the interior circumference of the existing sewer at the inlet and outlet of each maintenance hole and as otherwise directed by the Contracting Officer. Install two rings of waterstop material at both the inlet and outlet of each maintenance hole.

The waterstop material shall be attached to the interior wall of the sewer with the use of an adhesive supplied by the waterstop manufacturer. The waterstop system shall provide a tight seal.

The Contractor shall provide suitable temperature gauges and monitors so that the resin curing process can be monitored by the Contracting Officer.

Insert impregnated tube through maintenance hole by means of an inversion process or the pull-through method. Use lubricant as necessary.

a. Calibration Hose Inversion System (ASTM F 1743):

1. The wet-out tube shall be pulled into place using a power winch.

The saturated tube shall be pulled through an existing maintenance hole or other approved access to fully extend it to the next designated maintenance hole or termination point.

2. The calibration hose shall be inserted into the vertical inversion standpipe and attached at the lower end of the inversion standpipe

SECTION 33 01 99 Page 5 so that a leak proof seal is created. The resin-impregnated tube should also be attached to the standpipe so that the calibration hose can invert into the center of the resin-impregnated tube.

Apply hydrostatic head sufficient to cause the calibration hose to invert through the entire length of tube and hold the resin-impregnated tube tight to the pipe wall, producing dimples at side connections and services. Care should be taken not to overstress the felt fiber.

b. Wet-Out Tube Inversion System (ASTM F 1216):

1. The impregnated tube shall be inserted into the vertical inversion standpipe and attached to the lower end of the inversion standpipe so that a leak proof seal is created. Apply hydrostatic head sufficient to cause the resin-impregnated tube to invert to termination point and hold the tube tight to the pipe wall, producing dimples at side connections and services. Care should be taken to not overstress the felt fiber.

Provide a suitable heat source and water circulation equipment. Use specifically designed and controlled hydrostatic or steam pressures to cure impregnated tube into a rigid pipe. Determine required temperature based on resin catalyst employed.

Monitor the temperature of ingoing and outgoing water supply with a gauge placed inside the impregnated felt tube of the pipe invert level and the pipe invert of the remote maintenance hole, and use to determine the temperatures during cure.

a. Water temperature in the line shall be as recommended by the resin manufacturer.

b. Initial cure shall be deemed completed when exposed portions of the pipe are hard and sound and the remote temperature sensor indicates that the temperature is of a magnitude to complete pipe curing.

c. The cure period shall be of a duration recommended by the resin manufacturer during which time the recirculation of the hot water and cycling of the heat exchanger to maintain the temperature continues.

Cool the hardened pipe liner to a temperature below 100 degrees Fahrenheit before relieving static head in the inversion stand pipe or calibration hose. Cool down may be accomplished by the introduction of cool water into the inversion stand pipe to replace water drained from a small hole in the downstream end of the CIPP. Release static head slowly to avoid development of a vacuum that may damage newly installed CIPP.

Finished liner shall be continuous over the length of the inversion run and be free from visual defects, including but not necessarily limited to foreign inclusions, dry spots, pinholes, and delamination. Defects shall be corrected by the Contractor. Methods of repair shall be proposed by the CONTRACTOR and submitted to the COR for review and approval.

Wrinkles in the finished pipe, other than at pipe bends, which cause a deformity of 1/4-inch or more and do not follow the surface of the cleaned pipe wall parallel to the pipe flow line are unacceptable and shall be removed and repaired by the Contractor at the Contractor's expense. Wrinkles in the finished liner pipe that reduce the structural stability of the pipe are unacceptable. If a void between the wrinkle and the pipe exists, the Contractor shall repair and replace the section of pipe at the Contractor's expense. Methods of repair shall be proposed by the Contractor and submitted

SECTION 33 01 99 Page 6 to the Contracting Officer for review and approval.

Each active service lateral connection shall be opened after the CIPP has cooled and cured, using a recording television camera and robotic internal cutting device, or other method approved by the Contracting Officer.

a. The service laterals shall be reconnected to full capacity.

b. If infiltration is observed at the service lateral connection and CIPP after it has been fully reopened, the Contractor shall report the location of infiltration to the Contracting Officer.

A tight seal shall be achieved at the ends of the CIPP. Apply a seal consisting of a resin mixture compatible with the CIPP.

Any existing maintenance hole or access structure removed or modified for CIPP installation shall be reconstructed in conformance with Contracting Officer's standards.

Equipment, techniques, and methods may vary with CIPP manufacturer.

Contractor shall make submittals providing information on installation methods and details, including information regarding proposed methods that deviate from those indicated herein.

The final, in-place, CIPP shall be impermeable to water and wastewater, provide corrosion resistance, and have an optimum friction factor for sewer flow.

Final cleanup and site restoration at each work site shall be completed within 30 days following the CIPP installation.

3.3 QUALITY CONTROL TESTING

Conduct an internal CCTV inspection of completed work. Provide Contracting Officer with two (2) copies of CCTV inspection in DVD format.

The Contractor shall retain the services of an Independent Testing Laboratory (ITL) to conduct all laboratory testing required by these specifications. The following shall be tested:

a. Strength of materials.

b. Thickness.

3.4 SAMPLES

A set of two (2) test samples shall be collected by the Contractor from each CIPP diameter. The samples shall be taken in the presence of the Contracting Officer; and delivered to the ITL by the Contractor. Should any test fail additional sets of test samples will be collected and tested at the discretion of the Contracting Officer.

Flatplate samples for testing will be individually labeled and logged to record the following:

a. Project number and title.

b. Sample number.

c. Segment number of line as noted on plans, and location (station and clock position).

d. Date and time sample taken.

e. Name of contractor.

SECTION 33 01 99 Page 7

f. Date, location, and by whom tested.

g. Results of test.

Samples shall be numbered as follows:

a. Sample #/A: Flat plate sample (2 samples per CIPP diameter).

b. Additional samples will be lettered consecutively after "B".

Updated copies of the log shall be submitted to the Contracting Officer within 10 days after each section is completed.

3.5 TESTING

Delamination testing (ASTM F 1216 or ASTM F 1743, and ASTM D903) shall be required for all types of resin-impregnated CIPP, for each nonhomogeneous layer of representative field sample.

Physical Properties Tests:

a. At the end of each segment to be lined, the CIPP shall be run between two release-agent coated, smooth surface, aluminum plates of sufficient size to obtain two cured samples, each 6" x 16" in size.

1. The edges of the sample shall be sealed with polymer suitable for protecting the edges from chemical intrusion. The CIPP material shall be sealed in a heavy duty plastic envelope within the aluminum plate molds and cured with the CIPP which the samples represent.

2. The two 6" x 16" samples shall be tested for modulus of elasticity and flexural strength in accordance with ASTM D790. The test results shall meet or exceed the values used for design.

Leakage Test: In accordance with ASTM F 1216.

Failure to Meet Test Requirements:

a. A CIPP where test results do not meet the design requirements, exhibits delamination, or fails leakage tests shall be brought into compliance by either removal and replacement of the CIPP; addition of a second CIPP, after acceptable preparation of the in-place CIPP interior surface; or by another method subject to approval by the Contracting Officer.

SECTION 33 01 99 Page 8

SECTION 33 30 00A

SANITARY SEWERS - ADDITIONAL REQUIREMENTS

04/08

01/30/2015

PART 1 GENERAL

Not Used.

PART 2 PRODUCTS

2.1 PIPELINE MATERIALS

2.1.1 Clay Piping

2.1.1.1 Clay Pipe and Fittings

ASTM C700, extra strength or bell-and-spigot piping only.

2.1.1.2 Clay Piping Jointing Materials

ASTM C425.

2.2 MISCELLANEOUS MATERIALS

2.2.1 External Preformed Rubber Joint Seals

Properties, Test Methods and Minimum Values for Rubber used in Preformed Joint Seals

Physical Properties Test Methods EPDM Neoprene Butyl mastic

Tensile, psi ASTM D412 1840 2195 -

Elongation percent ASTM D412 553 295 350

Tear Resistance, ppi ASTM D624 280 160 - (Die B)

Rebound, percent, ASTM C972 - - 11 5 minutes (mod.)

Rebound, percent, ASTM C972 - - 12 2 hours

2.2.2 Metal Items

2.2.2.1 Watertight Non-Pressure Type Frames and Covers for Manholes

Frames and covers shall be cast iron of the best quality, free from imperfections and manufactured to the dimensions shown on the plans with a 24 inch minimum diameter clear opening. The finished frames and covers shall have the bearing surfaces machine ground and sets of frames and covers marked so they can be matched for assembly in the field. Covers shall contain no holes or openings except as required for bolts. Lid to have a hidden or concealed pick. The frames and covers shall have a combined weight of not less than 300 pounds in non-paved areas and not less

SECTION 33 30 00 Page 1 than 350 pounds in paved areas. Covers shall have a minimum 1/4 inch diameter rubber ring inset in the cover conforming to ASTM C443. A minimum of 4, 1/2 inch diameter, stainless steel (galvanized bolts may be used in approved by the Contracting Officer), hex head bolts shall be provided for each cover. The 4 bolt holes in the covers shall be evenly spaced. In the fastened and bolted position, the bolt heads shall not extend beyond the surface of the cover. Gaskets shall be provided for the bolts to insure air and water tightness. Alignment marks shall be provided on watertight frames and covers for proper bolt alignment. The words "Sanitary Sewer" shall be stamped or cast into covers so that it is plainly visible. Deeter model 1030B for manholes with 24 inches of clear opening and Deeter model 1195 for manholes with 30 inches of clear opening or an approved equal is acceptable for use in paved areas.

2.2.3 Manhole Riser Rings (Grade Adjustment Rings)

Manhole riser rings shall be manufactured from ARPRO Expanded Polypropylene (EPP). Rings shall be manufactured by a high compression molding process that produces a finished density of 120 g/l (7.5 pcf). Ring types shall be as follows:

a. Grade rings shall contain upper and lower keyways for proper sealing and vertical alignment.

b. Flat rings shall have keyways on the lower surface with a flat upper surface.

c. Finish rings shall have keyways on the lower surface with a flat upper surface and allow final adjustment of the frame and cover to within 1/4 inch of the desired elevation.

d. Angle rings shall have keyways on the upper and lower surface for proper vertical alignment and mating to finish rings and to each other if required. Angle rings shall allow final adjustment of the frame and cover to within 1/4 inch of the desired elevation.

Rings shall conform to the requirements of ASTM D3575. Infiltration and exfiltration testing shall conform to the requirements of ASTM C969 and ASTM C1244. The rings shall also conform to the requirements of AASHTO M 306 for H-25 and HS-25 loading.

2.2.4 Polyether Structural Adhesive/Sealant

Structural adhesive/sealant used for watertight installation shall conform to the requirements of ASTM C920, Type S, Grade NS, Class 25.

PART 3 EXECUTION

3.1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION

3.1.1 Special Requirements

3.1.1.1 Installation of Clay Piping

Install pipe and fittings in accordance with paragraph entitled "General Requirements for Installation of Pipelines" in Section 33 30 00 SANITARY SEWERS and with the requirements of ASTM C12 for pipe laying. Make joints with a compression joint material specified for clay pipe joints and assemble in accordance with the recommendations of the manufacturer of the pipe.

SECTION 33 30 00 Page 2

3.1.2 New Manhole Construction

Install external preformed rubber joint seals on manhole frame and cover that meets the requirements of the paragraph entitled "External Preformed Rubber Joint Seals" of this Section and in Section 33 30 00 SANITARY SEWERS. Construct concrete collar around manhole frame and cover as shown in the Plans.

3.1.3 Existing Manhole Concrete Patching

Concrete patching requirements are covered in Section 03 01 32 CONCRETE REHABILITATION FOR CIVIL WORKS and 03 01 32A CONCRETE REHABILITATION FOR

CIVIL WORKS - ADDITIONAL REQUIREMENTS.

3.1.4 Replace Manhole Frame and Cover

Removal of existing manhole frames and covers is covered in Section 02 41 00A DEMOLITION - ADDITIONAL REQUIREMENTS. New frames and covers shall meet the requirements set forth in the paragraph entitled "Watertight Non-Pressure Type Frames and Covers for Manholes". New frames and covers shall be set a minimum of 4 inches above existing ground in non-paved areas and will be constructed with a 4 foot by 4 foot concrete collar around the frame as shown in the plans. Grading around the concrete collar to existing elevations shall be as shown in the plans. New frames and covers in paved areas shall be set such that the new pavement will slope away from the rim of the manhole at a minimum of 1 percent to prevent ponding on top of the frame and cover. Frames and covers shall be sealed to precast manhole sections with a polyether structural adhesive/sealant that meets the requirements set forth in the paragraph "Polyether Structural Adhesive/Sealant" unless otherwise noted in the drawings to install an external preformed rubber joint seal which shall meet the requirements set forth in the paragraph entitled "External Preformed Rubber Joint Seals" of this Section and in Section 33 30 00 SANITARY SEWERS.

Replace sidewalk, concrete or asphalt pavement as shown in the drawings.

3.1.5 Raise Manhole Rim Elevation with Expanded Polypropylene Risers

Installation and surface preparation shall be in accordance with the manufacturer's instructions. The joint between the first grade ring and manhole section, all joints between each riser ring, and between the finish rings and manhole frame and cover shall be sealed using a polyether structural adhesive/sealant that meets the requirements set forth in the paragraph entitled "Polyether Structural Adhesive/Sealant".

3.2 FIELD QUALITY CONTROL

3.2.1 Tests for Nonpressure Lines

3.2.1.1 Leakage Tests

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

(1) Clay pipelines: Test in accordance with ASTM C828. Allowable pressure drop shall be as given in ASTM C828. Make calculations in accordance with the Appendix to ASTM C828.

3.2.1.2 Deflection Testing

Testing is not required for areas of point repair.

SECTION 33 30 00 Page 3

3.2.2 Tests for Precast Concrete Manholes

Manholes shall be tested for leakage separately from the pipe. Perform test as follows:

a. The sewer pipe in the manhole shall be plugged.

b. All manholes shall be vacuum tested.

c. The test shall be in compliance with ASTM C1244.

d. No manhole will be accepted that has any visible infiltration when empty.

e. Any manhole whose test is unsatisfactory shall be repaired and retested until satisfacotry results are obtained.

SECTION 33 30 00 Page 4

SECTION 33 31 00

MANHOLE LINER SYSTEM

06/12

11/12/2014

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 277 (2007) Standard Method of Test for Electrical Indication of Concrete's Ability to Resist Chloride Ion Penetration

ASTM INTERNATIONAL (ASTM)

ASTM C109/C109M (2013) Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm) Cube Specimens)

ASTM C 321 (2005) Standard Test Method for Bond Strength of Chemical-Resistant Mortars

ASTM C 293 (2010) Standard Test Method for Flexural Strength of Concrete

ASTM C 596 (2009) Drying Shrinkage of Mortar Containing Hydraulic Cement

ASTM C 666 (2008) Resistance of Concrete to Rapid Freezing and Thawing

ASTM C 882 (2005e1) Bond Strength of Epoxy-Resin Systems Used with Concrete by Slant Shear

ASTM D 638 (2010) Standard Test Method for Tensile Properties of Plastics

ASTM D 695 (2010) Standard Test Method for Compressive Properties of Rigid Plastics

ASTM D 790 (2010) Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials

ASTM D 2240 (2005; R 2010) Standard Test Method for Rubber Property - Durometer Hardness

ASTM D 4060 (2010) Abrasion Resistance of Organic

SECTION 33 31 00 Page 1

Coatings by the Taber Abraser

ASTM D 4414 (2007) Standard Practice for Measurement of Wet Film Thickness by Notch Gages

ASTM D 4787 (2008) Standard Practice for Continuity Verification of Liquid or Sheet Linings Applied to Concrete Substrates

ASTM D 7234 (2005) Pull-Off Adhesion Strength of Coatings on Concrete Using Portable Pull-Off Adhesion Testers

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC SP 10/Nace No. 2 (2010) Near White Blasting

SSPC SP 13/NACE No.6 (2003) Joint Surface Preparation Standard:

Surface Preparation of Concrete. National Association of Corrosion

1.2 PROJECT DESCRIPTION

These specifications are intended to set a standard of quality for the application of cementitious and/or epoxy materials used in the rehabilitation of sanitary sewer structures.

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Schedule; G

Installation Description Method; G

See Specification Section 01 33 00 for Submittal Procedures.

Certificates of insurance; G

Surety bonds; G

List of proposed subcontractors; G

List of proposed products; G

Construction Progress Schedule; G

Health and safety plan; G

Work plan; G

Quality control plan; G

Environmental protection plan; G

SECTION 33 31 00 Page 2

SD-06 Test Reports

Final acceptance test and operational test procedure; G

1.4 APPROVED MATERIAL

1.4.1 Infiltration Control

All fast setting materials furnished shall be designed to be applied in dry powder form, with no prior mixing of water, directly to active leaks under…