Geotechnical Construction and Testing to Home Improvements A69

General Construction Specifications

SECTION 02730

SANITARY SEWERAGE SYSTEM

PART 1 GENERAL

1.1 SUMMARY

Work under this section includes the providing of all labor, material, equipment, tools and services required for the furnishing, installation, construction and testing of all gravity sewers, pressure pipelines and appurtenances thereto required. Work also includes grouting of abandoned sewers.

1.2 RELATED SECTIONS

A. Section 02222: Excavating

B. Section 02223: Backfilling

C. Section 03300: Concrete

1.3 UNIT PRICES

A. Polyvinyl Chloride (PVC) Sanitary Sewers

Measurement for payment of gravity sewers will be made horizontally along the centerline of the sewer in place for sewer inside roadways and outside roadways. No deductions in length will be made for manholes. Measurement will be made from the center of the manhole where construction begins to the center of the manhole where construction ends. Plugging of abandoned lines, manholes and filling with lean concrete shall be considered incidental to new sewer line construction as shown on the Contract Drawings.

1. Sewers Outside Roadway

It is called to the Contractor's attention that the unit price bid for gravity sewer shall include the cost of all excavation (including trench backfill with satisfactory excavated materials) necessary for the complete installation of the gravity sewer and appurtenances, and no separate payment shall be allowed therefor. It shall not include the removing and disposing of all unstable materials necessary to establish satisfactory foundations and install crushed stone refill. It shall also not include tee branches, manhole bases, manhole sidewall, frames and covers and other units of work specifically set out in the Proposal and Contract Agreements, but will be paid separately under items listed.

2. Sewers Inside Roadway

The unit price bid for gravity sewer shall include the cost of all excavation including crushed stone backfill inside roadways, driveways, gravel driveways, asphalt and/or concrete driveways, and parking areas or as directed by the Engineer during construction.

It shall not include the removing and disposing of all unstable materials necessary to establish satisfactory foundations and install crushed stone refill. It shall also not include tee branches, manhole bases, manhole sidewall, frames and covers and other units of work specifically set out in the Proposal and Contract Agreements, but will be paid separately under items listed.

B. Ductile Iron Gravity Sewers

Measurement for payment of ductile iron gravity sewers will be made horizontally along the centerline of the sewer in place for sewers inside roadways and outside roadways. No deductions in length will be made for manholes. Measurement will be made from the point of beginning of ductile iron gravity sewer construction to the point where said construction ends. If said construction begins or ends at a manhole, the measurement shall be taken to the centerline of said manhole.

1. Ductile Iron Sewers Outside Roadway

It is called to the Contractor's attention that the unit price bid for ductile cast iron pipe gravity sewer shall also include the cost of all excavation (including trench backfill with satisfactory materials) necessary for the complete installation of the ductile cast iron pipe gravity sewer and appurtenances, and no separate payment shall be allowed therefor. It shall not include the removing and disposing of all unstable materials necessary to establish satisfactory foundations and install crushed stone refill. It shall also not include tee branches, manhole bases, manhole sidewall, frames and covers and other units of work specifically set out in the Proposal and Contract Agreements, but will be paid separately under items listed.

2. Ductile Iron Sewers Inside Roadway

The unit price bid for ductile cast iron pipe gravity sewer shall include the cost of all excavation including crushed stone backfill inside roadways or as directed by Engineer during construction. It shall not include the removing and disposing of all unstable materials necessary to establish satisfactory foundations and install crushed stone refill. It shall also not include tee branches, manhole bases, manhole sidewall, frames and covers and other units of work specifically set out in the Proposal and Contract Agreements, but will be paid separately under items listed.

C. Reinforced Concrete Pipe Gravity Sewers

Measurement for payment of reinforced concrete pipe gravity sewers will be made horizontally along the centerline of the sewer in place for sewers inside roadways and outside roadways. No deductions in length will be made for manholes. Measurement will be made from the point of beginning of reinforced concrete pipe gravity sewer construction to the point where said construction ends. If said construction begins or ends at a manhole, the measurement shall be taken to the centerline of said manhole.

1. Reinforced Concrete Pipe Sewers Outside Roadway

It is called to the Contractor’s attention that the unit price bid for reinforced concrete pipe gravity sewer shall also include the cost of all excavation (including trench backfill with satisfactory materials) necessary for the complete installation of the reinforced concrete pipe gravity sewer and appurtenances, and no separate payment shall be allowed therefore. It shall not include the removing and disposing of all unstable materials necessary to establish satisfactory foundations and install crushed stone refill. It shall also not include tee branches, manhole bases, manhole sidewall, frames and covers and other units of work specifically set out in the Proposal and Contract Agreements, but will be paid separately under items listed.

2. Reinforced Concrete Pipe Sewers Inside Roadway

The unit price bid for reinforced concrete piep gravity sewer shall include the cost of all excavation including crushed stone backfill inside roadways or as directed by Engineer during construction. It shall not include the removing and disposing of all unstable materials to establish satisfactory foundations and install crushed stone refill. It shall not include tee branches, manhole bases, manhole sidewall, frames and covers and other units of work specifically set out in the Proposal and Contract Agreements, but will be paid separately under items listed.

D. Six-Inch (6") Tee Connections for House Services

Payment will be made at the Contract unit price for each six-inch (6") tee connection ordered by the Engineer to be installed. The laying length of the tee joint will not be deducted from measurement for payment of sanitary sewer pipe. The sewer pipe for house services will be paid for as specified under paragraph 1.3-D of this Section.

E. Six-Inch (6") House Sewer Services

Measurement for payment of 6" sewer pipe for house service, including riser pipes and gravel backfill, will be made parallel to the centerline of the sewer in place. Measurement will be made from the wall of the main sewer where connection is made to the end of the to the property line or to the point of reconnection..

All cost involved in placing riser pipes for 6" house sewers, including necessary bends and concrete blocking, shall be merged in the Contract unit price for 6" house sewer services.

F. Service Reconnections

Payment will be made at the Contract unit price for each reconnection of a "live" sanitary services, including installation of clean out assembly and, transition coupling, and plugging the existing connection at the storm sewer. The six-inch tee connection and the six-inch house service to the point of reconnection are not included in this pay item.

G. Manholes and Appurtenances

1. Manhole 0' to 6' in Depth, with Base for 48" Internal Diameter Manholes

Payment for manhole 0' to 6' in depth with base for 48" internal diameter manholes shall be made at the Contract unit price per each manhole as set out in the bidding schedule. The quantity to be paid shall be the actual number of manholes 0' to 6' in depth with manhole base installed. No separate payment will be made for manhole bases.

The cost for manhole bases shall be merged into the unit price bid for each manhole 0' to 6' in depth. This unit price shall include excavation, backfill, manhole fillet (invert), manhole steps, pipe resilient connectors, stubouts and plugs, and sealing, and no separate payment will be allowed therefor.

2. Additional Manhole Sidewall

Payment for additional manhole sidewalls shall be made at the Contract unit price per vertical foot that exceeds the six-foot (6') manhole depth for the various sizes of manholes as set out in the bidding schedule.

The Contractor will be paid separately for each additional vertical foot of manhole sidewall on all manholes that exceed the six-foot (6') manhole depth, under the bid items for Additional Manhole Sidewall.

Measurement of 48" internal diameter manhole sidewall used in standard type manholes will be made vertically in place from the invert of the outlet sewer pipe to the bottom side of the frames and cover in place.

The first six (6) feet of sidewall shall not be included for payment under this pay item, but shall be merged into the unit price bid for manhole 0' to 6' in depth, with base.

3. Standard and/or Watertight Manhole Frame and Cover

Payment for manhole frames and covers shall be at the Contract unit price per each for the various types as set out in the bidding schedule of the Contract. The quantity to be paid shall be the actual number of manhole frames and covers of each type installed.

4. Standard Manhole Drop Assembly

Payment for Standard drop pipe assemblies shall be made at the Contract unit price for each of the various types installed, complete and in place as set out in the bidding schedule. Where drop assemblies are required on existing manholes, Contractor shall satisfy himself as to the type and shape of the existing manhole base and sidewall.

Revised 8/6/98

5. Vent Pipe Assembly

Payment for manhole vent pipe assemblies will be made at the Contract unit price for each vent pipe assembly installed complete in place as set out in the bidding schedule.

H. Concrete Encasement, Cradle and/or Cap

Payment for Concrete Encasement, Cradle and/or Cap shall be made at the Contract Unit price per cubic yard installed as set out in the bidding schedule. Concrete for cradle and/or encasement shall be computed by multiplying the allowable cross-section of each shown on the Contract Drawings, times the actual horizontal lineal feet of encasement and/or cradle ordered to be installed by the Engineer. The pipe area shall be deducted from the cross section.

I. Unclassified Excavation for Sanitary Sewers

Excavation will be unclassified, and the cost shall be merged into the unit price bid for other items of work under this Contract. No distinction shall be made between rock or dirt excavation, and no separate payment will be allowed therefore, except as stated below:

1. Bid Item-Unclassified Excavation - 0' to 10' Deep

This item includes payment for excavation where ordered by the Engineer. Payment will be on an unclassified basis and no distinction made between rock and earth excavation insofar as payment is concerned. This item will include payment for additional excavation from 0-10 feet deep in the event a grade change is required during construction. Payment width will be 4/3 outside diameter plus 24 inches for pipe and outside diameter plus 36 inches for manholes.

No additional excavation will be computed for payment where the grade change is one foot or less. Where the grade is raised more than one foot, 85% of the resultant reduction in excavation will be computed for credit to the Owner by the Contractor. Payment for unclassified excavation, 0 to 10 feet deep, will be made at the Contract unit price for this item.

The furnishing and installing of additional backfill material for inside or outside roadway shall be considered an integral part of this bid item, and no separate payment will be allowed therefore.

2. Bid Item-Unclassified Excavation 10' to 20' Deep

This item includes payment for excavation where ordered by the Engineer. Payment will be on an unclassified basis and no distinction made between rock and earth excavation insofar as payment is concerned. This item will include payment for additional excavation from 10' to 20' deep in the event a grade change is required during construction. Payment width will be 4/3 outside diameter plus 24 inches for pipe and outside diameter plus 36 inches for manholes.

Revised 8/6/98

No additional excavation will be computed for payment where the grade change is one foot or less. Where the grade is raised more than one foot, 85% of the resultant reduction in excavation will be computed for credit to the Owner by the Contractor. Payment for unclassified excavation, 10' to 20' deep, will be made at the Contract unit price for this item.

The furnishing and installing of additional backfill material for inside or outside roadway shall be considered an integral part of this bid item, and no separate payment will be allowed therefor.

3. Bid Item-Unclassified Excavation-20 and Over Deep

This item includes payment for excavation where ordered by the Engineer. Payment will be on an unclassified basis and no distinction made between rock and earth excavation insofar as payment is concerned. This item will include payment for additional excavation from 20' and over deep in the event a grade change is required during construction. Payment width will be 4/3 outside diameter plus 24 inches for pipe and the outside diameter plus 36 inches for manholes.

No additional excavation will be computed for payment where the grade change is one foot or less. Where the grade is raised more than one foot, 85% of the resultant reduction in excavation will be computed for credit to the Owner by the Contractor. Payment for unclassified excavation, 20' and over deep, will be made at the unit price for this item.

The furnishing and installing of additional backfill material for inside or outside roadway shall be considered an integral part of this bid item, and no separate payment will be allowed therefor.

J. Crushed Stone Refill for Sanitary Sewers

Measurement for payment for crushed stone refill made for the construction of sewers and pipe lines shall be computed from the formula: "trench depth" x "trench width" x "trench length" = allowable volume for payment expressed in cubic yards. Each dimension shall be as defined below:

1. "Trench depth" for refill shall equal the vertical line depth from a point 6 inches below the pipe installed in dirt excavation or 6" below the pipe installed in rock excavation to the bottom of the trench ordered by the Engineer below the aforesaid limit.

2. "Trench width" shall be determined by the formula 4/3 "d" plus twenty-four (24) inches in which "d" equals the nominal internal diameter of the pipe installed in inches.

3. "Trench length" shall equal the actual horizontal measurement along the centerline of the trench less the allowable horizontal dimensions of manholes and other appurtenances as specified below.

Where use of crushed stone refill is directed by the Engineer, it shall be paid for per cubic yard of refill placed. Crushed refill placed at the discretion of the Contractor and not at the direction of the Engineer will not be paid for.

The crushed stone bedding to eight (8) inches above the pipe, as required elsewhere, shall not be measured for payment under this unit of work, but shall

be merged in the unit prices for other units of work of this Contract; and no separate payment shall be allowed therefor.

1.4 REFERENCE STANDARDS

A. American Water Works Association (AWWA)

C-210 Ductile Iron Coal-Tarepoxy Coating

C-302 Reinforced ConcretePipe (Non-Cylinder)

C-500 Gate Valves 3" through 48" for Water and Sewerage Systems

C-600 Installation of Ductile-Iron Water Mains

B. American National Standards Institute (ANSI)

A-21.4 Cement Mortar Lining for Ductile Iron and Gray Iron Pipe and Fittings for Water

A-21.10 Ductile-Iron and Gray Iron Fittings, 3"-48" for Water and Other Liquids

A-21.11 Rubber Gasket Joints for Ductile Iron and Gray Iron Pressure Pipe Fittings

A-21.51 Ductile Iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined Molds, for Water or Other Liquids

C. American Society of Testing Materials (ASTM)

A-48 Ductil Iron Castings

C-39 Compressive Strength of Cylindrical Concrete Specimens

C-76 Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

C-172 Concrete Testing

C-361 RCP Low Head Pressure Pipe

C-443 Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets

C-478 Precast Reinforced Concrete Manhole Sections

C-497 Testing Concrete Pipe, Sections, or Tile

C-923 Resilient Connectors Between Reinforced Concrete Manhole Structures and Pipes

C-1214 Concrete pipe sewerlines by negative air pressure (vacuum)

D-3034 Type PSM Poly(vinyl chloride)(PVC) Sewer Pipe and Fittings

D-3212 Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals

Where materials and methods are indicated in these specifications as being in conformance with a standard specification, it shall refer in all cases to the latest edition of the specifications and shall include all interim revisions. Listing of a standard specification without further reference indicates that the particular material or method shall conform with such listed specification.

1.5 SUBMITTALS

A. Shop Drawings

The Contractor shall submit, for the Engineer's approval, descriptive details and shop drawings covering full details of pipe, fittings, specials, joints and the assembly thereof, joint materials and details thereof and full details and cuts of all castings to be incorporated within the work under this Contract. (Refer to Section 01300).

B. Material Test Requirements

The attention of the Contractor is directed to the provisions of the Conditions of the Contract requiring the inspection and testing of materials to be incorporated in the work included under this Contract. The required tests shall be done by an independent testing laboratory, selected by the Contractor and approved by the Engineer. All such tests shall be at the expense of the Contractor, and no separate payment will be allowed therefor.

Where the total quantity of sanitary sewer pipe required on this Contract, including all pipe sizes, is less than one thousand (1,000) feet, the pipe shall be visually inspected by the Engineer at the site for conformance to the required specifications.

Where the quantities for reinforced concrete pipe, including all sizes, exceeds the above, tests shall be by independent laboratory for conformance with the required specifications. Test shall be made on one-half of one percent (0.5%) of the number of pipe, of each size required, but in no case less than two (2) specimens of each size. Mill certification will be required for any quantity of D.I.P. and PVC pipes.

The number and manner of tests for sewer pipe joints for conformance to the required specifications shall be the same as required for the sewer pipe.

All materials to be incorporated in the construction of gravity sewers and appurtenances required under this Contract shall be subject to inspections and tests as follows:

1. Ductile Cast Iron Gravity Sewer Pipe and Fittings

Where the total quantity of ductile cast iron gravity and pressure sanitary sewer pipe and fittings on this Contract, including all sizes, is less than two hundred (200) tons, each piece shall bear the manufacturer's serial number and shall be certified by the manufacturer for conformance with ANSI A21-51 AWWA C-151 and ANSI A21.10 AWWA C-110.

Where the quantity on this Contract, including all pipe sizes, exceeds the above, tests shall be by independent laboratory for conformance with ANSI A21-51 AWWA C-151 and ANSI A21.10 AWWA C-110.

2. Polyvinyl Chloride(PVC) Sewer Pipe 6” thru 30”

The polyvinyl chloride (PVC) pipe shall be in conformance with ASTM Specification D3034, SDR35 thru 15” and F-794, F-949 or F-679 for 18” thru 30” of the latest revision. Pipe jointing shall be accomplished by the use of flexible elastomeric gaskets conforming to ASTM Specification D-3212.

Acceptance of all PVC pipe and joints shall in part be based on the receipt of a written certification. This certification shall consist of a copy of the manufacturer's test report or a statement by the seller, accompanied by a copy of the test results, that the material has been sampled, tested, and inspected in accordance with the provisions of applicable ASTM standards. Each certification so furnished shall be signed by an authorized agent of the seller or manufacturer. The Contractor shall secure this certification from the manufacturer and furnish to the Engineer. The quantity of PVC pipe and joints to be tested shall not be less than that specified in "Test Requirements", paragraph B of this Section of these Specifications.

3. Reinforced Concrete Pipe

Reinforce concrete pipe shall be conformed to ASTM C-76, Class III or IV, Wall B or C, with inside of pipe coal tar epoxy coated in accordance with AWWA - C210, and shall be furnished with minimum laying lengths of 12 feet pipe with steel end ring joints, and 8 feet for pipe with compressive type joints, unless otherwise approved by the Engineer.

Joints for reinforced concrete sewer pipe 30” and larger in diameter shall be of the steel end ring type conforming to the latest AWWA C-302 specification. Joints to be reinforced concrete sewer pipe 15” through 24” in diameter shall be of the compressive type, in accordance with ASTM Specifications C-361 , Type R-4 (Bell and Spigot) with resilient seals capable of meeting the testing requirements as set forth in ASTM C-1214 Latest Revisions. All rubber gaskets shall be extruded or molded and cured in such a manner that any cross section will be dense, homogenous, and free of porosity, blisters, pitting, and other imperfections. The basic polymer shall be EPDM hydrocarbon rubber. The compound shall conform to the following requirements: EPDM material shall meet ASTM C-443 with the exception of the 40-60 duro hardness; and, resilient interlocked end seals shall have a hardness duro A of 0 to 70 + - 5. The rubber gasket compound shall also conform to AWWA C-302

4. Concrete

For each separate class of concrete of twenty-five (25) cubic yards placed, two (2) standard six-inch (6”) concrete cylinders shall be made and tested.

The cylinders of each set shall be molded from the same sample of concrete and tested at seven (7) and twenty-eight (28) days.

Sampling of concrete for test purposes shall be per ASTM C-172. Testing of specimens shall be per ASTM C-39.

5. Miscellaneous Materials

All material used on this project shall be visually inspected by the Engineer at the site for conformance to the required specifications.

Where reasonable doubt exists that said material fails to meet the specifications, the Engineer may require certified mill test, samples and/or test by independent laboratory, or other suitable form of verification that the material meets the required specifications.

1.6 PRODUCT DELIVERY, STORAGE AND HANDLING

A. Materials delivered to site shall be inspected for damage, unloaded and stored with the minimum of handling. Store materials on site in enclosures or under protective coverings. Store plastic piping and rubber gaskets under cover and protect from exposure to direct sunlight. Store materials above ground. Interior of pipe and fittings shall be kept free of dirt and debris.

B. Pipe, fittings, valves, hydrants and other accessories shall be handled to insure delivery to the point of installation in sound undamaged condition. If coatings or linings of pipe or fittings are damaged, such pipe or fittings shall be removed from the site and new materials furnished at no extra cost. Pipe shall not be left in the sunlight, but shall be stored under cover and protected from exposure to direct sunlight.

PART 2 PRODUCTS

2.1 GENERAL

All material and equipment shall be furnished by an established and reputable manufacturer or supplier. All materials and equipment shall be new and shall be first-class ingredients and construction, designed and guaranteed to perform the service required and shall conform with the following specifications or shall be the product of the listed manufacturer or equal thereto as approved by the Engineer.

2.2 MATERIAL

A. Polyvinyl Chloride(PVC) Sanitary Sewers

1. PVC Sewer Pipe

The sanitary sewer pipe furnished and installed on this project shall be PVC conforming to the following specifications, unless shown otherwise on the Contract Drawings or in the Contract.

a. PVC Sewer Pipe

Polyvinyl chloride (PVC) sewer pipe furnished and installed on this project shall be in conformance with the requirements of ASTM Specification D3034 for SDR35 pipe. Laying lengths shall be regular commercial lengths not to exceed thirteen (13) feet.

b. Pipe Markings

All PVC pipe shipped to the project shall bear the mark of an approved testing laboratory showing that such pipe was tested and approved by the testing laboratory at the site of the manufacturer's plant. Testing of PVC pipe shall conform to ASTM D3034. Certified test reports shall be furnished to the Engineer.

The quantity of PVC pipe to be tested shall not be less than that specified in "Test Requirements", paragraph 1.5-B of this Section of the Specifications.

2. Joint Material for PVC Sewer Pipe

The Contractor shall furnish the Engineer with complete technical and construction data on the jointing material he proposes to use on this Project and shall obtain the Engineer's approval prior to incorporating the jointing material into the work.

The jointing material furnished and installed on this Project for use on PVC sewer pipe shall be flexible, elastomeric type, push-on joints conforming to the requirements of ASTM D-3212. These joints shall be field assembled in conformance with the manufacturer's recommendations.

The testing and certification requirements for sewer pipe joints shall be similar to those described for sewer pipe, and shall be in conformance with the applicable ASTM standards. The minimum number of joints to be tested shall be specified in "Test Requirements", paragraph 1.5-B of this Section of the Specifications.

B. Ductile Iron Gravity and/or Pressure Line Sewers

1. Ductile Iron Sewer Pipe

The ductile iron pipe and fittings furnished and installed on this project shall conform to the requirements of ANSI 21.51/AWWA C-151 and ANSI A21.10/AWWA C-110, respectively. Pipe Class shall be 52 unless otherwise indicated on the Drawings. All ductile iron pipe and fittings shall be cement-mortar lined in accordance with ANSI A21-4/AWWA C-104. Pressure rating for fittings in sizes 4" through 24" shall be 350 psi minimum for ductile iron. Pipe Class to be visibly cast or stamped on the outside of pipe

All ductile iron pipe and fittings shipped to the project shall bear the mark of an approved testing laboratory showing that such pipe was tested and approved by the testing laboratory at the site of the manufacturer's plant. Testing shall conform to all requirements of ANSI 21.51/AWWA C-151 and ANSI A21.10/AWWA C-110. Certified test reports shall be furnished to the Engineer.

The quantity of ductile iron pipe and fittings to be tested shall not be less than that specified in "Test Requirements", paragraph 1.5-B of this Section of these Specifications.

2. Joint Material for Ductile Iron Gravity Sewers

The joints used for the pipe furnished under this Contract shall be the slip-type, single gasket joints and shall conform to all requirements of ANSI, A21.11 and AWWA C-111. The joints shall be good for 150 pounds per square inch of operating pressure.

The joint material furnished and installed on this Project for use on ductile iron gravity and/or pressure line sewers shall be the gasket type push-on joint equal to "Bell-Tite", "Fast-Tite", or "Tyton" fittings. Mechanical type fittings may be used on short sections of ductile iron gravity sewers if approved by the Engineers. Fittings shall not be lighter than the pipe for which they are used and shall be field assembled in conformance with the manufacturer's directions.

Ductile iron gravity sewers shall not be connected to concrete or clay gravity sewers except by means of a manhole or by other methods approved by the Engineer.

C. Reinforced Concrete Pipe (RCP) Sanitary Sewers

1. Pipe (RCP)

Reinforced concrete pipe shall be conformed to ASTM C-76, Class III or IV, Wall B or C, with inside of pipe coal tar epoxy coated (average 20 mil thick with min. 16 mil). AWWA - C210, and shall be furnished with minimum laying lengths of 12 feet for pipe with steel end ring joints, and 8 feet for pipe with compressive type joints, unless otherwise approved by Engineer.

2. Joint Materials for Concrete Sewer Pipe (RCP)

Joints for reinforced concrete sewer pipe 36” and larger in diameter shall be of the steel end ring type conforming to the latest AWWA C-302 specification. Joints for reinforced concrete sewer pipe 15” through 30” in diameter shall be of the compressive type, in accordance with ASTM Specifications C-361, Type R-4 (Bell and Spigot) with resilient seals capable of meeting the testing requirements as set forth in ASTM C-1214 Latest Revision. All rubber gaskets shall be extruded or molded and cured in such a manner that any cross section will be dense, homogenous, and free of porosity, blisters, pitting, and other imperfections. The basic polymer shall be EPDM hydrocarbon rubber. The compound shall conform to the following requirements: EPDM material shall meet ASTM C-443 with the exception of the 40-60 duro hardness; and, resilient interlocked end seals shall have a hardness duro A of 0 to 70 + - 5. Steel end rings per this paragraph may be uesd on 24” and 30” pipe in lieu of compressive seals. The rubber gasket compound shall also conform to AWWA C-302.

D. Six-Inch (6”) Tee Connectins for House Services

Construction, Installation and material of pipe containing tee openings and the joint materials for the same shall be in conformance with the requirements of the specifications for PVC or DIP sewer where installed. All tees on concrete pipe shall be manufactured by coring the reinforced concrete pipe and cement epoxying a PVC hub on the pipe for full depth of the pipe wall using a “Kor-N-Tee” resiliant compressive fitting.

E. Six-Inch (6") House Services

The furnishing, constructing and installing of all materials and/or methods used in the construction of six-inch (6") house sewer services shall be as specified in the applicable provisions of paragraph 3.2-D of this Section of the Contract Specifications and as shown on Drawing.

F. Service Reconnections

The furnishing, constructing and installing of all materials and/or methods used in the construction of reconnecting all "live" sanitary services shall be as specified in paragraph 3.2-E of this Section of the Contract Specifications and as shown on Drawing.

G. Polyvinyl Chloride Sewer Cleanout Assemblies

Polyvinyl Chloride (PVC) sewer pipe and fittings furnished and installed on this project for cleanout assemblies shall be in conformance with Paragraph 2.2 - A of this section using flexible joints if replaced from the main. If a cleanout assembly is inserted into an existing lateral, the PVC pipe and fittings may conform to 2.2-A or ASTM D1785, Schedule 40 PVC1120 with D2466 solvent welded fittings per Metropolitan Plumbing Code.

H. Manholes and Appurtenances

1. Standard Manhole Sidewall

Standard manhole sidewall shall be constructed of concrete of the following types:

a. Precast concrete rings

b. Precast concrete manhole sidewalls with base

c. Precast concrete monolithic manhole sidewall

d. Precast concrete monolithic manhole with base

e. Poured-in-place concrete monolithic manhole sidewall.

Concrete for precast or poured-in-place concrete manhole sidewall shall be Class "C" as specified in Section 03300.

All precast concrete manhole sidewall shall conform to the requirements of ASTM C-478.

2. Concrete Manhole Bases and Fillets

Concrete manhole bases and fillets may be precast with the manhole sidewall or poured-in-place conforming to the following requirements:

a. Precast Manhole Bases and Fillets

All materials and methods used to precast manhole bases and/or fillets shall conform to the applicable provisions for precast manhole sidewall as set out in these Specifications.

b. Poured-in-Place Manhole Bases and Fillets

Concrete for poured-in-place plain concrete base and fillets shall be Class "A" as specified hereinafter and conforming to the requirements of P.C.A. Specifications for Plain and Reinforced Concrete.

Class of Concrete "A"

Gals. Water per sack of cement 5.5

Min. bags cement per cubic yard of

concrete 5.75

Min. 28 day strength 1 cylinder

lbs./sq.inch 2800

Min. 28 day strength average

for 5 cylinders lbs/sq. inch 3500

Slump in inches 2-4

3. Manhole Frames and Covers

Manhole frames and covers shall be made of cast iron conforming to the details shown on the Contract Documents and meeting the requirements of ASTM A-48, Class 30.

All casting shall be made accurately to the required dimensions and shall be sound, smooth, clean and free from blisters and other defects. Defective castings which have been plugged or otherwise treated to remedy defects shall be rejected. Contact surfaces of frames and covers shall be machined so that the covers rest securely in the frames with no rocking and with the covers in contact with the frames for the entire perimeter of the contact surface.

4. Manhole Drop Pipe Assembly

Pipe, specials and fittings used in the construction of the manhole drop assembly shall conform to the details shown on the Contract Documents and meet the requirements of that portion of the main sewer where installed.

The support for the outside drop assembly shall be concrete and shall conform to the details shown on the Contract Documents and the requirements as specified hereinafter.

Concrete for the base and support of the drop assembly shall be Class "A" as specified in these Specifications.

Inside drop assembly shall be constructed and supported as detailed on the Contract Documents.

5. Pipe Resilient Connectors to Manholes

Resilient connectors between the manhole and pipes such as Kor-N-Seal or A-Lok shall be installed in the precast or cored opening manhole wall. Sealing material shall be installed in the precast or cored opening. The resilient connector shall meet the requirements set forth in ASTM C-923. An external bond made entirely of corrosion resistant stainless steel shall be used to effect the seal around the pipe.

6. Sealant and Coatings

a. Sealant to be used in joints and where specified shall be an approved flexible plastic gasket similar to Ram-Nek.

b. A penetrant coating, similar to Durpal, that is an inorganic polymer penetrating solution shall be applied to manhole side walls and where specified.

c. Sealant similar to Drycon Grey and Drycon White which consists of Portland cement and finely graded mineral fillers and inorganic co-polymer additives and an inorganic polymer solution similar to Duripal-H having a non-silicone base shall be used to coat manhole sidewalls.

7. Stubouts

Stubouts shall be the "bell" or "hub" end of a joint of pipe conforming to the requirements of the main sewer or PVC.

8. Manhole Steps

Manhole steps shall be inserted and securely embedded in the manhole sidewall and shall be non-skid design, plastic coated steel or aluminum alloy.

Aluminum alloy manhole steps shall be Alcoa aluminum-magnesium silicide type alloy conforming to Federal Specifications QQ-A-200/8, or approved equal.

Plastic coated steel manhole steps shall be constructed of 1/2" steel reinforcing rods encapsulated in polypropylene plastic.

9. Vent Pipe Assemblies

The pipe shall be Schedule 40 steel pipe or Class 52, ductile cast iron pipe, cement mortar lined. Ductile iron pipe and fittings shall be commercial blast cleaned (SSPC-SP6) and shop primed with one coat of red primer, Inertol #621.

I. Concrete Encasement and/or Cradle

Concrete for concrete encasement and/or cradle shall be Class "B" as specified in Section 03300.

J. Grouting of Abandoned Sewers

The concrete shall be in accordance with Section 03300. Contractor may use concrete that has a slump of up to twelve (12) inches and an aggregate of 3/8" stone to facilitate pouring the concrete. However, concrete shall still have a minimum 28 day strength average of 2000 lbs. per square inch.

PART 3 EXECUTION

3.1 INSTALLATION

A. Polyvinyl Chloride (PVC), Ductile Iron (DIP), Reinforced Concrete (RCP) Gravity Sanitary Sewers

1. General

The Contractor shall be responsible for setting all grade stakes, lines and levels and preparation of cut sheets. The Contractor shall provide level, level rod and tripod on the job site at all times for the purpose of checking grades, as deemed necessary by the Engineer.

All grade and alignment stakes for construction under this project shall be set by a land surveyor registered to practice in the State, and all costs thereof shall be borne by the Contractor. The requirement for this work to be accomplished by a registered land surveyor may be waived by the Engineer in the event the Contractor desires to utilize his own personnel who are qualified to set the grade and alignment stakes. The Contractor shall assume all responsibility for the correctness of the grade and alignment stakes.

The Contractor may use batter boards or a properly calibrated beam device. No claim for extra work will be allowed for alleged inaccuracy of the laser beam device. Grade hubs for laser beams shall not exceed 100 feet apart with centerline hubs every 50 feet to check laser and grade between manholes.

If the Contractor elects to use batter boards, he shall provide and maintain on the work at all times a gauge rod of sufficient length to reach from the invert of the sewer pipe being laid to the top line strung on the three batter boards. The gauge rod shall be graduated and numbered each foot of its entire length. The gauge rod shall be equipped with either a plumb line or two spirit levels and the utmost care used to insure a truly vertical gauge rod at the time a reading is taken and pipe is being set.

One week prior to the commencement of trench excavation, the Contractor shall prepare and submit to the Engineer for review four (4) copies of detailed Cut Sheets showing the beginning and ending manholes; the distance between manholes; the grade, size and type of line; the depth of cut; etc. The form of Cut Sheet shall be provided to the Contractor. All expense for the preparation of Cut Sheets shall be borne by the Contractor and be included in the unit price bid per foot of pipe.

Cut Sheets must be reviewed by the Engineer in writing before trenching operations may be permitted. It shall be the responsibility of the Contractor to prepare Cut Sheets (one week) in advance of his anticipated trenching schedule.

The junction of two or more sewers shall be made in strict conformance with the Contract Drawings. The cost of all connections shall be included in the Contract price for the new sewers unless specifically provided in the Contract.

New sewer connections with existing sewers shall be made within a manhole. Where an existing manhole is the point of connection for new a sewer, it shall be repointed and any loose bricks or blocks in the walls of the old existing manhole shall be relaid. The Contractor shall reconstruct fillet (invert) of the manhole to accommodate the new connection. The cost of such work shall be included in the Contract price for new main sewer unless other payments are specifically provided for in these specifications.

Outside manhole drop assemblies shall be constructed should they be necessary to connect a new sewer to an existing manhole. Manhole drop assemblies to be constructed for existing manholes shall be per Paragraph 2.2-G.4 of this Section, and as detailed in the Contract Documents.

Where no manhole exists at the point of connection, a new manhole shall be constructed of the size and type shown on the Contract Drawings. Payment for such additional manholes will be made at the unit price in the Contract for new manholes, which price shall include all work necessary to make the connection.

Connections of new sewers to existing sewers when encountered in construction and not shown on the Contract Drawings shall be made where ordered by the Engineer. Such connections shall be made within a manhole, except for house sewer and drain connections. When such sewer connections are made within an existing manhole, any added work involved will be paid for in accordance with the procedure outlined in the Conditions of the Contract. If the Engineer orders such connections be made in a new manhole, such new manhole will be paid for at the prices established in the Contract, which price shall include all work necessary to make the connections.

When connections are made with sewers carrying sewerage or water, special care must be taken that no part of the work is built under water; a flume or dam must be installed and pumping maintained if necessary to keep the new work in the dry until completed and concrete or mortar has set up.

Junctions for future sewer connections indicated on the Contract Drawings on precast concrete manholes shall be provided with a 2' - 0" long stubout connected to the manhole with a pipe resilient connector. The stubout shall be sealed by means of an approved stopper.

2. Pipe Laying

Installation of PVC pipe should conform to ASTM D-2321 and these Specifications. In case of a conflict between these specifications and the above Standards, the more stringent requirements shall apply. Each pipe shall be laid on an even, firm bed, so that no uneven strain will come to any part of the pipe. Particular care shall be exercised to prevent the pipes bearing on the sockets. Bell holes for bell and spigot pipe shall be dug at each point as hereinbefore specified. Each pipe shall be laid in the presence of the inspector. The bell end of the pipe shall be laid upgrade.

The foundation under, the bedding around and over, and the backfill within the trench of the sewer pipe shall be as specified in these specifications under Section 02223 - "Backfilling".

The interior of the sewer shall, as the work progresses, be cleaned of all dirt, jointing material and superfluous materials of every description. On small pipe sewers where cleaning after laying must be difficult, a swab or drag shall be kept inside the pipe line and pulled forward past each joint immediately after its completion.

Proper and suitable tools and equipment for the safe and convenient handling and laying of the pipes and fittings shall be used. Great care shall be taken to prevent the pipe coating from being damaged, particularly on the inside of the pipes and fittings.

All pipe shall be completely shoved home.

B. Six-Inch (6”) Tee Connections for House Services

This item shall include the furnishing and installating six-inch (6”) tee connections for house services at locations shown on the Contract Drawings or as specified by the Engineer during construction.

Construction, installation and material of pipe containing tee openings and the joint materials for the same shall be in conformance with the requirements of the specifications for that portion of the main sewer where D.I.P. or PVC’s installed. Where provided for future house sewer service connections and as directed by the Engineer, the sewer service line shall be extended a minimum of 4 feet and capped as specified under paragraph 3.1-D of this Section of these Specifications.

C. Six-Inch (6") House Sewer Services

This item shall include furnishing and installing six-inch (6") house sewer service sanitary sewers at the locations as shown on the Contract Drawings or as directed by the Engineer during construction. It shall also include bends, caps and joint material as specified herein.

The furnishing, construction and installing of all materials and/or methods used in the construction of six-inch (6") house sewer services shall be as specified in the applicable provisions of paragraph 3.1-A of this Section and paragraph 3.1-B of this section of the Contract Specifications and as shown on Drawing, except as herein provided.

The location of all six-inch (6") house sewer services shall be as directed by the Engineer during construction. It will not be necessary that said sewers be laid with a batter line, but in no case shall it be less than one-eighth-inch (1/8") per foot.

The pipe material and method of jointing shall be the same as specified for the main sewer.

Where directed by the Engineer for future house sewer services, the Contractor shall saw off the bell of the last joint of 6" sewer pipe laid on each service line and cap the end of each service line with a Quik Cap flexible (PVC) cap (Fernco or approved equal) with an external band made entirely of corrosion-resistant stainless steel to effect the seal around the pipe. No additional payment will be allowed for cutting and capping the service pipe.

D. Service Reconnections

1. General

This item shall include the furnishing of all materials and doing all work necessary to reconnect each "live" sanitary sewer service to the new sanitary sewer collector lines. It shall be the responsibility of the Contractor to determine whether a service is "live' and whether it is sanitary sewer. No payment will be made for reconnecting a "dead" service. After separation of the storm and sanitary sewers, the Owner reserves the right to sample and test the storm water discharges. If tests reveal fecal coliform, which would be an indication of a sanitary sewer connection(s) remaining on the storm sewer, the onus is on the Contractor to show all "live" sanitary reconnections have been made regardless of the level of effort necessary to so prove.

2. Cleanout Assembly

Each reconnected service shall be provided with a six-inch (6") single cleanout assembly as per details shown on the Contract Drawings. Cleanout shall be complete as shown on detail.

3. Reconnection

Reconnections of dissimilar pipes shall be made with a corrosion resistant coupling with stainless steel hose clamps (Fernco or approved equal). Reconnection shall be as per details shown on the Contract Drawings.

E. Manholes and Appurtenances

This item shall include the furnishing of all materials and doing all work necessary for the complete construction of standard and/or special manholes of the types, sizes, shapes, dimensions and at the locations shown on the Contract Documents.

1. Manhole Bases and Fillets

a. Precast Manhole Bases

The Contractor shall install the precast concrete manhole base upon a crushed stone (No. 67, 57 or approved equal) bed that is a minimum of six (6) inches thick. This bed shall be carefully brought to the required grade. Care shall be taken that the bed is level and even so that when the precast unit is set in place, the manhole sidewall will be installed plumb and the concrete manhole base is in full contract upon the gravel base.

The precast manhole base shall be a minimum of six (6) inches in thickness. For 48” diameter manhole and 8” for 60” and 72” diameter manholes. For units that require the fillets to be poured-in-place, a minimum of two (2) inches shall be allowed from the inside of the base to the Invert of the downstream pipe for the construction of the fillet.

Backfilling operations, as specified herein, may begin after the installation of the precast manhole sidewall with base has been completed. Upon completion of the backfilling operations, traffic may be allowed on the structure.

b. Poured-In-Place Manhole Bases and Fillets

All concrete shall be adequately protected from injurious action of the sun by keeping it wet, covering with water-saturated cover, or other methods approved by the Engineer.

In cold weather concrete shall be mixed and placed only when the temperature is at forty degrees (40o)F. or above, and rising, unless specifically authorized by the Engineer, in which event all materials shall be heated in a manner approved by the Engineer. In freezing weather, suitable means shall be provided for maintaining the concrete at a temperature of at least fifty degrees (50o)F. for a period not less than seventy-two (72) hours after placing, or until the concrete has hardened. Salt, chemicals or other foreign materials shall not be mixed with the concrete for the purpose of preventing freezing, unless approved by the Engineer.

The poured-in-place manhole bases shall be allowed to set a minimum of twenty-four (24) hours before installing the manhole sidewall.

The monolithic concrete or the lower section of the precast ring sidewall shall be installed on the manhole base with a bond of cement mortar.

The bond shall be prepared by placing a "bead" of cement mortar, a minimum of three (3) inches thick, upon the manhole base and lowering the sidewall unit onto the mortar. The mortar forced from beneath the sidewall shall not be removed, but shall be troweled to the manhole sidewall to form a fillet or chamfer around the base of the sidewall.

Care shall be taken to insure that the manhole sidewall is installed plumb and truly vertical. To this end the Contractor shall take care, when pouring the concrete manhole base, to finish it to a horizontal surface.

When approved by the Engineer, the manhole sidewall may be set on concrete block supports and the required base poured up to and around the manhole sidewall. The base shall then be allowed to set for twenty-four (24) hours. Care shall be taken to prevent concrete being poured up to or around the resilient pipe line connector.

c. Fillets

Except as otherwise specified, fillets in manholes shall be tapered uniformly between the inverts of the inlet pipe and the outlet pipe. Fillets in junction manholes shall be constructed with curved channels for side streams so as to minimize turbulence as shown on detail. Fillets in end manholes shall be shaped to drain to the discharge pipe.

In cases where the invert of the inlet pipe(s) is six (6) inches or more above the invert of the outlet pipe, the flow line of the fillet at the inlet side shall not be greater than six (6) inches above the invert of the outlet pipe so as to provide clearance for maintenance or testing equipment.

Fillets shall be neatly and uniformly shaped, shall have a brushed finish, and shall be constructed of concrete as specified herein. No cement mortar shall be used to obtain the required shape or finish.

All cost of manhole fillets shall be included in the Contract unit price, and no separate payment will be allowed therefor.

The area on the inside of the manhole around the juncture of the sidewall and the fillet shall be waterproofed as specified in the following Specifications.

2. Manhole Sidewall

a. Precast manhole sidewall

1. The Contractor shall carefully order the precast manhole sidewall to meet the required field conditions. The height of the unit in place shall be such so as to allow a adjusting rings to be placed on top of the manhole transition section prior to setting the casting. A minimum of two (2) inches and/a maximum of ten (10) inches of precast concrete adjustment rings will be allowed. The maximum distance from top of casting to the start of corbell section shall be 18”. A precast concrete adjusting ring must be used for this purpose.

2. The "corbell" section of the manhole sidewall shall be cast in the shape of a concentric cone.

3. At all joints of precast manhole sidewall, an approved flexible, plastic gasket material similar to Ram-Nek shall be applied to the joint surface prior to the placement of the next manhole section. sufficient gasket material shall be used to fill the void in the joint.

4. The Contractor shall take cared while backfilling that the backfill material shall be brought up all around the manhole sidewalls in equal levels simultaneously.

5. All pipe line connections to the manhole sidewall shall be made with resilient connectors as specified hereinafter.

b. Poured-in-Place concrete monolithic sidewall

1. The Contractor shall carefully place the forms so the manhole casting may be set accurately to match the finished grade of the adjacent street and/or ground line with allowance of one 2” adjustment ring.

2. The "corbell" section of the manhole sidewall shall be cast in the shape of a concentric cone.

3. For each day's pour, two test cylinders should be made and tested in compliance with ASTM C-173, ASTM C-31 and ASTM C-39. These testings shall be done by a testing laboratory selected, employed and paid for by the Contractor.

The Contractor shall submit to the Engineer and the Owner his choice of a testing laboratory for their approval. The Contractor shall instruct the testing laboratory to forward copies of the test reports to the Engineer and the Owner.

4. The maximum depth of manholes shall not exceed twenty feet. The minimum wall thickness for 4'-0' inside diameter manholes shall be 6 inches. The minimum wall thickness for 5' and 6' inside diameter manholes shall be 8 inches.

5. The base concrete shall be Class "C" as stated above, vibrated on firm sub-grade foundation of suitable crushed stone bedding. The base shall have a minimum diameter 8 inches greater than the outside diameter of the manhole and a minimum thickness of 8 inches.

The first placement of base concrete shall consist of approximately 1/2 cubic yard of concrete deposited evenly around the walls and vibrated until there is a minimum slope of 60 degrees from the bottom of the forms to the bearing surface both inside and outside of the manhole. Additional concrete must be deposited in evenly distributed layers of 18 inches with each layer vibrated to bond to the preceding layer. The wall spacers must be raised as the placements are made with the area from which the spacer is withdrawn being carefully vibrated.

6. Should a cold joint become necessary, a formed groove and reinforcing dowels (#5 bars 36 inches long and 12 centers) will be required in the top of the first placement for shear protection. Immediately before the second placement is made, the surface of the cold joint shall be thoroughly cleaned and wetted with a layer of mortar being deposited on the surface.

7. The forms may be removed 24 hours after placement.

8. The monolithic manholes shall be backfilled to same level simultaneously all around. The manholes shall be backfilled until they reach 75% of the specified design strength. A select gravel backfill material shall be placed adjacent to the manholes in areas where swelling clays exist.

9. A resilient connector shall be utilized to connect pipe to manhole sidewall.

3. Manhole Frames and Covers

The manhole frame for the cover shall be set on the manhole sidewall in a full cement mortar bed, at the required elevation. Where manholes are constructed in paved areas or fill slopes, the surface of the frame and cover shall be tilted so as to conform to the exact slope, crown and grade of the existing pavement or area adjacent thereto. Vertical adjustments to new and existing manhole frames and covers will be exclusively with concrete adjustment rings in available heights or mortar when adjustments below two (2) inches are required.

4. Manhole Drop Pipe Assembly

Where the difference in invert elevations of an entering sewer and a discharging sewer, intercepting in the same manhole, is two (2) feet or more, a drop manhole assembly shall be constructed on the entering sewer in accordance with Paragraph 2.2-G.4 of this Section specifications and per details shown on the Contract Drawings.

All cost of furnishing, constructing and installing manhole bases, fillets, sidewalls, castings and all other work necessary for a complete creek bottom manhole to the details as shown on the Contract Documents shall be included in the Contract unit price for Creek Bottom Manholes, and no separate payment will be allowed therefor.

5 Pipe Resilient Connectors to Manholes

All connections of pipe to manhole sidewall shall be made with resilient connectors. Openings in the manhole sidewall for the pipe shall be precast or cored to provide required size and location. The hole shall be manufactured to allow for lateral and vertical movement, as well as angular adjustments through 20 degrees. A resilient connector between the manhole and pipes such as Kor-N-Seal or A-Lok shall be installed in the precast or cored openings. Seals shall be installed in the precast or cored opening. The resilient connector shall meet the requirements set forth in ASTM C-923. The insulator ring provided by manhole supplier must be used to prevent mortar used for cosmetic dressing to set up inside resilient connector creating an adverse rigid connection. An external band made entirely of corrosion resistant stainless steel shall be used to effect the seal around the pipe. A torque wrench, as specified by the manhole supplier or approved equal, must be used to seat resilient connector to pipe.

As shown on the detail for resilient connectors, the void between the pipe and the connector shall be filled with an approved flexible gasket material.

Resilient connectors shall be considered an integral part of the manhole sidewall, and no separate payment will be allowed therefor.

6. Sealing

The sealing of the joints in the manhole sidewall and inverts of the manhole shall conform to the following specifications for waterproofing and sealing. Safety regulations and precautions set out by the paint manufacturer and OSHA shall be strictly observed.

All joints between sections of precast manhole sidewall shall be sealed with an approved flexible plastic gasket similar to Ram-Nek which shall be applied to the joint surface prior to the placement of next manhole section. Sufficient gasket shall be used to fill the void in the joint.

On all manholes installed on a poured-in-place base, after completion of manhole fillet, the area where the inside manhole sidewall joins the manhole fillet shall be waterproofed by applying a sealant. This will not be required on manholes where the base is precast or poured-in-place monolithicly with the manhole sidewall.

The area to be waterproofed shall extend up the manhole sidewall and out onto the manhole fillet approximately six (6) inches from the juncture of the sidewall and the fillet.

When specified a pentrant coating, similar to Durpal, that is an inorganic polymer penetrating solution, shall be applied to these areas. It can be applied by brushing or spraying. This material shall act as a prime coat and as a surface stabilizer.

After a reasonable curing time (one hour), the above areas shall then be coated with at least two coats of sealant: one grey coat and one white coat of Portland cement slurry, similar to Drycon Grey and Drycon white, which consists of Portland Cement and finely graded mineral fillers and inorganic co-polymer additives that will prevent seepage of water through manhole wall under hydrostatic pressure. These two coats must be applied by brush to the dampened surface to be served and be able to withstand a hydrostatic pressure of 7 psi (16 feet of water).

A final coat will be inorganic polymer solution similar to Duripal-H having a non-silicone base. This final coat will be applied by spraying or brushing the liquid over the final white coat of sealant to provide resistance against chemical attack.

Sealing shall be considered an integral part of the manhole sidewall, and no separate payment will be allowed therefor.

7. Stubouts

Provisions for future sewers will be provided by installing a 24" long stubout to the size, line and grade indicated. Such "stubouts" shall be the "bell" or "hub" end of a joint of pipe, conforming to the requirements of the main sewer. The "bell" or "hub" shall be plugged with a disk stopper of the same material and sealed in place with the same joints as specified for the main sewer. All cost involved in placing the "stubouts" shall be included in the Contract unit price for manhole sidewall, and no separate cost will be allowed therefor.

8. Manhole Steps

Manhole steps shall be inserted and securely embedded in the manhole sidewall. Manhole steps shall be considered as an integral part of the manhole sidewall, and no separate payment will be allowed therefor.

9. Vent Pipe Assemblies

The vent pipe shall be located out of a travel way, in back of a curb or sidewalk, or as called for on the plans. The pipe is to be painted with one coat read lead primer, Phenolic Resin Varnish Base, Inertol #621, and followed by two (2) coats of epoxy ester intertol ponkote enamel. Primer shall be allowed to dry 72 hours in good weather and shall be thoroughly dry before recoating. Top coat of paint shall be dark green.

The top of the vent pipe shall not be less than nine (9) feet above the existing ground line or set to the elevation as indicated on the Contract Drawings.

Concrete foundation for manhole vent pipe assemblies shall be Class "A" concrete as specified in these Specifications. Forms will not be required unless the foundation is located in backfill materials.

F. Concrete Encasement and/or Cradle

Concrete for concrete encasement and/or cradle shall be Class "B" as specified herein and conforming to the requirements of P.C.A. Specifications for Plain and Reinforced Concrete.

All concrete shall be adequately protected from injurious action of the sun by keeping it wet, covering with water-saturated covering, or other methods satisfactory to the Engineer.

Concrete shall be mixed and placed only when the temperature is at forty degrees (40o)F. or above and rising, unless specifically authorized by the Engineer, in which event all materials shall be heated in a manner approved by the Engineer. In freezing weather, suitable means shall be provided for maintaining the concrete at a temperature of at least fifty degrees (50o)F. for a period not less than seventy-two (72) hours after placing, or until the concrete has hardened. Salt, chemicals, or other foreign materials shall not be mixed with the concrete for the purpose of preventing freezing, unless approved by the Engineer.

Concrete shall be placed before initial set has occurred and in no event after it has contained its water content for more than thirty (30) minutes.

All concrete shall be placed in the dry, upon clean, damp surfaces, free from water, and never upon soft mud or dry earth.

Freshly placed concrete shall be protected from wash by rain, flowing water, mud deposits and other injurious conditions.

Care shall be taken when placing concrete cradle and/or encasement that the sewer pipe is not moved from its proper grade and alignment.

Imperfect or damaged work, or any material damage before final acceptance, shall be satisfactorily replaced by the Contractor at his own expense. Removal and/or replacement of concrete work shall be done in a manner that will not impair its strength.

3.2 CONSTRUCTION TESTING

A. General

It is the intent of these specifications to secure pipe lines with a minimum amount of leakage. All gravity pipe lines shall be tested for infiltration; and, if designated in the Specifications, also for exfiltration.

B. Testing of Gravity Sewers

1. Visual Tests

Upon completion of the construction, or earlier if the Engineer deems advisable, the Engineer will make a visual inspection of the sewer and construction site. The Contractor shall immediately repair all leaks and defects found by such inspection.

In addition to general cleanup and leakage, the following standards shall be used to determine failure or defects of this project.

Sewers must be built so as to remain true to line and grade. The inclining grade of the bottom of the sewer after completion shall be such that after flooding the flood water will drain so that no remaining puddle of water will be deeper than one-half (1/2) of an inch on pipe thirty-six (36) inches internal diameter or smaller, and three-quarters (3/4) of an inch on pipe larger than thirty-six (36) inches internal diameter. Any section of pipe that does not comply with the specifications at any time previous to final acceptance of the work shall be replaced or relaid at the Contractor's expense.

The Contractor will be held strictly responsible that all parts of the work shall bear the load of the backfill. If cracks one-hundredth (1/100) of an inch or larger develop in the reinforced concrete pipe within one year from the date of final acceptance of the work, the Contractor will be required to correct, at his expense, all such pipe defects. Correction may include replacement or installation of internal pipe lining material.

2. Low Pressure Air Tests

A. Positive Pressure Test

Upon completion of construction, or earlier if the Engineer deems advisable, the Contractor will provide the necessary equipment and labor to perform low positive pressure air tests in accordance with the provisions of ASTM C 924 or ASTM C1103.

This test shall be performed in the presence of the Engineer and shall be performed on all types of gravity sewer pipe materials. This test shall also include the house sewer services to the cleanout assembly and service lines from manholes. It is imperative that plugs be installed and braced to prevent blowouts. A 6 psi pressure relief device must be used. No one will be allowed in or near the manholes during pressurization, testing, or depressurization.

B. Negative Pressure Test

Upon completion of construction, or earlier if the Engineer deems advisable, the Contractor will provide the necessary equipment and labor to perform low negative pressure air tests in accordance with the provisions of ASTM C1214. This test shall be performed in the presence of the Engineer and shall be performed on all types of gravity sewer pipe materials. This test shall also include the house sewer services to the cleanout assembly and service lines from manholes. It is imperative that plugs be installed and braced to prevent blowouts. A 6 psi pressure relief device must be used. No one will be allowed in or near the manholes during pressurization, testing, or depressurization.

3. Infiltration Tests

Ground water above the pipe will reduce air loss. If the section of line under test shows significant infiltration, the Contractor, at no added compensation over the Contract price for the sewers, shall furnish, install and maintain a V-notch sharp crested weir in a wood frame tightly secured at the low end of each sewer lateral and at locations on the main sewers directed by the Engineer. Infiltration testing procedures shall follow ASTM C-969 except that maximum allowable infiltration shall be 25 gallons per mile per inch of diameter of sewer per 24-hour day at any time. The joints shall be tight, and visible leakage in the joints or leakage in excess of that specified above shall be repaired at the Contractor's expense by any means found to be necessary.

When infiltration is demonstrated to be within the allowable limits, the Contractor shall remove such weirs.

Infiltration tests may be required for the complete line or any portion thereof. Failure of any part of the line to pass an infiltration test shall be sufficient reason to require additional work by the Contractor to reduce the amount of infiltration in such portion of the line tested.

The passing of an infiltration test shall in no way relieve the Contractor of any responsibility to repair visible leaks found during the visual inspection.

4. Internal TV Inspection

The Department of Water and Sewerage Services may conduct an internal inspection of the sewer with a Television instrument at no cost to the Contractor. The Contractor will be responsible for correcting all deficiencies discovered by this TV inspection at no additional cost to The Metropolitan Government.

5. Deflection Tests

No pipe will be accepted that has deflected more than 5%.

All polyvinyl chloride (PVC) sewer pipe shall pass a go/no-go, mandrel inspection sized as shown in the table below. The test shall be conducted after the pipe is in place and not less than thirty (30) days after the pipe has been completely backfilled. To insure accurate testing, the sewer lines shall be thoroughly cleaned before testing. Any section that fails to pass shall be repaired by rebedding or replacement of the pipe and retested to satisfaction of the Engineer. The mandrel will be provided by the Owner or the Contractor may provide a mandrel approved by the Engineer. The mandrel shall be pulled by hand freely through the sewer pipe from manhole to manhole.

PVC Pipe Nominal Size Mandrel Size

Inches Inches

8 7.28

10 9.08

12 10.79

15 13.20

18 16.15

24 21.48

30 26.95

C. Testing of Ductile Iron Gravity Sewers

Testing of ductile iron gravity sewers shall be in accordance with paragraph 3.2-B-1, 2, 3 of this Section of these Specifications except that the allowable infiltration and exfiltration shall not exceed 10 gallons per mile per inch of diameter of sewer per 24-hour day at any time.

D. Testing of Six-Inch (6") House Sewer Services

All service connections and service lines shall be included in and must satisfy all tests specified to be performed in paragraph 3.2-B of this Section of these Specifications.

E. Manhole Vacuum Test

It will be required that all manholes be subjected to a vacuum test of at least 10" Hg. prior to acceptance by the Owner. The test shall be conducted to include the manhole casting (frame) and will be considered acceptable if the vacuum remains at 10" Hg. or drops to no less than 9" Hg. within one (1) minute. If the manhole fails the initial test, the Contractor shall locate the leak and make appropriate repairs, acceptable to the Engineer, in preparation for additional tests.

It is also called to the Contractor's attention that he will be required to furnish all equipment necessary for this test including the manhole sealing apparatus, gauges, pump, plugs and operating personnel.

The cost of this work shall be merged into the unit price bid for manholes, and no additional payment will be allowed.

3.3 MAINTENANCE

Immediately upon completion of each individual sewer line or a 1,500' segment of this sewer line constructed under this Contract, the Contractor shall begin and prosecute to completion the cleanup and property restoration for this particular line. This shall be done prior to the start of another line, unless a written permission is obtained from the Owner and/or Engineer to begin another line. This permission will only be given if the following conditions and situations exist:

The Contractor maintains a sufficient cleanup crew on the project at all times, weather permitting, and that the progress shall be at least equal to the pipe laying progress on the project. The cleanup must be maintained not more than one line or 1,500 feet, whichever is least, behind the pipe laying crew. This shall be subject to weather and ground conditions.

Conditions permitting, property cleanup and restoration shall begin and be prosecuted to completion on a timely basis as set forth herein. Failure by the Contractor to prosecute and complete property cleanup and restoration on a timely basis will result in the withholding of 15% of the payment due for that part of the completed pipe sewer for which cleanup and property restoration has not been accomplished. This 15% withholding constitutes payment for work not completed. This amount shall be in addition to the retained percentage for work completed. This withholding of 15% will continue on subsequent payment estimates until such time as cleanup and property restoration is in compliance.

Cleanup and restoration of areas and facilities disturbed by construction operations shall be considered an integral part of the excavation work, and no separate payment will be allowed therefor except as herein specified.

END OF SECTION

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Rembco Geotechnical Contractors specializes in slope stabilization, foundation repair and support, shoring, grouting, soil nails, micropile installations, and sinkholes. We are experienced in these applications: micro piles, sinkhole repair, permeation grouting, pressure grouting, soil nails, chemical grouting, micropiles, compaction grout, rock anchors and compaction piles. Our specialties are rock anchor, chemical and compaction grouting, mini piles, sinkhole repair, micropiles, and soil nailing. We use a problem-solving approach in the geotechnical portions of buildings, bridges, water plants, sewage plants, tunnels, sinkholes, caisson, and roads. Rembco techniques apply when adding new real estate structures: especially rock anchor, microfine grouting, soil nailing, micropile installations for foundation support. Add URL Construction, Drilling and Concrete