special specification 5891 sanitary sewer · pdf fileplacement of sanitary sewer mains and...

2004 Specifications CSJ 0126-03-031, Etc.

SPECIAL SPECIFICATION

5891

Sanitary Sewer

1. Description. This Item shall govern for all materials and work necessary for the installation of all sanitary sewer mains, fittings, connections, service lines, and other appurtenances necessary for a complete and operating system to be constructed within the existing right-of-way under this contract. Placement of sanitary sewer mains and appurtenances, both as to horizontal and vertical location, shall be subject to minor adjustments in the field. Final location shall be determined by the Engineer to conform to field conditions.

A. References. When referring to the standards listed below, use the latest standard or tentative standard in effect on the date of proposal.

1. ASTM A48—Gray Iron Castings

2. ASTM C923—Resilient Connector between Manhole Structures and Pipes

3. ASTM C1244—Standard Test Method for Sewer Manholes by Negative Air Pressure (Vacuum) Test

4. ASTM D-3753: Standard Specification for Glass-Fiber Reinforced Polyester Manholes

5. ASTM C-581: Practice for Determining Chemical Resistance of Chemical Thermosetting Resins Used in Glass-Fiber Reinforced Structures Intended for Liquid Service

6. ASTM D-2412: Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel Plate Loading

7. ASTM D-695: Test Methods for Compressive Properties of Rigid Plastics

8. ASTM D-2584: Test Method for Ignition Loss of Cured Reinforced Resins

9. ASTM D-790: Test Method for Flexural Properties of Unreinforced and Reinforced Plastics and electrical Insulating Materials

10. ASTM D-2583: Test Method for Indentation Hardness of Rigid Plastics by means of a Barcol Impressor

11. AASHTO H-20: Axial Loading

12. ANSI/AWWA C104/A21.4 - Cement Mortar Lining for Ductile Iron and Gray Iron pipe and fittings for water.

13. ANSI/AWWA C110/A21.10 - Ductile Iron and Gray Iron fittings 3 inches through 48 inches, for water and other liquids.

14. ANSI/AWWA C151/A21.51 - Ductile Iron Pipe, Centrifugally Cast in Metal Molds or Sand Lined Molds, for water and other liquids.

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15. ANSI/AWWA C153/A21.53 - Ductile Iron Compact fittings for 3 inch through 16 inch for water and other liquids.

16. AWWA C900 - Polyvinyl chloride (PVC) Pressure pipe 4 inch through 12 inch for water distribution.

17. ASTM D1784 - Polyvinyl Chloride (PVC) Plastic pipe, compounds and Chlorinated Polyvinyl chloride (CPVC) Compounds.

18. ASTM D2152 - Degree of Fusion of extruded Polyvinyl chloride (PVC) Pipe and Molded fittings by Acetone Immersion.

19. ASTM D2241 - Polyvinyl chloride (PVC) pressure rated pipe (SDR series).

20. ASTM D2321 - Practice for Underground Installation of Flexible Thermoplastic Pipe.

21. ASTM D2412 - External Loading Properties of Plastic Pipe by Parallel - Plate Loading.

22. ASTM D3034 - Type PSM Polyvinyl chloride (PVC) Plastic Sewer Pipe and fittings (SDR35, SDR26).

23. ASTM D3139 - Joints for Plastic Pressure Pipe Using Flexible Elastomeric Seals.

24. ASTM D3212 - Joints for Drain and Sewer Plastic Pipes using Flexible Elastomeric Seals.

25. ASTM F477 - Elastomeric Seals (Gaskets) for Joining Plastic Pipe.

26. ASTM F789 - Polyvinyl chloride (PVC) Plastic Gravity Sewer Pipe and fittings (type PS46).

27. 30 TAC 217 (C) - Texas Administrative Code, Volume 30, Chapter 217, Design Criteria for Domestic Wastewater Systems, Subchapter C: Conventional Collection Systems.

28. ASTM C478—Precast Reinforced Concrete Manhole Sections

29. 30 TAC 217.55—Texas Administrative Code, Volume 30, Chapter 217, Design Criteria for Domestic Wastewater Systems. 217.55—Manholes and Related Structures.

30. 30 TAC 217.58—Texas Administrative Code, Volume 30, Chapter 217, Design Criteria for Domestic Wastewater Systems. 217.58—Testing Requirements for Manholes.

31. ASTM C33 – Coarse Aggregates.

32. ASTM D698 – Moisture-Density Relations of Soil (Standard).

33. ASTM D1557 – Test for Moisture-Density Relations of Soil (Modified).

34. ASTM D2321 – Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity – Flow Applications.

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35. ASTM D2487 – Classification of Soils for Engineering Purposes.

36. ASTM D4254 – Minimum Index Density and Unit Weight of Soils and Calculations of Relative Density.

37. ASTM D4318 – Test for Liquid Limit, Plastic Limit and Plasticity Index of Soils.

38. OSHA – Occupational Safety and Health Administration and Related Regulations.

B. Submittals.

1. Sanitary Sewer System.

a. Product Data. Manufacturer’s product data sheets on all materials incorporated into Work.

b. Certificates. Manufacturers certificates attesting compliance with applicable Specifications for grades, types, classes, and other listed properties.

c. Project Record Documents. Submit documentation in accordance with applicable specifications. Accurate record drawings showing installed locations of manholes, cleanouts, valves, piping, service connections, and other accessories.

2. Fiberglass Sanitary Sewer Manholes.

a. Product Data. Provide manhole covers, component construction, features, configuration, dimensions and manufacturer name and address.

b. Certification. Certification shall be made the basis of acceptance. This shall consist of a copy of the manufacturer’s test report or a statement by the supplier accompanied by a copy of the test results, that the manhole has been sampled, tested, and inspected in accordance with the provisions of ASTM 3753 and this specification, and meets all requirements. Each certification so furnished shall be signed by an authorized agent of the supplier or manufacturer.

3. Precast Concrete Sanitary Sewer Manholes and Covers.

a. Submittals: Refer to applicable specifications for material submittals.

b. Product Data: Provide manhole covers, component construction, features, configuration, dimensions and manufacturer name and address.

4. Excavation, Backfilling and Compacting for Utilities.

a. One (1) set to materials testing lab for classification.

b. One (1) set to Engineer for approval.

C. Definitions.

1. Sanitary Sewer Main. Sanitary Sewer Main is defined as that portion of the sanitary sewer system which collects the effluent from the service laterals, including stub outs from the nearest manhole, to the point of final destination.

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2. Service Lateral. Service Lateral is defined as that portion of the sanitary sewer system beginning at a customer property line or other establishment property line which is the point of origin of the effluent being carried by the system to the sanitary sewer main, including the connection into the sanitary sewer main system.

3. Television Inspection. Television Inspection is defined as furnishing all labor, materials, equipment, tools, logging and incidentals necessary to provide the televising and videotaping of sewer lines utilizing a color closed circuit television inspection unit to determine the condition of the lines. All new sewer mains will not carry flow until the Engineer approves and accepts the mains for service.

4. By-Pass Pumping. By-Pass Pumping is defined as furnishing all labor, materials, equipment, tools, appliances and incidentals necessary to perform all operations in connection with by-pass pumping of sewage flow for the purpose of preventing interference with the construction of the sanitary sewer manholes and mains as well as providing reliable sewer service to the areas being served. The Contractor will be required to provide adequate pumping equipment and force mains in order to maintain reliable sanitary sewer service in all sanitary sewer lines involved. In case of equipment failure, the Contractor shall have on the job site backup pumps and force mains. Under no circumstances shall the flow be interrupted or stopped such that damage is done to either private or public property; or sewage flows or overflows into a storm sewer or natural waterway. The Contractor shall provide by-pass pumping of sewage around each segment of pipe that is to be televised or replaced and shall be responsible for all required bulkheads, pumps, equipments, piping, and other related appurtenances to accomplish the sequence of pumping. A qualified person shall man the pumps, on-site, at all times during the by-pass procedure. All piping, joints and accessories shall be designed to withstand the maximum by-pass system pressure, or a minimum of 50 psi, whichever is greater. During by-pass pumping, no sewage shall be leaked, dumped, or spilled in or onto any area outside of the existing sanitary sewer system. When by-pass pumping operations are complete, all piping shall be drained into the sanitary sewer prior to disassembly.

5. Bedding. Includes the area from the trench bottom to the bottom of the pipe where material is placed to bring the trench bottom up to grade. A compacted depth of approximately 4 to 6 inches is generally sufficient bedding thickness.

6. Haunching. Includes the area from the bottom of the pipe to the spring line of the pipe. Material in this area must be placed and consolidated to provide adequate side support while avoiding both vertical and lateral displacement of the pipe. The type and density of the material in this area are the most important factors affecting the performance and deflection of the pipe.

7. Initial Backfill. Includes the area from the spring line of the pipe to a point at least 6 inches over the top of the pipe.

8. Final Backfill. Includes the area above the initial backfill, up to final grade or the bottom of the flexible base material in the pavement section.

9. Pipe Zone. Includes areas of bedding, haunching and initial backfill as defined above.

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10. DR-Dimension Ratio as defined by the above references.

11. SDR-Standard Dimension Ratio.

12. PVC-Polyvinyl Chloride as in pipe.

2. Materials. All materials furnished for this project will be new. A manufacturer’s certificate of compliance will be acceptable for quality control.

A. Sanitary Sewer System.

1. Pipe

a. PVC sewer pipe shall be integral bell and spigot-type joints.

b. SDR 35 (ASTM D3034) – Pipe shall be manufactured from Cell Class 12454B (ASTM D1784).

c. PS 46 (ASTM D789) – Pipe shall be manufactured from Cell Class 12164A (ASTM D1784).

d. Ribbed Gravity Sewer Pipe (ASTM F794) shall have smooth interior and solid cross sectional walls with seamless composition. Exterior ribs shall be perpendicular to the pipe axis. Ribbed pipe shall be manufactured from cell class 12454B (ASTM D1784) with a minimum pipe stiffness of 60 psi per ASTM D2412.

e. Corrugated Gravity Sewer Pipe (ASTM F949) Shall have smooth interiors with seamless composition. Corrugated pipes shall be manufactured from cell class 12454B (ASTM D1784) with a minimum pipe stiffness of 50 psi per ASTM D2412.

2. Joints

a. Joints shall be flexible gasketed; elastomeric-type joints.

b. Gaskets shall be compression-type, confined in a machined groove in the spigot or bell and meet ASTM F477.

c. Joints shall conform to ASTM D3212.

3. Adapters

a. When joining dissimilar pipe materials or repairing pipe, suitable adapters shall be used. The adapters shall be insert or bond-coupling type and shall meet the strength and chemical requirements of ASTM C594.

4. Fittings

a. SDR 3 – Fittings shall be push-on type, ASTM D3034 type PSM.

b. PS 46 – Fittings shall be push-on type meeting ASTM F789 and shall be furnished by the pipe manufacturer.

c. Ribbed Gravity Sewer – Fittings shall be push-on type meeting ASTM D794 and shall be furnished by the pipe manufacturer.

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d. Corrugated Gravity Sewer – Fittings shall be push-on type meeting ASTM F949 and shall be furnished by the pipe manufacturer.

5. Manholes. Furnish and install 48” diameter fiberglass manholes in accordance with applicable portions of this specification.

6. Cleanouts. Line-type with lacquered cast iron body and round epoxy-coated gasketed cover. Use Trinity Valley Model No. 1884, Dallas Foundry Casting No. C-339, or Engineer approved equivalent substitution.

B. Fiberglass Sanitary Sewer Manholes.

1. Manhole Manufacturers.

a. L.F. Manufacturing, Inc., Giddings, Texas

b. Fluid Containment, Inc., Conroe, Texas

c. Or Engineer approved equal

2. Ring and Cover Manufacturers.

a. East Jordan Iron Works

b. Neenah Foundries

c. Vulcan Foundries

d. Or Engineer approved equal

3. Resilient Connector Manufacturers.

a. INSERTA TEE

b. A-Lock

c. Kor-N-Seal

d. Or Engineer approved equal

4. Resin. The resins used shall be unsaturated, supplier certified, isophthalic polyester resins. Mixing lots of resin from different manufacturers or “odd-lotting” of resins shall not be permitted. Quality assurance records on the resin shall be maintained. Nonpigmented Resin is required to allow for light or “sand” color of manhole surface in order to facilitate easy from grade interior inspection. UV Inhibitors shall be added directly to resins to prevent photo degradation. Exterior gel-coating shall not be permitted.

5. Reinforcing Materials. The reinforcing materials shall be commercial grade “E” type glass in the form of mat, continuous roving, chopped roving, roving fabric, or both, having a coupling agent that will provide a suitable bond between the glass reinforcement and the resin.

6. Surfacing Material. If reinforcing material is used on the surface exposed to the contained substance, it shall be a commercial grade chemical-resistant glass or organic surfacing mat having a coupling agent that will provide a suitable bond with the resin.

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7. Fillers and Additives. Fillers, when used, shall be inert to the environment and manhole construction. Additives, such as thixotropic agents, catalysts, promoters, etc., may be added as required by the specific manufacturing process to be used to meet the requirements of this standard. However, calcium carbonate mixed by the fabricator shall not be permitted. The resulting reinforced plastic material must meet the requirement of this specification.

8. Laminate. The laminate shall consist of multiple layers of glass matting and resin. The surface exposed to the sewer/chemical environment shall be resin rich and shall have no exposed fibers.

9. Manufacture. Manhole cylinders, manway reducers, and connectors shall be produced from glass fiber-reinforced polyester resin.

10. Interior Access. All manholes shall be designed so that a ladder or step system can be supported by the installed manhole. Manway openings shall accommodate a heavy-duty, traffic rated ring and cover with 24-inch nominal size opening.

11. Manway Reducer. Manway reducers shall be concentric with respect to the larger portion of the manhole.

12. Cover Ring Support. The manhole shall provide an area from which a typical ring and cover plate can be supported without damage to the manhole.

C. Precast Concrete Sanitary Sewer Manholes and Covers.

1. Ring and Cover Manufacturers.

a. Western Industrial Model 380-24TF Manhole.

b. Tyler Model #8070.

c. Bass and Hayes 300-24.

d. Engineer approved equivalent.

e. Manufacturer: Company specializing in manufacturing products specified in this section with minimum three years documented experience.

2. Concrete Manhole Sections. Reinforced precast concrete in accordance with ASTM C478 with gaskets in accordance with ASTM C923.

3. Seals. Bituminous or non-shrink grout-forming water tight seal as approved.

4. Resilient Connectors. A-Lock or Engineer approved equal.

5. Components:

a. Lid and Ring: ASTM A48, Class 30B cast iron construction, machined flat bearing surface, removable lid, ring and lid shall weigh at least 350 pounds; live load rating of 20,000 pounds wheel load; sealing gasket; lid molded with manufacturer's name; and the words "SANITARY SEWER".

b. Base Pad: Precast concrete base pads shall meet the requirements of ASTM C478.

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D. Excavation, Backfilling and Compacting for Utilities.

1. Pipe Zone: Materials for use within the pipe zone and within 24 inches of fiberglass structures shall be in accordance with following Table 2.1:

TABLE 2.1 DESCRIPTION OF MATERIAL CLASSIFICATION

(as defined in ASTM D2321) % Passing Sieve Sizes Atterberg

Limits Coefficients

Class

Type

Soil Group Symbol

Description ASTM D2487 1½ in

(40 mm)

#4 (4.75 mm)

#200 (0.075 mm)

LLb PIc Uniformity Cu

Curvature Cc

I Manufactured, Processed Aggregate; dense-graded, clean

None Angular, granular, crushed stone or rock, crushed gravel, and stone/sand mixtures with gradations selected to minimize migration of adjacent soils; contain little or no fines

100%

≤50%0

<5% Non Plastic

GW Well-graded gravels and gravel-sand mixtures; little or no fines

>4 1 to 3

GP Poorly-graded gravels and gravel-sand mixtures; little or no fines

<50% of Coarse Fraction <4 <1 or

>3

SW Well-graded sands and gravelly sands; little or no fines

>6 1 to 3

Coarse-Grained Soils, clean

SP Poorly-graded sands and gravelly sands; little or no fines

100%

>50% of Coarse Fraction

<5%

<6 <1 or >3

II

Coarse-Grained Soils, borderline clean to w/fines

e.g. GW-GC, SP-SM.

Sands and gravels which are borderline between clean and with fines

100%

Varies 5% to 12%

Non-Plastic

Same as for GW, GP, SW and SP

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GM Silty gravels, gravel-sand-silt mixtures

<4 or <”A” Line

GC Clayey gravels, gravel-sand-clay mixtures

100%

<50% of Coarse Fraction

>12% to <50%

<7 and >”A” Line

SM Silty sands, sand-silt mixtures

>4 or <”A” Line

III Coarse-Grained Soils with Fines

SC Clayey sands, sand-clay mixtures

>50% of Coarse Fraction

>7 and >”A” Line

ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, silts with slight plasticity

<4 or <”A” Line

IVa Fine-Grained Soils (inorganic)

CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

100%

100% >50% <50

>7 and >”A” Line

a Includes Test Method ASTM D2487 borderline classifications and dual symbols depending on plasticity and liquid limts. b LL = Liquid Limit. c PI = Plasticity Index.

In addition to the materials included in Table 2.1, the following materials are approved for the pipe zone or within 24 inches of fiberglass structures where shown: Lean Concrete: Free-flowing grout, mixed one (1) sack of cement per cubic yard of sand.

2. Structural Concrete: Concrete for encasement shall be 3000 psi compressive strength as specified.

3. Earth Backfill. Earth backfill may be excavated and reused from trench or obtained from an approved borrow area. Material shall be processed to ensure that only select material is used for backfilling operations. Material shall be free of lumps, clods, large rocks, debris, trash, organic, spongy or otherwise objectionable material. The presence of such material in the backfill may preclude uniform compaction and result in excessive localized point loads on or deflections in the piping system or fiberglass structure.

4. All materials included in Table 2.1 above are approved for final backfill.

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3. Construction Methods.

A. Sanitary Sewer System.

1. Preparation.

a. Stake locations of manholes, cleanouts, fittings, valves (where applicable) and other accessories prior to installation for Engineer to review.

b. Prior to installation, remove foreign matter from within pipes, manholes, cleanouts, fittings, and valves. Verify material is in satisfactory condition and the valves and other mechanical devices function properly.

c. Do not lay pipe in water, or when trench or weather are unsuitable for work. Keep water out of trench until jointing is complete and bedding is placed to the top of pipe. When work is not in progress, close end of pipe and fittings securely so that no trench water, earth or other substances will enter pipes or fittings.

d. Keep inside of pipe free from foreign matter during operations by plugging or other approved method.

e. Place pipe so that full length of each section rests solidly upon pipe bedding, with recesses excavated to accommodate bells and joints. Take up and re-lay pipe when grade or joint is disturbed after laying.

f. Handle pipe and accessories so that pipe placed in trench is sound and undamaged. Take particular care not to injure pipe coating when applicable.

g. Cut pipe neatly, using approved type mechanical cutter without damaging pipe. Use when cutters when practicable.

h. Pipe shall be installed incompliance with Manufacturer's Specifications, and ASTM Standard D-2321-72 for "Underground Installation of Flexible Thermoplastic Sewer Pipe."

2. Bedding and Backfill.

a. Backfill compaction shall be in accordance with SS02225 "Excavating, Backfilling, and Compacting for Utilities”.

b. Do not exceed 75 percent of pipe manufacturer’s recommendations for deflections from straight line or grade as required by vertical curves, horizontal curves, or offsets. If alignment requires deflections in excess of these limitations, use fittings.

c. Intersecting lines shall be joined by an appropriate fitting.

d. Any adjustment to obtain correct line shall be made by tamping or removing soil and in no case by wedging or blocking pipe.

3. Placing and Laying.

a. Set and bury lines accurately to grades as shown.

4. Joints.

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a. Install mechanical and flanged joints in accordance with manufacturer’s recommendations.

b. Make push-on joints in accordance with manufacturer’s recommendations. Lay spigot ends downstream and push-on to full depth.

5. Water Line Crossing.

a. No sanitary sewer line shall be installed within nine (9) feet (in all directions) of potable water line. Where the nine (9) foot separation distance is not possible, the following shall apply:

b. Where sanitary sewers are parallel to a potable water line, the sewer shall be constructed of cast iron, ductile iron, or SDR-26 PVC. Pressure rating for pipes and fittings shall be a minimum of 150 psi. The sewer shall be a minimum of two (2) feet vertically and a minimum of four (4) feet horizontally from the water line (measured from the outside). The sewer shall be located below the water line.

c. Where a sanitary sewer crosses a water line and the sewer is constructed of cast iron, ductile iron, or SDR-26 PVC (with a minimum pressure rating of 150 psi for pipe and fittings), a minimum distance of six (6) inches between outside diameters shall be maintained. The sewer shall be located below the water line and one length of sewer pipe shall be centered at the water line crossing.

d. Where a sanitary sewer crosses a water line and the sewer is constructed of similar plastic composite pipe, clay pipe, or concrete pipe with gasketed joints, a minimum of two (2) feet of separation distance shall be maintained. The initial backfill shall be cement stabilized sand (minimum of two (2) sacks of cement per cubic yard of sand) for all sections of sewer piping within nine (9) feet of the water line. The initial backfill shall be from 1/4 of the pipe diameter below the centerline of the pipe to one (1) pipe diameter (but not less than 12 inches) above the top of the sewer pipe.

e. Optional: Where a sanitary sewer crosses a water line, the sewer may be encased in a joint of 150 psi rated pipe at least 18 feet long and two (2) nominal pipe sizes larger than the sewer pipe. The sewer pipe shall be supported at five (5) feet intervals with spacers or the casing may be filled to the spring line with washed sand. The casing shall be centered on the water line crossing with both ends sealed with non-shrink grout.

6. Service Connections.

a. Service connections shall be installed at each house, building, or other locations as shown.

b. The actual location of each service connection shall be verified by the Contractor. The Contractor shall confirm the location of the service connections with Engineer.

c. When the service line is to be terminated at the property line, the Engineer shall determine the point of termination.

d. A service connection shall consist of a four (4) inch outlet wye. The outlet shall be installed in the main with the branch tilted up at an angle of 30 or 45 degrees.

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e. Connection: Unless otherwise noted, the service shall be four (4) inch diameter, SDR-35 (PS 46) PVC Pipe. This service line shall extend to the property line where it will terminate or be connected to an existing service line. The service shall be installed on a minimum grade of 0.75 percent. If the service line is terminated, the Contractor shall close the line with a PVC Stopper tightly set with solvent. The Contractor shall mark all terminated service lines with a 2 x 4 wooden stake or other approved suitable marker. The stake (marker) shall extend from the end of the service line to 18 inches above grade.

f. No connections shall be made to an existing service line until the affected main and all new mains downstream of the connections have been properly tested, accepted, and approved or use by the Engineer.

7. Testing. The following described testing will required for all new gravity sewer lines. Upon completion of the required testing, Contractor shall provide a signed and notarized affidavit certifying that the system has been tested and meet the applicable requirements.

a. Low-pressure Air Tests.

(1) A low-pressure air test shall be performed after completing a section of sewer line.

(2) The exfiltration test shall conform to 30 TAC 217.57(a)(1) using procedures described in ASTM F1417 (Polyvinyl Chloride PVC) except for testing times. Testing times shall be calculated based on 30 TAC 217.57(a)(1)(B)(ii).

(3) The tests shall be performed under the observation of the Owner and Engineer.

(4) If the exfiltration exceeds the maximum allowable amount, the Contractor shall replace the section of the sewer line necessary to meet the specified limits.

8. Gravity Systems (Infiltration or Exfiltration).

a. The pipe shall be laid so that infiltration/exfiltration does not exceed 50 gallons per inch of diameter per mile of line for a 24 hour period.

b. The Contractor shall furnish a pump of sufficient capacity t remove the infiltration. The infiltration shall be measured by pumping a known volume in a known amount of time.

c. Hydrostatic Tests for gravity systems shall be performed in accordance with 30 TAC 217.57(a)(2) and as directed by the Engineer.

d. If the infiltration/exfiltration exceeds the maximum allowable amount, the Contractor shall replace or repair the section of the sewer line necessary to meet the specified limits.

9. Deflection Tests. A deflection test shall be performed on all flexible pipes (PVC).

a. The deflection test shall conform to the requirements of 30 TAC 217.57(b) including testing after the final backfill has been in place for at least 30 days.

b. If the deflection exceeds the maximum allowable amount, the Contractor shall replace or repair the section of the sewer line necessary to meet the specified limits.

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c. If the deflection exceeds the maximum allowable amount, the Contractor shall replace or repair the section of the sewer line necessary to meet the specified limits.

10. System Flushing.

a. Upon completion of each sewer line, the Contractor shall flush the sewer line with a sufficient quantity of clean water. The flushing shall be performed until the water runs clear and clean.

b. The quantity of water shall be sufficient to properly flush the line and shall not be less than 200 gallons per minute.

11. Final Inspection.

a. Prior to final inspection, the Contractor shall complete all work on the portion of the line to be tested. The ditches shall be dressed and debris removed.

b. The final inspection shall include the entire length of the line and include cleanup.

c. All defects noted shall be repaired by the Contractor at his own expense prior to final payment.

B. Fiberglass Sanitary Sewer Manholes.

1. Dimensions. The manhole shall be a circular cylinder, reduced at the top to a circular manway not smaller than 22 ½” inside diameter. Manholes shall be produced in half foot increments of length +/- 2”. Nominal inside diameter shall be 48”. Tolerance on the inside diameter shall be +/- 1%. The minimum wall thickness for all FRP manholes at all depths shall be 0.480”.

2. Configuration.

a. Cone Sections: The manway reducer must provide a bearing surface on which a standard ring and cover may be supported and adjusted to grade. The reducer shall be concentric and shall be joined to the barrel section at the factory with resin and glass fiber reinforcement, thus providing required monolithic design to prevent infiltration and/or exfiltration through the manhole.

b. Manway reducer cone section shall be self-centering to permit vertical height adjustment (raising or lowering) of manhole by contractor utilizing manufacturer provided materials and detailed written instructions.

3. Class. The manhole shall be manufactured in one class of load rating. This class shall be H-20 wheel load (minimum 16,000 pounds dynamic wheel load).

4. Connections.

a. Watertight, size-on-size resilient connectors allowing for differential settlement shall be used to connect pipe to manholes. Pipe to manhole connectors shall conform to ASTM C923 or shall be InsertaTee as shown in the plans and specification details.

b. Joints for sewer pipe for line and drop connections in sizes 4-inches to 15-inches shall be made by means of gasket inserted watertight compression connection or approved equal as shown in the plans and details. Install in accordance with the manufacturer’s written instructions.

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c. Connections for pipe larger than 15-inches shall be made using a pre-approved connection. Install in accordance with the manufacturer’s written instructions.

5. Pipe Stubouts.

a. Install rubber gasket PVC sewer pipe stubouts to manhole with resin and glass-fiber reinforced lay-up. Gaskets shall meet the same performance requirements of the sewer pipe to be installed unless otherwise directed by the Engineer. Resin and fiberglass shall be of the same type and grade as used in the fabrication of the fiberglass manhole.

b. Install PVC or fiberglass reinforced pipe stubouts for use with resilient pipe-to-manhole connectors (boots) which conform to the performance requirements of ASTM C923.

6. Manhole Bottom.

a. Manhole bottoms sections shall be furnished with an integral 3” wide anchoring flang.

b. Invert and bench shall be field installed utilizing concrete in accordance with concrete specifications applicable to this project.

c. Invert and bench may be factory installed utilizing noncorrosive materials encapsulated fiberglass minimum ¼” thick.

d. Units deeper than 25’ may require additional reinforcement as required. Fiberglass ribs or fiberglass structural members may be utilized to meet the design criteria. Stiffeners shall be of non-corrosive materials encapsulated in fiberglass. FPR encapsulated wood or lumber will not be permitted.

7. Marking and Identification.

a. All manholes shall be marked in letters no less than 1” in height with the following information:

b. Manufacturers Identification

c. Manufacturers Serial Number

d. Manhole Length

e. ASTM Designation

f. Installation assist marks (vertical lines 90 degrees apart at base of manhole)

8. Qualifications. Manufacturer: company specializing in manufacturing products specified with a minimum three years documented experience.

9. Quality Assurance/ Quality Control.

a. Examination. Each manhole component part shall be examined for dimensional requirements, hardness, and workmanship.

b. Composition Control. Controls on glass and resin content shall be maintained for all manufacturing processes and for each portion of manhole fabrication.

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10. Handling and Storage. Do not drop or impact the fiberglass manhole. Lift manhole with two slings on spreader bar in horizontal position or by use of 4” x 4” timber inserted crosswise inside the manhole to the underside of the collar with a rope or chain attached to backhoe or other lifting device. Manhole may be rolled, however, insure that ground is free of rocks, debris, etc. Use of chains or cables in contact with manhole surface is prohibited.

11. Installation Requirements.

a. Exterior Surface. The exterior surface shall be relatively smooth with no sharp projections. Hand-work finish is acceptable if enough resin is present to eliminate fiber show. The exterior surface shall be free of blisters larger than 0.5” in diameter, delamination and fiber show.

b. Interior Surface. The interior surfaces shall be resin rich with no exposed fibers. Interior surface shall be smooth for improved corrosion resistance and reduced sludge build-up. The surface shall be free of crazing, delamination, blisters larger than .5” in diameter, and wrinkles of 0.125” or greater in depth. Surface pits shall be permitted up to 6’ 2” if they are less than 0.75” in diameter and less than 0.0625” deep. Voids that cannot be broken with finger pressure and that are entirely below the resin surface shall be permitted up to 4’ 2” if they are less than 0.5” in diameter and less than 0.0625” thick.

c. Repairs. Any manhole repair is required to meet all requirements of this specification.

d. Manhole Lengths. Manhole lengths shall be in whole or half foot increments +/- 2”.

e. Load Rating. The complete manhole shall have a minimum dynamic load rating of 16,000 lbf. When tested in accordance with ASTM 3753, 8.4 (note 1). To establish this rating the complete manhole shall not leak, crack, or suffer other damage when load tested to 40,000 lbf and shall not deflect vertically downward more than .25” at the point of load application when loaded to 24,000 lb.

f. Stiffness. The cylindrical portion of the manhole is to be tested in accordance with ASTM Method D 2412. The manhole cylinder shall have the minimum pipe-stiffness values shown in the table below, when tested in accordance with ASTM 3753, Section 8.5, (note 1).

Manhole Length (ft) PSI

3-6 0.72

7-12 1.26

3-20 2.01

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21-25 3.02

26-35 5.24

g. Soundness. In order to determine soundness, an air or water test is to be applied to the manhole test sample. While holding the pressure between 3-5 psi, the entire manhole must be inspected for leaks. Any leakage through the laminate is cause for failure of the test. Refer to ASTM 3753, Sec. 8.6.

h. Chemical Resistance. Per ASTM C581; (see ASTM 3753, Section 8.7), Flexural strength, flexural modulus, and Barcol Hardness are plotted versus time on log-log coordinates. The line defined by these points is extrapolated to 100,000 hours. The minimum extrapolation retention allowed for any of these properties is 50%. Test samples used are actual pieces of manhole or samples manufactured in a manner consistent in every way with the manhole component construction.

i. Physical Properties.

(1) Flexural Strength (cone): Hoop: 15.4 x 103 psi Axial: 17.2 x 103 psi

(2) Flexural Strength (pipe): Hoop: 22.5 x 103 psi Axial: 14.3 x 103 psi

(3) Compressive Strength: 18.9 x 103 psi

j. Test Methods. All tests shall be performed as specified in ASTM 3753, Section 8, and Titled “Test Methods”. See ASTM 3753, Section 8, Note 5, for Test method D-790 and test method D-695.

k. Lid and Ring.

(1) ASTM A48, Class 30 B cast iron construction, nominal 24-inch, machined flat bearing surface, heavy-duty ring and lid shall weigh at least 300 pounds; with a minimum live load rating of 20,000 pounds wheel load; removable lid; sealing gasket; lid molded with manufacturer’s name; and words “Sanitary Sewer”.

(2) Castings shall be of uniform quality, free from sand holes, shrinkage, cracks, cold cuts or other defects. Castings shall be smooth and well-cleaned by shot blasting.

(3) Install a water-tight, bolted and gasketed manhole ring and cover where indicated on plans.

12. Examination.

a. Verify items provided by other sections of work are properly sized and located Verify that built-in items are in proper location, and ready for roughing into work.

b. Verify that excavation for manholes is correct.

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c. FRP manholes shall be inspected when delivered and all cracked or otherwise visible defective units will be rejected. Remove rejected materials from the project.

13. Preparation. Coordinate placement of inlet and outlet pipes required by other sections.

14. Installation Methods.

a. The manhole installation should strictly follow the manufacturer’s recommended installation procedures. Manufacturer’s specific installation instructions must be consulted before actual installation is performed.

b. In addition to these instructions, local codes may apply and should be consulted as applicable in manholes installation. Correct manhole installation requires proper concrete foundation, good backfill and proper handling to prevent manhole damage and insure long-term corrosion resistant service.

c. Prepare excavation/make manhole pipe cut-outs for stubout connections: Prepare excavation in normal manner. Excavation at manhole location should be at least wide enough to accommodate that slab specified and to provide working room around manhole. Insure the depth of manhole is sufficient to allow at least one course of brick or one concrete ring for adjustment of rung and cover at top of final grade. Pipe cut-outs at the flowline are made in manhole prior to setting manhole in place over pipe in trench. Quarter marks have been provided on barrel to facilitate alignment of cut-outs.

d. Subgrade materials shall be excavated to uniform depth needed to permit the installation of Class II material, as specified.

e. The elevation of the Class II material shall be adjusted as required to attain proper grade and alignment of the base section.

f. Pour Concrete Base: Concrete slab base should be a minimum of 10” thick. Concrete slab should extend a minimum of 12” beyond manhole outside wall.

g. Manhole foundation and manhole invert may be installed simultaneously if manhole section is supported on concrete blocks and foundation concrete is placed under and around bottom section.

h. Set Manhole: To lift manhole, insert 4” x 4” timber crosswise inside the manhole to the underside of the collar with a rope or chain attached to backhoe or other lifting device. Lower manhole into wet concrete base to a minimum depth of 4” below the flow line. Minimum 2” thick concrete bearing surface beneath bottom edge of the manhole is required. Plumb manhole using standard bubble level and by moving manhole with hands. Work concrete around manhole base and 6 inch minimum over incoming lines. Inverts and laterals are made following standard procedures.

i. Heat materials for casting in place in freezing weather and protect work from cold. Maintain temperature of work at 40 degrees F. for at least 24 hours after placement.

j. Grout manhole inverts to achieve slope to exit piping. Grout shall be installed monolithically. Construct manhole foundation and channel inverts integrally for

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k. Invert Channels and Inverts.

(1) The bottom of the manhole shall be provided with a “U” shaped channel that is as much as possible a smooth continuation of the inlet and outletpipes.

(2) For manholes connected to pipes less than 15-inches in diameter the channel depth shall be at least half the largest pipe diameter.

(3) For manholes connected to pipes 15 to 24-inches in diameter the channel depth shall be at least three fourths the largest pipe diameter.

(4) For manholes connected to pipes greater than 24-inches in diameter the channel depth shall be at least equal to the largest pipe diameter.

(5) In manholes with pipes of different sizes, the tops of the pipes shall be placed at the same elevation and flow channels in the invert sloped on an even slope from pipe to pipe. The bench provided above the channel shall be sloped at a minimum of .5-inch per foot.

(6) Manhole inverts shall be filleted to prevent solids deposition.

l. Drop Manholes.

(1) A drop manhole as shown in the details shall be provided for a sewer entering a manhole more than 24-inches above the invert. A drop pipe of the same pipe material and size shall be constructed on the outside of the manhole utilizing Wyes and Ells to provide a smooth drop and clean out leg as shown on the details. The drop pipe shall be encased with concrete unless otherwise directed by the Engineer. Concrete shall extend from the bottom of the manhole base up to the bottom of the incoming sewer pipe; concrete shall also extend from the outside wall of the manhole out past the Wye on the Wye branch with a minimum of 6” on each side. The connecting pipe for installation with resilient connectors shall be plain end, square cut spigots which shall not protrude more than 1” inside the manhole wall.

(2) Make all connections watertight using rubber gasket or size-on-size resilient connectors allowing for differential settlement. All connections shall be at flowline of manhole.

(3) Stub-outs for future connections shall be provided at the locations shown and be between 3 and 4 feet in length and terminated in a bell and plug.

(4) Set rings and covers level to correct elevations. Within the confines of a roadway, the cover of the manhole shall match the finish grade of the roadway.

(5) Coordinate with other sections or work to provide correct size, shape, and location.

m. Backfill.

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(1) Backfil as soon as the concrete base has hardened enough to provide sufficient support for manhole and fill. Sand, free of large stones and debris shall be used for backfill. Backfill should be placed evenly around manhole in 12” maximum lifts and should thoroughly tamp to 90% standard proctor density before the next layer is installed.

(2) Bring to Grade: Construct chimney on flat shoulder of manhole using high density polyethylene grade adjustment rings.

15. Inspection.

a. The quality of all materials, the process of manufacture, and the finished sections shall be subject to inspection and approval by the Engineer, or other representative of the owner. Such inspections shall be made at the place of manufacture, or at site of delivery, and the sections shall be subject to rejection on account of failure to meet any or the specification requirements. Sections rejected after delivery to the job site shall be marked for identification and shall be removed from the job at once. All sections which have been damaged after delivery will be rejected, and if already installed shall be acceptable if repaired or removed and replaced at the contractor’s expense.

b. At the time of inspection the material will be examined for compliance with the requirements of this specification and the approved drawings.

16. Testing.

a. Manholes shall be tested for leakage separately and independently of wastewater lines by hydrostatic exfiltration testing, vacuum testing, or other approved methods. All testing shall be performed under the observation of the Engineer.

b. Testing must meet the requirements of 30 TAC 217.58.

c. If a manhole fails a leakage test, the manhole must be made water-tight and retested at the Contractor’s expense.

d. Hydrostatic Exfiltration Testing.

(1) The maximum leakage for hydro static testing shall be .025 gallons per foot diameter, per foot of manhole depth per hour.

(2) All wastewater lines coming into the manhole shall be sealed with an internal pipe plug, and then the manhole shall be filled with water and maintained full for at least one hour.

e. Vacuum Testing.

(1) Each manhole shall be tested immediately after assembly and prior to back filling. The entire exterior of the manhole shall be exposed prior to vacuum testing.

(2) All pipes entering the manhole shall be plugged, taking care to securely brace the plugs to prevent them from being drawn into the manhole.

(3) Stubouts, manhole boots and pipe plugs shall be secured to prevent movement while the vacuum is drawn.

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(4) If the test cover used is to be attached to the top of the manhole with external clamps, the test cover shall be secured and properly torque in place, in accordance with the manufacturers’ recommendations.

(5) The test cover shall be placed at the top of the cone section and sealed in accordance with the manufacturers’ recommendation.

(6) A vacuum of 10 inches of mercury shall be drawn and the vacuum pump shut off. With the valves closed, the time shall be measure for the vacuum to drop to 9 inches of mercury. The manhole shall pass if the time is greater than 2 minutes. If the manhole fails the initial test, necessary repairs shall be made while the vacuum is still being drawn. If the manhole fails a second time, repairs should again be made and the manholes shall be tested by means of a hydrostatic test. If any manhole fails the hydrostatic test, after failing the vacuum test twice, the Contractor should consider replacing that manhole. If the Contractor chooses to attempt to repair that manhole, the manhole must be retested by means of the hydrostatic test until it passes.

C. Precast Concrete Sanitary Sewer Manholes and Covers.

1. Configuration.

a. Shaft Construction: Concentric with concentric cone top section; lipped male/female dry joints; sleeved to receive pipe.

b. Shape: Cylindrical

c. Clear Inside Dimensions: Minimum 48-inch diameter.

d. Design Depth: As indicated.

e. Clear Lid Opening: Minimum 30 inches diameter or as indicated.

f. Pipe Entry: Provide openings as required.

g. Pipe Connections: Resilient connectors cast into the wall of precast bases.

h. Manhole Inverts: Inverts must meet the requirements of 30 TAC 217.55 (l)(2).

2. Examination.

a. Verify items provided by other sections of work are properly sized and located.

b. Verify that built-in-items are in proper location, and ready for roughing into work.

c. Verify that excavation for manholes is correct.

d. Precast concrete sections shall be inspected when delivered and all cracked or otherwise visible defective units will be rejected. Remove rejected materials from the project.

3. Preparation.

a. Coordinate placement of inlet and outlet pipes required by other sections.

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4. Placing Manhole Sections.

a. Subgrade materials shall be excavated to a uniform depth needed to permit the installation of Class II material, as specified and shown, to attain proper line and grade.

b. The elevation of the Class II material shall be adjusted as required to attain proper grade and alignment of the base section.

c. Grout manhole inverts to achieve slope to exit piping. Grout shall be installed monolithically.

d. The connecting pipe for installation with resilient connectors shall be plain end, square cut spigots, which shall not protrude more than one (1) inch inside the manhole wall.

e. Stubs for further connections shall be provided at the locations shown and be between three (3) and four (4) feet in length and terminated in a bell and plug.

f. Set rings and covers level to correct elevations.

g. Coordinate with other sections of work to provide correct size, shape and location.

h. Manhole height shall be adjusted by using variable height riser set as the bottom section.

i. The fished elevation shall be attained by constructing a neck or chimney using precast concrete rings.

5. Testing.

a. Manholes shall be tested for leakage separately and independently of the wastewater lines by hydrostatic exfiltration testing, vacuum testing, or other approved methods.

b. The maximum leakage for hydrostatic testing shall be 0.025 gallons-per-foot diameter-per-foot of manhole depth per hour. Alternate test methods must ensure compliance with the above allowable leakage.

c. If a manhole fails a leakage test, the manhole must be made water-tight and retested at the Contractor's expense.

d. Testing must meet the requirements of 30 TAC 217.58.

D. Excavation, Backfilling and Compacting for Utilities

1. Protection and/or Removal of Existing Utilities.

a. The Contractor shall anticipate all underground obstructions, such as but not limited to, water mains, gas lines, storm and sanitary sewers, telephone or electric light or power ducts, concrete and debris. Any such lines or obstructions indicated on the Drawings show only the approximate locations and shall be verified in the field by the Contractor. The Owner and Engineer will endeavor to familiarize the Contractor with all known utilities and obstructions, but this shall

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b. The Contractor shall, at his own expense, maintain in proper working order and without interruption of service all existing utilities and services which may be encountered in the work. With the consent of the Engineer and utility owner such service connections may be temporarily interrupted to permit the Contractor to remove designated lines or to make temporary changes in the locations of services. The cost of making any temporary changes shall be at the Contractor's expense.

c. Notify all utility companies involved to have their utilities located and marked in the field. All underground utilities in a particular segment of the project shall then be uncovered to verify location and elevation before construction begins in that segment of the project.

d. The Contractor shall obtain necessary permits, except County right-of-way permits, required for completion of the project.

2. Examination and Preparation.

a. Examine utility routes and coordinate excavation work to eliminate installation conflict.

b. Allow room for stockpiling excavated material and utility construction material during utility construction.

3. Trench Excavation.

a. Procedure.

(1) Trenches shall be excavated to indicated or specified depths by open cut method.

(2) During excavation, stockpile material suitable for backfilling in an orderly manner far enough from the bank of the trench to avoid overloading, slides, or cave-ins.

(3) Grade as necessary to prevent surface water from flowing into trenches or other excavations.

(4) Cut walls of trench as close to vertical as the stability of the material and trench safety will allow. Remove stones as necessary to avoid point-bearing. Over-excavate wet or unstable soil from the trench bottom to permit construction of a more stable bed for pipe. Over excavation shall be filled and tamped with clean dry sand, pea gravel, or other approved material to the required grade.

(5) Excavate the trench the proper width as shown, or as required by the Contractor’s Trench Safety Program. If the trench width below the top of pipe is wider than specified in this section or shown, install additional backfill. No additional payment will be made for additional material or work required for installation.

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(6) Accurately grade the trench bottom to provide proper bedding as required for pipe installation.

(7) If any excavation is carried beyond the lines and grades required or authorized, the Contractor shall, at his own expense, fill such space with suitable material and properly compact the material as directed by the Engineer. No additional payment will be made.

b. Sheeting and Bracing. If trench safety methods do not include sloping of trench walls, install sheeting and bracing; or use appropriate trench box necessary to support the sides of trenches and other excavations with vertical sides, as required by current OSHA regulations.

c. Water in Excavation. Keep work free from ground or surface water at all times. Provide pumps of adequate capacity or other approved method to remove water from the excavation in such a manner that it will not interfere with the progress of the work or the proper placing of other work.

d. Trenching Progress. Trenching operations for any individual utility work crew shall not be in excess of 100 feet ahead of pipe laying operations in city streets or 2,000 feet in open country. Not more than two (2) consecutive cross-streets may be closed to traffic by any individual utility work crew at any given time. Ensure no trenches are left open when work is not in progress. Temporarily backfill any open trenches with un-compacted material and install proper barricades at the end of each work day.

e. Existing Lawns and Shrubbery. The Contractor shall take particular care to preserve existing lawns and shrubbery. Make minor pipe alignment as may be necessary.

f. Existing Pavement. Existing pavement over trenches shall be removed to a width of 6 inches outside of the trench on each side. Remove to a neat line by sawing method. Take appropriate measures to prevent damage to existing pavement adjacent to the trench by wheels, tracks and/or stabilizers of excavating equipment. Remove brick pavement by hand, deliver and stack as directed by the Owner.

4. Pipe Bedding.

a. Within the Pipe Zone and/or Adjacent to Fiberglass Structures.

(1) Accurately grade the bottom of the trench 4 inches below the bottom of the pipe and to the limits of the clear space on either side of the pipe.

(2) Install materials which comply with Table 2.1 above accordance with “Pipe Bedding Detail” shown on the Drawing.

(3) The initial layer of embedment material placed to receive the pipe shall be brought up to a grade slightly higher than that required for the bottom of the pipe and the pipe shall be placed thereon and brought to grade by tamping, or by removal of the slight excess amount of embedment under the pipe.

(4) Adjustment to grade line shall be made by scraping away or filling with embedment materials. Wedging or blocking up of pipe will not be permitted.

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(5) Each pipe section shall have a uniform bearing on the embedment for the full length of the pipe, except immediately at the joint.

(6) After each pipe has been graded, aligned, placed in final position on the bedding material and joint made, sufficient embedment material shall be deposited and compacted under and around each side of the pipe and back of the bell or end thereof to hold the pipe in proper position and alignment during subsequent pipe jointing and embedment operations.

(7) Sheeting and shoring will not be allowed in the pipe zone during or after installation of the pipe or embedment material, unless special provisions are made to ensure the specified compaction of bedding and pipe alignment is maintained after removal of sheeting and shoring.

(8) Minimum compaction effort within the pipe zone and adjacent to fiberglass structures shall be in accordance with the following Table 3.4 based on the class of bedding material used:

TABLE 3.4

MINIMUM REQUIRED COMPACTION

FOR MATERIAL USED WITHIN PIPE ZONE OR FOR BACKFILL OF FIBERGLASS STRUCTURES

Classification of Bedding Material Standard Proctor Densitya (Relative Densityb shown in parentheses)

Class I Dumped Class II ≥85% standard

(≥40% relative) Class III 86% - 95% standard

(41% - 70% relative) Class IV >95% standard

(>70% relative) Class V Not approved for bedding material a Standard Proctor Density per ASTM D698, moisture content shall be ± 2% of optimum. b Relative Density per ASTM D4254.

b. Utility Installation.

(1) Water Lines and Sanitary Sewers: Limit clear on either side of the pipe to 12 inches. Above the pipe, cut as wide as necessary to sheet and brace and properly perform the work. Provide class of bedding as shown. Install piping and appurtenances as specified.

(2) Excavation for Appurtenances: Excavate sufficiently for valves, fittings, manholes, valve vaults, utility pull boxes and similar structures to leave at least 18 inches clear between the outer surfaces and the embankment or shoring that may be used to hold and protect the embankment wall. Install valves, fittings, manholes or valve vault structure, piping and appurtenances as specified. Any other-depth excavation will be refilled with lean concrete or other suitable compacted material approved by the Engineer, at no additional cost to the Owner.

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c. Final Backfill.

(1) Criteria: Backfill trenches to ground surface with material as specified. Reopen trenches improperly backfilled to depth required for proper compaction. Refill and compact as specified, or otherwise correct the condition in an approved manner.

(2) Take care to avoid contacting pipe or structure to be backfilled with compaction equipment. Do not use compaction equipment directly over the pipe until sufficient initial backfill has been placed to assure such equipment will not be damage or disturb the pipe.

(3) All forms, lumber, trash and debris shall be removed from trenches, manholes and other utility structures prior to backfilling.

(4) Dispose of unacceptable backfill material and provide suitable material for backfill at no additional cost to the Owner.

d. Open Areas.

(1) Above the pipe zone, deposit earth backfill from excavated material, compact to minimum of 85 percent of maximum density per ASTM D698, while maintaining moisture within ± 2 percent of optimum. Excavated material placed shall be free of rock greater than two (2) inches in any direction.

(2) Backfill for valves, fittings, manholes, utility pull boxes and other utility structures shall be placed in accordance with applicable Specification Sections.

e. Pavement Section.

(1) Above the pipe zone to below the flexible base material, deposit earth backfill from excavated material, compact to minimum of 95 percent of maximum density per ASTM D698, while maintaining moisture within ± 2 percent of optimum; or deposit ASTM D2487 Class II material in 6-inch lifts, compact to 40 percent relative density according to ASTM D4254.

(2) For valves, fittings, manholes, valve vaults or boxes in pavement sections, backfill with Class II material to bottom of proposed pavement. Backfill material shall be deposited in 6-inch lifts. Class II material must be compacted to 40 percent relative density according to ASTM D4254.

f. Disposal of Excess Material.

(1) Remove waste and excess excavated material from the construction site before final inspection. Legally dispose of material:

(a) At a licensed and approved site.

(b) On adjacent private property with written and notarized permission from the property owner.

(c) On Owner property with written and notarized permission from the Owner.

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(d) All cost associated with waste material removal and disposal shall be paid for by the Contractor.

E. Measurement of Payment will include the following terms:

1. REMOVE EXIST SEWER LINE (2”-12”) – LF

2. 48” FRP MANHOLE – EA

3. CONNECT SEWER TO EXIST MANHOLE – EA

4. CONNECT PROP 6” SEWER TO EXIST 6”SEWER – EA

5. CONNECT PROP 8” SEWER TO EXIST 8” SEWER – EA



8. 6” PVC SEWER / 12” STEEL CASING – LF




12. GRAVEL PAVEMENT REPLACEMENT – LF

F. Payment. The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit prices bid for the various items of the work. The price is full compensation for furnishing, hauling, placing, and installing the materials; for inspecting, disinfection, and testing; and for other materials, labor, equipment, tools, and incidentals.

END OF SECTION