J.2 Statement of Work (30 Pages).pdf

US Department of Agriculture (USDA)

Statement of Work

Contents Project Title

1.0 Purpose

2.0 Scope or Mission

3.0 Period and Place of Performance

4.0 Deliverables / Schedule

5.0 Operating Constraints and Work Restrictions

6.0 Attachments

Project Title Gunnison Office Sewer Line Replacement and Repairs

1.0 Purpose

Work for this project requires the contractor to be responsible for supplying all labor, materials, equipment, miscellaneous items, freight and delivery and all necessary valid licenses for the work summarized as follows:

1. Replace and relocate Sewer Line #1 exiting the building to the north and up to have proper fall to the city main.

2. Sewer line #2 replacement from the building to the city sewer main.

3. Epoxy coat all interior cast iron sewer pipes.

2.0 Scope or Mission

The scope of the three base items is as follows:

1. Replace and relocate Sewer Line #1 exiting the building to the north and up.

a. Excavate old sewer lines.

b. Dispose removed sections of pipe and any additional waste materials from the project. May abandon old pipe in place if approved by CO and COR.

c. Exit the building with the sewer line at an elevation that will have proper fall to the city’s sewer main.

d. Install cleanouts per plumbing code requirements.

e. Install new sections of sewer with 6” PVC pipe per plumbing code requirements and per manufacturer's written instructions and recommendations.

f. Grade the disturbed area and repair any asphalt, concrete, or other infrastructure disturbed.

g. City or county may require permits or fees for this work.

2. Sewer line #2 replacement from the building to the city sewer main.

a. Excavate old sewer lines.

b. Dispose removed sections of pipe and any additional waste materials from project. May abandon old pipe in place if approved by CO and COR.

c. Install new sections of sewer with 6” PVC pipe per plumbing code requirements.

d. Install cleanouts per plumbing code requirements.

e. Grade the disturbed area and repair any asphalt, concrete, or other infrastructure disturbed.

f. Install per manufacturer's written instructions and recommendations.

g. City or county may require permits or fees for this work.

3. Epoxy coat all interior cast iron sewer pipes.

a. Descale and flush cast iron sections of sewer.

b. Line pipes with two coats of epoxy coating.

c. Epoxy coating shall have a 25-year warranty.

d. Install per manufacturer's written instructions and recommendations.

3.0 Period and Place of Performance

Location: This project is located at the Gunnison Ranger District Office, 216 North Colorado Street, Gunnison CO 81230.

Points of Contact for this project are: Jarrod Cawley 970-901-6345, Daris Matos 970-874-6635, Chad Wellman 970-765-

Project Scheduling: Work hours for this project are between 8:00 AM – 5:00 PM Monday through Friday.

Period of performance for this contract will be 30 days.

4.0 Deliverables / Schedule

Contractor shall provide the following information:

1. Required product data:

a. Pipe specifications for 6” PVC.

b. Specifications or manufacturers information for epoxy coating.

c. All products manufacturers warranty.

2. Submit proposed work schedule.

5.0 Operating Constraints and Work Restrictions

1. Confine constructions operations to immediate area of work. Do not disturb portions of Project site beyond areas in which the Work is indicated.

2. Call in a utility locate before any work begins.

3. Portions of this work may require City or County permits and fees.

4. Government will occupy site and buildings during entire construction period. Cooperate with Government during construction operations to minimize conflicts and facilitate Government usage. Perform the work so as not to interfere with Government's day-to-day operations.

5. Remove construction waste daily.

6. Smoking is not permitted within the buildings or within 25 feet (8 m) of entrances, operable windows, or outdoor air intakes.

7. Inside sanitary facilities are not planned to be available for use by the Contractor at the site. Contractor is to provide own sanitary service.

8. Coordinate on-site staging and storage requirements with the Center Point of Contact or the Contracting Officer

(CO).

9. Utilities: Use of Government existing utilities will be permitted without metering and without payment of use charges if facilities are cleaned and maintained in an acceptable condition. Upon completion, restore these facilities to condition existing before initial use. The following are available for use by the contractor: water, and electrical power services. The following are not available: telephone service nor sanitation services.

10. Barricades, Warning Signs, and Lights: Comply with the national or state Manual on Uniform Traffic Control Devices (MUTCD) for erecting structurally adequate barricades, paint with appropriate colors, graphics, and warning signs/lights to inform personnel and public of possible hazard.

6.0 Attachments

See following documents and attachments:

1. Drawings, photos, and details

2. Specifications section 02316 Excavation, trenching, and backfilling for utilities systems.

3. Specifications section 315000 Excavation support and protection

4. Specifications section 02530 Sanitary Sewerage

02316-1

EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS

Attachment 2

SECTION 02316

PART 1 - GENERAL

1.1 SUMMARY

A. Includes excavating, trenching, backfilling and compacting for the installation of utility lines to the depths and dimensions shown on the drawings.

1.2 RELATED SECTIONS

A. Division 2 Section “Earthwork.”

1.3 PROTECTION

A. Maintain the excavations to guard against and prevent injury to employees and the public.

Provide adequate shoring and bracing as required.

B. Protect the excavation from frost action. Compact ground that has frozen and subsequently thawed as specified herein.

C. Prevent water accumulation in excavations. If clay soil becomes saturated, compact after it has dried as specified herein.

D. Minimum depth of soil cover for utility lines (measured from the top of the pipe, conduit, or cable to final construction ground elevation required):

Sewer lines See plan and profile sheet

Water lines 5 feet

Underground power lines

30 inches

Telephone lines 24 inches

E. Protect existing underground utilities from damage.

1.4 DEGREE OF COMPACTION

A. Degree of compaction shall be expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D 1557

1.5 SUBMITTALS

02316-2

A. The following shall be submitted in accordance with Section “Submittals.”

1. Reports.

a. Field Density Tests. Testing of Backfill Materials

b. Copies of all laboratory and field test reports within 24 hours of the completion of the test.

1.6 DEFINITIONS

A. Backfill: Soil materials used to fill an excavation.

B. Bedding Course: Layer placed over the excavated subgrade in a trench before laying pipe.

C. Borrow: Satisfactory soil imported from off-site for use as fill or backfill.

D. Drainage Course: Layer supporting slab-on-grade used to minimize capillary flow of pore water.

E. Excavation: Removal of material encountered above subgrade elevations.

1. Additional Excavation: Excavation below subgrade elevations as directed by

Contracting Officer (CO). Additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work.

2. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated dimensions without direction by CO. Unauthorized excavation, as well as remedial work directed by CO, shall be without additional compensation.

F. Fill: Soil materials used to raise existing grades.

G. Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below subbase, drainage fill, or topsoil materials.

H. Utilities include on-site underground pipes, conduits, ducts, and cables, as well as underground services within buildings.

PART 2 – PRODUCTS

2.1 MATERIALS

A. Satisfactory Soils: ASTM D 2487 Soil Classification Groups [GW, GP, GM, SW, SP, and SM] <insert satisfactory soil groups>, or a combination of these group symbols; free of rock or gravel larger than 2 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter. Contents suitable for the intended use.

B. Unsatisfactory soils: ASTM D 2487 Soil Classification Groups [GC, SC, ML, MH, CL, CH, OL, OH, AND PT] or a combination of these group symbols. Unsatisfactory materials also include manmade fills, trash, refuse, or backfills from previous construction. Unsatisfactory material also includes material classification as satisfactory, which contains root and other organic matter, frozen material, and stones larger then 3 inches. The (CO) shall be notified of any contaminated materials.

02316-3

C. Cohesionless and Cohesive materials: Cohesionless materials shall include materials classified in ASTM D 2487 as GW, GP, SW, AND SP. Cohesive materials shall include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM shall be identified as cohesionless only when the fines are nonplastic.

D. Unyielding Material: Unyielding material shall consisting of gravelly soils with stones greater than 3 inches in any dimension or as defined by the pipe; manufacturer, whichever is smaller.

E. Unstable material: Unstable material shall consist of materials too wet to properly support the utility pipe, conduit, or appurtenant structure.

F. Backfill and Fill: Satisfactory soil materials.

G. Subbase: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2 inch (38 mm) sieve and not more than 12 percent passing a No. 200 (0.75 mm) sieve.

H. Base: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 95 percent passing a 1-1/2 inch (38 mm) sieve and not more than 8 percent passing a No. 200 (0.75 mm) sieve.

I. Bedding: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 100 percent passing a 1 inch (25 mm) sieve and not more than 8 percent passing a No. 200 (0.75 mm) sieve.

J. Drainage Fill: Washed, narrowly graded mixture of crushed stone, or crushed or uncrushed gravel; ASTM D 448; course-aggregate grading Size 57; with 100 percent passing a 1-1/2 inch (38 mm) sieve and 0 to 5 percent passing a No. 8 (2.36 mm) sieve.

K. Detectable Warning Tape: Polyethylene film warning tape encasing a metallic core, minimum 6 inches (150 mm) wide and 4 mils (0.1 mm) thick, continuously inscribed with a description of the utility.

1. Color: Comply with ASME A 13.1, unless otherwise indicated.

PART 3 – EXECUTION

3.1 EXCAVATION

A. Excavation shall be performed to the lines and grades indicated. Excavations shall be unclassified. During excavation, material satisfactory for backfilling shall be stockpiled in an orderly manner at a distance from the banks of the trench equal to ½ the depth of the excavation, but in no instance closer than 2 feet. Excavated material not required or not satisfactory for backfill shall be disposed of off site. The Contractor shall be responsible

02316-4 for disposal of materials. Grading shall be done as may be necessary to prevent surface water from flowing into the excavation, and any water accumulating shall be removed to maintain the stability of the bottom and sides of the excavation. Unauthorized over excavation shall be backfilled in accordance with paragraph BACKFILLING AND COMPACTION at no additional cost to the Government.

B. Trench Excavation requirements: The trench shall be excavated as recommended by the manufacturer of the pipe to be installed. Trench walls below the top of the pipe shall be sloped, or made vertical, and of such width as recommended in the manufacturer’s installation manual. Where no manufacturer’s installation manual is available, trench walls shall be made vertical, Trench walls more than 5 feet high shall be shored, cut back to a stable slope, or provided with equivalent means of protection for employees who may be exposed to moving ground or cave in or as recommended in OSHA Standards 29 CFR.

Trench walls, which are cut back, shall be excavated to at least the angle of repose of the soil. Special attention shall be given to slopes, which may be adversely affected by weather or moisture content. The trench width below the top of pipe shall not exceed 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter and shall not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter. Where recommended trench widths are exceeded, redesign, stronger pipe, or special installation procedures shall be utilized by the Contractor. The cost of redesign, stronger pipe, or special installation procedures shall be borne by the Contractor without any additional cost to the Government.

1. Bottom Preparation: The bottom of trenches shall be accurately graded to provide uniform bearing and supported for the bottom quadrant of each section of the pipe.

Bell holes shall be excavated to the necessary size at each joint or coupling to eliminate point bearing. Stones of 3 inches or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, shall be removed to avoid point bearing.

2. Removal of Unyielding Material: Where unyielding material is encountered in the bottom of the trench, such material shall be removed 4 inches below the required grade and replaced with suitable materials as provided in paragraph BACKFILLING and COMPACTION.

3. Removal of Unstable Material: Where unstable material is encountered in the bottom of the trench, such material shall be removed to the depth directed and replaced to the proper grade with base material as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the Contractor’s fault or neglect in performing the work, the resulting material shall be excavated and replaced by the Contractor without additional cost to the Government.

4. Excavation for Appurtenances: Excavation for manholes, catch basins, inlets, or similar structures shall be of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown.

Removal of unstable material shall be as specified above. When concrete or masonry is to be placed in an excavated area, special care shall be taken not to disturb the bottom of the excavation. Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed.

02316-5

C. Stockpiles: Stockpiles of satisfactory materials shall be placed and graded as specified.

Stockpiles shall be kept in a neat and well-drained condition, giving due consideration to drainage at all times. The ground surface at stockpile locations shall be cleared, grubbed, and sealed by rubber-tired equipment, excavated satisfactory and unsatisfactory materials shall be separately stockpiled. Stockpiles of satisfactory materials shall be protected from contamination, which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, such material shall be removed and replaced with satisfactory material from approved borrow sources at no additional cost to the Government. Locations of stockpiles of satisfactory materials shall be subject to prior approval of the Contracting Officer. The Contractor shall be responsible for obtaining approved borrows materials from sources off site, as required.

3.2 BACKFILL AND COMPACTION

A. Backfill material shall consist of satisfactory material, base material, or backfill material as required. Backfill shall be placed in layers not exceeding 6 inches loose thickness for compaction by hand operated machine compactors, and 8 inches loose thickness for other than hand operated machines, unless otherwise specified. Each layer shall be compacted to at least 95 percent maximum density for cohesionless soils and 90 percent maximum density for cohesive soils, unless otherwise specified.

B. Trench Backfill: Trenches shall be backfilled to the grade shown. The trench shall be backfilled to 2 feet above the top of pipe prior to performing the required pressure tests.

The joints and couplings shall be left uncovered during the pressure test. The trench shall not be backfilled until all specified tests are performed.

1. Replacement of Unyielding Material: Unyielding material removed from the bottom of the trench shall be replaced with base or backfill material.

2. Replacement of Unstable Material: Unstable material removed from the bottom of the trench or excavation shall be replaced with base material in layers not exceeding 6 inches loose thickness.

3. Bedding Backfill: Bedding shall be of the type as defined and the thickness indicated on the plans.

4. Backfill material shall be placed and compacted with approved tampers to a height of at least one foot above the utility pipe or conduit. The backfill shall be brought up evenly on both sides of the pipe for the fill length of the pipe. Care shall be taken to ensure through compaction of the fill under the haunches of the pipe.

5. Final Backfill: The remainder of the trench shall be filled with satisfactory material.

Backfill material shall be placed and compacted as follows:

6. Turfed or Seeded areas and Miscellaneous areas: Backfill shall be deposited in layers of a maximum of 12 inch loose thickness, and compacted to 85 percent maximum density for cohesive soils and 90 percent maximum density for cohesionless soils. This requirement shall also apply to all other areas not specifically designated above.

C. Backfill for Appurtenances: After the manhole, catch basin, inlet, or similar structure has been constructed and the concrete has been allowed to cure for 3 days, backfill shall be placed in such a manner that the structure will not be damaged by the shock of falling earth. The backfill material shall be deposited and compacted as specified fore final

02316-6 backfill, and shall be brought up evenly on all sides of the structure to prevent eccentric loading and excessive stress.

3.3 SPECIAL REQUIREMENTS

Special requirements for both excavation and backfill relating to the specific utilities are as follows:

A. Sewer Lines: Trenches shall be excavated to provide a minimum cover of 36 inches for gravity sewer.

3.4 TESTING

Testing shall be the responsibility of the Contractor and shall be performed at no additional cost to the Government.

A. Test Facilities: an approved commercial testing laboratory shall perform Tests. Approval of testing facilities and personnel shall be based on compliance with ASTM D 3740 and in accordance with Division 1 Section “Quality Requirements”

B. Testing of Backfill Materials: Classification of backfill materials shall be determined in accordance with ASTM D 2487 and the moisture-density relations of soils shall be determined in accordance with ASTM D 1557. A minimum of one soil classification and one moisture-density relation test shall be performed on each different type of material used for bedding and backfill.

C. Field Density Tests: Tests shall be performed in sufficient numbers to ensure that the specified density is being obtained. A minimum of one field density test per lift of backfill for every 500 feet of installation shall be performed. Field in-place density shall be determined in accordance with ASTM D 1556, ASTM D 2167, or ASTM D 2922.

When ASTM D 2922 is used, the calibration curves shall be checked and adjusted using the sand cone method (ASTM D 1556) as described in paragraph Calibration of the ASTM publication. ASTM D 2922 results in a wet unit weight of soil and when using this method, ASTM D 3017 shall be used to determine the moisture content of the soil.

The calibration curves furnished with the moisture gauges shall be checked along with density calibration checks as described in ASTM D 3017. The calibration checks of both the density and moisture gauges shall be made at the beginning of a job, on each different type of material encountered, at intervals as directed by the Contracting Officer. Copies of calibration curves, results of calibration tests, and filed and laboratory density tests shall be furnished to the Contracting Officer. Trenches improperly compacted shall be reopened to the depth directed, then refilled and compacted to the density specified at no additional cost to the Government.

PART 4 – MEASUREMENT AND PAYMENT

02316-7

A. Payment will be included in the bid schedule for which this work relates. No separate measurement and payment shall be made.

END OF SECTION 02316

Orchard Mesa Sewer Line repair 315000 - 1

EVACUATION SUPPORT AND PROTECTION

ATTACHMENT 3

SECTION 315000

EXCAVATION SUPPORT AND PROTECTION

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes temporary excavation support and protection systems.

1.2 PERFORMANCE REQUIREMENTS

A. Design, furnish, install, monitor, and maintain excavation support and protection sys-tem capable of supporting excavation sidewalls and have resisting soil and hydrostatic pressure and superimposed and construction loads.

1.3 PROJECT CONDITIONS

A. Survey adjacent structures and improvements, employing a qualified professional en-gineer or land surveyor; establish exact elevations at fixed points to act as bench-marks. Clearly identify benchmarks and record existing elevations.

1. During installation of excavation support and protection systems, regularly re-survey benchmarks, maintaining an accurate log of surveyed elevations and po-sitions for comparison with original elevations and positions. Promptly notify Contracting Officer (CO) if changes in elevations or positions occur or if cracks, sags, or other damage is evident in adjacent construction.

2. Take photographs to record any prior settlement or cracking of structures, pavements and other improvements. Prepare a list of such damages, verified by dated photographs, and signed by Contractor and others conducting investiga-tion.

PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Provide materials that are either new or in serviceable condition.

B. Structural Steel: ASTM A 36/A 36M, ASTM A 690/A 690M, or

ASTM A 992/A 992M.

C. Steel Sheet Piling: ASTM A 328/A 328M, ASTM A 572/A 572M, or ASTM A 690/A 690M; with continuous interlocks.

Orchard Mesa Sewer Line repair 315000 - 2

EVACUATION SUPPORT AND PROTECTION

D. Wood Lagging: Lumber, mixed hardwood, nominal rough thickness of [4 inches (100 mm)].

E. Cast-in-Place Concrete: ACI 301, of compressive strength required for application.

F. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards that could develop during excavation support and protection system operations.

B. Install excavation support and protection systems to ensure minimum interference with roads, streets, walks, and other adjacent occupied and used facilities.

C. Monitor excavation support and protection systems daily during excavation progress and for as long as excavation remains open. Promptly correct bulges, breakage, or other evidence of movement to ensure that excavation support and protection systems remain stable.

D. Promptly repair damages to adjacent facilities caused by installing excavation support and protection systems.

3.2 REMOVAL AND REPAIRS

A. Remove excavation support and protection systems when construction has progressed sufficiently to support excavation and bear soil and hydrostatic pressures. Remove in stages to avoid disturbing underlying soils or damaging structures, pavements, facili-ties, and utilities.

1. Remove excavation support and protection systems to a minimum depth of 48 inches (1200 mm) below overlying construction and abandon remainder.

2. Repair or replace, as approved by CO, adjacent work damaged or displaced by removing excavation support and protection systems.

B. Leave excavation support and protection systems permanently in place.

END OF SECTION 315000

02530 - 1

SANITARY SEWERAGE

ATTACHMENT 4

SECTION 02530

PART 1- GENERAL

1.1 SUMMARY

A. This Section includes sanitary sewerage outside the building.

B. This Section includes the sanitary sewerage system for the and includes piping, precast concrete holding tank, and accessories.

1.2 PERFORMANCE REQUIREMENTS

A. Gravity-Flow, Nonpressure-Piping Pressure Ratings: At least equal to system test pressure.

1.3 SUBMITTALS

A. Product Data: For the following:

1. Piping

2. Holding tank

3. Manhole frame and cover

4. Backwater valves and cleanouts.

5. Manhole cover inserts.

B. Shop Drawings: Include plans, elevations, details, and attachments for the following:

1. Precast concrete manholes, including frames and covers.

2. Precast concrete holding tank.

3. Cast-in-place concrete manholes and other structures, including frames and co-vers.

C. Coordination Profile Drawings: Show system piping in elevation. Draw profiles at horizontal scale of not less than 1 inch equals 50 feet (1:500) and vertical scale of not less than 1 inch equals 5 feet (1:50). Indicate underground structures and pipe. Show types, sizes, materials, and elevations of other utilities crossing system piping.

D. Field test reports: Indicate and interpret test results for compliance with performance requirements.

02530 - 2

1.4 DELIVERY, STORAGE, AND HANDLING

A. Do not store plastic structures, pipe, and fittings in direct sunlight.

B. Protect pipe, pipe fittings, and seals from dirt and damage.

C. Handle precast concrete manholes and other structures according to manufacturer's written rigging instructions.

1.5 PROJECT CONDITIONS

A. Site Information: Perform site survey, research public utility records, and verify exist-ing utility locations.

B. Location and elevation of invert of holding tank, manhole cover, pipe inverts from hook-up to tank shall be approved by the Contracting Officer (CO) prior to installa-tion.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. In other Part 2 articles where subparagraph titles below introduce lists, the following requirements apply for product selection:

1. Available Manufacturers: Subject to compliance with requirements, manufac-turers offering products that may be incorporated into the Work include, but are not limited to, the manufacturers specified.

2.2 PIPING MATERIALS

A. Refer to Part 3 "Piping Applications" Paragraph for applications of pipe and fitting materials.

2.3 PIPES AND FITTINGS

A. PVC Sewer Pipe and Fittings: According to the following:

1. PVC Sewer Pipe and Fittings, NPS 15 (DN 375) and Smaller: ASTM D 3034, SDR 35, for solvent-cemented or gasketed joints.

a. Gaskets: ASTM F 477, elastomeric seals.

2. PVC Sewer Pipe and Fittings, NPS 18 (DN 450) and Larger: ASTM F 679, T-1 wall thickness, bell and spigot for gasketed joints.

a. Gaskets: ASTM F 477, elastomeric seals.

2.4 MANHOLES

02530 - 3

A. Normal-Traffic Precast Concrete Manholes: ASTM C 478 (ASTM C 478M), precast, reinforced concrete, of depth indicated, with provision for rubber gasketed joints.

1. Diameter: 48 inches (1200 mm) minimum, unless otherwise indicated.

2. Ballast: Increase thickness of precast concrete sections or add concrete to base section, as required to prevent flotation.

3. Base Section: 6-inch (150-mm) minimum thickness for floor slab and 4-inch

(100-mm) minimum thickness for walls and base riser section, and having sepa-rate base slab or base section with integral floor.

4. Riser Sections: 4-inch (100-mm) minimum thickness, and lengths to provide depth indicated.

5. Top Section: Eccentric-cone type, unless concentric-cone or flat-slab-top type is indicated. Top of cone of size that matches grade rings.

6. Gaskets: ASTM C 443 (ASTM C 443M), rubber.

7. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-inch

(150- to 229-mm) total thickness, that match 24-inch- (610-mm-) diameter frame and cover.

8. Steps: Fiberglass, individual steps or ladder. Include width that allows worker to place both feet on one step and is designed to prevent lateral slippage off step.

Cast or anchor into base, riser, and top section sidewalls with steps at 12- to 16-inch (300- to 400-mm) intervals. Omit steps for manholes less than 60 inches (1500 mm) deep.

9. Steps: ASTM C 478 (ASTM C 478M), individual steps or ladder. Omit steps for manholes less than 60 inches (1500 mm) deep.

10. Pipe Connectors: ASTM C 923 (ASTM C 923M), resilient, of size required, for each pipe connecting to base section.

B. Manhole Frames and Covers: ASTM A 536, Grade 60-40-18, ductile-iron castings designed for heavy-duty service. Include 24-inch (610-mm) ID by 7- to 9-inch (178-to 229-mm) riser with 4-inch (100-mm) minimum width flange, and 26-inch- (660-mm-) diameter cover. Include indented top design with lettering "SANITARY SEWER" cast into cover.

C. Manhole Cover Inserts: Manufactured, plastic form, of size to fit between manhole frame and cover and designed to prevent stormwater inflow. Include handle for re-moval and gasket for gastight sealing.

1. Available Manufacturers:

a. FRW Industries, Inc.

b. Knutson Manufacturing Co.

c. Parson Environmental Products, Inc.

2. Type: With drainage and vent holes.

2.5 PRECAST CONCRETE HOLDING TANK

A. Precast Grade Rings

02530 - 4

1. Maximum height of individual rings shall be 6 inches. Diameter of rings shall accommodate opening in holding tank and diameter of frame and cover.

B. Manhole Frame and Cover

1. Aluminum, light duty, minimum clear opening 22”, full bearing restrained ring, cast with “SEWER” and retractable lifting handle. Manhole cover shall secure in place with a camlock. Handle and hardware shall be stainless steel. Model MH-150-24-AL as manufactured by Castings, Inc., Grand Junction, CO, (970) 243-2032 or approved equal.

2. Nonshrink, nonmetallic grout, Masterflow 713, by Master Builders, Cleveland, Ohio, (800) 628-9999 or approved equal.

2.6 CONCRETE

A. General: Cast-in-place concrete according to ACI 318, ACI 350R, and the following:

1. Cement: ASTM C 150, Type II.

2. Fine Aggregate: ASTM C 33, sand.

3. Coarse Aggregate: ASTM C 33, crushed gravel.

4. Water: Potable.

B. Portland Cement Design Mix: 4000 psi (27.6 MPa) minimum, with 0.45 maximum water-cementitious materials ratio.

1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.

2. Reinforcement Bars: ASTM A 615/A 615M, Grade 60 (Grade 400), deformed steel.

C. Structure Channels and Benches: Factory or field formed from concrete. Portland cement design mix, 4000 psi (27.6 MPa) minimum, with 0.45 maximum water-cementitious materials ratio. Include channels and benches in manholes.

1. Channels: Concrete invert, formed to same width as connected piping, with height of vertical sides to three-fourths of pipe diameter. Form curved channels with smooth, uniform radius and slope.

a. Invert Slope: 1 percent through manhole.

2. Benches: Concrete, sloped to drain into channel.

a. Slope: 4 percent.

D. Ballast and Pipe Supports: Portland cement design mix, 3000 psi (20.7 MPa) mini-mum, with 0.58 maximum water-cementitious materials ratio.

1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.

2. Reinforcement Bars: ASTM A 615/A 615M, Grade 60 (Grade 400), deformed steel.

02530 - 5

2.7 PROTECTIVE COATINGS

A. Description: One- or two-coat, coal-tar epoxy; 15-mil (0.38-mm) minimum thickness, unless otherwise indicated; factory or field applied to the following surfaces:

1. Concrete Manholes: On exterior and interior surfaces.

2. Manhole Frames and Covers: On entire surfaces.

3. Distribution Box: On entire interior surfaces.

4. Septic Tank: On entire interior surfaces.

2.8 BACKWATER VALVES

A. Gray-Iron Backwater Valves: ASME A112.14.1, gray-iron body and bolted cover, with bronze seat.

1. Available Manufacturers:

a. Josam Co.

b. McWane, Inc.; Tyler Pipe; Wade Div.

c. Smith, Jay R. Mfg. Co.

d. Watts Industries, Inc.; Ancon Drain Div.

e. Watts Industries, Inc.; Enpoco, Inc. Div.

f. Zurn Industries, Inc.; Hydromechanics Div.

2. Horizontal Type: With swing check valve and hub-and-spigot ends.

3. Combination Horizontal and Manual Gate-Valve Type: With swing check valve, integral gate valve, and hub-and-spigot ends.

4. Terminal Type: With bronze seat, swing check valve, and hub inlet.

B. PVC Backwater Valves: Similar to ASME A112.14.1, horizontal type; with PVC body, PVC removable cover, and PVC swing check valve.

1. Available Manufacturers:

a. Canplas, Inc.

b. IPS Corp.

c. NDS, Inc.

d. Plastic Oddities, Inc.

e. Sioux Chief Manufacturing Co., Inc.

2.9 CLEANOUTS

A. Gray-Iron Cleanouts: ASME A112.36.2M, round, gray-iron housing with clamping device and round, secured, scoriated, gray-iron cover. Include gray-iron ferrule with inside calk or spigot connection and countersunk, tapered-thread, brass closure plug.

Use units with top-loading classifications according to the following applications:

1. Light Duty: In earth or grass foot-traffic areas.

2. Medium Duty: In paved foot-traffic areas.

3. Heavy Duty: In vehicle-traffic service areas.

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4. Extra-Heavy Duty: In roads.

5. Sewer Pipe Fitting and Riser to Cleanout: ASTM A 74, Service class, cast-iron soil pipe and fittings.

B. PVC Cleanouts: PVC body with PVC threaded plug. Include PVC sewer pipe fitting and riser to cleanout of same material as sewer piping.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Excavating, trenching, and backfilling are specified in Division 2 Section "Earth-work."

B. Identification: Materials and their installation are specified in Division 2 Section "Earthwork." Arrange for installing green warning tapes directly over piping and at outside edges of underground structures.

1. Use warning tape or detectable warning tape over ferrous piping.

2. Use detectable warning tape over nonferrous piping and over edges of under-ground structures.

C. Piping Applications: Include watertight joints.

1. NPS 3 (DN 80): Hub-and-spigot, Service class, cast-iron soil pipe and fittings;

gaskets; and gasketed joints.

2. NPS 4 to NPS 6 (DN 100 to DN 150): Hub-and-spigot, Service class, cast-iron soil pipe and fittings; gaskets; and gasketed joints.

3. NPS 4 and NPS 6 (DN 100 and DN 150): Ductile-iron sewer pipe; standard-pattern, ductile-iron fittings; gaskets; and gasketed joints.

4. NPS 4 and NPS 6 (DN 100 and DN 150): Corrugated PE drainage tubing, PVC socket-end fittings, gaskets, and gasketed joints.

5. NPS 4 and NPS 6 (DN 100 and DN 150): PVC sewer pipe and fittings, gaskets, and gasketed joints.

6. NPS 8 and MPS 10 (DN 200 and DN 250): Hub-and-spigot, Service class, cast-iron soil pipe and fittings; gaskets; and gasketed joints.

7. NPS 8 and MPS 10 (DN 200 and DN 250): Ductile-iron sewer pipe; standard-pattern, ductile-iron fittings; gaskets; and gasketed joints

8. NPS 8 and MPS 10 (DN 200 and DN 250): Corrugated PE drainage tubing, PVC socket-end fittings, gaskets, and gasketed joints.

9. NPS 8 and NPS 10 (DN 200 and DN 250): PVC sewer pipe and fittings, gas-kets, and gasketed joints.

D. Sleeve-Type Pipe Couplings: Use where required to join piping and no other appro-priate method is specified. Do not use instead of specified joining methods.

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E. General Locations and Arrangements: Drawing plans and details indicate general lo-cation and arrangement of underground sanitary sewerage piping. Location and ar-rangement of piping layout take design considerations into account. Install piping as indicated, to extent practical.

F. Install piping beginning at low point, true to grades and alignment indicated with un-broken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for using lubricants, cements, and other installation requirements. Maintain swab or drag in line, and pull past each joint as it is completed.

G. Use manholes for changes in direction, unless fittings are indicated. Use fittings for branch connections, unless direct tap into existing sewer is indicated.

H. Use proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

I. Install gravity-flow piping and connect to building's sanitary drains, of sizes and in lo-cations indicated. Terminate piping as indicated.

1. Install piping pitched down in direction of flow, at minimum slope of 2 percent, unless otherwise indicated.

2. Install piping with 36-inch (1000-mm) minimum cover.

J. Extend sanitary sewerage piping and connect to building's sanitary drains, of sizes and in locations indicated. Terminate piping as indicated.

K. Pipe Joint Construction and Installation: Join and install pipe and fittings according to installations indicated.

1. Refer to Division 2 Section "Utility Materials" for basic piping joint construc-tion and installation.

2. Hub-and-Spigot, Cast-Iron Soil Pipe and Fittings: With rubber gaskets accord-ing to CISPI's "Cast Iron Soil Pipe and Fittings Handbook." Use gaskets that match class of pipe and fittings.

3. Ductile-Iron Sewer Pipe with Ductile-Iron Fittings: According to

AWWA C600.

4. PE Pipe and Fittings: As follows:

a. Join pipe, tubing, and gasketed fittings with gaskets for watertight joints according to ASTM D 2321 and manufacturer's written instructions.

b. Install according to ASTM D 2321 and manufacturer's written instruc-tions.

c. Install corrugated piping according to the Corrugated Polyethylene Pipe

Association's "Recommended Installation Practices for Corrugated Poly-ethylene Pipe and Fittings."

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5. PVC Sewer Pipe and Fittings: As follows:

a. Join pipe and gasketed fittings with gaskets according to ASTM D 2321.

b. Install according to ASTM D 2321.

6. Join piping made of different materials or dimensions with couplings made for this application. Use couplings that are compatible with and that fit both sys-tems' materials and dimensions.

L. Manhole Installation: Install complete with appurtenances and accessories indicated.

1. Form continuous concrete channels and benches between inlets and outlet.

2. Set tops of frames and covers flush with finished surface of manholes that occur in pavements. Set tops 3 inches (76 mm) above finished surface elsewhere, un-less otherwise indicated.

3. Install precast concrete manhole sections with gaskets according to

ASTM C 891.

M. Concrete Placement: Place cast-in-place concrete according to ACI 318 and

ACI 350R.

N. Install backwater valves in piping where indicated.

O. Install two way cleanouts and riser extension from sewer pipe to cleanout at grade.

Use cast-iron soil pipe fittings in sewer pipes at branches for cleanouts and cast-iron soil pipe for riser extensions to cleanouts. Install piping so cleanouts open in direction of flow in sewer pipe.

P. Set cleanout frames and covers in earth in cast-in-place concrete block, 18 by 18 by 12 inches (450 by 450 by 300 mm) deep. Set with tops 1 inch (25 mm) above surround-ing grade.

Q. Set cleanout frames and covers in concrete pavement with tops flush with pavement surface.

R. Make connections to existing piping and underground structures so finished Work complies as nearly as practical with requirements specified for new Work.

S. Use commercially manufactured wye fittings for piping branch connections. Remove section of existing pipe; install wye fitting into existing piping; and encase entire wye fitting, plus 6-inch (150-mm) overlap, with not less than 6 inches (150 mm) of con-crete with 28-day compressive strength of 3000 psi (20.7 MPa).

T. Make branch connections from side into existing piping, NPS 4 to NPS 20 (DN 100 to DN 500). Remove section of existing pipe; install wye fitting into existing piping; and encase entire wye with not less than 6 inches (150 mm) of concrete with 28-day com-pressive strength of 3000 psi (20.7 MPa).

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U. Protect existing piping and structures to prevent concrete or debris from entering while making tap connections. Remove debris or other extraneous material that may accu-mulate.

V. Clear interior of piping and structures of dirt and superfluous material as work pro-gresses. Maintain swab or drag in piping, and pull past each joint as it is completed.

1. Place plug in end of incomplete piping at end of day and when work stops.

2. Flush piping between manholes and other structures to remove collected debris, if required by authorities having jurisdiction.

3.2 FIELD QUALITY CONTROL

A. A. Inspect interior of piping to determine whether line displacement or other damage has occurred. Inspect after approximately 24 inches (600 mm) of backfill is in place, and again at completion of Project.

1. Defects requiring correction include the following:

a. Alignment: Less than full diameter of inside of pipe is visible between structures.

b. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder of size not less than 92.5 percent of piping diameter.

c. Crushed, broken, cracked, or otherwise damaged piping.

d. Infiltration: Water leakage into piping.

e. Exfiltration: Water leakage from or around piping.

2. Replace defective piping using new materials, and repeat inspections until de-fects are within allowances specified.

3. Reinspect and repeat procedure until results are satisfactory.

B. Test new piping systems, and parts of existing systems that have been altered, extend-ed, or repaired, for leaks and defects.

1. Do not enclose, cover, or put into service before inspection and approval.

2. Test completed piping systems according to authorities having jurisdiction.

3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours' advance notice.

4. Submit separate reports for each test.

5. If authorities having jurisdiction do not have published procedures, perform tests as follows:

a. Sanitary Sewerage: Perform hydrostatic test.

1) Allowable leakage is maximum of 4 gal. per 100 feet of pipe, during 24-hour period.

2) Close openings in system and fill with water, fill to rim of host sew-er connection.

3) Purge air and refill with water.

4) Disconnect water supply.

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5) All water to sit for 24 hours period.

6) Inspect joints for leaks.

7) After 24 hours, refill pipe to rim of host sewer connection. Measure make up water volume. Volume shall not exceed specified allowa-ble line loss.

8) Option: Test ductile-iron piping according to AWWA C600, Sec-tion "Hydrostatic Testing." Use test pressure of at least 10 psig (69 kPa).

b. Sanitary Sewerage: Perform air test according to UNI-B-6.

6. Septic Tank or Holding Tank

a. Before covering the top of the tank, fill the tank with water to the normal operating level and let stand for 24 hours. Refill to normal operating level and perform leakage test for 24 hours. Measure and calculate the loss of water. Maximum allowable leakage, 0.5 percent of the nominal volume of the tank over the 24-hour period. If leakage exceeds the allowable per-centage, make necessary repairs using approved methods.

7. Manholes: Perform hydraulic test according to ASTM C 969 (ASTM C 969M).

8. Leaks and loss in test pressure constitute defects that must be repaired.

9. Replace leaking piping using new materials, and repeat testing until leakage is within allowances specified.

PART 4 – MEASUREMENT AND PAYMENT

A. Payment will be included in the bid schedule for which this work relates. No separate measurement and payment shall be made.

END OF SECTION 02530