W912WJ-17-Q-0003.pdf

COLEBROOK RIVER PROJ OFC

STEVEN PATCHKOFSKY

426A COLEBROOK RIVER ROAD

RIVERTON CT 06021

TEL: 978-318-8369 FAX:

W13G8662949817

REQUEST FOR QUOTATIONS

(THIS IS NOT AN ORDER) 1

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1. REQUEST NO. 2. DATE ISSUED RATING

W912WJ-17-Q-0003 05-Dec-2016 5a. ISSUED BY

8. TO: NAME AND ADDRESS, INCLUDING ZIP CODE

IMPORTANT: This is a request for information, and quotations furnished are not offers. If you are unable to quote, please so indicate on this form and return it to the address in Block 5a. This request does not commit the Government to pay any costs incurred in the preparation of the submission of this quotation or to contract for supplies or services. Supplies are of domestic origin unless otherwise indicated by quoter. Any representations and/or certifications attached to this

Request for Quotations must be completed by the quoter.

11. SCHEDULE (Include applicable Federal, State, and local taxes)

ITEM NO.

(a)

SUPPLIES/ SERVICES

(b)

QUANTITY

(c)

UNIT

(d)

UNIT PRICE

(e) (f)

SEE SCHEDULE

AMOUNT

% No. %

NOTE: Additional provisions and representations [ ] are [ ] are not attached.

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SEE SCHEDULE

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UNDER BDSA REG. 2

4. CERT. FOR NAT. DEF.3. REQUISITION/PURCHASE

REQUEST NO.

U S ARMY ENGR DISTRICT, NEW ENGLAND

696 VIRGINIA RD

CONCORD MA 01742-2751

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PLEASE FURNISH QUOTATIONS TO THE ISSUING OFFICE IN BLOCK 5a ON OR BEFORE CLOSE OF BUSINESS:10.

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d. CALENDAR DAYSc. 30 CALENDAR DAYSb. 20 CALENDAR DAYS12. DISCOUNT FOR PROMPT PAYMENT a. 10 CALENDAR DAYS

W912WJ-17-Q-0003

Section B - Supplies or Services and Prices

ITEM NO SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

0001 1 Job Replacement of Sanitory Sewer Piping

FFP

Contractor shall provide all materials, equipment, and labor for replacement of sanitary sewer piping and associated work at Colebrook River Lake Dam in Colebrook CT in accordance with the Statement of Work.

FOB: Destination

MILSTRIP: W13G8662949817

PURCHASE REQUEST NUMBER: W13G8662949817

NET AMT

Section C - Descriptions and Specifications

STATEMENT OF WORK

REPLACE SANITARY SEWER PIPING

U.S. ARMY CORPS OF ENGINEERS

COLEBROOK RIVER LAKE DAM

COLEBROOK, CT

Scope of Work October 2016

I. General

1. Scope of work

Provide all materials, labor, testing, and equipment for performing all operations necessary to complete the following work at the Colebrook River Lake Dam project office:

Remove and replace 260 feet of existing 6-inch diameter cast iron sanitary sewer pipe from existing sanitary sewer manhole #1 (SMH #1) to SMH #2 (see drawing CON-70 under Attachments)

Remove and replace 700 feet of existing 6-inch diameter cement concrete sanitary sewer pipe from existing SMH #2 to existing septic tank (see drawing CON-70 under Attachments)

Remove and replace 7 cubic yards of bituminous concrete pavement at driveway and roadway crossings

Raise existing sanitary sewer manhole frame and cover of SMH #2 and SMH #3 approximately 6 inches to existing finished grade; SMH #2 and SMH #3 are located in lawn areas; rim and cover shall be flush with surrounding lawn area grades

2. Location

The project office is located off of Route 8 at 426 A/B Colebrook River Road, Colebrook, Connecticut, 06021 (see attached Location Map).

3. Site Visit Contact the Technical Point of Contact, Project Manager Steven Patchkofsky at the Colebrook River Lake Dam Project Office at 978-318-8369 or via email at steven.d.patchkofsky@usace.army.mil to arrange a site visit.

4. Schedule Work shall commence within 7 days after the Contractor receives the Notice to Proceed (NTP). The Contractor shall provide the Government with 7 days’ notice prior to the start of construction.

All work except for paving and seeding shall be completed no later than 45 working days after Contractor’s receipt of the NTP. Prior to leaving the site for the winter, the Contractor shall clean and prepare the site for winter shut down and temporarily stabilize all exposed soils within the lawn areas with straw mulch. Straw mulch shall be anchored in place with a plant based tackifier.

Construction work to complete the paving, seeding, and final clean-up shall start on April 17, 2017 and be completed on or before May 5, 2017.

5. Work Hours The project area will be open to the Contractor Monday through Friday 7:00 AM to 3:30 PM and all work must be done during these hours unless additional hours are approved by the Technical Point of Contact. No work shall be done on weekends or Government holidays.

6. Safety

The Contractor shall comply with all pertinent provisions of the latest edition of the U.S.

Army Corps of Engineers Safety and Health Requirements, COE EM 385-1-1. A copy of COE EM 385-1-1 may be ordered from Superintendent of Documents, P O Box 371954 Pittsburgh, PA 15250-7954 (Tel: 866-512-1800; web site: https://www.gpo.gov). In addition, the manual may be viewed at the following link:

http://www.publications.usace.army.mil/Portals/76/Publications/EngineerManuals/EM_385- 1-1.pdf.

The Contractor shall also comply with all OSHA work safety standards. The project staff can and will order the cessation of work at any time should the safety of employees and visitors become jeopardized.

7. Preconstruction Conference

Prior to the start of any work, the Technical Point of Contact will schedule and conduct a “Preconstruction Conference.” The Contractor’s project manager, project superintendent, and quality control personnel shall attend this meeting. This conference will be held at the time and location agreeable to the Government and Contractor. No work shall be performed under this contract prior to this conference. The purpose of the conference is to enable the Technical Point of Contact to outline the procedures that will be followed by the Government in its administration of the contract, and to discuss the performance that will be expected from the Contractor. This conference will allow the Contractor an opportunity to ask questions about the Government’s administration and inspection of contract work or obtain other pertinent information that might be required. At the Preconstruction Conference the Contractor shall provide the name of the project superintendent with a telephone number for project coordination.

The following is a general list of items for discussion during this Preconstruction Conference:

i. Authority of the Technical Point of Contact and Quality Assurance Inspectors.

ii. Contractor’s Safety Program (including sub-contractors).

iii. Accident Prevention Plan (Submitted & accepted prior to start of work on site)

iv. Weekly Safety Meetings (Documented on NED Form 251)

v. Accident Reporting (ENG Form 3394)

vi. Safety Data Sheet (SDS) requirements

vii. Correspondence, Communication and Administrative Procedures.

viii. Invoice and payment.

8. Permits

The Contractor shall, without additional expense to the Government, be responsible for obtaining any necessary licenses, permits, and letters of certification. The Contractor shall comply with any applicable Federal, State, County, and Municipal laws, codes, and regulations in connection with the performance of the work specified under this contract.

9. Security

The Contractor shall comply with all established security policies at Colebrook Lake Dam.

Due to periods of heightened security that may affect the access to the areas covered under this contract, areas may be subject to periodic closures, which in turn may reduce or inhibit the Contractor’s ability to access certain areas. During periods of heightened security, the Government reserves the right, at any time, to close any property or portion of property and reschedule and/or cancel any subsequent service in an area. The Contractor shall be given at least a 24 hour notice of any such closure.

10. Contractor Conduct

Alcohol and firearms are prohibited on project grounds. Contractor and employees shall comply with CFR 36 Rules and Regulations.

11. Payment

Payment will be made on a per job basis. After final inspection and acceptance by the Government, the Contractor shall submit an invoice to the Technical Point of Contact. The invoice shall include the invoice date, contract number, dates of service, description of work, quantities, process, and total amount due per line item. For jobs greater than 30 days the Contractor may request progress payment.

All invoices shall be mailed to:

U.S. Army Corps of Engineers 426 A/B Colebrook River Road Colebrook, CT 06021 Attn: Steven Patchkofsky

Or Emailed to steven.d.patchkofsky@usace.army.mil

II. Technical Requirements:

Part 1 General:

1.1. References:

ASTM C131 (2014) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C270 (2014) Standard Specification for Mortar for Unit Masonry

ASTM C478 (2015) Standard Specification for Circular Precast Reinforced Concrete Manhole Sections

ASTM C923 (2008; R 2013e1) Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals

ASTM C1173 (2010; R 2014) Standard Specification for Flexible Transition Couplings for Underground Piping Systems

ASTM D977 (2013; E 2014) Emulsified Asphalt

ASTM D1557 (2012; Errata 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D3034 (2015e1) Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings

ASTM D3212 (2007; R 2013) Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals

ASTM D5268 (2013) Topsoil Used for Landscaping Purposes

ASTM D5926 (2015) Standard Specification for Poly (Vinyl Chloride) (PVC) Gaskets for Drain, Waste, and Vent (DWV), Sewer, Sanitary, and Storm Plumbing Systems

ASTM D6690 (2015) Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

ASTM F477 (2014) Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe

ASTM F949 (2015) Standard Specification for Poly(Vinyl Chloride) (PVC) Corrugated Sewer Pipe With a Smooth Interior and Fittings

ConnDOT Specifications (2004; R 2016) Standard Specifications for Roads, Bridges and Incidental Construction, Form 816, State of Connecticut, Connecticut Department of Transportation (ConnDOT)

CT Health Code (2009) Regulations of the Connecticut Department of Public Health

UBPPA UNI-B-6 (1998) Recommended Practice for Low-Pressure Air Testing of Installed Sewer Pipe

1.2. Existing Conditions:

Refer to the attached drawing CON-70.

1.3. Requests for Information:

Requests concerning the work of this project should be directed to the Technical Point of Contact, Project Manager Steven Patchkofsky at 978-318-8369 or via email at steven.d.patchkofsky@usace.army.mil.

1.4. Submittals:

Although the Government technically reviews submissions required by this scope of work, it is emphasized that the Contractor’s work must be prosecuted using proper internal controls and review procedures. The documents identified below must be prepared in accordance with the applicable standards, submitted for review and accepted by the Government prior to the commencement of any field activities.

1.4.1. Accident Prevention Plan (APP)

1.4.2. Activity Hazard Analysis (AHA)

1.4.3. Project Work Schedule

1.4.4. Product Data

(a) Submit job mix formula for bituminous concrete pavement. Submit for approval 4 copies of the supplier’s job mix formula at least 10 working days prior to commencing any paving work

(b) Backfill and fill materials

(c) Pipe material and fittings

(d) Pipe compression gaskets

(e) Flexible rubber coupling

(f) Cleanout box and cover

(g) Brick

(h) Cement mortar

(i) Concrete grade rings

(j) Tack coat

(k) Edge (joint) sealer

(l) Topsoil

(m) Seed

(n) Fertilizer

1.4.5. Gradation test results for aggregates and backfill material

1.4.6. Material Certification:

Bituminous Concrete Pavement: certify that material is produced at a plant approved by CTDOT and that products meet or exceed specified requirements Seed: for mixture, percent pure live seed, minimum percent germination and hard seed, maximum percent weed seed content, date tested, and state certification.

Topsoil: for pH, particle size, chemical analysis, and mechanical analysis

1.4.7. Waybills and Delivery Tickets: Submit certified waybills and certified delivery tickets for all aggregates and asphalt materials used in the actual work. Final payment will not be made to the Contractor until all waybills and delivery tickets have been received by the Technical Point of Contact

1.4.8. Submit the results of all laboratory and field tests

1.4.9. Safety Data Sheets (SDS) for all chemicals used

1.5. Clean Up:

The Contractor shall practice good housekeeping to maintain a safe job site. The Contractor shall keep the work area, including any storage areas, free from the accumulation of waste materials. Upon completing work in an area the Contractor shall remove any tools, equipment, and materials that are not the property of the Government.

Upon completion of work, the Contractor shall clean up the job site to the satisfaction of the Government.

1.6. Government Resources:

The Contractor is responsible for providing all materials to complete the project. Unless specified in the contract, the Government will not provide any equipment, water, electricity, telephone services, or other resources. The Contractor shall provide its own sanitary facilities at the project site.

1.7. Environmental Protection:

The Contractor is responsible for erosion and sediment control during any earth-disturbing activities. Select and maintain temporary sediment controls in accordance with Connecticut Stormwater Manual, Connecticut Department of Energy and Environmental Protection, such that water quality standards are not violated as a result of construction activities. Areas of bare soil shall be kept to a minimum during construction operations.

Prevent sediment laden runoff from entering waterbodies, drainage inlets, and environmentally sensitive areas. Sediment controls may include, but are not limited to, entrenched sediment (silt) fence, compost filter socks, or wattles. Remove all temporary sediment controls during final clean-up and prior to demobilization.

1.8. Omissions:

This contract may not cover all specified activities, steps, and procedures required to supply the contract product. In case of omission, the normal industry, state, or federal standards, practices, specifications, and/or guides shall prevail. In no instance shall an omission be reason to produce less than an acceptable and functional product.

1.9. Quality Assurance:

The Contractor is responsible for the quality control of the contract work. The Government has the right to inspect and test all items called for by the contract, to the extent practicable at all times and at all places during the term of the contract.

1.10. Other Contracts:

The Government may undertake or award other contracts for additional work not related to this contract, and the Contractor shall fully cooperate with other contractors and Government employees. The Contractor shall not commit or permit any act, which will interfere with the performance of work by another contractor, or by Government employees.

1.11. Receiving and Storing Materials:

The Contractor is responsible for protecting any stored material until it is placed in service. The Contractor is responsible for receiving and unloading of delivered goods.

Government employees will not receive material or supplies for the Contractor and will not be responsible for damage to Contractor equipment or material.

Part 2 Products:

2.1. Suitable Backfill Material (Driveway and Roadway)

From top of pipe zone material to subgrade elevation: Select fill material.

2.2. Native Backfill Material (Landscaped Areas)

From top of pipe zone material to subgrade elevation: Material excavated from the trench if free of stones larger than 3 inches in size and free of wet, frozen, organic and other deleterious materials.

2.3. Select Fill Material

Broken or crushed stone shall be the product resulting from the artificial crushing of rocks, boulders or large cobblestones, substantially all faces of which have resulted from the crushing operation. Broken or crushed stone shall consist of sound, tough, durable stone, reasonably free from soft, thin, elongated, laminated, friable, micaceous or disintegrated pieces, mud, dirt or other deleterious material and shall be sized to meet the requirements of the following gradation:

US Standard Percent Passing Sieve Size By Weight

3 1/2 inch 100 1 1/2 inch 55-100 1/4 inch 25-60

No. 10 15-45 No. 40 5-25 No. 100 0-10 No. 200 0-5

2.4. Embedment Zone Material (Bedding, Pipe Zone, and Cover Material)

Screened gravel or crushed rock shall be uniformly well graded; shall consist of hard, durable pieces, crushed or uncrushed, with no thin or elongated pieces and shall conform to the following gradation:

US Standard Percent Passing Sieve Size By Weight

1 inch 100 3/4 inch 90-100 1/2 inch 20-55 3/8 inch 0-15 No. 4 0-5

2.5. Processed Aggregate Base

Coarse and fine aggregates shall be combined and mixed by approved methods so that the resulting material shall conform to the following gradation requirements as specified:

US Standard Percent Passing Sieve Size By Weight

2 inch 100 1-1/2 inch 70-100 3/4 inch 50-85 No. 4 30-55 No. 50 8-24 No. 200 3-10

Coarse Aggregate: Course aggregates shall be broken stone. When tested by means of the Los Angeles Abrasion Machine, using ASTM C131, the coarse aggregate shall not have a loss of more than 50 percent. Broken stone shall consist of sound, tough, durable fragments of rock of uniform quality throughout. It shall be free from soft, disintegrated pieces, mud, dirt, and organic or other injurious material. Gravel or reclaimed miscellaneous aggregate will not be accepted as an alternative for processed aggregate.

Fine Aggregate: The fine aggregate shall conform to ConnDOT Specifications, Section M.05.01-3.

2.6. Pipe Material

Pipe and Fittings: Polyvinyl Chloride (PVC), solid wall, ASTM D3034, SDR 35, or ASTM F949 with ends suitable for elastomeric gasketed joints. Pipe shall be made of PVC plastic having a cell classification of 12454 B or 12454 C, or 12364 C, or 13364 B, with a minimum tensile strength modulus of 500,000 psi as defined in ASTM D1784, and shall be appropriately marked.

Joints and Jointing Material: Joints for PVC pipe shall conform to ASTM D3212.

Gaskets shall conform to ASTM F477.

2.7. Flexible Rubber Coupling

The flexible couplings shall be sized to connect 6-inch cast iron pipe to 6-inch PVC pipe and 6-inch cement concrete pipe to 6-inch PVC pipe.

Coupling: The rubber coupling element shall be:

Constructed of elastomeric polyvinyl chloride (PVC) meeting the requirements of

ASTM C1173 and D5926 and provides for a positive seal against infiltration and exfiltration

Leak-proof, root-proof and are resistant to chemicals, ultraviolet rays, fungus growth, and normal sewer gases

Maximum operating temperature of 140 degrees Fahrenheit Minimum operating temperature of -30 degrees Fahrenheit

Connectors: Stainless steel clamps and hardware shall meet the requirements of ASTM C923. Shield, hoop and clamp shall be a high-grade 304 Series non-magnetic stainless steel to provide for maximum corrosion resistance. No plastic components shall be permitted.

2.8. Cleanout Box

a. The cleanout box shall be rated for commercial use and be a durable, rigid enclosure to provide subsurface protection and ease of access to the new cleanout.

b. The cleanout box body and lid shall be round and made of molded of high density polyethylene structural foam that is resistant to UV light, weather, moisture, and chemical action of soils. The body shall have corrugated sides. The knock-outs along the sides shall remain an integral part of the body and not be removed. Refer to Sketch 3 for cleanout box dimensions.

c. The lid shall be overlapping, skid resistant, and have beveled edges to minimize potential damage from lawn equipment. Lids shall be clearly marked with the words "SEWER CLEANOUT" molded onto the top. The marking area shall measure at least 6 inches by 2 inches. The locking bolt, washer, and clip shall be made of stainless steel.

d. The body and overlapping lid shall be green.

2.9. Brick

All brick used to construct manhole inverts or adjust frames shall be made from clay or shale, shall be solid only and shall be of standard building size. All brick shall meet or exceed the compressive strength and water absorption properties specified in ASTM C32 for Grade MS brick.

2.10. Cement Mortar

Cement mortar shall conform to ASTM C270, Type M with Type II cement.

2.11. Concrete Grade Ring

Leveling and adjusting precast concrete units of 2-inch, 3-inch or 4-inch thickness conforming to ASTM C478. Grade rings shall have a minimum opening of thirty inches and shall have precast bolt holes matching frame pattern. Design must provide for full bearing of manhole frame.

2.12. Bituminous Concrete Pavement

a. Bituminous concrete for surface and binder courses shall conform to the applicable requirements of Section M.04 of the ConnDOT Specifications.

b. Bituminous Concrete Mix Design: The bituminous concrete shall conform to Section

M.04 Table M.04.02-1 of the ConnDOT Specifications. The mixtures shall be obtained from a supplier regularly producing bituminous concrete under Section M.04 of the ConnDOT Specifications. Approval shall be contingent on conformance of the completed pavement to the specification requirements, including adherence to the suppliers’ current job mix formulas within specific tolerance limits.

c. Tack Coat: Bituminous material used for the tack coat shall be emulsified asphalt conforming to ASTM D977, grade RS-1.

d. Edge (Joint) Sealer: Hot-poured elastic type joint and crack sealer conforming to

ASTM D6690, Type II

2.13. Topsoil

Topsoil shall be as defined in ASTM D5268. When available, the topsoil shall be the existing surface soil stripped and stockpiled onsite in accordance with this scope of work.

When additional topsoil is required beyond the available topsoil from the stripping operation, topsoil shall be delivered and amended as recommended by the soil test for the seed specified. Topsoil shall be well-drained, natural, friable, and be free from subsoil, slag, cinders, stones, lumps of soil, sticks, brush, roots, trash or other material over a minimum 1-1/2 inch diameter. Topsoil shall be free from viable plants and plant parts, and other material detrimental to plant growth. The loam shall have an acidity range of

5.5 pH to 7.6 pH. Total organic matter shall be between 5 and 10 percent based on loss on ignition. Delivered topsoil shall be amended as recommended by the soil test.

Submittal Requirement: For pH, particle size, chemical analysis, and mechanical analysis.

2.14. Seed

a. Permanent Seed Classification

State-approved seed of the latest season's crop shall be provided in original sealed packages bearing the producer's guaranteed analysis for percentages of mixture, purity, germination, hard seed, weed seed content, and inert material. Labels shall be in conformance with AMS Seed Act and applicable state seed laws.

b. Permanent Seed Mixtures: Seed mix shall be in accordance with the State Specifications, Section M.13.04, "Seed Mixtures", as follows:

Seed Proportion Minimum Minimum Type By Weight Purity, % Germination, %

Chewings Fescue 35 80 97 Hard Fescue 30 85 96 Colonial Bentgrass 5 90 95 Birdsfoot Trefoil 10 90 96 Perennial Ryegrass 20 90 98

c. Quality: Weed seed shall not exceed 1 percent by weight of the total mixture. Wet, moldy, or otherwise damaged seed shall be rejected.

d. Temporary Seed: The temporary seed for erosion control shall be Annual Ryegrass seed, containing at least 85 percent pure live seed.

e. Seed Mixing: The mixing of seed may be done by the seed supplier prior to delivery, or, if performed in the field, shall be performed in the presence of the Government.

f. Substitutions will not be allowed without written request and approval from the

Government.

g. Submittal Requirement: For mixture, percent pure live seed, minimum percent germination and hard seed, maximum percent weed seed content, date tested, and state certification.

2.15. Mulch

a. Mulch shall be free from weeds, mold, and other deleterious materials.

b. Straw shall be stalks from oats, wheat, rye, barley, or rice furnished in air-dry condition and with a consistency for placing with commercial mulch-blowing equipment.

c. Hay shall be native hay, sudan-grass hay, broomsedge hay, or other herbaceous mowings furnished in an air-dry condition suitable for placing with commercial mulch-blowing equipment.

d. Wood cellulose fiber shall not contain any growth or germination-inhibiting factors and shall be dyed an appropriate color to facilitate visual metering during application.

Composition on air-dry weight basis: 9 to 15 percent moisture, pH range from 4.5 to 6.0.

2.16. Fertilizer

Fertilizer shall be controlled release, commercial grade, free flowing, and uniform in composition. Fertilizer shall be as recommended by the soil test for delivered topsoil.

Granular fertilizer for stripped and stockpiled topsoil shall consist of the following nitrogen-phosphorus-potassium ratio: 10 percent nitrogen, 10 percent phosphorus, and 10 percent potassium. At least 40 percent of the nitrogen shall be organic. The fertilizer shall be derived from sulphur coated urea, urea formaldehyde, plastic, or polymer coated pills, or isobutylenediurea (IBDU). Fertilizer shall be balanced with the inclusion of trace minerals and micro-nutrients.

Part 3 Execution:

3.1. Trenching, Backfilling, and Compaction

3.1.1. General

Work shall include trenching, bedding, backfilling, compacting and disposal of excess materials as required for the installation of sanitary sewer piping. Thicknesses listed for backfill material on the details and/or the specifications are required thicknesses after compaction.

3.1.2. Preparation

a. Strip topsoil from the site where excavation and trenching is required and stockpile separately from other excavated material. Material unsuitable for use as topsoil shall be stockpiled and used for native fill material. Locate topsoil so that the material can be used readily for the finished grading. Where sufficient existing topsoil conforming to the material requirements is not available on site, provide borrow materials suitable for use as topsoil. Protect topsoil and keep in segregated piles until needed.

b. All existing pavement designated to be removed and replaced shall be saw cut vertically in a straight line, and removed from the job site prior to starting the trench excavation. This material shall not be used in any fill or backfill.

3.1.3. Trench Excavation

a. Excavate trenches to the required depth, alignment, and grade for the invert of the pipe plus that excavation necessary for placement of pipe bedding material.

b. Excavation of the trenches shall include for the removal of existing pipe as required.

c. Excavate trenches only as far in advance as safety, traffic and weather conditions permit. Do not excavate more than 100 feet in advance of the pipe laying operation. No trenches shall be left open at the end of day’s operation.

d. Protect existing structures and piping within the working area.

e. Where excavated material will be used as native fill material, stockpile material onsite or as directed by the Government. If material is surplus to backfill requirements stockpile material as indicated or as directed by the Government.

f. All excavations shall be made by open cut unless otherwise indicated. Sides of trenches shall be kept as nearly vertical as possible from the trench bottom to a level of 2 feet above the top of the pipe. Trench bottoms shall be excavated true to line and shall not be less than 12 inches wider than the outside diameter of the pipe so a clear space of 6 inches is provided on each side of the pipe. Minimum trench width for small diameter pipe shall be 24 inches. Grade of the trench bottom shall be consistent with the method of bedding specified.

g. Stockpile excavated materials in a safe manner in accordance with OSHA requirements. Stockpiles shall be graded for proper drainage.

3.1.4. Protection

a. Protect excavations by shoring, bracing, sheet piling, underpinning, or other methods required to prevent any excessive widening or sloughing of the trench which may be detrimental to human safety, to the pipe or appurtenances being installed, or to existing facilities or structures.

b. The latest requirements of OSHA shall be complied with at all times including trenching and confined space entry requirements.

c. The Contractor shall be responsible for underpinning adjacent manhole structures which may be damaged by excavation work.

d. Protect bottom of excavations and soil adjacent to and beneath foundations from frost.

e. Do not place backfill on frozen surfaces and do not place frozen materials, snow, or ice in backfill.

f. Do not deposit, tamp, roll, or otherwise mechanically compact backfill in water.

3.1.5. Drainage and Groundwater

a. The excavation shall be graded to prevent surface water runoff into trench excavation.

b. Maintain trenches free from water during construction.

c. Remove water encountered in trenches to the extent necessary to provide a firm subgrade, to permit joints to be made in the dry, and to prevent the entrance of water into the pipeline.

d. Divert surface runoff and use sumps, gravel blankets, well points, drain lines, or other means necessary to accomplish the above.

e. Maintain the trench free from water until the pipe to be installed therein, is completed to the extent that no damage from hydrostatic pressure, flotation, or other cause will result.

f. Prevent water from entering into previously constructed pipe.

g. Do not use the pipe under construction for dewatering.

3.1.6. Unsuitable Soils

Where unsuitable bearing material is encountered in the trench bottom, continue excavation until the unsuitable material is removed, solid bearing is obtained or can be established. Refill the trench to required pipeline grade with pipe bedding material.

3.1.7. Pipe Bedding

a. After completion of the trench excavation and proper preparation of the foundation, 6 inches of bedding material shall be placed on the trench bottom for support under the pipe.

b. Bell holes shall be dug deep enough to provide a minimum of 2 inches of clearance between the bell and the bedding material.

c. All pipes shall be installed in such a manner as to ensure full support of the pipe barrel over its entire length.

d. After the pipe is adjusted for line and grade and the joint is made, the bedding material shall be carefully placed and tamped under the haunches of the pipe.

e. Care shall be exercised to ensure sufficient tamping under the pipe to achieve uniform support.

3.1.8. Backfilling of Trenches within Embedment Zone

After pipe installation and inspection, backfill trenches to 12 inches above the crown of the pipe with embedment fill material placed and carefully compacted with approved compaction equipment in layers of suitable thickness to provide specified compaction.

Bring up the backfill evenly on both sides of the pipe for the full length of the pipe.

Take care to ensure thorough compaction of the fill under the haunches of the pipe.

3.1.9. Final Backfill

Fill the remainder of the trench to subgrade elevation with native or suitable backfill material.

3.1.10. Fill Placement

a. Where fill is required on both sides of structures, fill and compact simultaneously on opposite sides in even layers.

b. Fill shall be spread in uniform horizontal lifts. The material shall be thoroughly mixed to insure a uniform moisture content slightly wetter than optimum but not greater than 5 percent above optimum water content as determined by the Modified Proctor Test, ASTM D1557.

c. Compacted material that has been flooded and no longer meets the density specified shall be removed, replaced and re-compacted.

d. If the in-place surface has dried, sprinkle with water before placing the next lift. The surface of smooth lifts shall be scarified before the next lift is placed.

e. Place and compact each lift over an entire area prior to placing successive lifts, unless otherwise approved by the Government.

f. All materials shall be placed in loose lift thicknesses indicated hereafter.

3.1.11. Compaction

a. Compaction shall be accomplished by mechanical means. Non-cohesive soils shall be compacted with vibrating plate tamper, roller, or equivalent; cohesive soils shall be compacted with sheeps-foot roller, pneumatic tamping or approved equivalent, unless otherwise indicated. Consolidation by water settling methods such as jetting or flooding is prohibited.

b. If the backfill fails to meet the specified relative compaction requirements; the backfill shall be reworked until the requirements are met.

c. Fill Lift Thicknesses for Compaction: Unless otherwise indicated or approved by the

Government, place fill in loose lift thicknesses indicated below and compact to a dry density not less than the specified percentage of maximum dry density:

(1) Maximum Lifts for Compaction:

Lift

Type of Fill Usage Thickness

Trenched Beneath Pipe Bedding Piping 6”

Trenched Either Side Pipe Zone of Pipe 6”

Trenched Cover Pipe Cover` Over Pipe 6”

Final Trench Beneath Paved Backfill Areas 8”

Final Trench Beneath Lawn Backfill Areas 12”

(2) Percentage of Maximum Dry Density:

Under Paved Areas: Backfill shall be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557.

Other Areas: Backfill shall be compacted to at least 90 percent of the maximum dry density as determined by ASTM D1557.

3.1.12. Testing

Trench compaction testing shall adhere to the following requirements:

Under Paved Areas: At least one test per paved area taken at 2 feet intervals vertically of compacted area worked.

Other Areas: Tests will be taken at a minimum of 100 feet intervals horizontally and 4 feet intervals vertically.

3.1.13. Restoration of Surfaces

a. Restore surfaces disturbed by construction to equal the surface condition prior to construction.

b. Restore grassed areas in accordance with subsection titled “Turf Establishment”.

3.2. Removal and Disposal of Cement Concrete Pipe

a. There is a possibility that the cement concrete pipe contains asbestos. To confirm as to whether or not the cement concrete pipe contains asbestos, the Contractor shall take a sample of the cement concrete pipe and have the sample analyzed by a laboratory that is accredited and certified by the Connecticut Department of Public Health’s Environmental Laboratory Certification Program (ELCP). Samples shall not be taken along any pipe that is within 36 inches of any manhole.

b. If it is found that the cement concrete pipe does contain asbestos, the Contractor shall remove, transport, and dispose of the asbestos cement pipe in accordance with the requirements of the Connecticut Department of Environmental Protection and the CT Health Code’s “Standards for Asbestos Abatement”. The document can be found at the following web link:

http://www.ct.gov/dph/lib/dph/agency_regulations/dph_regulations-9.1.2009.pdf

c. All asbestos-containing material shall be disposed of at an authorized asbestos disposal facility that is approved for handling and disposing of asbestos waste by the Connecticut Department of Environmental Protection.

d. If the cement concrete pipe does not contain asbestos, the pipe shall be removed and disposed of in accordance with subsection titled “Pipe Disposal”.

3.3. Sanitary Sewer Pipe

3.3.1. Pipe Disposal

All existing sanitary sewer piping to be removed shall:

a. Be disposed of offsite in accordance with Federal and State requirements and this scope of work. All materials to be removed and disposed of becomes the property of the Contractor.

b. Not be abandoned in place.

3.3.2. Existing Pipe to Remain in Place

Existing pipe that is to remain in place at each manhole shall be thoroughly cleaned prior to connection with flexible rubber coupling and new piping.

3.3.3. Pipe Laying

a. Inspection before Laying: All pipe will be inspected on delivery. Pipe that does not conform to the requirements of this scope of work or is not suitable for use will be rejected and immediately removed from the work site.

b. Preparation of Pipe Ends: All surfaces of the pipe to be joined will be clean and dry.

All necessary lubricants, primer, adhesives, and similar material will be used as recommended by the pipe or joint manufacturer's specifications.

c. Care during Hoisting, Placing, and Pushing Home: Equipment used to handle, lay, and join pipe will be equipped and used as to prevent damage to the pipe. All pipe and fittings will be carefully handled and lowered into the trench. Damaged pipe or jointing material will not be installed.

d. Direction of Work: The laying of pipe will be commenced at the lowest point. The bell or grooved end will be laid upgrade. All pipe will be laid with ends abutting and true to line and grade. They will be carefully centered so that when laid they will form a sewer with a uniform invert.

e. Uniform Pipe Bearing: Special care will be taken to insure that the pipe is solidly and uniformly bedded. For pipe with a bell that is larger than the barrel of the pipe the bedding material will be removed to a depth that will provide continuous support for the bell and barrel. No pipe will be brought into position for joining until the preceding length has been bedded, joined, and secured in place.

f. Alignment and Grade: Each piece of pipe will be checked for vertical and horizontal alignment immediately after being laid. All adjustments to alignment and grade must be made by scraping away or filling in under the barrel of the pipe and not by wedging or blocking up any portion of the pipe or striking the pipe to drive it down.

A curved alignment will be permitted in portion of pipe between SMH #3 (after 45 degree bend) and existing septic tank. Curved alignments will not permitted along any other pipe runs.

g. Backfilling to Secure Pipe: When the joint is made, sufficient backfill material will be simultaneously placed along each side of the pipe to prevent moving the pipe off line and grade. Particular care will be used to prevent disturbance or damage to the pipe and the joints during backfilling.

h. Flotation and Water in the Trench: The Contractor shall take all necessary precautions to prevent flotation of the pipe in the trench. Water shall not be allowed to rise in the trench. The Contractor shall use well points, sump pumps, or another approved method of dewatering as required to lower the water table below the bottom of the excavation while minimizing the migration of fines from the surrounding area.

The Contractor shall make a request to the Government and receive approval prior to the use of special dewatering equipment other than well points or sump pumps.

Dewatering operations are considered incidental to the work and no additional compensation will be made to the Contractor.

i. Open Ends: Whenever pipe laying is stopped for any significant length of time, such as at the end of a workday, the unfinished end will be protected from damage and a temporary tight fitting plug or bulkhead will be placed in the exposed ends of the pipe to keep soil or other debris from entering the pipe.

j. Cutting Pipe: Cutting will be in a neat workmanlike manner at right angles to the pipe axis without damage to the pipe. Observe specifications regarding joint locations.

Smooth the cut end by power grinding or filing to remove burrs and sharp edges. Use only tools and methods recommended by the pipe manufacturer.

k. Cleanouts: Cleanouts shall be installed as shown in this scope of work. The cleanout shall be made of compatible material, type, and class and/or strength designation as the pipe and installed as required by this scope of work. The cost for providing and installing the cleanout is incidental to the cost of the pipes.

3.3.4. Pipe Joints

a. General: Pipe will be jointed immediately following the laying of each section. No pipe section shall be left overnight which has not been completely jointed to the preceding pipe section in conformance with this scope of work. The following provisions will apply to insure tight and sound joints:

(1) The joint will be placed with special care to avoid breaking joints and to leave gasket in proper position.

(2) Pipe will be pushed home with a constant and even force and not jarred home by the momentum of a moving force that will place an impact load on pipe.

(3) Cements and lubricants will be used as recommended by the manufacturer.

b. Compression Joints:

(1) The two ends to be joined shall be thoroughly cleaned and a compression gasket compatible with the type of pipe to be joined shall be at the position recommended by the pipe manufacturer.

(2) Lubricant recommended by the gasket manufacturer shall be liberally applied to the gasket and both ends immediately before pipe ends are joined. The upstream pipe shall be positioned such that the spigot may enter the bell squarely. The pipe being laid shall be pushed home and the gasket position checked with a feeler gauge before installation of the next section.

3.3.5. Connection of New Sanitary Sewer Pipe to Existing Sanitary Sewer Pipe

a. Existing sanitary sewer piping connected to existing sanitary sewer manholes shall not be removed or disturbed. Connection of new piping shall occur outside of the existing sanitary sewer manholes and existing septic tank as shown on Sketch 2.

b. Flexible rubber coupling used to connect existing sanitary sewer pipe to new sanitary sewer pipe shall be sized appropriately for dissimilar pipe material and different outside diameters.

c. Flexible rubber couplings shall be installed per manufacturer’s instructions and tightened to make a water tight seal.

3.3.6. Cleaning

All necessary precautions will be taken to prevent the entrance of mud, sand, or other obstructing material into the pipelines. As the work progresses, the interior of the sewer will be cleaned of all dirt, jointing material and extraneous material. On small pipe where cleaning after laying may be difficult, a squeegee will be kept in the pipeline and pulled forward past each joint immediately after its completion. Before final inspection the Contractor will remove all debris and foreign material from the pipelines and existing sanitary sewer manholes.

3.3.7. Field Quality Control for Sanitary Sewer Pipe Installation

a. Field Tests and Inspections: The Government will conduct field inspections and witness field tests specified in this section. Perform field tests and provide labor, equipment, and incidentals required for testing. Be able to produce evidence, when required, that each item of work has been constructed in accordance with this scope of work.

b. Tests for Gravity Lines: Check each straight run of pipeline for gross deficiencies by holding a light in a manhole; it shall show a practically full circle of light through the pipeline when viewed from the adjoining end of line.

c. Leakage Tests: Test lines for leakage by performing low-pressure air tests. Prior to testing for leakage, backfill trench up to at least lower half of pipe. When necessary to prevent pipeline movement during testing, place additional backfill around pipe sufficient to prevent movement, but leaving joints uncovered to permit inspection.

When leakage or pressure drop exceeds the allowable amount specified, make satisfactory correction and retest pipeline section in the same manner. Correct visible leaks regardless of leakage test results.

(1) PVC Plastic Pipelines: Test in accordance with UBPPA UNI-B-6. Allowable pressure drop shall be as given in UBPPA UNI-B-6. Make calculations in accordance with the Appendix to UBPPA UNI-B-6.

3.4. Adjustment of Sanitary Sewer Manhole Frame and Cover

a. The existing frame shall be removed in such a manner that the existing manhole structure is not damaged. Debris shields shall be used so that no debris enters the sanitary sewer. All loose material and debris shall be removed from the excavation and the interiors of structures prior to resetting frames.

b. Remove existing brick and mortar. All loose mortar or non-shrink grout shall be removed from the frame and manhole cone/top before resetting the frame.

c. Adjustment of the frame to finished grade shall be accomplished with a combination of adjustment rings, bricks and mortar only. Bricks shall be staggered to create a running bond or 1/2 bond. The use of shims is prohibited.

d. Frame shall be set in a full bed of mortar.

e. Once mortar has set, backfill with topsoil around frame, compact, and seed.

3.5. Pavement Removal and Restoration

3.5.1. General

a. Bituminous concrete pavement shall be constructed in accordance with the specified construction methods of Section 4.06 of the ConnDOT Specifications. Compaction, density, and joint requirements for this work shall be in accordance with Section 4.06 of the ConnDOT Specifications.

b. Weather Limitations: Unless otherwise directed by the Government, bituminous courses shall not be constructed when temperature of the surface upon which the new bituminous concrete pavement is to be placed upon is below 40 degrees F.

c. Waybills and Delivery Tickets: The Contractor shall submit to the Government certified waybills and certified delivery tickets for all aggregates and bituminous materials actually used in construction.

3.5.2. Pavement Removal

a. Mark the limits of the pavement to be cut and removed. The limits shall be marked with spray paint so they are easily visible when sawing the pavement. Limits should be marked at least 12 inches beyond the trench width.

b. Saw the pavement using a concrete saw equipped with a diamond-tip or abrasive blade. Saw cuts shall overlap so that a vertical and square corner is formed. Since diamond-tip blades usually require water, the repair area shall be completely dry before it is repaired. Diamond-tip blades designed to dry cut asphalt pavements may be used. The depth of cut shall be controlled to allow cutting to the partial depth required for the repair. The saw blade shall be rated for the RPM of the saw;

otherwise, the blade may shatter during sawing if the blade does not have the correct RPM rating. The use of a jack-hammer to cut the perimeter of the pavement to be removed will not be allowed.

c. Existing pavement shall be removed in such a manner that does not disturb the adjacent pavement to remain in place. Removed pavement shall be disposed of offsite.

3.5.3. Pavement Restoration

a. The base material under the outer limits of the pavement restoration that is to remain in place shall be visually inspected to ensure that the condition of the material is adequate. All inadequate subbase material shall be removed and replaced with processed aggregate base. If the subgrade material is removed, processed gravel shall be used to backfill to the top of the subgrade. New materials shall be placed in 2- to 3-inch lifts with each lift compacted to the required density. Since the subbase material is always disturbed when removing the pavement, the subbase material shall be re-compacted prior to installation of new pavement. Any voids formed under the existing pavement to remain shall be filled by an appropriate method approved by the Government.

b. Upon completion of the backfilling and compaction of subgrade materials within the trench, place processed aggregate base material in a loose lift thickness of 8 inches and compact to a dry density not less than 95 percent of the maximum dry density, as determined by the Modified Proctor Test, ASTM D1557. Temporary Trench Patch at Paved Areas During Winter Shutdown: until the pavement areas can be paved in the spring, processed aggregate base shall be placed and compacted such that after compaction, the top of the processed aggregate base matches the existing surface elevation of the surrounding pavement (see Sketch 1). Prior to installation of new pavement, remove top layer of processed aggregate base to a depth that meets the specified thickness of new pavement (surface course plus binder course); re-compact top of remaining processed aggregate base.

c. Upon completion of installation and compaction of processed aggregate base and just prior to installation of new pavement, apply a thin coating of tack coat to the edges of the existing pavement. The edges shall be clean, dry, and free of any dust to ensure that the tack coat will bond to the edges. The tack coat application rate shall be 0.05 to 0.10 gallons per square yard. Bleeding of the tack coat will not be permitted. A hand-spray wand or a stiff brush shall be used to apply the tack coat. Pouring of tack coat will not be permitted.

d. Place new bituminous concrete pavement material. The material shall be placed and compacted in two layers, the binder course and surface course. The bituminous concrete binder course shall be placed in one layer and be compacted to the required thickness as specified on Sketch 1. The bituminous concrete wearing surface (top) course shall be placed in one layer and be compacted to the required thickness as specified on Sketch 1. The thickness of each layer placed shall be such to allow for the specified depths after compaction. When the bituminous concrete pavement is completely compacted, it shall be level or no higher than 1/8 inch above the surrounding surface edges.

e. The densities of the completed bituminous concrete pavement shall not be less than

95 percent of the density obtained from…