Environmental Remediation of the City-Owned Property at 198 River Street and Associated Site Improvements

This project includes the environmental remediation of 198 River Street and associated limited site improvements at 194, 198, and 200 River Street to support the redevelopment of 198 River Street by a private developer. The project will consist of four distinct phases. Phases 1, 2, and 4 will be completed under this contract by the City's selected contractor. Phase 3 will be completed by the private developer and may require temporary demobilization of the City's contractor while the private developer completes the Phase 3 work. The anticipated construction duration for Phases 1 and 2 is 84 calendar days. The duration of Phase 3, by the private developer, is anticipated to be 30 days. The duration of Phase 4 of the project is anticipated to be 60 calendar days.

Phase 1 (remediation) includes the demolition and disposal of polychlorinated biphenyl (PCB) contaminated concrete slabs at 194 and 198 River Street; excavation and disposal of contaminated soils (PCBs greater than 50 ppm and other contaminants) from three remedial excavation areas at 198 River Street; along with dewatering, treatment, and discharge of contaminated groundwater to the sanitary sewer to complete the excavation of one of the remedial excavations. Phase 2 includes installation of temporary support of excavation along River Street, excavation for the foundation of the proposed building, construction of a retaining wall, and backfilling and compaction of the site to grades specified to prepare the site for Phase 3. Phase 3 will be completed by the private developer and consists of construction of the proposed building foundation (footings and foundation walls). Phase 4 includes finalizing the temporary support of excavation, backfilling and compaction of the site to final subgrades for construction of the paved parking areas at 194, 198, and 200 River Street, installation of an on-site stormwater drainage system at 194 and 198 River Street, installation of underground electrical service and light poles at 194 and 198 River Street, installation of tree pits at 198 River Street and along River Steet itself, installation of the bituminous binder course at 198 River Street, and repair of the existing sidewalk and curb along River Street and pavement in the roadway of River Street after installation of service laterals (sanitary sewer, water, and natural gas).

This project is funded, in part, by a grant from the State of Connecticut. The contractor who is selected to perform this State funded project must comply with CONN. GEN. STAT. §§ 4a-60, 4a-60g, and 46a-68b through 46a-68f. State law requires a minimum spending allocation goal of twenty-five (25%) percent of the state-funded portion of the contract for award to subcontractors holding current certification from the Connecticut Department of Administrative Services (“DAS”) under the provisions of CONN. GEN. STAT. § 4a-60g. (25% of the total state-funded value with DAS-certified Small Businesses and 6.25% of the total state-funded value with DAS-certified Minority-, Women-, and/or Disabled-owned Businesses.) The contractor must demonstrate good faith effort to meet the spending allocation goals. Bidders shall review the State of Connecticut Department of Economic and Community Development (DECD) Bidding, Contracting, & Procurement for Construction Guidelines for DECD Programs, January 2026 revision, which are included as an attachment to the bid documents, and become familiar with all applicable DECD bidding requirements.

An Affirmative Action/Equal Opportunity Employer. Minority/Women's Business Enterprises are encouraged to apply. This contract is subject to state spending allocation goals and contract compliance requirements.

Background

The parcels were formerly occupied by the Bigelow Boiler Manufacturing Company, which originally began operation at the site in 1869. Historical operations at the site have resulted in contamination of the existing sitewide concrete slabs and site soils. This Brownfield site is located within the River Street Municipal Development Plan District and remediation and redevelopment of the site is a critical component of the City's redevelopment plans for the area. Remediation of the site is being funded by the Connecticut Department of Economic Development through a Municipal Brownfield Remediation Grant. Remediation of the site must be completed in accordance with the Connecticut Release-Based Cleanup Regulations (RBCRs), the Self-Implementing On-Site PCB Cleanup & Disposal Plan (SIP) dated July 19, 2024, and the associated SIP approval letter issued by the U.S. Environmental Protection Agency dated March 26, 2025.

Project Details

Reference ID: 2026-IFB-310
Department: Economic Development Administration
Department Head: Mike Piscitelli (Administrator)

Important Dates

Questions Due: 2026-04-22T21:00:00.000Z
Pre-Proposal Meeting: 2026-03-27T15:00:00.000Z — On-site (corner of River and Lloyd and Streets)

Addenda

Addendum #1 (released 2026-03-30T14:00:48.333Z) —
Please use the See What Changed link to view all the changes made by this addendum.
Project timeline has been changed. Question period extended to April 15th and Closing date has been changed to April 29th.
Addendum #2 (released 2026-03-31T14:03:39.284Z) —
List of attendees attending the mandatory pre-bid meeting held March 17, 2026
Addendum #3 (released 2026-04-08T19:22:55.138Z) —
Correction Regarding Mandatory Pre-Bid Meeting
Notice to Bidders: This Addendum is issued to correct an administrative error in Addendum #1 regarding the Pre-Bid Meeting status.
Contrary to previous notice, the Pre-Bid Meeting is MANDATORY. As originally advertised in the New Haven Register on March 16 and 17, all interested parties must have attended the meeting held on March 27, 2026, at 11:00 AM to be eligible to submit a bid. Bids received from parties who did not attend this mandatory meeting will be disqualified.
Addendum #4 (released 2026-04-15T18:20:11.308Z) —
Please use the See What Changed link to view all the changes made by this addendum.
Question deadline extended to April 22, 2026. Closing date is 3 PM on May 6,2026
Addendum #5 (released 2026-04-20T20:41:40.017Z) —
Please use the See What Changed link to view all the changes made by this addendum.
Updated Pricing sheet : 198 River Street - Pricing Table (Unit Costs)
Addendum #6 (released 2026-04-22T19:19:23.573Z) —
Revised Drawing Sheets for project

Evaluation Criteria

00300 Geotechnical Data —
GEOTECHNICAL DATA
Part 1 - General
1. 1. Summary
    1. For the preparation of Bidding Documents, Engineer has relied upon the following reports and tests of subsurface and latent physical conditions of the site. The location of all bore holes is shown on the figure attached.
      1. Soil boring and test pit data (attached)
        The subsurface data are not guaranteed as to accuracy or completeness, nor are they a part of the Contract Documents.
        Bidders are cautioned that the subsurface data have been utilized for general design purposes only. No explicit or implicit representation is made as to the nature of the materials which may be encountered below the surface of the ground.
        Water levels are reported on exploration logs as observed at the time of the explorations. Water levels can fluctuate with tides, season, precipitation, changes in site grades and surface types, and nearby construction or other below grade activities, such as excavation, dewatering, wells, infiltration basins, etc. The possibility of groundwater level fluctuations shall be considered during bidding and construction.
        The making available of this subsurface data to Bidders is not intended to relieve them from their responsibility to familiarize themselves with the subsurface and other site conditions.
    2. Bidders shall make their own interpretations and conclusions of subsurface conditions that may affect methods or cost of construction. Bidders may conduct additional on-site subsurface investigations, at their own expense, in order to ascertain existing site conditions. Any such explorations must be coordinated and scheduled with the Owner and Construction Manager. All disturbed areas must be restored to pre-investigative conditions.
Part 2 - PRODUCTS – not used
Part 3 - EXECUTION – not used
END OF SECTION
Auto section —
1. Salary rates and the classification of employees shall be as specified in the Solicitation Documents.
2. The rate of pay set forth in the Solicitation Documents is the minimum that shall be paid during the life of the Contract. Bidders must inform themselves about local labor conditions (e.g. the length of work day and the work week, overtime compensation, health and welfare contributions, labor supply and prospective changes and adjustments of rates).
Wages. Salary rates and the classification of employees shall be as specified in the Solicitation Documents and Contract Documents. The rates of pay set forth in the Solicitation Documents are the minimum that shall be paid during the life of the Contract. Bidders must inform themselves about local labor conditions (e.g. the length of workday and the work week, overtime compensation, health and welfare contributions, labor supply and prospective changes and adjustments of rates).
Livable Wage Rates for FY 25/26
- $21.38 with employee benefits
- $22.38 without employee benefits

General Liability —

	Minimum Limits (dollar amount indicates required minimum)	Additional Insured (Y indicates required)	Waiver of Subrogation (Y indicates required)
Each Occurrence	$1,000,000	Y	Y
Combined Aggregate	$2,000,000	Y	Y
Products/Completed Operations Aggregate	$2,000,000	Y	Y

00800 Supplementary Conditions —
SECTION 00800
Supplementary Conditions
PART I - AMENDMENTS TO GENERAL CONDITIONS

These Supplementary Conditions amend or supplement the City’s General Conditions and other provisions of the Contract Documents as indicated below. All provisions which are not so amended or supplemented remain in full force and effect.

The terms used in these Supplementary Conditions have the meanings indicated in the General Conditions. Additional terms used in these Supplementary Conditions have the meanings indicated below, which are applicable to both the singular and plural thereof.

The address system used in the Supplementary Conditions is the same as the address system used in the General Conditions, with the prefix “SC” added thereto.

ARTICLE 110 – WAGES
SC-110        Delete paragraph 110.a.1 in its entirety an insert the following in its place:

110.a.1        The wages paid on an hourly basis to any person performing the work of any mechanic, laborer or worker on the work herein contracted to be done and the amount of payment or contribution paid or payable on behalf of each such person to any employee welfare fund, as defined in subsection (i) of section 31-53, shall be at a rate equal to the rate customary or prevailing for the same work in the same trade or occupation in the town in which such construction, remodeling, refinishing, refurbishing, rehabilitation, alteration or repair project is being undertaken. Any contractor who is not obligated by agreement to make payment or contribution on behalf of such persons to any such employee welfare fund shall pay to each mechanic, laborer or worker as part of such person's wages the amount of payment or contribution for such person's classification on each pay day..

ARTICLE 111 – INSURANCE

SC-111.e.1 Include the State of Connecticut as an additional insured on all policies.
SC-111.g     Add the following new paragraph immediately after paragraph 111.f:
                    Contractor shall provide a Performance Bond and a Labor & Material Payment Bond. Bonds can either be in the form of sureties, certified checks, or other forms of bonds generally accepted by the construction industry (e.g. default insurance).
ARTICLE 135 – ACCIDENT PREVENTION AND HOLD HARMLESS

SC-135.c     Delete paragraph 110.a.1 in its entirety an insert the following in its place:

SC-135.c     The Contractor shall indemnify and hold harmless the City and the State of Connecticut from any claims for damages resulting from property damage, personal injury and/or death suffered or alleged to have been suffered by any persona as a result of any work conduct under this Contract, and the Contractor shall defend at its own expense any action, suit, proceeding, or other claim brough against the City by any such person.

END OF SECTION
01110 Summary of Work —
SUMMARY OF WORK
PART 1 - General
1. 1. Summary
    1. Section Includes
      1. Work of the Contract is shown and described in Drawings and Project Manual entitled:
ENVIRONMENTAL REMEDIATION OF THE CITY-OWNED PROPERTY AT
198 RIVER STREET AND ASSOCIATED SITE IMPROVEMENTS
NEW HAVEN, CT

The City of New Haven

Tighe & Bond, Inc.
Middletown, Connecticut
1. 1. 1. 1. To be qualified to bid on this project, the Contractor must hold a current Connecticut Department of Energy & Environmental Protection (DEEP) Individual Spill Clean-Up Contractor Permit, pursuant to Connecticut General Statutes Section 22a-454. Contractor’s that are solely registered with DEEP under the General Permit to Act as a Contractor to Contain or Remove or Otherwise Mitigate the Effects of Certain Releases (DEEP-454GP) are NOT qualified to bid on this project; only Individual Spill Clean-up Contractor Permit holders are qualified to bid.
      2. Whenever Contractor, City’s Contractor, and City’s Remediation Contractor are mentioned in the Contract Documents, they collectively have the same meaning and refer to Contractor bidding on the Work of this Contract. Whenever Private Developer or City’s Private Developer are mentioned in the Contract Documents, they refer to Bigelow Square, LLC, which is currently leasing 194, 198, and 200 River Street from the City and that will construct the proposed building and complete other associated site improvements.
      3. The project will consist of four phases of work. Phases 1, 2, and 4 will be completed under this Contract by the City's Contractor. Phase 3 will be completed by the Private Developer and may require temporary demobilization of the City’s Contractor while the Private Developer completes Phase 3 work.
Phase 1 (concrete remediation and soil remediation) includes the required demolition and disposal of polychlorinated biphenyl (PCB) contaminated concrete slabs at 194 and 198 River Street; excavation and disposal of contaminated soils (PCBs greater than 50 parts per million (ppm) and other contaminants) from three remedial excavation areas at 198 River Street; along with dewatering, treatment, and discharge of contaminated groundwater to the sanitary sewer to complete the excavation of remedial Excavation Area 1A.
Phase 2 includes installation of temporary support of excavation along River Street, excavation for the foundation of the proposed building, construction of a retaining wall along the west sides of 198 and 200 River Street and the south side of 200 River Street, and backfilling and compaction of the site to grades specified to prepare the site for Phase 3. The site will be backfilled with on-site soil excavated for building foundations and clean fill from an off-site source. The Contractor may also elect to crush and re-use clean concrete remaining at 198 River Street after PCB-Contaminated concrete is removed as backfill in accordance with Sections 02315 and 02320.
Phase 3 will be completed by the Private Developer and consists of construction of the proposed building foundation (footings and foundation walls) at 198 River Street. The Contractor shall coordinate with the Private Developer to facilitate work and to minimize the potential for delays in the work.
Phase 4 includes finalizing the temporary support of excavation, backfilling and compaction of the site to final subgrades for construction of the paved parking areas at 194, 198, and 200 River Street, installation of an on-site stormwater drainage system at 194 and 198 River Street, installation of underground electrical service and light pole bases at 194 and 198 River Street, installation of tree pits at 198 River Street and within the right-of-way of River Steet, installation of only the bituminous binder course at 198 River Street, and repair of the existing sidewalk and curb along River Street and pavement in the roadway of River Street after installation of service laterals (sanitary sewer, water, and natural gas).
Ancillary additional work that is not explicitly stated above for any of the phases may be required based on the work shown on the Drawings.
v. The Base Bid Work common to 194, 198, and 200 River Street includes the following major items:
1. 1. 1. 1. Installation and maintenance of site controls, including sedimentation and erosion controls and dust control.
        Within the three PCB Excavation Areas at 198 River Street, cut, remove, and disposal as clean vegetative debris, of all above-grade portions of trees, brush, shrubs, and any other objectionable material within the limits of the three PCB Soil Excavation Areas. DO NOT REMOVE below grade portions (stumps and roots) of vegetation within the limits of the three PCB Soil Excavation Areas. Below grade portions of vegetation within the limits of the three PCB Soil Excavation Areas shall be excavated and disposed as PCB-Remediation Waste ≥50 milligrams per kilogram (mg/Kg) in accordance with Sections 02110 and 02120. Contractor shall not disturb soil during vegetation clearing.
        Within the remainder of 198 River Street, except as otherwise directed, cut, grub, remove, and disposal as clean vegetative debris, of all trees, stumps, brush, shrubs, roots and any other objectionable material within the limits of the Work on the site and where required to construct the work.
        At 194 River Street and 200 River Street, cut, remove, and dispose of all above-grade portions of trees, brush, shrubs, and any other objectionable material within the limits of the Work and where required to construct the work and legally dispose as clean vegetative debris. Separately, grub, remove, stockpile, and dispose of stumps and roots from 194 and 200 River Street as PCB-Remediation Waste ≥50 ppm in accordance with Sections 02110 and 02120.
        Following vegetation clearing, remove all soil and building debris (brick, concrete, painted wood, etc.) accumulated on top of the concrete slabs at 194, 198, and 200 River Street and dispose as PCB Remediation Waste ≥50 mg/Kg in accordance with 40 CFR §761.61(a)(5)(i)(B)(2)(iii). Contractor shall not use wet methods for removal of accumulated soil and debris. Accumulated soil and debris shall be removed to the satisfaction of the Engineer.
        Excavation, filling with Clean Fill, grading, compaction, and other incidental work to provide the subgrade to construct bituminous concrete pavement structures at 194, 198, and 200 River Street and other proposed concrete features (new sidewalk, dumpster pad, and bicycle pad) at 198 River Street.
        Installation of tree pits along River Street.
        Repair of existing sidewalk and curb along River Street and pavement within the roadway of River Street after installation of service laterals.
        Sedimentation, erosion, and stormwater controls to remain in-place after Contractor demobilization.
vi. Additional Base Bid Work for 194 River Street includes the following major items:
1. 1. 1. 1. All existing concrete slabs at 194 River Street are contaminated with PCBs at concentrations ≥50 ppm. Sawcut, selectively demolish, and disposal of PCB contaminated concrete (≥50 ppm) from the areas shown on the drawings as PCB Remediation Waste ≥50 mg/Kg in accordance with 40 CFR §761.61(a)(5)(i)(B)(2)(iii).
        The concrete slabs remaining at 194 River Street following the required removal of PCB-contaminated concrete, as shown on the drawings, shall remain intact and in-place, do not demolish.
        Installation of underground electric service to the proposed light poles and electric vehicle charging stations at 194 River Street.
        Installation of light pole bases and related electrical work at 194 River Street.
        Installation of an on-site stormwater drainage system at 194 River Street, including catch basins, a hydrodynamic separator, trench drains, underdrains, and storm sewers. The proposed drainage system will connect to the City of New Haven storm drainage system in Lloyd Street, by connecting to the existing 15-inch HDPE drainage pipe stub located on the west side of 190 River Street.
        Installation of a brightly colored geotextile warning fabric across 194 River Street over contaminated soil and below proposed subbase, including lining all trenches for proposed on-site utilities and storm water piping and associated structures.
vii. Additional Base Bid Work for 198 River Street includes the following major items:
1. 1. 1. 1. Engineer must collect additional samples of concrete from the existing concrete slabs to determine the final limits of PCB-contaminated concrete removal and disposal at 198 River Street. Engineer shall mobilize to the site to collect the concrete samples within 3 business days after the Contractor has cleared the site of vegetation, cleared and disposed of PCB-contaminated debris accumulated on top of the concrete slabs, and removed and disposed of the existing soil stockpile. Contractor shall allow up to 10 business days in his schedule for Engineer to obtain the PCB concrete samples, review the PCB concrete data, and to determine the final limits of concrete removal. Engineer shall provide Contractor with a revised drawing showing the final limits of PCB-contaminated concrete to be removed, handled, and disposed as PCB Remediation Waste.
        Sawcut, demolish, and dispose of concrete slabs with PCBs ≥50 mg/kg as PCB Remediation Waste ≥50 mg/Kg, in the two areas shown on the drawings in accordance with 40 CFR §761.61(a)(5)(i)(B)(2)(iii).
        Sawcut, demolish, and dispose of concrete slabs with PCBs ≥1 mg/Kg and <50 mg/Kg as PCB Remediation Waste <50 mg/Kg, in the areas shown on the drawings in accordance with 40 CFR §761.61(a)(5)(i)(B)(2)(ii).
        Demolish and dispose of the remainder of environmentally clean concrete slabs at 198 River Street with PCB concentrations non-detect to <1 mg/kg as clean construction debris. In addition, remove and dispose of below grade concrete from the areas shown on the drawings from 194, 198, and 200 River Street, including foundation walls, footings, and concrete pits as clean construction debris. Should Alternate 4 be accepted by the City, the clean concrete will be crushed and reused on-site in accordance with Section 02315 and 02320 or legally disposed off-site as clean construction debris.
        Excavation, direct loading, and off-site disposal of contaminated soils as PCB Remediation Waste ≥50 mg/Kg / Non-RCRA Hazardous Waste in accordance with 40 CFR §761.61(a)(5)(i)(B)(2)(iii) from the three areas shown on the drawing and as described in the Specifications and the following remediation plan documents: 1) Remedial Action Plan (RAP), dated January 26, 2024; 2) Self-Implementing On-site PCB Cleanup & Disposal Plan (SIP), dated July 19, 2024; and 3) PCB Cleanup and Disposal Approval, dated March 26, 2025, issued by the U.S. Environmental Protection Agency (EPA).
        Implement dewatering per Section 02240 to control groundwater within the Excavation Area No. 1A to reduce the amount of free draining liquids in soils to be excavated.
        Design, furnish, mobilize, operate, maintain, decontaminate, and demobilize a temporary contaminated groundwater treatment system to treat groundwater dewatered from Excavation Area No. 1A prior to discharge of the treated groundwater to the sanitary sewer system in accordance with the DEEP “General Pretreatment Permit for Significant Industrial User, Dewatering, and Remediation Discharges” (SIU GP), effective December 1, 2025. The system shall be capable of treating groundwater to achieve the discharge limits set forth in the DEEP SIU GP for discharge to the sanitary sewer system and any additional limits set forth by the New Haven Water Pollution Control Authority (WPCA). Contractor shall coordinate directly with the New Haven WPCA prior to the initiation of discharge for any system inspections required by the WPCA. Contractor shall not discharge water until the system is fully operational and authorization has been given by DEEP and the WPCA to begin discharging. The Contractor shall provide a flow meter/totalizer, continuously meter the discharge for instantaneous and cumulative total flows, and forward readings to the appropriate parties. The Engineer will complete all screening sampling, discharge sampling, and reporting as required by the SIU GP.
        Solidify soil, as required, from the excavations to reduce free draining liquid content to make the material suitable for transportation to the Contractor’s-selected disposal facility and to meet the Contractor’s-selected disposal facility’s requirements.
        Construct a retaining wall along the west side of 198 River Street in accordance with Section 02830.
        Backfill, compact, and grade remedial excavations with certified Clean Fill or Recycled Concrete, generated from clean on-site concrete, to existing grade.
        Excavation for footings and foundation walls associated with the proposed building at 198 River Street. Including support of excavation, as shown on the drawings and any additional support of excavation necessary to complete the work.
        Installation of a brightly colored geotextile warning fabric lining all trenches for proposed on-site utilities and stormwater piping and associated structures. Note, a geotextile warning layer is NOT required to be placed across the entire 198 River Street site, only within utility and stormwater trenches.
        Installation of sanitary, water, and natural gas service laterals at 198 River Street.
        Installation of light pole bases, electric vehicle charging station, and related electrical work at 198 River Street.
        Installation of underground electric to service to the proposed building at 198 River Street.
        Installation of a new on-site stormwater drainage system at 198 River Street, including catch basins, storm sewers, and roof leader drain. The storm sewer will connect to the storm sewer system to the City of New Haven storm drainage system in Lloyd Street, by connecting to the proposed 15-inch HDPE drainage pipe to be installed at 194 River Street.
        Installation of tree pits at 198 River Street.
        Construction of a paved parking lot at 198 River Street inclusive of ONLY placement and compaction of the binder course of bituminous pavement (1.5 inches of pavement). The topcoat of bituminous pavement will be placed by others.
viii. Additional Base Bid Work for 200 River Street includes the following major items:
1. 1. 1. 1. Remove and dispose of one, approximately 30 cubic yard, existing stockpile of soil as Connecticut Regulated, non-RCRA-hazardous waste located at 200 River Street.
        All existing concrete slabs at 200 River Street are contaminated with PCBs at concentrations ≥50 ppm. Sawcut, selectively demolish, and disposal of PCB contaminated concrete (≥50 ppm) from the area shown on the drawings as PCB Remediation Waste ≥50 mg/Kg in accordance with 40 CFR §761.61(a)(5)(i)(B)(2)(iii).
        The concrete slabs remaining at 200 River Street following the required removal of PCB-contaminated concrete, as shown on the drawings, shall remain intact and in-place, do not demolish.
        Construct a retaining wall along the west and south sides of 200 River Street in accordance with Section 02830.
        Installation of a brightly colored geotextile warning fabric across 194 River Street over contaminated soil and below clean fill.
ix. As specified in Section 01230, one or more of the following four Add Alternates may be incorporated into the work:
1. 1. 1. 1. Alternate No. 1 – Site Concrete for 198 River Street (On-Site Sidewalks, Dumpster Pad, Bicycle Pad). Provide and place site concrete.
        Alternate No. 2 – Select site work associated with 200 River Street, including: provide, place, and compact processed aggregate base material and install a riprap energy dissipater/slope protection at southern edge of 200 River Street. Provide all subsurface explorations, design, materials, and labor.
        Alternate No. 3 – Solidification
        Alternate No. 4 – Crush and reuse environmentally clean concrete as backfill.
    2. This Contract does not include the following Work that is shown on the Drawings, which will be completed by others:
      1. Installation of the proposed permanent chain link fence system, including the posts and gates.
      2. Installation of concrete footings and foundation walls for the proposed building at 198 River Street; however, the Contractor will be required to backfill exterior foundation walls and below the floor slab as defined in the specifications.
      3. Construction of the proposed building at 198 River Street.
      4. Placement of bituminous concrete pavement and parking lot construction at 194 and 200 River Street, including curbs, car stops, and speed humps.
      5. Placement of the 1.5 inch topcoat of bituminous concrete at 198 River Street, including curbs, car stops, and speed humps.
      6. Pavement markings, line striping, and solar reflective pavement coating at 194, 198, and 200 River Street.
      7. Installation of roof leaders.
      8. Installation of bollards and signage.
      9. Installation of light poles and site lighting.
      10. Installation of electric vehicle charging stations.
      11. Installation of utility poles and pole mounted transformer.
      12. Backfill of tree pits and tree plantings.
    3. Significant Related Requirements
      1. City of New Haven Contracting Documents
      2. Technical Specifications
      3. Drawings
      4. Supplemental Phase III Environmental Site Assessment, dated March 2, 2023, Tighe & Bond, Inc.
      5. Remedial Action Plan, dated January 26, 2024, Tighe & Bond, Inc.
      6. Self-Implementing On-site PCB Cleanup & Disposal Plan, dated July 19, 2024, Tighe & Bond, Inc.
      7. PCB Cleanup & Disposal Approval Under 40 CFR Sections 761.61(a) & (c), dated March 26, 2025, issued by EPA.
2. Submittals
1. 1. 1. Action Submittals
      1. Submit copies of all Action Submittals for approval of specific work as detailed in the Technical Specifications, prior to initiating the Work.
    2. Informational Submittals
      1. Submit copies of permits or approvals required for the Work, prior to initiating the Work.
      2. Submit a copy of Contractor’s DEEP Individual Spill Clean-Up Contractor Permit registration and associated DEEP approval. The Contractor shall maintain registration under the DEEP Individual Spill Clean-Up Contractor Permit for the duration of the Work.
3. Project/Site Conditions
1. 1. 1. Permits and Notifications
      1. Obtain the permits and approvals listed below:
        Waste transportation and disposal permits, notifications, and approvals necessary to complete the Work.
        Permits and licenses of a temporary nature necessary to perform the Work.
        Local excavation permit and any other permits required by local authorities.
        Permits for disposal of construction wastes including disposal of cleared and grubbed materials.
        Other permits or licenses required for the Contractor’s operations or required elsewhere in the Contract Documents and not included herein.
        Contractor is responsible for determining and paying all applicable permit fees.
      2. The City of New Haven will register the site under the DEEP “General Pretreatment Permit for Significant Industrial User, Dewatering, and Remediation Discharges” (SIU GP) for discharge of treated groundwater from Excavation Area No. 1A into the sanitary sewer system. Registration under the General Permit cannot be completed until the selected Contractor has submitted and obtained Engineer approval of their “Groundwater Dewatering, Treatment, and Discharge Plan” in accordance with Section 02240, which will outline the Contractor’s-selected dewatering and treatment system specifications, dewatering and treatment components, materials, and anticipated discharge rates. This information will be incorporated into the City’s General Permit Registration along with the selected Contractor’s contact information. The selected Contractor shall furnish, mobilize, operate, maintain, decontaminate, and demobilize the groundwater treatment system in full accordance with the DEEP SIU GP such that the Effluent Limits for Dewatering and Remediation Wastewater, as specified in the SIU GP, and any POTW specific limits, are achieved at all times. Samples of the treated discharge will be collected by the Engineer in accordance with the DEEP General Permit requirements.
      3. Contractor is notified that the DEEP review and approval time for the SIU GP is at least 90 calendar days and shall account for this in their schedule.
      4. Discharge from Contaminated Groundwater Treatment System to the sanitary sewer shall not exceed 200 gallons per minute (gpm).
      5. Obtain required time extensions to permits obtained by the Contractor, if construction authorized by permits has not been completed by the expiration date noted on these permits.
      6. Permits require that a representative of the permitting authority or the Owner be present on-site during construction or given the opportunity to observe conditions prior to discharge, backfilling, or otherwise proceeding with construction. Notify the Owner, Engineer, and the permitting authority prior to performing Work that is governed by the permit.
      7. Obtain permits and approvals from appropriate jurisdictional agencies and property owners for use of premises not furnished by the Owner, and for all off-site areas.
      8. Submit copies of permits prior to performance of Work authorized by permits.
    2. Existing Conditions
      1. Use of Premises and Off-Site Work
        The Work shall occur on the Owner’s property within the limits of Work shown on the Drawings.
        Obtain permits and approvals for use of any land and access thereto that is deemed necessary for the Work, where such land is not available for use by the Owner, including land for temporary construction facilities, access and egress, or for storage of materials.
        Obtain permits and written approvals from appropriate jurisdictional agencies for the use of premises not available for use by the Owner, including all offsite staging areas, borrow pits, and waste areas. Submit copies of all permits and approvals to the Owner prior to using areas.
        Provide for the disposal of waste materials off-site in accordance with all applicable laws.
        Adhere to the limits of Work as indicated, to minimize obstruction to traffic and inconvenience to the Owner, adjacent business operations, and general public in the vicinity of the Work, and to protect people and property. Keep fire hydrants on or adjacent to the Work accessible to firefighting equipment at all times.
        Maintain public access to businesses including driveways and parking lots at all times during the Work.
PART 2 - PRODUCTS
1. 1. Materials furnished by owner
    1. The Owner will not furnish any materials, labor, or equipment under this Contract.
PART 3 - EXECUTION – not used
END OF SECTION

General Liability with Abuse & Molestation —

	Minimum Limits (dollar amount indicates required minimum)	Additional Insured (Y indicates required)	Waiver of Subrogation (Y indicates required)
Each Occurrence	$1,000,000	Y	Y
Combined Aggregate	$2,000,000	Y	Y
Products/Completed Operations Aggregate	$2,000,000	Y	Y
Abuse & Molestation	$1,000,000	Y	Y

Workers’ Compensation & Employers’ Liability (EL) - Statutory Limits —

	Minimum Limits (dollar amount indicates required minimum)	Additional Insured (Y indicates required)	Waiver of Subrogation (Y indicates required)
Workers' Compensation	Statutory Limits
EL EACH	$500,000	---	Y
EL DISEASE	$500,000	---	Y
EL POLICY	$500,000	---	Y

Auto Liability (includes all owned, hired & non-owned autos) —

	Minimum Limits (dollar amount indicates required minimum)	Additional Insured (Y indicates required)	Waiver of Subrogation (Y indicates required)
Combined Single Limit Each accident including endorsements	$1,000,000	Y	Y

01140 Work Restrictions —
WORK RESTRICTIONS
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Work Schedule
      2. Construction Constraints
      3. Vehicle Access
      4. Available Work Area
      5. Site Usage Plan
    2. Related Requirements
      1. Section 01310 - Coordination
      2. Section 01325 - Scheduling of Construction
  2. Submittals
    1. Incorporate the requirements of this Section in the Project Schedule submitted under Section 01325.
    2. Action Submittals
      1. Submit Site Usage Plan within 10 days of the Notice to Proceed.
  3. Work schedule
    1. Conduct the Work during daylight hours on Monday through Friday, and within the time between 7:00 a.m. and 5:00 p.m. No work is to be done on Owner’s holidays, Saturdays, Sundays or outside of the work hours described above.
    2. Cutting of paved surfaces, excavation within any paved roadway, or pavement resurfacing activities is not allowed from November 15^th to April 1^st.
Part 2 - Products – not used
Part 3 - Execution
1. 1. Construction constraints
    1. The following are constraints for the Work. Incorporate these constraints into the schedule required to be submitted under Section 01325.
      1. All project milestones must be completed within the timeframes indicated in Section 01325.
      2. Contractor is responsible for securing access to or otherwise providing all water and electricity needed to complete the work. Contractor is also responsible for contacting the appropriate utility companies to coordinate temporary and permanent utility shutdowns, as necessary.
      3. Contractor is responsible for assuring safe access to the site and work areas.
      4. Contractor is responsible for securing the site and maintaining site safety throughout the duration of the project.
  2. Available work area
    1. All work will be conducted by the Contractor within the Owner’s property boundaries with the potential exception of required soil erosion control measures and miscellaneous work as shown on the project Drawings. No construction vehicles or activities will be permitted outside the property boundaries.
    2. Limits of construction are defined on the Drawings. No work will be permitted to be performed outside these boundaries.
  3. Site usage plan
    1. Submit a Site Usage Plan showing all proposed staging areas, locations of all office and storage trailers, material laydown areas, temporary soil staging areas, and location of the groundwater treatment system along with sanitary sewer discharge location. The Site Usage Plan should be a drawing showing the proposed locations and shall include on-site traffic modifications and temporary utilities as may be applicable.
END OF SECTION
01230 Alternates —
ALTERNATES
PART 1 - General
1. 1. Summary
    1. Section Includes
      1. Alternate No. 1 – Site Concrete for 194 and 198 River Street (On-Site Sidewalks, Dumpster Pad, and Bicycle Pad). Provide and place site concrete.
      2. Alternate No. 2 – Select site work associated with 200 River Street, including: provide, place, and compact processed aggregate base material and install a riprap energy dissipater/slope protection at southern edge of 200 River Street. Provide all subsurface explorations, design, materials, and labor.
      3. Alternate No. 3 – Solidification
      4. Alternate No. 4 – Crush and reuse environmentally clean concrete from 198 River Street as backfill.
    2. Related Requirements
      1. Section 00300 – Geotechnical Data
      2. Section 02075 – Geosynthetics
      3. Section 02315 – Excavation, Backfill, and Compaction
      4. Section 02320 – Borrow Materials
      5. Section 02740 – Bituminous Concrete Pavement
      6. Section 02830 – Segmental Retaining Wall System
      7. Section 32131 – Concrete Paving
  2. Definitions
    1. Alternate: An amount proposed by Bidder and stated on the bid form for certain work defined in this Section that may be added to or deducted from the base bid amount if Owner decides to accept a corresponding change in the scope of construction to be completed either in quantity or in the products, materials, equipment, systems, or installation methods described in the Contract Documents.
      1. The cost or credit for each alternate is the net addition to or deduction from the Contract Price to incorporate the Alternate into the Work. No other adjustments are made to the Contract Price.
  3. Procedures
    1. Coordination: Modify or adjust affected adjacent Work as necessary to completely integrate the Alternate into the Work.
      1. Include as part of each Alternate all materials, labor, and miscellaneous devices, accessory objects, and similar items incidental to or required for a complete the Work whether or not indicated as part of the Alternate.
    2. Execute accepted Alternates under the same conditions as other Work of the Contract.
  4. SUBMITTALS
    1. Contractor shall submit a Solidification Plan to the Engineer in accordance with Section 02315.
  5. Alternates
    1. Alternate No. 1 – Site Concrete for 194 and 198 River Street (On-Site Sidewalks, Dumpster Pad, Bicycle Pad).
      1. General
        Construction of on-site concrete sidewalks, concrete dumpster pad, and extruded curb will be considered. Refer to Section 32131 for materials, procedures, or construction methods.
        Alternate No. 1 includes construction of on-site sidewalks, dumpster pad, bicycle pad, and extruded curb per Section 32131 and the Drawings.
        Alternate No. 1 does not include off-site concrete associated with reconstruction of the sidewalk along River Street.
      2. Performance Requirements
        Site concrete shall comply with all requirements of Section 32131 Concrete Paving, including but not limited to submittals, quality assurance, sequencing, scheduling, preparation, and installation requirements.
    2. Alternate No. 2 – Select site work associated with 200 River Street. Provide all subsurface explorations, design, materials, and labor for the following:
      1. General
        Providing, placement, and compaction of processed aggregate base material will be considered. Refer to Sections 02315 and 02320 for materials, procedures, or construction methods.
        Provision and placement of riprap for energy dissipation and slope protection will be considered. Refer to Section 33410 for materials, procedures, or construction methods.
      2. Performance Requirements
        Provision, placement, and compaction of processed aggregate base material shall comply with all requirements of Sections 02315 and 02320, including but not limited to submittals, quality assurance, sequencing, scheduling, preparation, and installation requirements.
        The riprap energy dissipator/slop protection shall comply with all requirements of Section 33410, including but not limited to submittals, quality assurance, sequencing, scheduling, preparation and installation requirements.
    3. Alternate No. 3 – Solidification
      1. General
        Solidification of soil containing free draining liquids prior to off-site transportation will be considered. Refer to Sections 02110 and 02315.
        Materials shall be dewatered, to the satisfaction of the Engineer, prior to the addition of solidification material. Solidification procedures shall be monitored by the Engineer.
        Should solidification fail to eliminate free liquids as proposed, the Contractor will be required to revise the solidification plan at no additional cost to the City.
      2. Performance Requirements
        Method of solidification must be capable of reducing free draining liquids to levels acceptable for over the road transportation to the Contractor’s-selected disposal facility and also meet the Contractor’s-selected disposal facility’s acceptance requirements regarding free draining liquids.
        The maximum quantity of solidification material that may be used by the Contractor shall be limited to twenty (20) percent, by volume, of the material being solidified. Should this procedure be demonstrated as not effective in the elimination of the presence of free-standing liquids, the Contractor shall submit methods for the removal of free-standing water.
    4. Alternate No. 4 – Crush and reuse environmentally clean concrete from 198 River Street as backfill.
      1. General
        Crushing and reusing environmentally clean concrete slabs and subgrade concrete at 198 River Street, from the areas shown on the drawings, as recycled concrete backfill will be considered. Refer to Sections 02315 and 02320.
      2. Performance Requirements
        Crushing and reusing of environmentally clean concrete from the areas shown on the drawings shall comply with all requirements of Sections 02315 and 02320, including but not limited to submittals, quality assurance, sequencing, scheduling, preparation, and installation requirements.
PART 2 - Products
1. 1. 1. 1. Solidification Materials: The materials used for solidification shall be a naturally occurring material such as diatomaceous earth or other material as approved by the Engineer. Said material shall be in a dry state prior to use in solidification operations. No polymers or other synthetic materials shall be allowed.
PART 3 - Execution - not used
END OF SECTION
01290 Application and Certificate for Payment —
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Definition and description of measurement and payment to be used for the Work
      2. Payment procedures
      3. Payment requests for stored materials
    2. Related Requirements
      1. Section 01295 - Schedule of Values
  2. GENERAL
    1. The following paragraphs describe payment procedures for the work to be done under the respective items in the Bid Form.
    2. Each Lump Sum and Unit Price will be deemed to include an amount considered by the Contractor to be adequate to cover the Contractor’s overhead and profit for each separately identified item.
    3. Except as provided for in Section 01295, no separate measurement or payment will be made for Work called for in Division 0 or Division 1 of the Contract Specifications, unless specifically covered under the Bid items listed below. All costs associated with this Work will be considered incidental to the Contract Bid price.
    4. Division 2 through Division 33 Work will be measured and paid for at the Contractor’s Lump Sum Bid Price as indicated on the Bid form. Those payable Work items, and related prices as Bid, will be the basis for all compensation to the Contractor for Work performed under this Contract. Work not specifically included as a Bid item, but which is required to properly and satisfactorily complete the Work is considered ancillary and incidental to the Bid item Work, and payment for such Work is considered to be included in the values as Bid for payable items. Compensation (including credit to Owner) for all unit Bid price Work will be made based on the measured quantity of Work under the appropriate Bid items.
  3. Lump sum items
    1. Each Lump Sum price stated in the Bid form shall constitute full compensation for all labor, equipment, and materials necessary and required to complete the work specified under that particular item, and also all costs for doing related work as set forth in the Contract Documents or implied in carrying out their intent.
      1. Measurement
        There will be no measurement of quantities for Lump Sum items. Periodic partial payments for this Work, included under the Agreement, shall be based on the percent completion of each work item listed in the Schedule of Values provided under Section 01295 estimated by the Contractor and approved by the Engineer.
      2. Payment
        The lump sum payment for each work item listed in the Schedule of Values provided under Section 01295 estimated by the Contractor and approved by the Engineer shall be full compensation for furnishing all labor, materials, tools, equipment, waste disposal, and other services necessary for completion of the work item, in its entirety as detailed in the Contract Documents.
  4. Unit price items
    1. Each Unit Price stated in the Pricing Proposal shall constitute full compensation for all labor, equipment and materials necessary and required to complete the Work specified under that particular item, and also all costs for doing related work as set forth in the Contract Documents or implied in carrying out their intent.
    2. Payment of the Unit Price items will only be made for the actual quantity of additional Work performed in accordance with Owner-approved Change Orders.
  5. PAYMENT PROCEDURES
    1. Informal submittal: Unless otherwise directed by the Engineer:
      1. Make an informal submittal of Request for Payment to the Engineer by the 20th of each month by filling in pertinent portions of AIA Document G702, Application and Certificate for Payment, plus continuation sheet or sheets.
      2. Revise the preliminary submittal as approved by the Engineer and incorporate the approved payments into the formal submittal.
    2. Formal submittal: Unless otherwise directed by the Engineer:
      1. Make formal submittal of Request for Payment by filling in the agreed data on AIA Document G702, Application and Certificate for Payment, plus continuation sheet or sheets.
      2. Sign and notarize the Application for Payment.
      3. Submit the original of the Application for Payment, plus six identical copies of the continuation sheet or sheets, to the Engineer.
      4. The Engineer will compare the formal submittal with the approved informal submittal and, if acceptable, will sign the Contractor’s Application for Payment, and present the Application to the Owner.
  6. PAYMENT REQUESTS FOR STORED MATERIALs
    1. Requests for payment for stored materials shall be made in accordance with the General Conditions and shall be accompanied by the attached "Certificate for Stored Materials" form. Payment for stored materials shall not exceed the value actually paid by the Contractor for the stored materials as evidenced by the accompanying bill of sale, invoice, or other documentation.
    2. Partial payment requests for materials stored or so-called "engineering costs" by equipment manufacturers will not be allowed. All such costs shall be distributed proportionately among the various items of equipment/hardware to be furnished.
PART 2 - PRODUCTS - Not Used
PART 3 - EXECUTION - Not Used
END OF SECTION

Excess/Umbrella Liability —

	Minimum Limits (dollar amount indicates required minimum)	Additional Insured (Y indicates required)	Waiver of Subrogation (Y indicates required)
Each Occurrence	--$1,000,000	Y	Y
Combined Aggregate	--$1,000,000	Y	Y

01295 Schedule of Values —
SCHEDULE OF VALUES
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Schedule of Values
  2. Submittals
    1. Action Submittals
      1. Submit the Schedule of Values for approval within 10 days after the Effective Date of the Agreement.
  3. Schedule of values
    1. Schedule of Values shall be a detailed breakdown of the Lump Sum and Unit Price Work items showing values allocated to the various elements of the Work.
    2. The format of the Schedule of Values shall be submitted on AIA G703, Application and Certificate for Payment, Continuation Sheet. The Engineer may require additional detailed documentation to support the values in the form of executed purchase orders, subcontracts, or other agreements.
    3. The Engineer will determine the level of breakdown and detail required. The breakdown shall include at a minimum the items listed on the Bid Form. The final document will be the basis of payment requests for the duration of the Contract. No progress payment will be made until the Schedule of Values is approved by the Engineer.
    4. An unbalanced Schedule of Values providing overpayment on items of work performed first will not be accepted.
    5. At the Contractor’s option, items for mobilization and demobilization may be included in the Schedule of Values. The combined value shall not exceed 5 percent of the Contract Price, and the values for mobilization and demobilization shall be equal. Payment for mobilization will be included in the first payment request after the Contractor has initiated full-time construction activity. Payment for demobilization will be included in the first payment request after Substantial Completion has been reached and all equipment has been removed from the Site.
    6. At the Contractor’s option, an item for bonds and insurance may be included in the Schedule of Values. If included, requests for payment including values for bonds and insurance shall be accompanied by matching invoices.
Part 2 - PRODUCTS – not used
Part 3 - EXECUTION – not used
END OF SECTION
Professional Liability —
Minimum Limits
(dollar amount indicates
required minimum) Additional
Insured
(Y indicates
required) Waiver of
Subrogation
(Y indicates
required)
--$1,000,000 -- --
Pollution Liability —
Minimum Limits
(dollar amount indicates
required minimum) Additional
Insured
(Y indicates
required) Waiver of
Subrogation
(Y indicates
required)
--$1,000,000 Y Y
01310 Coordination —
COORDINATION
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Project Management
      2. General Coordination Procedures
      3. Requests for Information (RFIs)
      4. Project Meetings
    2. Related Requirements
      1. Section 01140 - Work Restrictions
      2. Section 01325 - Scheduling of Construction
  2. SUBMITTALS
    1. Incorporate the requirements of this Section, as well as Work which may impact the Owner, or the operations of any adjacent facility or utility, in the project schedule submitted under Section 01325.
    2. Informational Submittals
      1. Submit to the affected utility company, the Owner, and the Engineer, in writing, all requests for temporary shutdowns of facilities or interruption of operations. No shutdowns of the water system or interruptions to existing operations will be permitted except as outlined in this Section. Submit requests at least 2 weeks prior to the beginning of the Work requiring shutdown or interruption. No shutdown shall occur without the approval of the utility company or the Owner.
      2. RFI Log
      3. Coordination drawings
      4. At the pre-construction conference, supply to the Owner the cell phone number of a responsible person who may be contacted during off-hours for emergencies 24 hours a day, seven days a week.
      5. Prepare a contact list of phone numbers, including cell phone numbers, and emails for all Project personnel and submit to the Engineer at the pre-construction conference. Include Contractor, Owner, Engineer, and City personnel including police, fire, and ambulance.
  3. Project management
    1. Retain a full-time on-site Superintendent, satisfactory to the Owner and Engineer. The Superintendent shall not be changed except with the consent of the Owner and Engineer. The Superintendent shall be in full charge of the Work conducted at the Site.
    2. Designate a full-time Project Manager, satisfactory to the Owner and Engineer. The Project Manager shall not be changed except with the consent of the Owner and Engineer. The Project Manager will be responsible for managerial operations including but not limited to coordinating labor and equipment, preparing submittals, documenting waste disposal activities, preparing progress meeting agenda and minutes. The Project Manager shall be the first point of contact for Engineer and Owner.
    3. Complete the Work in a continuous uninterrupted operation. Use sufficient personnel and adequate equipment to complete the Work within the Contract Time.
  4. General Coordination procedures
    1. Do not interfere with the operation of the existing facilities.
    2. Coordinate with appropriate utility companies, as well as with the Owner, where the Work crosses or is adjacent to existing utilities.
    3. RFI Log: Prepare, maintain, and submit a tabular log of RFIs organized by the RFI number. Submit log weekly. Include the following:
      1. Project name
      2. Name and address of Contractor
      3. Name and address of Engineer
      4. RFI number including RFIs that were returned without action or withdrawn
      5. RFI description
      6. Date the RFI was submitted
      7. Date Engineer response was received
      8. Identification of related Field Order, Work Change Directive, and Proposal Request, as appropriate
    4. On receipt of Engineer’s action, update the RFI log and immediately distribute the RFI response to affected parties. Review response and notify Engineer within seven days if Contractor disagrees with response.
    5. The Contractor is responsible for coordinating initial access to the Site and any communication with utility companies that the Contractor may request service from including disconnections, abandonment, and documentation of such.
    6. The Contractor is responsible for coordinating all trucking and waste disposal work including the preparation of all waste profiles and manifests. Engineer will review and provide comment, as needed, before requesting the Town to sign waste disposal documents as Generator.
    7. Coordinate with electrical utility for removal or installation of any transformers, utility lines, and poles located at the Site that are required to be removed or installed as part of the work.
    8. Perform all coordination necessary to complete the Work.
Retain "BIM File Incorporation" Subparagraph below when Project uses BIM through the construction stage and Contractor is required to prepare coordination drawings for incorporation into the BIM and to perform component conflict analysis and resolution. Revise as required to reflect Project scope agreements and Contract.
5. Request for information (RFI)
1. 1. 1. General: Immediately on discovery of the need for additional information, clarification, or interpretation of the Contract Documents, Contractor shall prepare and submit an RFI in the form specified.
      1. Engineer will return without response those RFIs submitted to Engineer by other entities controlled by Contractor.
      2. Coordinate and submit RFIs in a prompt manner so as to avoid delays in Contractor's work or work of subcontractors.
    2. Content of the RFI: Include a detailed, legible description of item needing information or interpretation and the following:
      1. Project name
      2. Project number
      3. Date
      4. Name of Contractor
      5. Name of Engineer
      6. RFI number, numbered sequentially
      7. RFI subject
      8. Specification Section number and title and related paragraphs, as appropriate
      9. Drawing number and detail references, as appropriate
      10. Field dimensions and conditions, as appropriate
      11. Contractor's suggested resolution. If Contractor's suggested resolution impacts the Contract Time or the Contract Sum, Contractor shall state impact in the RFI.
      12. Contractor's signature
      13. Attachments: Include sketches, descriptions, measurements, photos, Product Data, Shop Drawings, coordination drawings, and other information necessary to fully describe items needing interpretation.
6. Engineer’s Action: Engineer will, with reasonable promptness, render a written clarification, interpretation, or decision on the issue submitted, or initiate an amendment or supplement to the Contract Documents. Engineer’s written clarification, interpretation, or decision will be final and binding on Contractor, unless it appeals by submitting a Change Proposal.
7. Project Meetings
1. 1. 1. Pre-Construction Conference
      1. The Contractor shall be prepared to discuss the following subjects at the Pre-Construction Conference. Documentation for these items is required to be submitted within the time frames included in individual specification sections.
        Project scheduling
        Sequencing of critical path Work items
        Shop Drawing procedures
        Project changes and clarification procedures
        Use of sites, access to Work areas, office and storage areas, security, and temporary facilities
        Traffic control plan and staging of trucks
        Contractor safety plan and representative
        Progress payments and procedures
        Required documentation
        Project personnel contact list
    2. Progress Meetings
      1. Progress meetings will be held once per week and at other times as requested by the Owner or as required by the Progress of the Work.
      2. Contractor’s Superintendent and Project Manager shall attend all progress meetings.
      3. At a minimum, progress meetings will review Work progress, schedule, Shop Drawing submission schedule, Applications for Payment, and other matters needing discussion and resolution.
      4. Review the schedule with all parties to be affected by upcoming work.
      5. Prepare meeting agenda and minutes for each meeting and circulate to the City and Engineer for review and comment. Agenda are to be distributed at least 2 days prior and minutes must be prepared within 2 days after each meeting.
      6. Review the monthly construction report required under Section 01325.
    3. Attend requested meetings with the City, Engineer, and/or others to discuss the progress of the Work and address any concerns.
PART 2 - PRODUCTS - Not Used
PART 3 - EXECUTION
1. 1. GENERAL
    1. Notify Call Before You Dig at 1-800-922-4455 at least 72 hours prior to any digging, trenching, rock removal, demolition, borings, backfill, grading, landscaping, or any other earth moving operations.
  2. Coordination with the Owner’s operations
    1. Notify the Owner and Engineer, in writing, a minimum of 1 week in advance of commencing Work on site. Work on site shall not occur until all necessary permits are obtained.
    2. Notify the Owner and Engineer, in writing, a minimum of 1 week before commencing any work which may affect the Owner’s operations.
    3. Perform all construction activities so as to avoid interference with Owner’s operations and the work of others including off-site businesses, residences, or traffic flow.
    4. The Owner has the authority to order the Work stopped. Any costs and/or delays associated with these work stoppages due to the Contractor's operation shall be borne by the Contractor.
  3. SEQUENCE OF CONSTRUCTION
    1. The Contractor shall obtain approval and acceptance from their selected waste disposal facility for shipments of contaminated soils slated to be excavated and disposed off-site. This will need to be obtained prior to commencing excavation of these soils.
    2. Completing the Work will require a specific sequence of construction. The Contractor shall be allowed reasonable flexibility in scheduling the construction activities. Provide a detailed construction schedule as required in Section 01325.
END OF SECTION
Cyber Liability —
Minimum Limits
(dollar amount indicates
required minimum) Additional
Insured
(Y indicates
required) Waiver of
Subrogation
(Y indicates
required)
-$1,000,000 Y Y
01320 Construction Photographs —
CONSTRUCTION PHOTOGRAPHS
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Photographs taken at specified intervals before, during and after construction.
  2. SUBMITTALS
    1. Informational Submittals
      1. Submit electronic files via a secured file transfer service or submit via USB flash drive of progress photographs with each payment requisition.
Part 2 - PRODUCTS
1. 1. CONSTRUCTION PHOTOGRAPHS
    1. Electronic files shall be in .jpg format and be time and date stamped.
Part 3 - EXECUTION
1. 1. Pre-construction Photography
    1. Photographs will serve as a record of the original conditions where construction activities will occur.
    2. The area to be photographed shall include, but not be limited to, the area within and adjacent to the proposed construction, including roadways, utilities, driveways, landscaping, trees, structures and buildings.
    3. Provide a minimum of 12 preconstruction photographs, or more as required to document the preconstruction condition of the Site and adjacent properties.
  2. Progress Photography
    1. Take time and date stamped construction photographs of active work areas at least every day throughout the duration of the Work. The photographs shall be indicative of the work that is currently in progress. A minimum of 3 photographs shall be taken at each scheduled interval at each location where Work is in progress.
    2. Take photographs of each excavation prior to backfilling and grading. The photographs shall show the entire excavation area.
    3. Take photographs of all utility connections and abandonments.
  3. Post-Construction Photography
    1. Provide post construction photography after all Work has been completed at each location. The locations to be photographed and the number of photographs required shall be as specified in Paragraph 3.1 for the preconstruction photography.
END OF SECTION
01325 Scheduling of Construction —
SCHEDULING OF CONSTRUCTION
Part 1 - Ggeneral
1. 1. SUMMARY
    1. Section Includes
      1. Progress Schedule
    2. Related Requirements
      1. Section 01110 – Summary of Work
      2. Section 01140 – Work Restrictions
      3. Section 01310 – Coordination
  2. Progress Schedule
    1. Graphically show the order and interdependence of activities, sequence of Work, how the start of a given activity depends on completion of preceding activities, and how completion of an activity may restrain the start of subsequent activities.
    2. The Work shall be planned by the Contractor and his Project field superintendent in coordination with all Subcontractors and Suppliers whose Work is shown on the Progress Schedule.
    3. Include, at a minimum, the following activities on the Progress Schedule:
      1. Submittal and approval of Shop Drawings, Permits, Work Plans, Site-Specific Health & Safety Plan, Waste Disposal Approvals, etc.
      2. Project mobilization and erection of Project Sign
      3. Procurement of equipment and critical materials
      4. Installation of equipment and critical materials
      5. Fabrication of special equipment and material, and its installation and testing
      6. Site clearing and preparation
      7. Temporary Site fencing, soil erosion and sedimentation control measures
      8. Selective demolition and disposal of Polychlorinated Biphenyl (PCB)-contaminated concrete slabs in areas shown on the drawings and waste disposal.
      9. Demolition and disposal of remaining clean concrete (including slabs remaining after PCB-contaminated slabs have been removed and all existing sub-grade foundation walls, footings, concrete pits, etc.) in areas shown on the drawings and disposal as clean construction and demolition waste.
      10. Excavation, loading, and disposal of PCB-contaminated soils from three excavation areas as shown on the drawings
      11. Mobilization of the dewatering and contaminated groundwater treatment and discharge system and anticipated start of dewatering and discharge
      12. Groundwater handling, treatment, and discharge per the Connecticut Department of Energy & Environmental Protection (DEEP) General Pretreatment Permit for Significant Industrial User, Dewatering, and Remediation Discharges and local Publicly Owned Treatment Works requirements.
      13. Backfill and compaction of remedial excavations
      14. Construction of the retaining wall along the western parcel boundary of 198 and western and southern parcel boundaries of 200 River Street
      15. Excavation for proposed building footings (Forming and pouring of concrete footings and foundation walls to be completed by others and is not part of this Contract).
      16. Installation of storm drainage system at 194 and 198 River Street
      17. Installation of sub-grade electrical conduits, including service to the proposed building, proposed light poles, and proposed electric vehicle charging stations.
      18. Placement and compaction of fill material and subbase material at 194, 198, and 200 River Street
      19. Construction of a bituminous concrete parking lot at 198 River Street, inclusive of only the 1.5-inch binder course of bituminous concrete.
      20. Substantial completion and inspection
      21. Punchlist
      22. Final cleanup
      23. Other activities that may be critical to the Progress Schedule
      24. All activities of the Owner and the Engineer which affect progress and/or affect required dates for completion of the Work
    4. Take into consideration submittal and permit approval time, the delivery times of equipment and materials, Subcontractors' Work, availability and abilities of workmen, waste hauling and disposal, weather conditions, any restrictions in operations at the Work site, and all other items that may affect completion of the Work within the Contract Time.
    5. The Progress Schedule shall reflect the requirements, constraints, and restrictions outlined in Sections 01310 and 01140.
    6. Show information in such detail that duration times of activities will range from one to 15 days. The selection and number of activities shall be subject to the approval of the Owner and Engineer.
    7. The Progress Schedule should show a description of each activity, and activity duration in calendar days.
  3. SUBMITTALS
    1. Informational Submittals
      1. Submit an electronic copy of the preliminary Progress Schedule within 10 days after the Effective Date of the Agreement. Progress Schedule must be approved by the Owner and Engineer before the first progress payment will be made.
      2. Revised analyses - Within 5 days after receipt of the review comments, submit the revised Progress Schedule in accordance with those comments.
      3. Periodic reports - On the first progress meeting of each month, submit an updated Progress Schedule, as well as a report of construction activities in the prior month.
  4. PERIODIC REPORTS
    1. At each progress meeting, present a construction report which details the Work performed during the preceding period. The report shall include the following at a minimum:
      1. Actual progress of Work and a revised Progress Schedule showing portions of the Progress Schedule impacted by the Work progress.
      2. Activities completed during the reporting period as basis for periodic request for payment. Payment made will be based on the total value of such activities completed or partially completed after verification by the Engineer.
      3. State the percentage of the Work actually completed and scheduled as of the report date, and the progress along the critical path in terms of days ahead of or behind the dates defined in the Progress Schedule.
      4. If the Work is behind the dates set forth in the Progress Schedule, also report progress along other paths with negative slack.
      5. Include a narrative which includes:
        A description of problem areas, anticipated and current
        Delaying factors and their impact
        An explanation of corrective actions taken or proposed
      6. Show the date of latest revision.
Part 2 - PRODUCTS – NOT USED
Part 3 - EXECUTION – NOT USED
END OF SECTION
Medical Malpractice —
Minimum Limits
(dollar amount indicates
required minimum) Additional
Insured
(Y indicates
required) Waiver of
Subrogation
(Y indicates
required)
$1,000,000 -- --
Garage Keepers Liability —
Minimum Limits
(dollar amount indicates
required minimum) Additional
Insured
(Y indicates
required) Waiver of
Subrogation
(Y indicates
required)
-$100,000 -- --
01330 Submittal Procedures —
SUBMITTAL PROCEDURES
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Action Submittals
      2. Informational Submittals
  2. DEFINITIONS
    1. Action Submittals – includes written and graphic information submitted by Contractor that requires Engineer’s approval.
    2. Informational Submittals – includes information submitted by Contractor that does not require Engineer’s approval. The Engineer will acknowledge receipt of such documents and provide comments when the submittals lack the detail required by the Contract Documents.
  3. Action submittals
    1. Work Plans as specified in individual Sections.
    2. Schedule of Values: In accordance with Section 01295.
    3. Site Usage Plan: In accordance with Section 01140.
    4. EPA Certification for Self-Implementing On-site PCB Cleanup & Disposal Plan: In accordance with Section 02110.
    5. Contractor PCB Work Plan: In accordance with Section 02110.
    6. Groundwater Dewatering, Treatment, and Discharge Plan: In accordance with Section 02240.
    7. Solidification Plan in accordance with Section 02315.
    8. Waste Profiles for Disposal Facility Approvals: In accordance with Section 02120.
    9. Shop Drawings
      1. Shop Drawings as defined in the General Conditions, and as specified in individual work sections include, but are not necessarily limited to, custom-prepared data such as fabrication and erection/installation drawings, schedule information, piece part drawings, actual shop work manufacturing instructions, special wiring diagrams, coordination drawings, individual system or equipment inspection and test reports including performance curves and certification, as applicable to the Work.
      2. Shop Drawings shall be of standardized sizes to enable the Owner to maintain a permanent record of the submissions. Approved standard size drawings shall be
        24 inches by 36 inches
        22 inches by 34 inches
        11 inches by 17 inches
        8.5 inches by 11 inches
      3. Submit Shop Drawings at the proper time to prevent delays in delivery of materials. Coordinate submittals for related or interdependent equipment.
      4. Advise the Engineer in writing of any deviations from the requirements of the Contract Documents.
      5. Check all Shop Drawings regarding measurements, size of members, materials, and details to determine if they conform to the Contract Documents. Shop Drawings found to be inaccurate, not in compliance, or otherwise in error shall be returned to the Subcontractors or Suppliers for correction before submission to the Engineer. Drawings that are current shall be marked with the date, name, and approval stamp of the Contractor.
      6. All details on Shop Drawings submitted for approval shall show clearly the relation of the various parts to the main members and lines of the structure, and where correct fabrication of the work depends upon field measurements, such measurements shall be made and noted on the Shop Drawings before being submitted for approval.
      7. Detailed installation drawings (sewers, equipment, piping, electrical conduits and controls, and plumbing, etc.) shall be drawn to scale and fully dimensioned.
      8. No material or equipment shall be purchased or fabricated until the required Shop Drawings have been submitted and approved. Materials and equipment and the work involved in their installation or incorporation into the Work shall then be as shown in and represented by the Shop Drawings.
      9. Until the necessary approval has been given, do not proceed with any portion of the work, the design or details of which are dependent upon the design or details of work, materials, equipment or other features for which approval is required.
      10. If submitted equipment requires modifications to the structures, piping, layout, or other details shown on the Drawings, details of the proposed modifications must also be submitted for approval. If such equipment and modifications are approved, perform all Work necessary to make such modifications at no additional cost to the Owner.
    10. Product Data: Product data as specified in individual Sections, include, but are not necessarily limited to, standard prepared data for manufactured products (catalog data), such as the manufacturer's product specification and installation instructions, availability of colors and patterns, manufacturer's printed statements of compliances and applicability, roughing-in diagrams and templates, catalog cuts, product photographs, standard wiring diagrams, printed performance curves and operational-range diagrams, production or quality control inspection and test reports and certifications, mill reports, product operating and maintenance instructions and recommended spare-parts listing, and printed product warranties, as applicable to the Work.
    11. Samples and color selection charts: Provide sample, when requested by individual Specification to establish conformance with the Specifications, and as necessary to define color, texture and pattern selections available.
  4. Informational Submittals
    1. Schedule of Submittals
      1. Submit a preliminary Schedule of Submittals within 10 days of the Effective Date of the Agreement.
    2. Schedule of Manufacturers and Suppliers
      1. Submit a schedule of manufacturers and suppliers within 7 days after Notice to Proceed including the names and addresses of the manufacturers and suppliers of materials and equipment to be incorporated into the Work.
    3. Schedule of Major Products
      1. Submit a schedule of major products within 30 days after Notice to Proceed including a complete list of major products proposed for use, with specification section number, name of manufacturer, trade name, and model number of each product.
    4. Product Listing and Manufacturers Qualifications
      1. For products specified only by reference standards, give manufacturer, trade name, model or catalog designation and reference standards. Specifically identify the products, the anticipated schedule for delivery and storage, and the estimated value thereof for materials which the Contractor intends to request approval for off-site storage.
    5. Certificates of Compliance
      1. General:
        Submit sworn certificates from the manufacturer or material supplier that the materials and fabrications provided under the Specification section conform with the Contract Documents.
        Certificates shall be signed by an officer of the manufacturer’s corporation and witnessed by a Notary Public.
      2. Welding: Submit in accordance with individual Specification sections.
      3. Installer: Prepare written statements on manufacturer’s letterhead certifying that installer complies with requirements as specified in individual Specification sections.
      4. Material Test: Prepared by qualified testing agency, on testing agency’s standard form, indicating and interpreting test results of material for compliance with requirements.
      5. Certificates of Successful Testing or Inspection: Submit when testing or inspection is required by Laws and Regulations or governing agency, or when specified in individual Specification sections.
      6. Manufacturer’s Certificate of Compliance: In accordance with individual Specification sections.
    6. Waste Disposal Documentation: Submit fully executed manifests, bills of lading, PCB Certificates of Disposal/Certificates of Destruction, and a summary from the disposal facilities listing details of each load delivered, including at a minimum, date, truck number, and total tonnage in accordance with Section 02120.
    7. Application for Payment
      1. Submit applications for payment in accordance with Section 01290, Application and Certificate for Payment.
      2. Submit schedule of stored materials when requesting payment for materials not yet installed.
    8. Individual Spill Clean-Up Contractor Permit: Submit a copy of Contractor’s DEEP Individual Spill Clean-Up Contractor Permit registration and associated DEEP approval in accordance with Section 02110. The Contractor shall maintain registration under the DEEP Individual Spill Clean-Up Contractor Permit for the duration of the Work.
    9. Construction Photography: Provide preconstruction, progress, and post-construction photography in accordance with Section 01320.
    10. Contract Closeout Submittals: In accordance with Section 01770.
    11. Schedules: Submit construction progress schedules and schedule updates in accordance with Section 01325.
    12. Statement of Qualifications: Submit evidence of qualification, certification, or registration as required in Contract Documents to verify qualifications of professional land surveyor, engineer, materials testing laboratory, specialty subcontractor, trade, specialist, consultant, installer, and other professionals.
    13. Submittals Required by Laws, Regulations, and Governing Agencies
      1. Submit promptly, permits, notifications, reports, certifications, payrolls, and other required information as may be required, directly to the applicable federal, state, or local governing agency or their representative.
      2. Transmit to Engineer for Owner’s records, one copy of correspondence and transmittals (including enclosures and attachments) between Contractor and governing agency.
    14. Test and Inspection Reports
      1. Submit test and inspection reports as required by individual Specification sections.
      2. Test and inspection reports shall contain signature of person responsible for test or report.
      3. Reports shall include identification of product and Specification, project name, date and time of test, type of test, location, test results, interpretation of test results, and other information as required in individual Specification sections.
    15. Equipment Data: Submit information on equipment to be used in the performance of the Work as required by individual Specification sections. When specified in other Specification sections, information on equipment used by the Contractor to complete the Work, such as compaction equipment and closed-circuit television inspection equipment.
    16. Testing and Start-up Data: Prepare and submit testing procedures proposed to perform testing required by individual Specification sections.
    17. Health & Safety Plans: In accordance with Section 01350, prepare and submit a Health and Safety Plan modified or supplemented to include job-specific considerations.
    18. Erosion Control Plan: When specified in Contract Documents or required by local ordinances or regulations, prepare and submit copies of erosion control plans.
    19. Traffic Control Plan: When specified in Contract Documents or required by local ordinances or regulations, prepare and submit copies of traffic control plans.
    20. Manufacturer’s Instructions: Written or published information that documents manufacturer’s recommendations, guidelines, and procedures in accordance with individual Specification sections.
    21. Submittals stamped by another Professional Engineer: When specified in individual Specification sections, prepare and submit calculations and/or drawings stamped by a Professional Engineer licensed in the State where the work is being performed.
    22. Coordination Drawings: When specified in individual Specification sections, prepare and submit drawings to show how multiple system and interdisciplinary work will be coordinated. Examples are conduit routing diagrams, duct layouts, utility coordination drawings, sprinkler plans etc.
    23. Work Plans: When specified in individual Specification sections, prepare and submit copies of all work plans needed to demonstrate to the Owner that Contractor has adequately thought-out the means and methods of construction and their interface with existing facilities.
    24. Shutdown Requests: Submit notification of any outages required (electrical, flow processes, etc.) as may be required to tie-in new work into existing facilities. Unless otherwise specified, provide outage requests a minimum of 7 days’ notice shall be provided.
  5. Procedures
    1. Coordination
      1. Prepare and deliver submittals in sufficient time, so that the Work will not be delayed, other related work can be properly coordinated, and there is adequate time for review and resubmission, if required.
      2. Provide no less than 10 days for review of submittals from the time received by the Engineer. For submittals that require more than 10 days to review, due to complexity and detail, Engineer will notify Contractor of the circumstances and identify the anticipated date when the submittal will be returned.
      3. Re-submittals will be subject to same review time.
      4. No extension of time will be authorized due to failure to provide approvable submittals sufficiently in advance of the Work.
    2. Review Shop Drawings, product data, and samples prior to submission and verify and determine:
      1. Field measurements
      2. Conformance with the Contract Documents. Advise the Engineer in writing of any deviations from the requirements of the Contract Documents.
      3. Delete or strike out information that is not applicable to the Work.
    3. Submit one electronic copy of each submittal for the Owner and Engineer.
    4. Numbering: Submissions shall be accompanied by a transmittal form referencing the project name and applicable Specification section. Submittals shall be numbered sequentially, with the applicable Specification section and a hyphen preceding the number. (e.g. Submittal number 02120-01). Resubmittals shall bear the same transmittal number with a revision number commencing with "1" (e.g. Submittal number 11330-01-1).
    5. Provide a copy of the Submittal Certification Form (copy attached at the end of this section) which shall be attached to every copy of each submittal. Apply the Contractor’s stamp and initials or signature certifying that the submission has been thoroughly reviewed for completeness, compliance with the Contract Documents, coordination with adjacent construction and dimensional compatibility. Items submitted without the stamp or that are incomplete will be returned by the Engineer for rework and resubmission.
    6. Distribute copies of reviewed submittals along with the Engineer’s transmittal to concerned parties with instructions to promptly report any inability to comply with the provisions or integrate the requirements with interfacing work.
    7. Partial and Incomplete Submittals
      1. Submittals shall be delivered as a complete package by Specification section, unless otherwise reviewed and approved by the Engineer. It is the intent that all information, materials, and samples associated with each Specification section be included as a single submittal for the Engineer’s review.
      2. Engineer will return entire submittals if preliminary review deems it incomplete including:
        Missing or incomplete Submittal Certification Form
        Insufficient number of copies
        Missing content
      3. Partial submittals may be considered, at Engineer’s option, only when necessary to expedite the Project.
      4. Partial submittals shall be clearly identified as such on the transmittal to identify missing components.
    8. Submittals not required by the Specification will be returned without review or action code.
    9. Resubmission
      1. Make corrections and modifications required by the Engineer and resubmit until approved.
      2. Clearly identify changes made to submittals and indicate other changes that have been made other than those requested by the Engineer.
      3. A maximum of two re-submissions of each shop drawing will be reviewed, checked and commented upon without charge to the Contractor (total of 3 submittals). Any additional submissions which are required by the Engineer to fulfill the stipulations of the Contract Documents will be charged to the Contractor using the Engineer’s standard billing rates.
    10. Distribution
      1. Distribute approved Shop Drawings and approved product data to the Project Site and elsewhere as required to communicate the information to Suppliers, Subcontractors, and field personnel.
  6. Engineer’s Review
    1. The Engineer will review submittals for design, general methods of construction and detailing. The Engineer’s review and approval of submittals shall not be construed as a complete check nor does it relieve the Contractor from responsibility for any departures or deviations from the requirements of the Contract Documents unless he has, in writing, called the Engineer’s attention to such deviations at the time of submission. It will not extend to means, methods, technique, sequences, or procedures of construction (except where specifically and expressly called for by the Contract Documents) or to safety precautions or programs incident thereto.
    2. The Engineer’s review of the submittals shall not relieve the Contractor from the responsibility for proper fitting of the Work, or the responsibility of furnishing any work required by the Contract Documents which may not be indicated on the submittals. The Contractor shall be solely responsible for any quantities shown on the submittals.
    3. If the Contractor considers any correction indicated on the submittals to constitute a change to the Contract Documents, the Contractor shall provide written notice to the Engineer at least 7 working days prior to release for manufacture or initiation of the work.
    4. When the submittals have been completed to the satisfaction of the Engineer, the Contractor shall carry out the construction in accordance therewith and shall make no further changes therein except upon written instructions from the Engineer.
    5. Action submittals as defined in paragraph 1.2 will be reviewed and returned under one of the following codes:
      1. Approved (Action Code 1) is assigned when there are no notations or comments on the submittal. Equipment or materials may be released for manufacture, provided that it complies with requirements of the Contract Documents.
      2. Approved as Noted (Action Code 2) is assigned when there are notations or comments on the submittal, but the equipment or materials may still be released for manufacture. All notations and comments must be incorporated in the final product. Resubmission is not necessary.
      3. Revise and Resubmit (Action Code 3) is assigned when there are notations and comments requiring a resubmittal of the package. Work cannot proceed until the submittal is revised and resubmitted for review.
      4. Not Approved (Action Code 4) is assigned when the submittal contains non-specified items or does not meet the requirements of the Contract Documents. It may also be assigned when there is a significant amount of missing material required for the Engineer to perform a complete review. The entire package must be resubmitted, revised to bring the submittal into conformance. It may be necessary to resubmit using a different manufacturer/vendor to meet the requirements of the Contract Documents.
    6. Informational submittals as defined in paragraph 1.2 do not require approval by the Engineer. Such submittals will be returned under one of the following codes:
      1. Receipt Acknowledged (Action Code 5) is assigned when the submittal is provided for documentation purposes and is acknowledged as received. Comments may be noted using this action code.
      2. Revise and Resubmit (Action Code 6) is assigned when there are notations and comments requiring a resubmittal of the package.
Part 2 - Products – NOT USED
Part 3 - EXECUTION – NOT USED
END OF SECTION

SUBMITTAL CERTIFICATION FORM

PROJECT:_____________________________________________________________
ENGINEER:_____________________        ENGINEER’S PROJECT NO.:_______________
CONTRACTOR:__________________        CONTRACTOR’S PROJECT NO.:____________

TRANSMITTAL NO.:_______________       SUBMITTAL NO.:_______________________
SPECIFICATION NO.:______________      DRAWING NO:_________________________
DESCRIPTION:_________________________________________________________
MANUFACTURER:_______________________________________________________

The above referenced submittal has been reviewed by the undersigned and I/we certify that the materials and/or equipment meets or exceeds the project specification requirements; that field measurements, dimensions, quantities, specified performance criteria, installation requirements, materials, catalog numbers and related materials have been verified; that all materials with respect to intended use, fabrication, shipping, handling, storage, assembly, and installation pertaining to the performance of the work has been determined and verified; that review includes all information related to the contractor’s sole responsibility for means, methods, techniques, sequences, and procedures of construction and safety; and item has been coordinated with the overall project with:
- NO DEVIATIONS
- A COMPLETE LIST OF DEVIATIONS AS FOLLOWS:
______________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________

SUBMITTED BY:___________________________ DATE:_______________________

GENERAL CONTRACTOR’S STAMP
Drone Liability —
Minimum Limits
(dollar amount indicates
required minimum) Additional
Insured
(Y indicates
required) Waiver of
Subrogation
(Y indicates
required)
$1,000,000 Y Y
01350 Health and Safety Plan —
HEALTH & SAFETY PLAN
Part 1 - General
1. 1. SUMMARY
    1. The Contractor must:
      1. Develop a site-specific Health and Safety Plan (HASP) specifically addressing the potential hazards that may be encountered at the work site. The HASP must include the information described in this specification (as applicable) and meet all applicable OSHA requirements.
      2. Furnish all labor, equipment, materials, and employee training for effective implementation of the HASP and worker health and safety protection of all Contractor personnel.
      3. Furnish all labor, equipment, materials, and employee training to effectively complete any required air monitoring and/or decontamination.
      4. Review the requirements and data provided for the project and supplement the HASP with any additional measures deemed necessary to fully comply with applicable regulatory requirements and to adequately protect personnel on the site.
      5. Maintain a copy of the HASP at the worksite, accessible to employees working at the site.
      6. Post the emergency response plan section of the HASP, inclusive of emergency alerting and response procedures and directions to the nearest hospital, in a visible location for all workers to see.
    2. Related Sections
      1. Section 02110 – Contaminated Soil Excavation
      2. Section 02120 – Transportation and Disposal of Contaminated Materials
      3. Section 02200 – Site Preparation
      4. Section 02222 – Demolition
      5. Section 02240 – Dewatering, Treatment, and Discharge
      6. Section 02315 – Excavation, Backfill, and Compaction
  2. Site-Specific Project Conditions
    1. The Contractor must review and understand all existing information as it relates to potential exposure to subsurface site contaminants, environmental data and reports.
    2. The Contractor must review and understand all existing information/reports as it relates to potential exposure to contaminated concrete, soil, and groundwater present at the site along with all other potential physical hazards that may be encountered during the Work. Portions of the existing concrete slabs are contaminated with PCBs and soil within the three remedial excavation areas is contaminated with PCBs along with other regulated contaminants. Site-specific information with respect to potential exposures to hazardous concrete, soils, and groundwater are included in applicable technical specifications and environmental reports contained herein.
    3. The nature of the materials present at the site may require use of special protective clothing and the possible use of respiratory protective equipment, which is intended to help minimize worker exposure to known or suspected site hazards.
      1. Levels of personal protection are established in reference standards and generally described for Levels C and D herein.
      2. The Contractor must be responsible for determining if a higher level of personnel protection is required based on the criteria outlined in the Contractor's HASP. In the event that the Contractor determines that a level of protection higher than Level D is required, the Contractor's personnel must take the necessary steps outlined in the Contractor’s HASP.
      3. The Contractor must notify the Engineer and Owner in writing prior to implementing any upgrades in personal protection. The Engineer will review the Contractor's notification and determine the need to notify other applicable agencies.
  3. References
    1. OSHA 29 CFR Part 1910 (General Industry standards)
    2. OSHA 29 CFR Part 1926 (Construction Standards)
    3. OSHA 29 CFR §1910.120 (HAZWOPER)
    4. OSHA 29 CFR §1926.65 (HAZWOPER)
    5. Applicable state regulations
  4. Definitions
    1. CHMM: Certified Hazardous Materials Manager, as certified by the Institute of Hazardous Materials Management.
    2. CIH: Certified Industrial Hygienist, as certified by the American Board of Industrial Hygiene®.
    3. CSP: Certified Safety Professional, as certified by the Board of Certified Safety Professionals.
    4. Site Safety and Health Official (SSHO): The individual located at a job site who is responsible to the Contractor and has the authority and knowledge necessary to implement the HASP and verify compliance with applicable safety and health requirements.
    5. HAZWOPER: Hazardous waste operations and emergency response (HAZWOPER) standards, per the Occupational Safety and Health Administration’s (OSHA’s) 29 CFR §1910.120 and 29 CFR §1926.65 regulations.
    6. Regulated clean-up site: A site regulated under OSHA’s HAZWOPER standards contained in 29 CFR §1910.120 and 29 CFR §1926.65, inclusive of the following:
      1. Clean-up operations required by a governmental body, whether federal, state, local or other involving hazardous substances that are conducted at uncontrolled hazardous waste sites,
      2. Corrective actions involving clean-up operations at sites covered by the Resource Conservation and Recovery Act of 1976 (RCRA), and
      3. Voluntary clean-up operations at sites recognized by federal, state, local or other governmental bodies as uncontrolled hazardous waste sites.
    7. Uncontrolled Hazardous Waste Site: An area identified as an uncontrolled hazardous waste site by a governmental body, whether federal, state, local or other where an accumulation of hazardous substances creates a potential threat to the health and safety of individuals or the environment or both.
  5. Submittals
    1. On-site Work shall not begin until the HASP has been submitted by the Contractor and accepted by the Owner/Engineer.
    2. Informational Submittals
      1. Submit the following within thirty (30) days after the Effective Date of the Agreement.
        A site-specific HASP, including the information described in this Specification as applicable.
        The HASP must be reviewed, approved, and signed by a CSP, CIH, or CHMM.
        The Engineer’s review is only to determine if the HASP is consistent with the minimum requirements of this specification. Engineer has no control over contractor’s health & safety and the means and methods of health & safety implementation. Engineer also does not perform health & safety monitoring of Contractor’s Work.
        The review will not determine the adequacy of the HASP to address all potential hazards, as that remains the sole responsibility of the Contractor.
        Documentation of qualifications and experience of the SSHO.
        Applicable health and safety training records.
      2. Submit health and safety certification and training records, including:
        Current certifications of employee's HAZWOPER training, and
        Current certification of HAZWOPER supervisor training for project supervisors.
  6. Contractor’s Responsibilities
    1. The Contractor is solely responsible for the health and safety of workers employed by the Contractor, any subcontractor, vendors/manufacturers, site visitors and anyone directly or indirectly employed by any of them.
    2. Provide a designated SSHO for the project.
    3. Pre-arrange emergency medical care services at a nearby hospital or medical clinic, including establishment of an emergency notification process and emergency routes of travel.
    4. Conduct pre-entry and weekly safety meetings with all site personnel, documenting attendance and topics covered.
    5. Develop and implement the site-specific HASP, inclusive of the elements in contained in this specification.
    6. For projects where contaminated media are known, likely, or suspected to be encountered:
I. Monitor air quality in and around the work area using appropriate air monitoring equipment.
II. Develop and implement a respiratory protection program per 29 CFR §1910.134 and 29 CFR §1926.103 for all workers authorized to wear respirators.
III. Record all air quality readings and maintain records on site.
IV. Stop work and/or upgrade respiratory protection or personal protective equipment levels if action levels established in the HASP are exceeded.
V. Ensure that the degree and type of respiratory protection provided is protective for the monitored concentrations and individual chemical parameters.
VI. Lawfully dispose of all personal protective equipment that cannot be decontaminated.
g. Work under this contract is being performed on a “Regulated clean-up site”, as defined in 29 CFR §1910.120, 29 CFR §1926.65, and Article 1.4 F, above.
h. The site-specific HASP must include all elements required by OSHA’s HAZWOPER standard, as contained in 29 CFR §1910.120(b) and 29 CFR §1926.65(b) and the elements in this specification.
i. Train all workers assigned to areas where contaminated media are likely to be encountered in accordance with 29 CFR §1910.120(e) and 29 CFR §1926.65(e).
j. Develop and implement a medical surveillance program per 29 CFR §1910.120(f) and 29 CFR §1926.65(f) for applicable employees.
7. Health & Safety Plan (HASP) Requirements
1. 1. 1. The HASP must comply with the requirements of 29 CFR §1910.120(b)(4) and 29 CFR §1926.65(b)(4).
    2. The following items must be included/addressed in the HASP:
c. A safety and health risk or hazard analysis for each site task and operation in the workplan.
1. 1. 1. 1. A physical hazard evaluation and hazard control plan must be included covering, but not limited to the following, as applicable:
        Equipment operation
        Confined space entry
        Slips, trips, and falls
        Building collapse
        Falling debris
        Encountering unmarked utilities
        Cold and heat stress
        Hot work (cutting and welding)
        Drum and container handling
        Trench and/or excavation entry
      2. Employee training assignments to assure compliance with 29 CFR §1910.120(e) and 29 CFR §1926.65(e).
      3. Personal protective equipment to be used for each site task and operation in the workplan.
        Inclusive of a personal protective equipment program to comply with 29 CFR §1910.120(g)(5) and 29 CFR §1926.65(g)(5).
      4. Medical surveillance requirements to comply with 29 CFR §1910.120(f) and 29 CFR §1926.65(f).
      5. The frequency and types of air monitoring, personnel monitoring, and environmental sampling techniques and instrumentation to be used, including methods of maintenance and calibration of monitoring and sampling equipment to be used.
        The action level (AL) and Permissible Exposure Limit (PEL) for each contaminant must be listed along with the type of monitoring instrument that will be used.
        The frequency of the monitoring must also be included (i.e. continuous, daily, weekly, monthly).
      6. Site control measures to comply with 29 CFR §1910.120(d) and 29 CFR §1926.65(d).
      7. Decontamination procedures to comply with 29 CFR §1910.120(k) and 29 CFR §1926.65(k).
      8. An emergency response plan for the safe and effective response to emergencies, including the necessary PPE and other equipment to comply with 29 CFR §1910.120(l) and 29 CFR §1926.65(l);
        Including, but not limited to the following:
        A map indicating the route to a nearby hospital or medical clinic for emergency medical care
        Procedures for emergency medical treatment and first aid
        The names of three (3) Emergency Response Contractors, experienced in the removal and disposal of oils and hazardous chemicals, that the Contractor intends to use in the event of an emergency
        Site evacuation routes and procedures
        Emergency alerting and response procedures
      9. Confined space entry procedures to comply with 29 CFR §1910.146 and 29 CFR 1926, Subpart AA.
      10. A spill containment program to comply with 29 CFR §1910.120(j) and 29 CFR §1926.65(j).
PART 2 - PRODUCTS
1. 1. Air Monitoring Equipment
    1. If organic vapors or total hydrocarbons are known, likely, or suspected to be encountered during the work:
      1. Provide and maintain a portable photo-ionization detector (PID) or flame-ionization detector (FID) capable of detecting organic vapors or total hydrocarbons. Equipment must be sensitive to the 0.5 parts per million (PPM) level.
    2. If hazardous atmospheres (oxygen, hydrogen sulfide, carbon monoxide, methane, etc.) are known, likely, or suspected to be encountered during the work:
      1. Provide and maintain an applicable multi-gas analyzer to measure concentrations in applicable work environments (i.e. confined spaces, trenches, tunnels, buildings, etc.).
    3. If there is a potential for the accumulation of explosive gas:
      1. Provide and maintain an explosimeter (LEL meter).
    4. If there is a potential for exposure to any other airborne contamination, Contractor must determine what monitoring may be required.
    5. If there is a potential for visible dust emissions or the site, dust monitoring must be considered.
      1. The Contractor is responsible for monitoring fugitive dust emissions in accordance with applicable local, state, and federal regulations.
      2. Equipment must be sensitive to particulate matter less than 10 micrometer in size (PM₁₀) at a level of 100 micrograms per cubic meter (𝜇g/m³).
      3. Contractor must outline the dust monitoring program in their HASP, including applicable action levels.
    6. All air monitoring equipment must remain the property of the Contractor.
    7. All air monitoring equipment readings must be recorded and be available for federal, state, and/or local regulatory personnel to review.
  2. PERSONAL PROTECTIVE EQUIPMENT (PPE)
    1. All PPE must conform to the OSHA requirements, as indicated in the previous Reference Standards Section. Various PPE to be furnished by the Contractor under different levels of protection for their own personnel and subcontractor's personnel include, but are not limited to, the following:
      1. Level D Protection:
        Coveralls or Tyvek
        Gloves
        Safety boots/shoes
        Safety glasses
        Hearing protection (for high noise operations)
        Hard hat with optional face shield
      2. Level C Protection:
        Air‑purifying respirator
        Chemical protective overalls or Coveralls (e.g., Saran coated Tyvek)
        Gloves, inner (disposable, surgical type)
        Gloves, outer (Neoprene, Nitrile, Viton or Butyl)
        Boots, chemical protective, steel toe and shank (Neoprene or Nitrile)
        Booties, chemical protective (disposable PVC)
        Hard hat
        Face shield (if necessary)
      3. Levels B and A represent increased levels of personal protection and are described in the Reference Standards.
      4. Contractor is fully responsible for all PPE selection (including the various stages of protection), proper use, maintenance, and continuous monitoring.
PART 3 - EXECUTION
1. 1. Health and Safety Planning and Implementation
    1. Implement the HASP throughout the execution of all applicable work.
    2. The Contractor must perform all monitoring as detailed in the HASP.
    3. Contractor(s) must implement routine health and safety meetings and any follow-up supplemental briefings.
    4. Provide applicable health and safety training for all personnel who may come in contact with or be exposed to various dangerous, hazardous, or changing site conditions.
    5. Personnel who have not received applicable training and who are not equipped with the required PPE, must not be permitted access to the site by the Contractor during the course of the work that may result in potential exposures to unsafe or hazardous site conditions.
    6. All personnel, including personnel for subcontractors, who must maintain 40-hour OSHA training, must provide certificates of completion for the applicable 8‑hour OSHA refresher course.
  2. Dust Control and Monitoring
    1. Implement fugitive dust suppression to prevent unacceptable levels of dust resulting from the work. Dust suppression methods must be subject to review by the Engineer. Supervise fugitive dust control measures and monitor airborne particulate matter as required.
    2. The Contractor shall periodically monitor dust conditions both visually and with appropriate monitoring equipment. The dust monitoring results shall be compared to a permissible concentration for PM₁₀ of 150 µg/m³. If a time-weighted average exceeds this dust action level or if visible dust is observed outside the immediate work area, the Contractor must implement or augment dust control measures.
    3. Additional dust control and monitoring requirements may be necessary based on the contaminants present at the Site. The Contractor must determine what additional control measures are necessary.
  3. Personnel and Equipment Decontamination
    1. All equipment must be provided to the work site free of contamination. Engineer may prohibit from the site any equipment which in his opinion has not been thoroughly decontaminated prior to arrival. Any decontamination of Contractor’s equipment prior to arrival at the site must be at the expense of Contractor. Contractor is prohibited from decontaminating equipment on the project site which is not thoroughly decontaminated prior to arrival.
    2. The Contractor must furnish labor, materials, tools, and equipment for decontamination of all personnel, equipment and supplies which are used to handle contaminated materials.
    3. Properly store and dispose of contaminated PPE and all other generated decontamination waste.
  4. Incident Reporting
    1. The Contractor must comply with all accident and/or incident reporting requirements, including the following:
      1. Should any unforeseen safety-related factor, hazard, or condition become evident during the course of the work, the Contractor must immediately take action to establish, maintain, and secure the site and working conditions. This must be followed by immediate notice to the Owner and Engineer.
      2. If injury to any person on-site occurs, the Contractor must immediately report the incident to the Owner and Engineer. Corrective actions must be implemented.
END OF SECTION
Cyber Liability/Data Compromise —
Minimum Limits
(dollar amount indicates
required minimum) Additional
Insured
(Y indicates
required) Waiver of
Subrogation
(Y indicates
required)
Each Occurrence $5,000,000 Y Y
01450 Quality Control —
QUALITY CONTROL
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Quality assurance and control of the Work
      2. Testing and inspection services
      3. Product test reports
      4. Manufacturer's field service
    2. Related Requirements
      1. Section 01451 - Independent Testing Services
      2. Testing requirements are described in various Sections of the Project Manual.
  2. Submittals
    1. Informational Submittals
      1. Product test reports
  3. QUALITY ASSURANCE
    1. Monitor quality control over Suppliers, products, services, site conditions, and workmanship to produce Work of specified quality.
    2. Comply fully with manufacturer's instructions. Should these instructions conflict with the Specifications, request clarification from the Owner before proceeding.
    3. Comply with specified standards as a minimum quality for the Work except when more stringent tolerances, codes, or requirements indicate higher standards or more precise workmanship.
  4. Testing Services Furnished by Contractor
    1. Furnish all testing services required for materials and equipment proposed to be used in the Work, and quality control tests made in the field including:
      1. Concrete materials and mix designs
      2. Concrete in place
      3. Modified proctor analyses for all borrow materials used on the Project
      4. Modified proctor analysis of all subgrade material to be compacted during surface preparation and fine grading and compaction work
      5. Sieve analyses for all borrow materials used on the Project
      6. Soil structure and nutrient analyses for all loam and topsoil used on the Project
      7. Compaction tests performed during backfilling and compaction, rough grading, and site preparation, fine grading and compaction of roadway and sidewalk subgrades, and placement of roadway and sidewalk subbase materials
      8. Design of asphalt mixtures
      9. Asphalt in place
      10. All other tests and engineering data as required in the Contract Documents.
    2. Testing agencies must meet the requirements of Section 01451.
    3. An independent commercial testing laboratory, with current Connecticut certification, shall perform all tests that require the services of a laboratory to determine compliance with the Contract Documents. Independent testing laboratory requirements are defined under Section 01451.
    4. Secure and deliver the required number of samples to the laboratory as required by the Contract Documents.
    5. Notify Owner and Engineer of time, location and material being sampled.
    6. Schedule necessary testing laboratory services.
    7. Furnish written reports of each test within 48 hours of completion of testing.
    8. Notify the Engineer 48 hours prior to operations requiring inspections and laboratory testing services so the Engineer may witness testing. All failed test areas shall be re-worked and re-tested until passing results are obtained.
    9. The Owner may hire its own independent testing laboratory for quality control tests made in the field or laboratory on materials and equipment during and after their incorporation in the Work. Cooperate with the Owner and independent testing laboratory and furnish samples of materials, design, mix, equipment, tools, storage, and assistance as requested.
    10. Re-work all failed test areas until passing results are obtained. All re-tests required as a result of the Contractor’s failure to perform the work in accordance with the Contract Documents shall be at the Contractor’s expense.
  5. CODE COMPLIANCE TESTING
    1. Provide inspections and tests required by codes or ordinances, or by a legally constituted authority having jurisdiction over the Work.
  6. Product Test Reports
    1. Submit 2 copies of product test reports where required by the Contract Documents.
  7. SUPPLIERS’ FIELD SERVICE
    1. Provide qualified field service and installation personnel from material and equipment Suppliers to observe site conditions, installation techniques, quality of workmanship, equipment start-up, adjustment, and performance test where required by the Contract Documents. Observations are to be reported and incorporated in the Work procedures.
PART 2 - PRODUCTS - Not Used
PART 3 - EXECUTION - Not Used
END OF SECTION
Technology Error & Omissions —
Minimum Limits
(dollar amount indicates
required minimum) Additional
Insured
(Y indicates
required) Waiver of
Subrogation
(Y indicates
required)
Each Occurrence $5,000,000 Y Y
01451 Independent Testing Services —
INDEPENDENT TESTING SERVICES
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Independent testing services including geotechnical inspection and testing
      2. Testing laboratory services
    2. Related Requirements
      1. Section 01450 - Quality Control
      2. Section 02315 - Excavation, Backfill, and Compaction
      3. Section 02320 - Borrow Material
      4. Section 02740 - Bituminous Concrete Pavement
      5. Section 32131 – Concrete Paving
  2. REFERENCES
    1. General
      1. ASTM E329 – Standard Specifications for Agencies Engaged in the Testing and/or Inspection of Materials used in Construction
    2. Soil Testing
      1. American Association of State Highway and Transportation Officials (AASHTO)
    3. Concrete Testing
      1. Cement and Concrete Reference Laboratory (CCRL)
      2. Connecticut DOT testing requirements
  3. SUBMITTALS
    1. Informational Submittals
      1. Qualifications, experience, and certifications of each proposed testing service
      2. Certificate of calibration for testing equipment
      3. Inspection and test reports
  4. Quality Assurance
    1. General
      1. Comply with the requirements of Section 01450, Quality Control, for testing and inspection requirements.
      2. Testing services shall have the following general qualifications:
        Minimum five years as a firm with the type of testing specified.
        Ability to provide timely field testing services to minimize the impact of the testing requirements on construction progress.
        Certification to perform the specified services in the state in which the Work is to be performed.
      3. Testing services proposed by the Contractor shall be subject to review by the Owner and Engineer. Any testing firm not acceptable to the Owner or Engineer will be rejected.
    2. All testing agencies and laboratories must meet the requirements of ASTM E329.
    3. Testing company shall have been in business for a minimum of the last 5 years providing applicable testing services.
    4. Testing equipment shall be calibrated at maximum 12 month intervals by devices of accuracy traceable to National Bureau of Standards. Submit copy of certificate of calibration made by accredited calibration agency.
    5. Testing shall be in accordance with applicable codes and regulations referenced in individual Specification Sections, and with selected standards of the American Society for Testing and Materials.
PART 2 - PRODUCTS – not used
PART 3 - EXECUTION
1. 1. Testing Services – General
    1. Provide testing services meeting the following:
      1. Provide qualified personnel promptly on notice.
      2. Perform inspections required by the Contract Documents. Sample and test materials and observe methods of construction to determine compliance with applicable standards and with the requirements of the Contract Documents.
      3. Take specimens and samples for testing, as required in individual Specification Sections. Provide all sampling equipment and deliver all specimens and Samples.
      4. Promptly notify the Owner and the Engineer of irregularities or deficiencies in the Work which are observed during performance of services.
      5. Promptly submit 2 copies of reports of inspections and tests to the Owner, and one copy to the Engineer including:
        Date issued
        Project title and number
        Testing laboratory or agency name and address
        Name and signature of inspector
        Date of inspection or sampling
        Record of temperature and weather
        Date of test
        Identification of product and Specification Section
        Location of Project
        Type of inspection or test
        Results of tests and observations regarding compliance with Contract Documents
    2. Perform additional tests and services as required to assure compliance with the Contract Documents.
    3. Obtain Owner’s approval of testing laboratory before performing testing services.
    4. Coordinate with testing laboratory.
  2. Geotechnical Testing
    1. Provide field testing and laboratory services for geotechnical soil testing required in Sections 02315 and 02320.
  3. Concrete Testing
    1. Provide qualified independent field and laboratory testing service to perform the concrete testing required in Section 32131.
    2. The concrete testing laboratory shall have been inspected by the CCRL within the past five years.
    3. The testing laboratory shall be licensed by the State of Connecticut.
    4. Field testing technicians shall have a Grade 1 concrete field technician license as issued by the American Concrete Institute (ACI).
  4. Coordination With Testing Laboratory
    1. Provide testing laboratory personnel access to site and manufacturer's operations.
    2. Provide laboratory with representative samples of materials to be tested in required quantities.
    3. Furnish labor and facilities:
      1. To provide access to Work to be tested.
      2. To facilitate inspections and tests.
      3. For laboratory's exclusive use for storage and curing of test samples.
    4. Notify laboratory sufficiently in advance of operations to allow for assignment of personnel and scheduling of tests.
    5. Arrange with laboratory and pay for additional inspections, samples, and tests required for Contractor's convenience.
END OF SECTION
01520 Construction Facilities —
CONSTRUCTION FACILITIES
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Field office
      2. Temporary sanitary and first-aid facilities
      3. Site Sign
  2. Field Office
    1. A field office is not required for this Project.
  3. Quality Assurance
    1. Maintain temporary construction facilities in proper and safe condition throughout the progress of the Work.
  4. Temporary sanitary and first aid facilities
    1. Provide suitably enclosed chemical or self-contained toilets for the use of the labor force employed on the Work. Toilets shall be located near the Work sites and secluded from observation insofar as possible. Toilets shall be serviced weekly, kept clean and supplied throughout the course of the Work.
    2. Contractor shall enforce proper use of sanitary facilities.
    3. Provide a first aid station at the site.
  5. SITE SIGN
    1. Erect the site sign using wooden signposts, as specified.
      1. Contractor to erect sign within 10 days of Notice to Proceed. Contractor shall not proceed with the any aspect of the Work until the sign has been erected by the Contractor.
      2. Refer to “State of Connecticut DECD Bidding, Contracting & Construction Guidelines for State Programs” for site sign specifications.
      3. Install sign where designated.
      4. Engage an experienced sign painter to apply graphics for Project identification sign.
      5. Secure sign with 4 bolts per post.
      6. Paint sign panel and applied graphics with exterior-grade alkyd gloss enamel over exterior primer.
      7. Install posts vertically to a minimum depth of 3 feet. Install top of sign level at a minimum distance of 8 feet above grade.
    2. Maintain sign throughout construction.
    3. Remove and dispose of sign at completion of construction, when directed by the Engineer.
PART 2 - PRODUCTS
1. 1. SITE SIGN MATERIALS
    1. General: Provide new materials. Undamaged, previously used materials in serviceable condition may be used if approved by the Engineer. Provide materials suitable for use intended.
      1. Sign Panel: Plywood, APA rated A-B grade – Exterior, 3/4 inch thick.
        Minimum Size: 4-feet by 8-feet.
      2. Posts: Pressure-treated, southern yellow pine.
        Size: 4-inch by 4-inch.
      3. Fasteners: Galvanized steel nuts, bolts, and washers.
        Size: 5/16 inch.
      4. Finish: Good grade of outdoor enamel paint.
        Two coats of white oil base undercoat primer on all sides.
        One finish coat of white on sign face.
      5. Design of sign face is shown below and is subject to approval by owner.
END OF SECTION
BUILDER’S RISK / INSTALLATION FLOATERS (when applicable) —
When this contract or agreement includes the construction of and/or the addition to a permanent structure or building; including the installation of machinery and/or equipment, the following insurance coverage must be afforded:

Coverage Form: Completed Value, All Risk in an amount equal to 100% of the value upon completion or value of equipment to be installed.
SNOW PLOW/ CONTRACTOR'S LIABILITY —
A form of general liability tailored for snow removal operations, covering third-party injuries or property damage due to plowing. Auto Liability does NOT automatically provide this coverage. If scope of services requires snow plowing this endorsement MUST be listed on the COI.
01550 Traffic Regulation —
TRAFFIC REGULATION
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Traffic requirements
      2. Traffic officers
  2. Payment Procedures
    1. 1. Refer to Section 01290, Application and Certificate for Payment for procedures relating to payment for the Work.
      2. Schedule, document and pay for traffic officers if they are required. Contractor will be reimbursed for payment of traffic officers only after invoices have been paid.
      3. Owner will deduct from monies due Contractor for the following abnormal and unreasonable expenses:
        Contractor caused delays in the prosecution of work that result in hiring traffic officers for more hours than would have been required during normal prosecution of work.
        Reconstruction and/or reinstallation of any portions of the work, as a result of improper initial installation or defective material, for which traffic officers are required.
        Traffic officers required at a site where Contractor is not working or outside of Contractor’s standard workday as a result of obstructions to traffic that remain in the traveled way.
        All other incidents resulting from Contractor’s operations requiring traffic officers that would not normally be encountered during the progress of a well-organized project employing proper construction methods.
        When traffic officers are requested for the convenience of Contractor and are not otherwise considered necessary to the work.
  3. References
    1. Manual of Uniform Traffic Control Devices, U.S. Department of Transportation
    2. State of Connecticut DOT Office of the State, Traffic Administration Regulations, latest revision
  4. Traffic Requirements
    1. Adhere to all applicable City of New Haven ordinances that relate to traffic control. Coordinate and meet with City authorities to review applicable requirements and develop a traffic control plan consistent with referenced documents for approval by the Town authorities.
    2. Arrange construction activity so that all streets shall remain open to at least one-way traffic during periods of actual work, and to unimpeded, two-way traffic during all other periods.
    3. Provide a traffic control plan to Engineer for approval showing traffic control signs, barrels, cones, traffic officers, including detour signs, meeting the approval of Engineer, Owner and local Police Departments in accordance with the Manual of Uniform Traffic Control Devices.
    4. Determine the location of each day’s work and implement the approved traffic control plan. If the plan requires the use of traffic officers, notify the Police Department.
    5. Contractor shall have no claim of delay if he does not notify the Police Department of his scheduled location in time to arrange for traffic officers.
    6. Hand deliver written notice to individual houses affected by driveway and side road closings or detours a minimum 24 hours in advance. A recommended parking area outside the work limits shall be included in the notice.
  5. Traffic Officers
    1. Contractor, in conjunction with local Police and Fire Departments, shall determine if uniformed traffic officers are required for the protection of the public.
    2. The Police Chief or his representative, in consultation with Owner’s representative, will determine the number of officers required for the work.
PART 2 - PRODUCTS – not used
PART 3 - EXECUTION – not used
END OF SECTION
01560 Temporary Barriers —
TEMPORARY BARRIERS
Part 1 - General
1. 1. RELATED DOCUMENTS
    1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.
  2. summary
    1. This Section includes the following required Work
      1. Installation of temporary fence framework, fabric, accessories; manual gates, and related hardware as shown on the Drawings and specified herein.
      2. Installation of perimeter barriers as shown on the Drawings and specified herein.
  3. Submittals
    1. Informational Submittals
      1. Submit information regarding the proposed temporary fencing system, including material of construction, plan layout, spacing of components, and anchorage.
      2. Data indicating compliance with these specifications for the fabric, posts, accessories, fittings and hardware.
  4. temporary fencing system
    1. Provide temporary fencing system as shown on the Drawings so that construction equipment and vehicle access is restricted to construction entrances.
      1. Fencing system shall be installed such that the fence system cannot be moved by hand.
      2. Provide six-foot high chain link temporary fencing system to prevent unauthorized access to construction areas.
      3. The location of the temporary fence is shown on the drawings.
    2. Do not move the fence system under any circumstances until the Work and restoration activities are complete.
    3. The Contractor will retain ownership of the temporary fencing system after the completion of the Work.
    4. Remove the temporary fencing system after the completion of the Work.
PART 2 - PRODUCTS
1. Fence
1. 1. 1. Site security fencing shall be industry standard six-foot-high chain link fence panels supported by stands.
      1. Minimum 2-inch, 0.148-inch-thick, galvanized steel, chain-link fabric fencing; minimum 6 feet high with galvanized steel pipe posts; minimum 2-3/8-inch-OD line posts and 2-7/8-inch-OD corner and pull posts, with 1-5/8-inch- OD top rails.
2. FENCE FABRIC
1. 1. 1. Material: Zinc-coated wire fabric per ASTM A392
    2. Size: Helically wound and woven to height as indicated on drawings with 2” diamond mesh, 9 gauge, with a core wire diameter of .148” and a break load of 1290 lbf.
    3. Selvage of fabric twisted at top and knuckled at bottom.
3. FENCE SWING GATES
1. 1. 1. Gate Frames: Gates to be fabricated in accordance with ASTM F900 using galvanized steel members 2" od weighing 2.28 lb/ft, welded at all corners. Welded joints coated, employing a zinc-rich paint.
    2. Fence fabric filler shall match that shown in the fence section. If the gate is free standing and there is no fence attached, any of the fabric from the fence sections may be used at the direction of the owner. Fabric to be attached to frame by means of tension on fabric bands at the external vertical members and attached by means of tie wires to all horizontal and any internal vertical members. These bands and ties to be a maximum of 15" centers. The fabric is attached to the bands using a fabric or tension bar. On gate leaves over 8' in width, a truss rod and turnbuckle shall be welded into the frame to allow for adjustment and prevent metal fatigue.
    3. All fittings to be galvanized.
    4. Hinges: Structurally capable of supporting gate and capable of swinging 180° in or out.
    5. Latch: Fulcrum type with provision for pad locking.
    6. Double gates: Provide drop bar to hold one leaf stationary.
    7. Keepers (hold backs) should be provided for any gate leaf 5' or greater. This should hold the gate in the open position.
    8. Gate Posts (See chart for recommended sizes.)
      1. Post Size (round) 4.000 inches
      2. Weight 9.11 lb/ft
    9. Type A steel pipe (Schedule 40) per ASTM F1083 having a minimum yield strength 30,000 psi and minimum tensile strength 48,000 psi. Pipe coated inside and outside by hot dipped methods. Minimum 1.8 oz/ft2 of surface.
4. FENCE ACCESSORIES
1. 1. 1. Wire ties: 9 gauge (0.148” diameter) galvanized steel wire for attachment of fabric to line posts. Double wrap 13 gauge (0.092” diameter) for rails and braces. Hog ring ties of 12-1/2 gauge (0.0985” diameter) for attachment of fabric to tension wire.
    2. Tension wire: 6-gauge thick steel, single strand, ASTM A824.
    3. Tension (stretcher) bars made of one continuous piece of steel or aluminum, 3/16" x 3/4". Provide one bar per end or gate post and two bars per corner or pull post.
PART 3 - EXECUTION
1. 1. fence installation
    1. Install fence according to manufacturer’s instructions at locations specified on the Drawings and in accordance with Paragraphs 1.4 and 1.5 above.
  2. FENCE FABRIC INSTALLATION
    1. Fabric: Install fabric on security side and attach so that fabric remains in tension after pulling force is released. Leave approximately 2” between grade and bottom selvage. Attach fabric with wire ties to line posts at 15” on center and to rails, braces, and tension wire at 24” on center.
    2. Tension (stretcher) bars: Pull fabric taut; thread tension bar through fabric and attach to terminal posts with bands or clips spaced maximum of 15” on center.
  3. FENCE ACCESSORIES
    1. Tie wires: Bend ends of wire to minimize hazard to persons and clothing
    2. Fasteners: Install nuts on side of fence opposite fabric side for added security
  4. FENCE SWING GATE INSTALLATION
    1. Hang gates plumb and level.
END OF SECTION
01570 Temporary Controls —
TEMPORARY CONTROLS
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Dust control
      2. Drainage and erosion control
      3. Haybales and siltation fence
      4. Erosion control barrier
      5. Sediment trapping devices
  2. Submittals
    1. Informational Submittals
      1. Construction Sequencing Plan
      2. Materials proposed for use in dust control
      3. Haybales, siltation fence, and sediment trapping devices
  3. Requirements and Restrictions
    1. Control and abate siltation, sedimentation, erosion and pollution of all waters, and underground water systems, throughout the life of the contract.
    2. Do not refuel equipment or machinery within twenty-five (25) feet of any watercourse or storm drainage system.
    3. Do not place materials resulting from construction activities in, or contribute to, the degradation of an adjacent wetland or watercourse. Dispose of any material in accordance with these Specifications and the Connecticut General Statutes, including but not limited to, Sections 22a-207 through 22a-209.
    4. Submit, in writing, a Construction Sequencing Plan to be reviewed and approved by the Engineer and Owner prior to the commencement of any construction.
    5. When dewatering surface runoff is necessary, do not discharge pumps directly into any drainage system. Prior to dewatering, submit to the Owner and the Engineer, for their review, a written proposal for specific methods and devices to be used. Detail the methods and devices to be used, including but not limited to, pumping the water into a temporary sedimentation bowl, installation of sump pits, providing surge protection at the inlet and outlet of pumps, or floating the intake of the pump, or other methods to minimize and retain the suspended solids.
    6. Do not dump oil, chemicals or other deleterious materials on the ground. Provide a means of catching, retaining, and properly disposing of drained oil, removed oil filters, or other deleterious material. All spills of such materials shall be reported immediately to DEEP.
    7. Do not apply herbicides or pesticides to the Site.
    8. Inspect temporary and permanent erosion and sedimentation controls immediately after each rainfall, daily during prolonged rainfall, and at least monthly during periods of no to little rain. Maintain all erosion and sedimentation control devices in a functional condition in accordance with the Contract Documents, manufacturer’s guidelines and the latest edition of the "Connecticut Guidelines for Soil Erosion and Sediment Control", as amended. In the event that such devices are not maintained in accordance with these documents, and the failures are not corrected within 48 hours after receipt of written notice, the Owner may proceed to remedy the failures specified in the notice. The cost thereof will be deducted from monies due the Contractor under the contract or under any other contract.
  4. Compliance with EPA Phase II Stormwater Program
    1. The Project involves an overall disturbance of greater than 1 acre and is therefore under jurisdiction of the Environmental Protection Agency’s (EPA) Phase II Stormwater Program. Comply with the program in accordance with DEEP’s General Permit for Discharge of Stormwater and Dewatering Wastewaters from Construction Activities with subsequent revisions including the following:
      1. Prepare a SWPPP and maintain a copy on site throughout construction period. The SWPPP must be kept current and shall be amended according to the conditions described in the permit.
      2. Submit a Notice of Intent (NOI) 14 days prior to commencement of earth disturbing work.
      3. Post a sign or other notice of permit coverage.
      4. Comply with SWPPP including control of stormwater and non-stormwater discharges through use of structural and non-structural best management practices, inspections, maintenance and corrective action activities, spill prevention and emergency response.
      5. Submit a Notice of Termination following completion of all construction activities and having met permit requirements for termination.
PART 2 - PRODUCTS
1. 1. Haybales
    1. Haybales required for siltation control shall be wire tied bales of the type normally used for siltation or erosion control or construction projects.
  2. Filter fabric
    1. Filter fabric siltation fencing shall be a woven filter fabric having a weight of at least 2.5 ounces per square yard, a thickness of at least 17 mils, a coefficient of permeability of not less than 0.0009 centimeters per second and allows a water flow rate of a minimum 40 gallons per minute per square yard. The material shall have a high sediment filtration capacity, high slurry flow and minimum clogging characteristics. The material shall be equal to FW-300 as manufactured by Mirafi, Inc., Charlotte, North Carolina; Amoco 2130 by Nilex, Inc., Centennial, CO; MISF 180 by Mutual Industries, PA; or equal.
  3. Sediment Trapping Devices
    1. Sediment trapping devices shall be Siltsack®, Dandy Bag II®, or equal.
  4. Erosion Control Barrier
    1. Straw wattles shall be dense 9” diameter tubes, made with certified noxious weed-free straw bound by netting of the type normally used for siltation or erosion control or construction projects.
PART 3 - EXECUTION
1. 1. Dust Control
    1. Control dust during the Work.
    2. Prevent dust from becoming a nuisance or hazard. During demolition, excavation, and other activities all work areas are to be policed and controlled to prevent spreading of the material.
    3. Control dust during the work on-site using calcium chloride and/or water.
    4. During the Work on-site, all paved road and driveway surfaces shall be scraped and broomed free of accumulated materials on a daily basis. The surfaces shall be hosed down or otherwise treated to eliminate active or potential dust conditions and the natural road or wearing surface shall be exposed.
    5. Ensure that the existing equipment, facilities, and occupied space adjacent to or nearby areas of the work do not come in contact with dust or debris as a result of demolition, excavation or surface preparation for coatings.
    6. Submit for approval materials proposed for use for dust control, prior to start of the Work.
  2. Drainage and erosion control
    1. Control erosion and siltation during the Work through haybales, siltation fencing, diversion and control of storm water run-off, ponding areas and similar methods.
    2. Provide and maintain sediment trapping systems.
    3. Discharge surface runoff from any disturbances to the site into silt containment basins. Utilize siltation prevention measures including haybale and geotextile fences before discharge to drainage systems.
    4. Install sediment trapping devices in catch basins located in existing paved areas with sediment trapping devices to minimize the transport of sediment through the subsurface stormwater collection system.
  3. SILTSACK®
    1. Install SILTSACK® in all drainage inlet structures and drywells on site and along the roadway and as otherwise directed.
    2. Install the SILTSACK® by removing the grate and placing the sack in the opening. Hold approximately 6 inches of the sack outside the frame. This is where the lifting straps are located. Replace the grate to hold the sack in place.
    3. Remove the SILTSACK® by taking two pieces of 1” diameter rebar and placing them through the lifting loops on each side of the sack to facilitate the lifting of the SILTSACK®.
    4. Empty the SILTSACK® when the restraint cord is no longer visible. Place it where the contents will be collected. Place the rebar through the lift straps (connected to the bottom of the sack) and lift, turning the SILTSACK® inside out and emptying the contents. Clean out and rinse. Return the SILTSACK® to its original shape and replace in the basin.
  4. Haybales and siltation fence
    1. Place and maintain both haybales and a staked filter fabric siltation fence along the entire length of the proposed construction where shown on the Drawings or required by permit.
    2. Install haybales by anchoring bales butted together to existing ground with at least 2 stakes per bale. The stake shall be a minimum of 1-inch square cross section and shall be long enough to penetrate 12 inches into the ground. Replace deteriorated haybales. Remove and dispose of the haybales following the successful growth of vegetation in the areas disturbed by the construction. Haybales shall not be removed until their removal is approved by the Engineer.
    3. Install a filter fabric siltation fence in addition to the staked haybales, prior to construction. Install the siltation fence parallel and immediately adjacent to the haybales as shown on the Drawings. Install as follows:
      1. Hand shovel excavate a small trench on the upstream side of the desired fence line location.
      2. Unroll the siltation fence system, position the post in the back of the trench (downhill side), and hammer the post at least 1½ feet into the ground.
      3. Lay the bottom 6 inches of the fabric into the trench to prevent undermining by storm water run-off. Siltation fence shall be a minimum of 20 inches tall upon installation.
      4. Backfill the trench and compact.
  5. Cleaning
    1. Remove any sediment that builds up around the haybales or catch basins.
    2. Clean sediment trapping devices periodically during the Work. Devices shall be cleaned on a weekly basis, or more frequently if the devices become clogged.
    3. Clean catch basins that collect sediment as a result of the Work.
    4. Repair controls at necessary to maintain functionality.
END OF SECTION
07720 Field Engineering —
FIELD ENGINEERING
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Establishment of lines, benchmarks, and elevations required to layout and construct the Work
      2. Property line survey and delineation
  2. SUBMITTALS
    1. Informational Submittals
      1. Submit the qualifications of the Registered Professional Engineer and/or Registered Land surveyor to be hired to perform various portions of the Work, as applicable.
      2. Submit documentation verifying the accuracy of field engineering work.
      3. Submit 4 copies of final record drawings of field engineering layouts and as-built survey.
      4. Submit certificate signed by registered (licensed) engineer or surveyor certifying that elevations and locations of Work are in conformance with Contract Documents. Explain deviations.
  3. RECORDS
    1. Maintain a complete, accurate log of control and survey work as it progresses.
  4. QUALITY ASSURANCE
    1. Employ a qualified engineer, registered with the State of Connecticut as a Professional Engineer or a competent surveyor, registered with the State of Connecticut as a Land Surveyor, as required for the particular characteristics of the work being performed.
PART 2 - PRODUCTS - Not used
PART 3 - EXECUTION
1. 1. PROCEDURES
    1. The Registered Professional Engineer or Land Surveyor provided shall establish and maintain lines, elevations and reference marks needed during the progress of the Work and shall re-establish stakes and marks placed by the Engineer that are lost or destroyed through the course of the Work. Verify such work by instrument or other appropriate means.
    2. The Engineer shall be permitted at all times to check the lines, elevations and reference marks, set by the Contractor, who shall correct any errors disclosed by such check. Such a check shall not be construed to be an approval of the Contractor's work and shall not relieve or diminish the responsibility of the Contractor for the accurate and satisfactory construction and completion of the entire Work.
    3. Make, check, and be responsible for measurements and dimensions necessary for the proper construction of and the prevention of misfitting in the Work.
    4. Furnish all protective stakes and temporary structures for marking and maintaining points and lines for the building of the Work and give the Engineer such facilities and materials for verifying said lines and points as he may require.
    5. Revisions to the layout and elevations of the Work as defined by the Contract Documents shall be approved by the Engineer.
    6. Maintain and prepare final record drawings of field engineering layouts and as-built survey conducted after completion of the Work.
    7. Submit the pre-construction letter of certification as outlined in Part 1 above.
    8. Land takings and easements shall be permanently pinned upon completion of the proposed work.
    9. Conduct a property line survey and delineate the property in the field prior to installing Temporary Barriers per Section 01560 at the site.
    10. Furnish and set control staking. Rough stakes may be used to denote top and bottom of slopes, edge of refuse, centerline of ditches, etc.
END OF SECTION
01725 Preservation and Restoration of Project Features —
PRESERVATION AND RESTORATION OF PROJECT FEATURES
Part 1 - General
1. 1. SUMMARY
    1. Section Includes
      1. Protection and replacement of trees, shrubs, signs, property markers, fences, and related project features.
      2. Taking precautions, providing programs, and taking actions necessary to protect public and private property and facilities that are outside the demolition scope from damage.
  2. DEFINITIONS
    1. Underground Structures
      1. Underground structures are defined to include, but not be limited to, sewer, water, gas, and other piping, and manholes, chambers, electrical and signal conduits, tunnels and other existing subsurface work located within or adjacent to the limits of the Work.
      2. Underground structures known to the Engineer are shown on the Drawings to the extent that locations are available. This information is shown for the assistance of the Contractor in accordance with the best information available but is not guaranteed to be correct or complete. The Contractor shall be responsible for checking on the actual locations of water, sewer, gas electric and telephone service connection lines to avoid potential interferences.
    2. Surface Structures
      1. Surface structures are defined as existing buildings, structures, and other facilities above the ground surface. Included with such structures are their foundations or any extension below the surface. Surface structures include, but are not limited to, buildings, tanks, walls, bridges, roads, dams, channels, open drainage, piping, poles, wires, posts, signs, markers, curbs, walks and all other facilities that are visible above the ground surface.
PART 2 - PRODUCTS – NOT USED
PART 3 - EXECUTION
1. 1. REPAIR/RESTORATION
    1. Trees, shrubs, and similar items shall not be removed except where indicated on the drawings or as necessary to access the required work, as approved by the Engineer. Items to be removed shall be clearly marked as directed by the Engineer. If objects not to be removed are damaged or removed, they shall be repaired or replaced to their original condition.
    2. Trees and shrubs on private property, which are removed or damaged by the Contractor shall be replaced in kind.
    3. Signs, fences, property markers, walls, guard rails and other public or private property that are outside the demolition scope shall be replaced in kind if damaged. Supports and protective devices required shall be provided.
    4. Underground and Surface Structures
      1. In the event of damage, injury or loss to existing utilities and structures that were not indicated to be removed or abandoned, whether shown on the Drawings or not, make all reasonable efforts to facilitate repairs and to mitigate the impact of such events upon the utility or structure owner’s normal operations. Restore the existing utility or structure to the condition required by the owner of the utility or structure or at least to the condition found immediately prior to the Work. In the event that the utility owner elects to make the repairs, provide all reasonable access and assistance, and reimburse the utility owner for the cost of repairs. If utility service is interrupted due to damage to facilities, alternate facilities shall be provided.
      2. All other existing surface facilities, including but not limited to, guard rails, posts, guard cables, signs, poles, markers and curbs which are temporarily removed to facilitate the Work shall be replaced and restored to their original condition at the Contractor’s expense unless otherwise indicated in other sections of these specifications.
      3. Wherever water, sewer, gas or petroleum mains, electric or telephone lines, cables or other utilities and structures are encountered and may be in any way interfered with, inform the Engineer and the appropriate utility company. Cooperate with the Engineer and utility company in the protection, removal, relocation, and replacement of structures and facilities.
      4. Prior to proceeding with any demolition or construction, notify in writing owners of utilities and structures within the vicinity of the proposed Work.
      5. Work affecting water distribution systems, which will take fire hydrants out of service, must be coordinated with the local fire department. The Contractor shall be prepared to restore fire flows in the event of an emergency or to provide for temporary fire flow service in accordance with the requirements of the local fire department.
      6. Materials used for relocation or replacement of utilities and structures shall be of an equivalent material, type, class, grade and construction as the existing or as approved by the respective owners thereof, unless otherwise shown or specified.
      7. When any survey monument or property marker, whether of stone, concrete, wood or metal, is in the line of any trench or other demolition or construction work and may have to be removed, notify the Engineer in advance of removal. Under no circumstances shall any monument or marker be removed or disturbed by the Contractor or by any of his Subcontractors, employees or agents, without the permission of the Engineer. Monuments or markers removed or disturbed shall be reset by a land surveyor licensed in the State where the Work is located at the Contractor’s expense. Should any monuments or markers be destroyed through accident, neglect or as a result of the Work under this Contract, the Contractor shall, at his own expense, employ a land surveyor licensed in the State where the Work is located to re-establish the monument or marker.
  2. PROTECTION
    1. The construction of certain portions of the project may require excavation within the root systems of trees. Roots with a diameter of 2 inches or more within the excavation shall not be cut. If necessary, excavation shall be made with small powered equipment or by hand to comply with this requirement. It may be necessary to excavate from more than one direction to avoid damage to the roots.
    2. The trunks of trees that are to remain and are within the swing radius of the excavating machine bucket when fully extended shall be wrapped with burlap and 2 inch by 4 inch protective wood slats (8 inch spacing maximum) wired around the circumference of the trees to protect them from damage.
    3. Tree limbs shall not be cut except upon written approval of the Owner and the Engineer. Tree limbs cut shall be painted with approved forestry paint manufactured specifically for that purpose.
    4. Underground and Surface Structures
      1. Sustain in their places and protect from direct or indirect injury underground and surface structures designated to remain within or adjacent to the limits of the Work. Such sustaining and supporting shall be done carefully and as required by the party owning or controlling such structure. Before proceeding with the work of sustaining and supporting such structure, satisfy the Engineer that the methods and procedures to be used have been approved by the party owning same.
      2. Pay utility service company charges related to the temporary support of utility poles if required to complete the Work.
      3. Assume risks associated with the presence of underground and surface structures within or adjacent to the limits of the Work. The Contractor shall be responsible for damage and expense for direct or indirect injury caused by his Work to any structure. Immediately repair damage caused by the Work to the satisfaction of the owner of the damaged structure.
END OF SECTION
Additional Information —
If any policy is written on a “Claims Made” basis, the policy must be continually renewed for a minimum of two years from the completion date of this contract. If the policy is replaced and/or the retroactive date is changed, then the expiring policy must be endorsed to extend the reporting period for claims for the policy in effect during the contract for two) years from the completion date.
Original, completed Certificates of Insurance must be presented to the City of New Haven via Certificial prior to contract issuance. Contractor/Vendor agrees to provide replacement/renewal certificates at least 30 days prior to the expiration date of the policies. Should any of the polices be cancelled, limits reduced, or coverage altered, 30 days written notice must be given to the City.

01770 Closeout Procedures —

CLOSEOUT PROCEDURES

Part 1 - General

1. Summary
  1. Section Includes
    1. Documentation required for the transfer of the completed Work to the Owner
    2. Final Cleaning
2. SUBMITTALS
  1. Closeout Submittals
    1. As-built drawings
    2. Operation and maintenance manuals
    3. Evidence of payment and release of liens
    4. Warranties and Bonds
    5. List of Subcontractors, service organizations, and principal vendors
3. Substantial Completion
  1. Refer to the General Conditions for procedures relating to obtaining Substantial Completion and refer to pertinent sections of the Contract for Contract times.
4. Project closeout documents
  1. Submit to the Engineer, final completed copies of the Waste Shipment Records (WSR), signed by all transporters and the designated disposal site owner/operator.
  2. Submit to the Engineer copies of all Contractor's logs and all worker certifications.
  3. As-built Drawings - Submit as-built drawings for review, approval, or comment. The as-built drawings shall show the completed work, including all deviations from the Drawings. The as-built drawings shall depict the location of all conduit and devices, drainage structures and piping, retaining walls, tree pits, limits of pavement/curbing, sidewalks, concrete pads, the location of valves, small diameter piping, relocated devices, and all field changes.
    1. Take swing ties to all underground work from a minimum of two horizontal locations. Vertical dimensions to all below grade work shall also be obtained. Show all fittings, bends, valves and other appurtenances. At a minimum, the following information should be shown on the as-built drawings for exterior construction:
      1. Ties to all buried fittings (including tees, crosses, bends, reducers, wyes, offsets, adapters, sleeves, caps, plugs), valves, services and structures from two horizontal measurements to permanent surface reference points, and depth below permanent grade. Permanent surface reference points are manholes, catch basins, power poles, and above-grade structures.
      2. Ties to all surface structures (including manholes, catch basins, vaults, valve boxes, hydrants, curb stops, cleanouts, wet wells, outlets, etc.) from two horizontal measurements to permanent surface reference points.
      3. Ties to other utility crossings and abandoned pipelines from two horizontal measurements to permanent surface reference points. Include depth below permanent grade and spacing between crossing utilities.
      4. Invert and rim elevation of all gravity pipelines and structures including manholes, catch basins, below-grade structures, wet wells, septic tanks and distribution boxes as appropriate.
      5. Change to pipe size and materials.
    2. Locate all utilities and appurtenances concealed in construction. Provide detail not shown on Contract Documents. Use colored pencils or felt tipped pens to record all revisions to the as-built drawings. Use the following color code unless otherwise approved by the Engineer:
      1. Process and Mechanical: Red
      2. Architectural: Blue
      3. Structural: Purple
      4. Plumbing: Brown
      5. HVAC: Green
      6. Electrical: Orange
      7. Other: Black
  4. Operation and Maintenance manuals – Submit Operation and Maintenance Manuals for items listed in other sections of these Specifications. The O&M manual shall be supplied to the resident engineer prior to start-up. Following approval of Operation and Maintenance manuals and equipment start-up, provide four final hard copies and a final PDF.
    1. Hard copies shall be in three-ring binders. However, manuals which consist of 20 or fewer pages may be bound using three-hole, plastic, clear-front report covers.
    2. Manuals shall have a comprehensive table of contents broken down into sections and subsections for each product. Hard copy manuals shall have dividers corresponding to the sections/subsections, and PDFs shall have bookmarks.
    3. Manuals shall include, as a minimum:
      1. The completed Operations and Maintenance Manual Certification Form (copy attached at the end of this Section)
      2. A complete list of the equipment supplied, including serial numbers, model numbers, tag names (as used in the Drawings), manufacturer, ranges, and pertinent data
      3. An “as Constructed” set of approved shop drawings. All “as Constructed” illustrations, system schematic drawings, detailed drawings, wiring diagrams, and instructions necessary for installing, operating, and maintaining the equipment shall be included, with illustrated parts numbered for identification and all information applying specifically to the equipment furnished and only including instructions that are applicable. All such illustrations shall be incorporated within the printing of the page to form a durable and permanent reference book.
      4. Maintenance instructions, including clearly defined special maintenance requirements particular to this system, along with special calibration and test procedures. The maintenance documentation shall describe the detailed preventative and corrective procedures required to keep the system in good operating condition. All hardware maintenance manuals shall make reference to appropriate diagnostics, where applicable, and all necessary timing diagrams shall be included. A maintenance manual or a set of manuals shall be furnished for all delivered hardware, including peripherals. Maintenance documentation shall include, as a minimum, the following information:
        Preventative-maintenance instructions – These instructions shall include all applicable visual examinations, hardware testing and diagnostics routines, and the adjustments necessary for periodic preventative maintenance of the system.
        Corrective-maintenance instructions – These instructions shall include guides for locating malfunctions down to the card-replacement level. These guides shall include adequate details for quickly and efficiently locating the cause of an equipment malfunction and shall state the probable source(s) of trouble, the symptoms, probable cause, and instructions for remedying the malfunction.
      5. Operating instructions with a functional description of the entire system, with references to the system’s schematic drawings and instructions. Operation information shall include a detailed description of how the equipment operates and a block diagram illustrating each major assembly in the equipment.
      6. Detailed service instructions along with name, address, and contact information for service representatives
      7. Complete parts list for each system which shall include the identification of each replaceable or field-repairable module. All parts shall be identified on a list in a drawing; the identification shall be of a level of detail sufficient for procuring any repairable or replaceable part. Cross-references between the Contractor’s part number and manufacturer’s stock number and name shall be provided with the address and telephone number of the local supplier. All PC boards shall be identified by: manufacturer and model number, slot number, part name and configuration (if applicable).
    4. Manuals shall be written specifically for this project including standard and modified standard documentation, with modifications to existing hardware or software manuals made on the respective pages or inserted adjacent to the modified pages. All standard documentation furnished shall have all portions that apply clearly indicated, and all portions that do not apply shall be lined out.
  5. Final Documentation – Submit as-built documentation including all previous approved submittals, as described in this Specification, updated to reflect the as-built system.
  6. Provide warranties and bonds for items so listed in pertinent other sections of the Project Manual. Provide all warranties and bonds in a three-ring binder.
  7. Provide keys and keying schedule, where applicable.
  8. Provide evidence of compliance with requirements of governmental agencies having jurisdiction including:
    1. Certificates of Inspection.
    2. Certificates of Occupancy.
  9. As specified in the General Conditions, provide evidence that all Work, materials and equipment will pass to Owner free and clear of any Liens or other title defects upon final payment. Such evidence may take the form of receipts or releases from all Subcontractors and Suppliers and an affidavit from Contractor as to the completeness of the receipts and releases as described in the General Conditions.
  10. List of Subcontractors, service organizations, and principal vendors, including names, addresses, and telephone numbers where they can be reached for emergency service at all times including nights, weekends, and holidays.
  11. Equipment start-up reports shall be submitted in duplicate to the Engineer for each piece of equipment installed. The report shall include detailed descriptions of the points inspected, tests, and adjustments made, quantitative results obtained and maintenance suggestions. The report shall certify that the equipment (1) has been satisfactorily installed and conforms to the Contract requirements; (2) is in accurate alignment and free from undue stress; (3) has been operated under full load and operates satisfactorily; and (4) nothing in the installation will render the manufacturer's warranty null and void. Equipment start-up reports shall be included in the appropriate equipment O&M manuals.
  12. Provide records of all Owner training/instruction sessions conducted in accordance with paragraph 1.5 of this Section and as required in the project Specifications. The record for each training session shall include reference to the relevant specification section, a summary of the topics covered in the training session, and a sign-in sheet listing all attendees in attendance for the training.
  13. Provide color charts, legends, instructions, special tools and other requirements specifically requested in sections of the Specification.
5. INSTRUCTION OF OWNER'S PERSONNEL
  1. Provide instruction by qualified manufacturers' representatives in the proper operation, maintenance, adjustment and the safety aspects of the equipment and materials furnished. Specific instruction requirements may be included within the sections of the Specification.
6. FINAL CLEANING & REPAIRS
  1. Complete cleaning prior to final inspection. Cleaning shall include all surfaces exposed to view; remove temporary labels, stains and foreign substances. Clean debris from site. Sweep paved surfaces and rake lawns and landscaped areas.
  2. Use only cleaning materials that will not create hazards to health or property.
  3. Remove and entirely dispose of material or debris that has washed, flowed or has been placed in existing watercourses, ditches, gutters, drains, pipe, or structures, for work done under the Contract work limits. Leave ditches, channels, drains, pipes, structures, and watercourses in a clean and neat condition upon completion of the Work.
  4. On or before the completion of the Work, tear down and remove all temporary buildings and structures, remove all temporary works, tools, and machinery or other construction equipment, remove all rubbish from any grounds which has been occupied and leave the roads and all parts of the premises and adjacent property in a neat and satisfactory condition.
  5. Restore or replace any public or private property damaged or removed during the course of the Work. Property shall be returned to a condition at least equal to that existing immediately prior to the beginning of operations. Complete all highway or driveway, walk, and landscaping work using suitable materials, equipment and methods. Perform restoration of existing property, signs or structures promptly as work progresses; do not leave restoration work until the end of the Contract Time.
7. COMPLETION
  1. The Contract shall be considered complete and final payment made, only when:
    1. All provisions of the Contract Documents have been strictly adhered to.
    2. All damage to adjoining areas caused by the Work has been repaired.
    3. The project and premises have been left in good order, including removal of all temporary construction, Contractor-owned and extraneous materials as required.
    4. All warranties, Operation and Maintenance Manuals, maintenance instructions, releases, and permits called for in the Contract have been submitted to the Owner and Engineer as applicable.
    5. All as-built drawings as required by the Contract Documents have been submitted to the Owner.
    6. All monies owed the Owner for services performed for the Contractor by Owner's forces in connection with the Contract have been paid.

PART 2 - PRODUCTS – not used

PART 3 - EXECUTION – not used

END OF SECTION

O&M MANUAL CERTIFICATION FORM

PROJECT:_____________________________________________________________

ENGINEER:_____________________ ENGINEER’S PROJECT NO.:_______________

CONTRACTOR:__________________ CONTRACTOR’S PROJECT NO.:_____________

TRANSMITTAL NO.:_______________ SHOP DRAWING NO.:____________________

SPECIFICATION NO.:______________ DRAWING NO:_________________________

DESCRIPTION:_________________________________________________________

MANUFACTURER:_______________________________________________________

The above referenced O&M manual has been reviewed by the undersigned and I/we certify that the manual is customized as needed for this project, and contains the following items, where applicable for the materials or equipment provided:

3-ring binder with title on binder and binding	Complete parts list of equipment supplied
PDF version via flash drive, when specified	Complete specifications/data on each item
Table of contents broken down into sections	Detailed maintenance & operations instructions
Dividers for sections and sub-sections	“As constructed” layout & schematic drawings
Warranties	Wiring diagrams
Troubleshooting information	Lubrication & maintenance schedules
Startup, operation & shutdown procedures	Equipment performance curves
Safety procedures	List of spare parts supplied and current cost
Manufacturer’s contact information	Parts & service contact information

SUBMITTED BY:___________________________ DATE:_______________________

GENERAL CONTRACTOR’S STAMP

Notes —
- Additional Insured & Waiver of Subrogation boxes must be checked off on the COI.
- If contractor/vendor will be providing a service in proximity or serving youth under the age of 21, Abuse and Molestation coverage must be
  included.
- City of New Haven is the Certificate holder and the additional insured.
City of New Haven
200 Orange Street Rm 301
New Haven, CT 06510
02075 Geosynthetics —
GEOSYNTHETICS
Part 1 - General
1. 1. Summary
    1. Section includes
      Non-woven geotextiles
  2. REFERENCES
    1. Data Sheet DS1 - Non-Woven Geotextiles
    2. ASTM D3786 - Test Method for Hydraulic Bursting Strength of Knitted Goods and Non-woven Fabrics: Diaphragm Bursting Strength Tester Method
    3. ASTM D4491 - Test Methods for Water Permeability of Geotextiles by Permittivity
    4. ASTM D4533 - Test Method for Trapezoid Tearing Strength of Geotextiles
    5. ASTM D4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles
    6. ASTM D4751 - Test Method for Determining the Apparent Opening Size of a Geotextile
    7. ASTM D4833 - Test Method for Index Puncture Resistance of Geotextiles Geomembranes and Related Products
    8. ASTM D5261 - Test Method for Measuring Mass per Unit Area of Geotextiles
  3. SUBMITTALS
    1. Product samples and data for all geosynthetics proposed for use on this project.
    2. Manufacturer-approved construction quality assurance/quality control manual for all of the geosynthetics proposed for use on this project.
    3. Manufacturing quality control testing data specified. Submit certification of required performance testing on all geosynthetics by an independent laboratory and label and identify all geosynthetic products delivered to the site.
  4. QUALITY ASSURANCE
    1. Obtain from the geosynthetic product manufacturers a warranty that their products are free from defects in materials and workmanship at the time of delivery to the project site.
    2. Material found to be defective or which does not conform to these specifications will be rejected.
  5. DELIVERY, STORAGE AND protection
    1. The Engineer reserves the right to reject and require replacement of any damaged materials delivered to the site, at no additional cost to the Owner.
    2. Stockpile and store the materials in accordance with the manufacturer’s recommendations.
    3. Label and bag all geosynthetic rolls in packing that is resistant to photo degradation by ultraviolet (UV) radiation.
Part 2 - Products
1. 1. MANUFACTURERS
    1. Group 1 Non-Woven Geotextile
      "140N" as manufactured by SOLMAX/Mirafi Inc.
      Or equal
    2. Geotextile Warning Fabric
      "140NL/O" Orange Delineation Geotextile as manufactured by SOLMAX/Mirafi Inc.
      Or equal
  2. MATERIALS
    1. Non-woven geotextiles shall be manufactured from a continuous polypropylene filament. A needle punching process shall achieve bonding.
    2. Non-woven protection geotextiles shall have a minimum mass per unit area of 32oz/yd².
PART 3 - EXECUTION
1. 1. EXAMINATION
    1. Inspect all products prior to the installation for any defects that may have been the result of storage and handling. The Engineer reserves the right to reject and require replacement of any damaged product, at no additional cost to the Owner.
  2. INSTALLATION
    1. Install geosynthetic products in accordance with the approved manufacturer’s QA/QC manuals, project details, and pertinent sections of these Specifications.
  3. QUALITY CONTROL
    1. The Engineer may remove a sample (i.e. a strip that is 3 feet long by the entire roll width) from a maximum of 1 roll of each 10 rolls of all geosynthetic materials delivered to the project and submit the samples to an independent laboratory for analysis of the product to ensure that the geosynthetics meet the specifications herein.
END OF SECTION
(data sheets follow)
02110 Contaminated Soil Excavation —
CONTAMINATED SOIL EXCAVATION
Part 1 - General
1. 1. SUMMARY
    1. Contaminated subsurface soil and PCB-Contaminated concrete are known to be present within the project limits. Contractor must make all reasonable efforts to minimize comingling of PCB-Contaminated soils/concrete with non-PCB-Contaminated soils and clean concrete demolition wastes.
    2. Section Includes
      1. Excavation, handling, and direct loading of Contaminated Soils/Materials for immediate transport to the Contractor-selected disposal facility.
      2. Removal and direct loading of Contaminated Soil currently stored on-site in one, approximately 30 cubic yard, existing stockpile.
      3. Excavation, handling, loading, and temporary on-site storage of Contaminated Soil/Materials in watertight, steel roll-off containers and/or steel dewatering boxes.
      4. In very limited circumstances and with the approval of the Engineer, excavation, handling, and temporary stockpiling of Contaminated Soils/ Materials at an on-site temporary controlled staging area.
      5. Solidification of wet soils, if necessary, prior to transportation to the Contractor’s-selected disposal facility.
      6. Decontamination of tools, equipment, and vehicles and the collection, management and disposal of resulting liquids and/or solids.
      7. Other work involving the handling of Contaminated Soil/Materials which may be required including but not limited to miscellaneous facility component removal, removal of obstructions, excavation support systems, and any incidental work related thereto.
    3. Related Sections
      1. Section 01230 - Alternates
      2. Section 01350 - Health & Safety Plan
      3. Section 01570 - Temporary Controls
      4. Section 02120 - Transportation and Disposal of Contaminated Materials
      5. Section 02240 – Dewatering, Treatment, & Discharge
      6. Section 02315 – Excavation, Backfill, and Compaction
      7. Section 02320 – Borrow Materials
  2. References
    1. Regulations of Connecticut State Agencies (R.C.S.A.) Sections 22a-133k-1 though 22a-133k-3
    2. 40 CFR Part 261, Identification and Listing of Hazardous Waste
    3. 40 CFR Part 268, Land Disposal Restrictions
    4. 40 CFR Part 761, Polychlorinated Biphenyls Manufacturing, Processing, Distribution in Commerce, and Use Prohibitions
    5. Remedial Action Plan (RAP), January 26, 2024, Tighe & Bond, Inc.
    6. Self-Implementing On-Site PCB Cleanup and Disposal Plan, July 19, 2024, Tighe & Bond, Inc.
    7. PCB Cleanup and Disposal Approval Under 40 CFR Section 761(a) and (c), March 26, 2025, USEPA
  3. DEFINITIONS
    1. Natural Soil: Soil in which all substances naturally occurring therein are present in concentrations not exceeding the concentrations of such substance occurring naturally in the environment and in which soil no other substance is analytically detectable.
    2. Polluted Soil: Means soil affected by a release of a substance at a concentration above the analytical detection limit for such substance but at concentrations below Residential Direct Exposure Criteria or GA Pollutant Mobility Criteria, as these terms are defined in section 22a-133k-1 of the R.C.S.A. There are no soils at the Project site currently designated for excavation and disposal as Polluted Soil.
    3. Contaminated Soil: Means soils or fills affected by a known or suspected release and determined, or reasonably expected to contain, substances exceeding Industrial/ Commercial Direct Exposure Criteria (I/C DEC) or GB Pollutant Mobility Criteria (GB PMC), as these terms are defined in section 22a-133k-1 of the Regulations of Connecticut State Agencies. All below grade portions of vegetation (stumps and roots) will be removed and disposed along with the surrounding Contaminated Soil. Contaminated Soil is further subdivided into two categories: 1) TSCA PCB Regulated Waste and 2) Non-RCRA Waste/Connecticut Regulated Waste.
    4. Contaminated Concrete: Means existing concrete slabs contaminated with polychlorinated biphenyls (PCBs) at a concentration of >1 milligrams per kilogram (mg/kg).
    5. Clean Fill: Means (1) natural soil and (2) rock and concrete.
    6. Special Handling: Methods used to excavate, collect, grade, load, move, transport, stockpile, dispose, or otherwise manage a contaminated material or contaminated soil are such that (1) the spillage, loss, co-mingling, or uncontrolled deposition of such material is minimized, (2) personal exposure to contaminants present in such a material are minimized, (3) the adverse impacts to the community and the surrounding environment from contaminants present in such material are minimized, (4) all applicable regulatory requirements applicable to such activity are satisfied.
  4. SUBMITTALs
    1. EPA Certification: Submit a signed certification stating that the Contractor has read and understands the Self-Implementing On-site PCB Cleanup & Disposal Plan, dated July 19, 2024, and agrees to abide by the conditions specified in the Approval Letter, dated March 26, 2025, issued by the EPA.
    2. Contractor PCB Work Plan: Written Plan that summarizes and provides detailed descriptions of the Contactor’s means and methods related to the excavation, handling, loading, demolition, containment, management, transportation, and disposal of PCB contaminated soil and concrete as PCB Remediation Waste. The Plan shall also include detailed discussions of personal protective equipment, dust control methods, and decontamination procedures for personnel and equipment, including means, methods, materials, and handling and disposal of wastes generated during decontamination. The Contractor PCB Work Plan must be reviewed and approved by the Engineer. The Contractor shall not be authorized to proceed with any work at the site until the Contractor PCB Work Plan has been reviewed and approved by the Engineer. Contractor shall have no claim for delay due to his failure to submit the PCB Work Plan, and any required revisions thereof, in a timely manner for the Engineer’s review and approval.
    3. Individual Spill Clean-Up Contractor Permit: Submit Individual Spill Clean-Up Contractor Permit registration and associated DEEP approval.
  5. QUALITY ASSURANCE
    1. All soil remediation associated with this Project shall be completed in accordance with the January 26, 2024 RAP and July 19, 2024 SIP, both prepared by Tighe & Bond, Inc. and the PCB Cleanup and Disposal Approval Under 40 CFR Sections 761(a) and (c). Where there is a conflict between those documents and these Specifications, the Specifications shall apply, however, the terms and conditions of the USEPA PCB Cleanup and Disposal Approval Under 40 CFR Sections 761(a) and (c) shall always take precedence.
    2. All Excavation, Trenching, and related Earth Retention Systems shall comply with the requirements of OSHA excavation safety standards (29 CFR Part 1926 Subpart P) and other State requirements. Where conflict between OSHA and State regulations exists, the more stringent requirements shall apply.
    3. All Contaminated Soil/Material excavated or otherwise collected, consolidated and managed during the course of the work will require Special Handling in accordance with these specifications, Contractor Health and Safety Plan (HASP), and all applicable permits, approvals, authorizations, and Regulations.
    4. Perform the handling of Contaminated Soil/Materials with equipment and techniques in accordance with the performance requirements defined in this specification.
PART 2 - PRODUCTS
1. 1. Solidification Materials
    1. Solidification materials are included in Section 01230.
PART 3 - EXECUTION
1. 1. GENERAL
    1. Provide all employees and subcontractor(s) with personal protective equipment and protective clothing consistent with the levels of protection for this work as indicated in Contractor’s HASP.
    2. Perform all Contaminated Soil/Material handling operations in accordance with standard engineering practices applicable to such activity, according to Connecticut Department of Energy & Environmental Protection (DEEP) regulations, and according to the provisions of the Contractor’s HASP. Utilize methods which consider the health and safety of all Contractor and subcontractor personnel, support personnel, Engineer and his representatives, and the surrounding environment.
    3. All site health and safety controls shall be fully established and in operation prior to beginning any Contaminated Soil/Material handling activity. Site controls shall include but not be limited to work zones properly barricaded, decontamination facilities, air monitoring, and all support equipment and supplies including personal protective equipment. Comply with the requirements of Section 01350, Health and Safety Plan.
    4. Minimize the spread of Contaminated Soil/Materials during handling. Transport vehicles used to move Contaminated Soil/Materials at the Project Site shall be free from leaks. Trucks or other conveyances deemed unacceptable for use by Engineer shall not be used for the movement of Contaminated Soil/Materials.
    5. Keep work areas, including but not limited to, areas adjacent to excavations, roadways leading to and from excavation areas, driveways, parking areas, and public roadways free of Contaminated Soil/Materials. If such soil/materials are deposited, spilled, or spread, such material shall be removed promptly, and properly disposed of to the satisfaction of Engineer no later than the end of each working day or as requested by Engineer.
    6. Owner is the generator and will sign all manifests and bills of lading. Except for materials required to be transported under manifest, transport all Contaminated Soil/ Materials under bills of lading or hazardous waste manifests (prepared by Contractor and as applicable) regardless of the chemical quality of the soils.
  2. EXCAVATION OF CONTAMINATED MATERIALS
    1. Perform excavation in accordance with the requirements of Section 02315, Excavation, Backfill, and Compaction and this section. Excavate known or potentially Contaminated Soil/Materials to the necessary depths and horizontal limits as shown on the drawings and/or as directed by Engineer.
    2. Dewater Excavation Area 1A as specified in Section 02240 and sequence excavation such that soils are allowed to sufficiently drain prior to removal from the excavation. Contractor shall not commence excavation in Excavation Area 1A until the Contaminated Groundwater Treatment System is fully operational and all applicable permits and local approvals are in place.
      1. Contractor is responsible for sufficiently dewatering soils prior to transportation off-site for disposal at the Contractor’s-selected disposal facility. Should the Contractor determine that solidification is necessary, and with the concurrence of the Engineer, Contractor shall notify the Engineer that solidification will be implemented in accordance with the Contractor’s Solidification Plan as approved by the Engineer in accordance with Section 02315.
      2. Measurement for payment for solidification in accordance with the Contractor’s-approved Solidification Plan will be in accordance with Section 01230 Alternates and Section 01220 Unit Prices.
    3. Engineer will continually evaluate field conditions to determine if additional excavation is required to achieve remedial objectives. This evaluation may require Engineer to work in close proximity to Contractor’s excavation equipment and may require frequent pauses in the work. Contractor shall work in a cooperative manner at all times during these operations to ensure the safety of Engineer, and to allow for thorough field evaluations to be conducted.
      1. When Contaminated Soil/Material excavation is undertaken, Engineer will make the final determination as to the limits of excavation required to achieve remediation objectives. Such limits may be greater than or less than the limits identified in 3.2A and shall be based upon actual conditions encountered at the time of excavation.
      2. If required, Engineer will define those areas beyond the limits originally indicated where additional Contaminated Soil/Material excavation shall be required based upon the results of excavation confirmation samples, to be collected by the Engineer, and field observations.
    4. Minimize the spread and loss of Contaminated Soil/Materials during excavation activities.
      1. Following excavation, direct load all Contaminated Soil/Materials into trucks for immediate transport to the Contractor-selected disposal facility or into watertight, steel roll-off containers/dewatering boxes.
      2. Under limited circumstances and with the approval of the Engineer, Contaminated Soil/Materials may be excavated and transported directly to an on-site temporary controlled stockpile area, as designated by the Engineer, for stockpiling. Excavated Contaminated Soil/Materials shall not be placed directly on the ground under any circumstances.
    5. Employ methods necessary to isolate Contaminated Soil/Materials from non‑contaminated soils and non-contaminated concrete to the degree practicable.
    6. Segregate construction debris from excavated Contaminated Soil/Materials at the point of excavation, prior to the movement of Contaminated Soil/Materials from excavation areas. Engineer may evaluate debris during excavation to determine if such material can be designated uncontaminated general demolition material.
    7. Open excavations represent a substantial hazard. Contractor shall implement measures as appropriate to secure open excavations while awaiting Engineer’s confirmation test results from soils or any other period when excavations remain open.
    8. Implement measures to divert surface water around excavation sites to prevent water from directly entering into open excavations.
  3. BACKFILL
    1. Backfill excavations in accordance with Section 02315, Excavation, Backfill, and Compaction.
    2. Backfill excavations as soon as possible after Engineer has indicated that test results confirm remediation objectives have been achieved and backfilling may proceed.
  4. UNFORESEEN CONTAMINATED MATERIALS
    1. In the event that unforeseen Contaminated Materials are encountered during the course of the work, permit the Engineer sufficient time to devise an appropriate course of action based upon the conditions present.
      1. Until such appropriate course of action is devised, Contractor shall secure the work area in question such that it does not pose a health and safety risk.
      2. Engineer will provide Contractor with a scope of work and performance requirements for the collection, consolidation, removal or excavation of unforeseen Contaminated Soil/Material. Contractor shall then undertake Contaminated Soil/Material remediation with equipment and techniques established by Contractor in accordance with said scope of work and performance requirements.
    2. Contaminated Soil/Material remediation of unforeseen Contaminated Materials shall be performed in accordance with scope of work outlined in Item 3.4.A.2 and in accordance with this specification.
  5. CONFIRMATION TESTING BY Engineer
    1. At such time the Engineer is satisfied that the limits of contaminated soil/material have been reached, Engineer will perform confirmation sampling to confirm remediation objectives have been achieved.
    2. Contractor is hereby notified that laboratory turnaround time for the analysis of confirmation samples may be up to 7 working days from date of collection. No claim for delay will be considered based upon Contractor failing to accommodate the laboratory turnaround time as defined herein.
    3. Engineer will inform Contractor if test results confirm remediation objectives have been achieved and backfilling may proceed.
    4. Should the results of Engineer’s testing indicate additional Contaminated Material excavation or removal is required, Engineer will define those areas beyond the limits originally indicated where additional Contaminated Material excavation or removal and subsequent confirmation soil testing shall be required.
  6. STORAGE OF EXCAVATED MATERIALS
    1. All excavated Contaminated Soil shall be loaded directly into trucks for immediate transport to the Contractor’s-selected disposal facility or loaded directly into watertight, steel, roll-off containers/dewatering boxes for temporary on-site dewatering or storage.
    2. Under certain circumstances and with the permission of the Engineer, excavated Contaminated Soil/Materials may be temporarily stockpiled on-site. Stockpile Contaminated Soil/Materials in an area designated by the Engineer in such a manner to protect existing site surface, materials and structures from contamination, runoff and erosion. Place the Contaminated Soil/Materials on a minimum of 6 mil polyethylene sheeting and at the end of each day the stockpiled soil shall be covered with 6 mil polyethylene sheeting and secure the covering to prevent the stockpile from becoming uncovered due to winds.
    3. In the event that dewatering and excavation management efforts are not sufficient to reduce free liquids in excavated soil for direct loading and transport to the Contractor’s-selected disposal facility, Contractor shall place wet soils in dewatering boxes to sufficiently dewater the soil prior to transport, or
    4. The Contractor shall solidify wet soils to reduce free liquids to acceptable levels for transportation. The Contractor will be required to identify the selected method for eliminating excess water from soils in their Work Pan required under Section 01330 – Submittal Procedures.
    5. Free liquids collected from the Contractor’s dewatering operations, including fluids collected in dewatering boxes, shall be pumped to the Groundwater Treatment System for treatment prior to discharge to the sanitary sewer system in accordance with Section 02240.
  7. DUST CONTROL
    1. Implement fugitive dust suppression to prevent unacceptable levels of dust resulting from handling operations associated with Contaminated Soil/Materials. Dust suppression methods shall be subject to approval from Engineer. Supervise fugitive dust control measures and monitor airborne particulate matter as required.
END OF SECTION
02120 Transportation and Disposal of Contaminated Materials —
TRANSPORTATION AND DISPOSAL OF CONTAMINATED MATERIALS
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Transportation and disposal of Contaminated Soil, Contaminated Concrete, or materials collected, consolidated, excavated, and generated during performance of the Work.
      2. Coordination, loading, transportation and disposal of contaminated soil/concrete and materials.
    2. Related Sections
      1. Section 01350 – Health & Safety Plan
      2. Section 02110 – Contaminated Soil Excavation
      3. Section 02210 – Subsurface Investigations
      4. Section 02222 – Demolition
      5. Section 02240 – Dewatering, Treatment, and Discharge
  2. DEFINITIONS
    1. Disposal: The discharge, deposit, injection, dumping, spilling, leaking, incineration or placing of any contaminated material or otherwise hazardous substance into or on any land or water so that such hazardous waste or any constituent thereof may enter the environment or be emitted into the air or discharged into any waters, including ground waters.
    2. Generator: Any person, by site, whose act or process produces hazardous waste, or whose act first causes an oil or hazardous material to become subject to regulation.
    3. Regulated Waste: Non-Resource Conservation and Recovery Act (RCRA) hazardous wastes such as oils, petroleum products or residuals, chemical liquids, chemical gases or vapors, non-Toxic Substances Control Act (TSCA) polychlorinated biphenyls (PCBs), waste chemical solids, including materials, and other contaminated material wastes not defined as RCRA Hazardous, TSCA-regulated, or Special Waste.
    4. Manifest: An approved form used as a shipping document to identify the quantity, composition, and the origin, routing, and destination of regulated or hazardous waste from the site of generation to the point of disposal, treatment, storage, or use.
    5. Shipping Paper: An invoice, bill of lading, or other shipping document serving a similar purpose; other than a hazardous waste manifest used to document the conveyance of materials between different locations, including regulated wastes when applicable.
    6. Treatment: Any method, technique or process, including neutralization, incineration, stabilization or solidification, designed to change the physical, chemical or biological character or composition of any hazardous waste so as to neutralize such waste or so as to render such waste less hazardous, non-hazardous, safer to transport, amenable to storage, or reduced in volume, except such method or technique as may be included as an integral part of a manufacturing process at the point of generation.
    7. TSCA/RCRA Landfill: This type of landfill is permitted to accept material that contains PCB remediation waste with concentrations up to 500 ppm, acceptable for landfill disposal as defined in 40 CFR Part 761; material that is classified as either a RCRA characteristic waste or RCRA listed waste as defined in 40 CFR Part 261 but meets the treatment standards established in 40 CFR Part 268 ‑ Land Disposal Restrictions; and all other material classified as a hazardous waste in CGS Section 22a-114 to 22a-134z Hazardous Waste Regulations. This type of landfill shall be approved to operate under a Federal Part B operating permit and shall be permitted to accept material with PCB concentrations up to 500 ppm under TSCA. The landfill shall be designed with a double composite liner meeting minimum RCRA design requirements. The landfill shall operate a leachate collection system and shall also operate a leak detection well system. The landfill shall be capable of stabilizing materials for meeting requirements of the USEPA’s present rules required under the 1984 amendments to RCRA, banning the land disposal of hazardous material.
    8. RCRA Landfill: This type of landfill is permitted to accept non-TSCA PCB contaminated material with concentrations <50 ppm; material that is classified as either a RCRA characteristic waste or RCRA listed waste as defined in 40 CFR Part 261 but meets the treatment standards established in 40 CFR Part 268 ‑ Land Disposal Restrictions and all other material classified as a hazardous material in CGS Section 22a-114 to 22a-134z Hazardous Waste Regulations. This type of landfill shall be approved to operate under a Federal Part B operating permit. The landfill shall be designed with a double composite liner meeting minimum RCRA design requirements. The landfill will operate a leachate collection system and will also operate a leak detection well system. The landfill shall be capable of stabilizing materials for meeting requirements of the land ban.
    9. Non‑RCRA Out‑of‑State Lined Landfill: This type of landfill shall be state approved or permitted to accept material that is defined as a hazardous material in CGS Section 22a-114 to 22a-134z Hazardous Waste Regulations, but is not classified as either a RCRA characteristic waste or RCRA listed waste as defined in 40 CFR Part 261; material containing non-TSCA PCBs below 50 ppm; and all other material not permitted or unsuitable for in‑state disposal or recycling.
    10. Out‑of‑State Recycling Facility: This type of facility shall be state approved or permitted to accept material that is defined as a hazardous material in CGS Section 22a-114 to 22a-134z Hazardous Waste Regulations, but is not classified as either a RCRA characteristic waste or RCRA listed waste as defined in 40 CFR Part 261; material containing non-TSCA PCBs below the facility’s permitted level; and all other material not permitted or unsuitable for in‑state disposal or recycling.
    11. In‑State Recycling Facility: This type of facility shall be approved by the State of Connecticut to accept material that is classified as petroleum contaminated material, that would be classified as a hazardous material in CGS Section 22a-114 to 22a-134z Hazardous Waste Regulations if not managed under in CGS Section 22a-114 to 22a-134z Hazardous Waste Regulations; and is not classified as a RCRA characteristic waste or RCRA listed waste as defined in 40 CFR Part 261.
    12. Landfill Facility (Reuse as Cover Material): This type of facility shall be approved by the State in which the landfill is located to accept material that is classified as polluted material, that would be classified as a hazardous material in CGS Section 22a-114 to 22a-134z Hazardous Waste Regulations if not managed under in CGS Section 22a-114 to 22a-134z Hazardous Waste Regulations; and is not classified as a RCRA characteristic waste or RCRA listed waste as defined in 40 CFR Part 261.
  3. SUBMITTALS
    1. Submit all pertinent information relating to the transport and disposal of materials specified herein, within 14 days after issuance of the Notice to Proceed and prior to transport and disposal. The information submitted shall be in one package and shall include the following, as a minimum:
      1. Information for proposed treatment/disposal facility or facilities including the following:
        General Information
        Facility Name
        Facility Address
        Name of Contact Person
        Title of Contact Person
        Telephone Number of Contact Person
        Permit Number
        The facility shall specify the volume of material that can be accepted from the Project on a weekly and a total basis.
        The facility shall provide written confirmation that they are permitted to accept and will accept the classified contaminated materials, the general quality and quantity described by these specifications.
        The facility shall provide a listing of all current and valid permits, licenses, letters of approval, and other authorizations to operate that they hold, pertaining to the receipt and treatment/disposal of the contaminated materials described by these specifications.
      2. Connecticut Department of Transportation Transporter Identification Number and expiration date.
      3. Name and address of all hazardous material transporters to be used to transport materials including proof of permit, license, or authorization to transport hazardous material in all affected states.
    2. Submit completed Waste Profile/Waste Disposal Paperwork required by the Contractor’s-selected disposal facility. Contractor is solely responsible for completing any such required Waste Profile/Disposal Paperwork for acceptance.
    3. Upon receipt of final approval from treatment/disposal facility to accept contaminated materials, submit copy of said approval.
    4. Within ten (10) working days after the off-site transportation of contaminated materials, submit copies of all paperwork related to transportation of contaminated materials. Such paperwork may include, but not be limited to receipts, weight tickets, and disposal certificates.
      1. Provide certified tare and gross weight slips for each load received at the designated treatment/disposal facility which shall be attached to copy of related manifest or bill of lading.
    5. Prior to receiving progress payment, submit documentation certifying that all materials were transported to, accepted, and disposed of, at the selected treatment/ disposal facility. The documentation shall include the following, as a minimum.
      1. Documentation for each load from the site to the disposal facility, including all manifests and any other applicable transfer documentation.
      2. All documentation for each load shall be tracked by the original manifest or bill of lading document number assigned at the project site at time of signature by Generator or their designated representative.
  4. REGULATORY REQUIREMENTS
    1. Obtain all Federal, State and local permits, approvals, or authorizations required for the transport and disposal of contaminated materials. Adhere to all requirements of such permits, approvals, or authorizations.
PART 2 - PRODUCTS – not used
PART 3 - EXECUTION
1. 1. GENERAL
    1. Engineer will sample and analyze contaminated soil for waste characterization purposes.
    2. Contaminated materials to be disposed of include, but are not limited to:
      1. Contaminated soil currently stockpiled on-site in one, approximately 30 cubic yard stockpile as non-RCRA hazardous Connecticut Regulated Waste.
      2. PCB contaminated debris accumulated on top of existing concrete slabs, classified as PCB Remediation Waste ≥50 mg/kg
      3. PCB contaminated soil classified as PCB Remediation Waste ≥50 mg/kg.
      4. PCB contaminated concrete classified as PCB Remediation Waste <50 mg/kg.
      5. PCB contaminated concrete classified as PCB Remediation Waste ≥50 mg/kg.
    3. All contaminated materials excavated, consolidated, or otherwise managed during the course of the work will require special handling in accordance with these specifications, the Contractor’s Health and Safety Plan, and all applicable permits, approvals, authorizations, and regulations.
    4. Dispose of contaminated materials at facilities approved by the Engineer.
    5. All Contractor personnel shall wear personal protective equipment and protective clothing consistent with the levels of protection for this Work as indicated in the Site Health and Safety Plan.
    6. Contractor shall propose treatment/disposal facilities to receive contaminated materials from the Project which are established, fully operational, and in full compliance with all applicable Federal, State, and local regulations.
    7. Remove all contaminated materials from the project site and legally dispose of them at facilities approved by Owner or Engineer.
  2. WASTE CHARACTERIZATION FOR DISPOSAL-CONTAMINATED SOIL
    1. Contaminated soil/material Waste Characterization Samples will be collected by the Engineer. Contractor shall coordinate sampling with the Engineer.
    2. Waste Characterization Samples shall be collected from the in-place soils prior to the start of any excavation to facilitate direct loading of the soil for immediate transport to the Contractor’s-selected disposal facility.
    3. Contractor shall provide Engineer with the full list of the Contractor’s-selected disposal facility acceptance requirements, including laboratory analytical parameters and sample collection frequency, no more than five (5) days prior to sample collection.
  3. DISPOSAL COORDINATION AND TRANSPORT
    1. Contractor is solely responsible for coordinating treatment/disposal facility approval, scheduling, loading, transport, and ultimate disposal of contaminated materials at treatment/disposal facility. No claim for delay will be considered based upon the selected facility failing to meet Contractor’s production schedule.
    2. Contractor is solely responsible for obtaining and completing all Waste Profile and Waste Acceptance Paperwork required by the Contractor’s-selected disposal facility.
    3. No payments will be made for rejected loads.
  4. MANIFESTS AND SHIPPING PAPERS
    1. Owner is designated as the “Generator” and will sign all Waste Profiles/Disposal Paperwork, Manifests, and Shipping Papers.
    2. All Manifests and Shipping Papers shall be prepared by Contractor seventy two (72) hours in advance of shipment of contaminated materials. Authorized Owner’s representative will sign as “Generator” for each load of contaminated material that leaves the Project Site. Contractor shall forward appropriate original copies of Manifests or Bills of Lading to Engineer on the same day the contaminated materials leave the Project Site.
  5. TRANSPORT OF CONTAMINATED MATERIAL
    1. Transport contaminated materials off‑site after all treatment/disposal facility documentation has been completed and the material accepted by said facility.
    2. Transport contaminated materials from the site to treatment/disposal facility in accordance with all United States Department of Transportation (DOT), USEPA, Connecticut regulations and other regulations of all affected states.
    3. The Hauler(s) shall be licensed in all states affected by transport.
    4. Provide to Engineer copies of all weight slips, both tare and gross, for every load weighed and disposed of at the accepted disposal facility. The slips shall be tracked by the original manifest document number that was assigned by Engineer at the site. Owner will only make progress payments upon receipt of these weight slips.
    5. Minimize the potential for development of free liquid during transport. Do not load excessively wet materials for transport. If free liquid does develop during transport, Contractor shall be responsible for proper collection and disposal of same.
    6. All waste generated during the Work shall be removed from the Project Site in accordance with the requirements of this section.
    7. Provide to Engineer copies of all PCB Certificates of Disposal and/or Certificates of Destruction for all loads of PCB-Contaminated Soil, PCB-Contaminated Concrete, and PCB-Contaminated Materials. Owner will only make final payment for the project upon receipt of these Certificates.
END OF SECTION
02120 Site Utility Preparation —
SITE UTILITY PREPARATION
Part 1 - GENERAL
1. 1. SUMMARY
    1. Perform site utility preparation in accordance with the Contract Documents.
    2. Coordinate and schedule the work of this Section with all trades involved to prevent interference, and in order to allow adequate time at the proper stage of construction to properly perform all work of this Section.
  2. PROJECT CONDITIONS
    1. Coordinate all street closings and/or obstructions, including pavement and curbing removals with all governing authorities and utility companies.
    2. The existing property lines and topographic contours noted on the drawings are given for the convenience purposes only. The Engineer and the Owner will not be responsible for interpretations or conclusions drawn from this information. Notify the Architect immediately of any discrepancies in the existing property lines or existing topographic elevations.
    3. Do not rely upon the location of existing structures, utilities, storm drainage structures, and piping shown on the drawings. Check and verify the location of all existing structures, utilities, and piping prior to commencing work.
    4. Call 1-800-922-4455 (Call Before You Dig) and register before beginning any excavation at least two (2) working days prior to the start of construction.
    5. Locate and identify existing underground and overhead services and utilities within the Contract Limits. Provide adequate means of protection of utilities and services designated to remain. Repair utilities damaged during site work operations.
    6. When uncharted or incorrectly charted underground piping or other utilities and services are encountered during site work operations, notify the applicable utility company immediately to obtain procedural directions. Cooperate with the applicable utility companies in maintaining active services in operation.
    7. Perform site work operations and the removal of debris and waste materials to assure minimum interference with the streets.
    8. Obtain written permission from governing authorities when required to obstruct the street. Provide alternate routes around obstructed traffic ways when required by governing authorities. Provide traffic control when and as required by the City of New Haven.
    9. Remove all encumbrances which interfere with the proper fulfillment of all work without additional cost to the Owner.
    10. Control dust caused by work operations. Dampen surfaces with water, as required to control all dust. Comply with air pollution control regulations of governing authorities. Exercise every reasonable precaution throughout the life of the contract to minimize dust arising from construction operations, hauling, storage, or demolition.
    11. Protect existing and adjacent buildings, structures, pavement, light fixtures, and utilities to remain from damage caused by work operations. Repair and/or restore of damage caused by construction operations at no additional expense to the Owner. Protect all bench marks, control points, and engineering reference points; re-establish, if damaged or disturbed.
Part 2 - PRODUCTS – NOT USED
Part 3 - EXECUTION
1. 1. EXAMINATION
    1. Examine the areas and conditions where site preparation is to be provided. Notify the Owner, in writing, of conditions detrimental to the proper and timely completion of the work. Do not proceed with the work until unsatisfactory conditions have been corrected in an acceptable manner.
  2. SITE UTILITY LAYOUT, LINES, AND LEVELS
    1. Before removals, topsoil stripping, excavation, filling or rough grading operations are started, stake out site areas for the work of this Contract. Provide layout for all site utility related items, including, but not limited to, access road limits crossing berm limits, and all miscellaneous site features. Site utility layout is to be performed by a professional engineer or surveyor licensed by the State of Connecticut.
    2. Site utility layout, lines and levels may be subject to possible modifications, whether by inaccuracies in existing grades, or by other site conditions. Except in the case of substantial increases in material quantities, authorized in writing by the Owner, such modifications will not entitle General Contractor(s) to additional compensation.
    3. The drawings indicate existing grade elevations and contours. The existing elevations are given for the convenience purposes in arriving at the quantities of excavation, grading and backfilling. The Engineer and the Owner do not assume any responsibility for the correctness of the existing grade elevations.
  3. SITE UTILITY DEMOLITION AND REMOVALS
    1. The work includes any and all other existing materials or work necessary to install new work as shown and/or specified and to connect same to existing structures or pavements in an approved manner. Completely remove all foundations, abandoned utilities, and all other items that interfere with new construction.
    2. Remove existing construction features as required for the execution of the contract work. Perform such work in a manner to avoid any damages to the construction and finishes scheduled to remain. Where new work is required to be built adjacent to or connected with existing construction, cut or remove the existing construction and replace with new construction to the extent required to solidly build and anchor the new work in place.
    3. Completely remove existing paving, including all base material, as required to accommodate new construction. Saw cut and remove existing roadway paving a sufficient distance to permit installation of new work, as required.
  4. DISPOSALS
    1. Properly dispose of all materials and debris resulting from the demolition and removal operations; legally dispose of all materials off of the Owner's property.
    2. Maintain all disposal routes clear, clean, and free of debris. Keep all streets clean along the disposal routes.
    3. On-site burning of combustible materials is not permitted.
    4. Accumulation of materials for disposal is not permitted. Disposal is to be made as fast as materials accumulate.
    5. Obtain all required and necessary permits or approvals for off-site disposals.
  5. EXISTING UTILITY AND STORM DRAINAGE ABANDONMENT
    1. Completely remove all existing utilities, underground tanks and storm drainage structures and piping that interfere with new construction or as noted on the drawings. Properly cut, cap, and abandon all other utilities or storm drainage structures or piping that does not interfere with construction. Maintain all utilities to the existing buildings until the time of demolition.
    2. Contact appropriate utility companies prior to abandonment and properly coordinate all work with the utility companies.
    3. At all times, maintain a positive outlet for storm drainage and sanitary sewers on site where encountered.
END OF SECTION
02200 Site Preparation —
SITE PREPARATION
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Clearing and grubbing
      2. Grading
      3. Cleanup and removal of debris accumulated on top of concrete slabs as PCB Remediation Waste ≥50 milligrams per kilogram (mg/Kg)
    2. Related Requirements
      1. Section 02110 – Contaminated Soil Excavation
      2. Section 02120 – Transportation and Disposal of Contaminated Materials
  2. SUBMITTALS
    1. Submit construction methods and equipment that will be utilized for the clearing of vegetation, clearing of PCB contaminated debris accumulated on top of concrete slabs, and waste material disposal specified within this Section.
PART 2 - PRODUCTS – not used
PART 3 - EXECUTION
1. 1. CLEARING AND GRUBBING
    1. Remove and dispose of all non-hazardous and non-PCB contaminated refuse as general construction debris from the Site, as directed by the Engineer.
    2. Remove all debris accumulated on top of existing concrete slabs, including soil, brick, concrete, rubble, painted wood, etc., as directed by the Engineer, and stockpile debris in a location designated by the Engineer. Load, transport, and dispose of such debris as PCB Remediation Waste ≥50 mg/Kg in accordance with Sections 02110 and 02120.
    3. Within the three PCB Excavation Areas at 198 River Street, cut, remove, and dispose of all above-grade portions of trees, brush, shrubs, and any other objectionable material within the limits of the remedial excavation Work. DO NOT REMOVE below grade portions (stumps and roots) of vegetation. Below grade portions of vegetation within the limits of the three PCB Excavation Areas shall be excavated and disposed as PCB-Remediation Waste ≥50 mg/Kg in accordance with Sections 02110 and 02120.
    4. Within the remainder of 198 River Street, except as otherwise directed, cut, grub, remove and dispose of all trees, stumps, brush, shrubs, roots and any other objectionable material within the limits of the Work on the site and where required to construct the work. Dispose as clean vegetative waste.
    5. At 194 River Street and 200 River Street, cut, remove, and dispose of all above-grade portions of trees, brush, shrubs, and any other objectionable material within the limits of the Work and where required to construct the work. Dispose as clean vegetative waste. Separately, grub, remove, stockpile, and dispose of stumps and roots at 194 River Street and 200 River Street as PCB-Remediation Waste ≥50 ppm in accordance with Sections 02110 and 02120.
    6. Protect trees or groups of trees, if any, designated by the Engineer to remain, from damage by all construction operations by erecting suitable barriers, or by other approved means. Conduct clearing operations to prevent falling trees from damaging trees designated to remain.
      1. All damage done to the trees by the Contractor’s operation shall be trimmed and painted where cut as directed or as necessary to provide adequate vertical clearance for construction activities. The dressing or paint shall be applied no later than two days after the cuts are made.
      2. Use all necessary precautions to prevent injury to other desirable growth in all areas. Contractor shall assume full responsibility for any damage.
    7. Protect areas outside the limits of clearing from damage. No equipment or materials shall be stored in these areas.
    8. No stumps, trees, limbs, or brush shall be buried in fills or embankments.
  2. DISPOSAL OF MATERIALS
    1. Dispose of all non-hazardous/non-PCB-contaminated site debris off-site in a legal manner, as directed by the Engineer.
    2. Remove all tree trunks, limbs, brush, foliage, other above grade vegetation, and objectionable material from the site and dispose in a legal manner as clean vegetative waste.
    3. Dispose of all stumps and roots from 194 River Street and 200 River Street removed during grubbing as PCB Remediation Waste ≥50 mg/Kg in accordance with Section 02120.
    4. Transportation and disposal of PCB-contaminated debris accumulated on top of the existing concrete slabs as PCB Remediation Waste ≥50 mg/Kg in accordance with Section 02120.
    5. Transportation and disposal of one, approximately 30 cubic yard, existing stockpile of Contaminated Soil will be in accordance with Section 02120.
    6. Burning or direct burial of cleared and grubbed materials on-site will not be permitted.
  3. GRADING
    1. In preparation for placing loam, paved drives and appurtenances, perform grading to the lines, grades and elevations shown on the Drawings, and otherwise directed by the Engineer and perform in such a manner that the requirements for formation of embankments can be followed. All material encountered, regardless of its nature, within the limits indicated, shall be removed and disposed of as directed. During the process of grading, maintain the subgrade in such condition that it will be well drained at all times. Install temporary drains and drainage ditches to intercept or divert surface water that may affect the work when necessary.
    2. If at the time of grading it is not possible to place material in its final location, stockpile material in approved areas for later use. No extra payment will be made for the stockpiling or double handling of excavated material.
    3. The right is reserved to make minor adjustments or revisions in lines or grades if found necessary as the work progresses.
    4. Stones or rock fragments larger than 4 inches in their greatest dimensions will not be permitted in the top 12 inches of the finished subgrade of all fills or embankments except along the access roadways and riprap where shown on the Drawings.
    5. In cuts, loose or protruding rocks on the excavated slopes shall be barred loose or otherwise removed to line or finished grade of slope. Cut and fill slopes shall be uniformly dressed to the slope, cross-section and alignment shown on the Drawings or as directed by the Engineer.
END OF SECTION
02210 Subsurface Investigations —
SUBSURFACE INVESTIGATIONS
Part 1 - General
1. 1. summary
    1. Section Includes
      1. Soils subsurface investigation at the site, the use of data resulting from the investigation, and conditions warranting additional soils investigation.
      2. Pipe and utility subsurface investigations that are required to properly locate, plan for and/or connect to the various existing pipelines.
    2. Related Sections
      1. Section 00300 – Geotechnical Data
      2. Section 02315 - Excavation, Backfill, and Compaction
      3. Section 02740 - Bituminous Concrete Pavement
  2. REFERENCES
    1. 29 CFR Part 1926 Subpart P - OSHA Excavation Regulations 1926.560 through 1926.562 including Appendices A through F.
    2. Supplemental Phase III Environmental Site Assessment, dated March 2, 2023, Tighe & Bond, Inc.
    3. Remedial Action Plan (RAP), dated January 26, 2024, Tighe & Bond, Inc.
    4. Self-Implementing On-site PCB Cleanup & Disposal Plan (SIP), dated July 19, 2024, Tighe & Bond, Inc.
    5. PCB Cleanup & Disposal Approval Under 40 CFR Sections 761.61(a) & (c), dated March 26, 2025, issued by EPA..
  3. Quality assurance
    1. The entire test pit excavation and collection of utility information must be observed by the Engineer.
  4. SITE CONDITIONS
    1. Soils Investigation
      1. Copies of soil boring logs and groundwater monitoring data are included in Section 00300. Previous exploration locations are shown on drawings included in the RAP and SIP.
      2. Use of the Data
        The Drawings indicate conditions as they are believed to exist based upon limited subsurface explorations. Investigations and field tests must be conducted to verify the conditions that exist which may affect the Work. All investigations must be conducted under the Engineer’s observation.
    2. Pipeline and Utility Investigations
      1. The Drawings show available data relative to existing underground pipe and utilities.
PART 2 - PRODUCTS - Not Used
PART 3 - EXECUTION
1. 1. Preparation
    1. Obtain all available information on buried structures and utilities in the vicinity of the investigation.
    2. Coordinate Work such that all affected property, structure, and utility owners are aware of the Work prior to its commencement.
    3. Schedule subsurface investigations such that they do not interfere with other Work or traffic and in advance of other Work in that location.
    4. Provide notice to the Engineer no fewer than 3 business days prior to commencement of subsurface investigations.
  2. SUBSURFACE INVESTIGATIONS
    1. Contractor shall submit a Test Pit Location Drawing to the Engineer no fewer than 5 business days prior to mobilization to the site to excavate the test pits.
    2. Prior to test pitting operations, delineate the general scope of the excavation on the ground surface using white paint, or stakes or other suitable white markings on non-paved surfaces and coordinate with the appropriate agencies.
    3. Contractor may, at its expense and with permission by the Owner, perform additional explorations not ordered by the Engineer.
    4. Perform test pits in accordance with the requirements of Section 02315.
    5. Excavate test pits of an appropriate size with equipment suitable for the location and character of the pit to be excavated.
    6. All subsurface investigations shall be conducted in accordance 29 CFR Part 1926 Subpart P - OSHA Excavation Regulations 1926.650 through 1926.652 including Appendices A through F.
    7. After observation by the Engineer, backfill the test pits with the excavated materials. Compact with the excavator bucket in two foot lifts.
    8. Repair damage to any structure, utility, or site feature on private or public property damaged during the Work to the satisfaction of the Engineer.
END OF SECTION
02222 Demolition —
DEMOLITION
PART 1 - GENERAL
1. 1. Summary
    1. Section Includes
      1. Demolition and removal of remaining concrete including slabs-on-grade, foundations, and footings in areas shown on the drawings.
      2. Prepare and file all necessary permit applications for demolition.
    2. Related Sections
      1. Section 01320 - Construction Photographs
      2. Section 01350 - Health & Safety Plan
      3. Section 02315 - Excavation, Backfill, and Compaction
  2. Quality Assurance
    1. Regulatory Requirements
      1. Conform to City of New Haven code for demolition of structures, safety of adjacent structures, dust control, runoff control, and disposal.
      2. Obtain required permits from authorities and provide copies to Owner and Engineer prior to start of work.
      3. Notify affected utility companies before starting work and comply with their requirements. Provide Engineer with copies of all notices.
      4. Do not close or obstruct roadways, sidewalks, or hydrants without permits.
      5. Conform to applicable regulatory procedures when managing hazardous or contaminated materials.
  3. Site Conditions
    1. All site buildings have been demolished, and concrete slabs and foundations remain as shown on the Drawings.
    2. Portions of the concrete slabs are known to be contaminated with PCBs at concentrations ≥50 milligrams per kilogram (mg/kg), as shown on the drawings and must be demolished, handled, and disposed as PCB Remediation Waste ≥50 mg/kg.
    3. Other portions of the concrete slabs are known to be contaminated with PCBs at concentrations >1 mg/kg and <50 mg/kg, as shown on the drawings and must be demolished, handled, and disposed as PCB Remediation Waste <50 mg/kg.
    4. Following removal of all concrete slabs classified as PCB Remediation Waste ≥50 mg/kg and removal of all concrete slabs classified as PCB Remediation Waste <50 mg/kg, the remaining concrete with <1 mg/kg PCBs may be demolished, handled, and disposed as clean construction debris or crushed and reused on-site as backfill in accordance with Sections 02315 and 02320.
    5. All subgrade concrete (foundation walls, footings, and subgrade pits/vaults) is classified as clean construction debris, unless otherwise designated by the Engineer.
    6. Inspect the premises, prior to submittal of proposal, for verification of existing conditions, which will affect this Work.
    7. The Owner and Engineer assume no responsibility for the actual condition of the structures or the Contractor’s health and safety.
  4. Submittals
    1. Demolition and Waste Management Plan - Means and methods proposed for demolition of the remaining concrete slabs and footings, management/handling of associated wastes, and crushing of concrete. This submittal should be sufficient to demonstrate a thorough understanding of the Work to be completed and the means that will be implemented to safely complete the demolition within the Contract Time and in consideration of the known hazardous building materials and other contamination within the concrete.
    2. Copies of any authorizations and permits required to perform the Work, including disposal facility permits and approvals.
    3. The following records and disposal documentation must be maintained and kept current throughout the Project. Requests for periodic payments may be rejected, in whole or in part, if documentation is not current.
      1. Records of the amounts of waste generated, by waste type
      2. Evidence of lawful disposal of all wastes generated
      3. Documentation of underground structures and utilities
      4. Weight tickets for all scrap metal generated for credit.
PART 2 - PRODUCTS – not used
PART 3 - EXECUTION
1. 1. EXAMINATION
    1. Verify site conditions before proceeding with demolition work. Field check the accuracy of the Drawings and inspect structures and utilities prior to start of work and notify the Engineer in writing, of any undocumented hazardous conditions and/or discrepancies. Primary structures and other site features are shown on the Drawings; other smaller structures, including, but not limited to, concrete walks and pads, miscellaneous signs, lamp posts, railings, and fencing may not be shown on the Drawings, but may exist within the Limit of Work and shall be demolished.
      1. Unknown Site Conditions - The information provided on the Drawings and in the Specifications is believed accurate. Field verify all information. Bear full responsibility for obtaining all locations of underground structures, utilities and their connections. Maintain services to buildings outside the limits of work.
  2. PREPARATION
    1. All work shall be done in a safe manner and in accordance with the Health and Safety Plan, State, and local requirements.
    2. Provide and maintain temporary barriers and security devices at locations approved by Engineer or required by other authorities.
    3. Protect existing paved areas, appurtenances, structures, etc., which are not to be demolished.
    4. Identify and mark locations of all utilities.
  3. HAZARDOUS MATERIALS
    1. Hazardous building materials that will be encountered during demolition include, but may not be limited to, PCB-Contaminated concrete, and contaminated soil surrounding the existing concrete slabs.
    2. Contractor personnel working in areas of the site where contamination is likely to be encountered shall be appropriately trained, as required under Section 01350, Article 1.5.
    3. When working in areas of the site where contamination is likely to be encountered, Contractor’s Site Safety Officer shall monitor the work area in accordance with Section 01350, Article 1.5.
  4. DEMOLITION
    1. Promptly and properly manage all debris as the demolition progresses. Construct and/or prepare material staging/stockpile areas at locations approved by the Engineer.
    2. Foundations, Slabs, Vaults, and Pits
      1. Remove concrete slabs, foundations, footings, vaults, and pits where present and where designed on the Drawings.
  5. Disposal
    1. At regular intervals, remove from the site all debris, rubbish, and other materials resulting from demolition operations and legally dispose of off the Site. Storage or sale of demolished materials to be removed will not be permitted on the Site.
    2. Legally dispose of all materials from demolition including all PCB-Contaminated concrete. Disposal sites shall be permitted to accept the waste stream by the applicable State Agency. Perform the loading of demolition materials in a manner that prevents materials and activities from generating excessive dust and ensures minimum interference with roads, sidewalks, and streets both onsite and offsite.
    3. Provide evidence that the demolition materials including all PCB-Contaminated concrete have been received at a legal disposal location. Such proof may include truck weigh slips from an approved disposal facility or documentation of transfer of title. Transport all materials off site in accordance with applicable Department of Transportation Regulations. All materials leaving the site shall become the property of the Contractor.
  6. Site Restoration
    1. Document the location of any structures that remain in place through construction photographs and by obtaining swing ties to and elevations of any structures to be buried. Progress payments may be withheld if current documentation is not maintained.
    2. Contaminated soil is present below the existing concrete slabs. Engineer to verify satisfactory removal of concrete prior to authorizing Contractor to proceed with excavation of contaminated soils below and around the slabs in accordance with Section 02110. Backfilling shall be not be conducted in accordance with Section 02315 until the Engineer has verified achievement of soil remediation goals following collection of excavation confirmation samples in accordance with Section 02210.
  7. Dust Control
    1. Contractor shall implement fugitive dust suppression to prevent unacceptable levels of dust resulting from demolition operations or other activities required by the Contract Documents. It shall be the Contractor’s responsibility to supervise fugitive dust control measures and to monitor airborne particulate matter, either visually or with dust monitoring equipment.
      1. Comply with applicable provisions of Section 01350 – Health and Safety Plan.
      2. Prevent dust from becoming a nuisance or hazard. During demolition, stockpiles are to be policed and controlled to prevent spreading of the material and generation of dust.
      3. Control dust during the work on-site using calcium chloride and/or water. Cover stockpiles as necessary.
      4. During the Work, all paved road and driveway surfaces shall be scraped and broomed free of soil and debris on a daily basis. The surfaces shall be hosed down or otherwise treated to eliminate active or potential dust conditions and the natural road or wearing surface shall be exposed.
      5. Ensure that the existing equipment, facilities, occupied space, and roadways adjacent to or nearby areas of the work do not come in contact with dust or debris as a result of demolition.
      6. Ensure that all exiting equipment and trucks drive over anti-tracking pads before leaving the site.
      7. Submit for approval, materials proposed for use for dust control, prior to start of the Work.
      8. The Engineer will conduct total particulate (dust) air monitoring using visual observations to document the contractor’s use of appropriate dust controls and their effectiveness.
        No claim for delay will be considered for work stoppage based upon the results of Engineer’s dust monitoring results.
END OF SECTION
02240 Dewatering, Treatment, and Discharge —
DEWATERING, TREATMENT, & DISCHARGE
Part 1 - General
1. 1. SUMMARY
    1. Section Includes
      1. Contaminated groundwater will be generated during excavation and dewatering of Excavation Area 1A. Contaminated groundwater may also be generated should the Contractor elect to dewater excavated soils in steel dewatering boxes. Such groundwater will require special handling and treatment prior to discharge to the City of New Haven sanitary sewer system. Contamination concentrations and depth to groundwater at the time of investigation are documented in the reports listed below in Item 1.2.
      2. Designing, furnishing, installation, maintenance, and operation of a dewatering and contaminated groundwater treatment system.
      3. Treatment and disposal of contaminated water entering excavations.
      4. Transfer of water from soil dewatering boxes to the contaminated groundwater treatment system, in the event dewatering boxes are utilized.
      5. Provide all materials, equipment, labor, and incidentals to store and treat contaminated groundwater to the standards referenced herein, including transport and disposal or recycling of treatment media and residuals generated during decontamination.
      6. Provide all labor, equipment, materials, and incidentals required to install inflow and outflow piping to the treatment unit, including any sampling access points necessary for proper sample collection and a flow meter/totalizer to meter the discharge to the sanitary sewer.
    2. Related Sections
      1. Section 02315 – Excavation, Backfill, and Compaction
      2. Section 02320 – Borrow Material
      3. Section 02110 – Contaminated Soil Excavation
      4. Section 02120 – Transportation and Disposal of Contaminated Materials
  2. REFERENCES
    1. 1. Remedial Action Plan (RAP), Tighe & Bond, Inc., dated January 26, 2024.
      2. Self-Implementing On-Site PCB Cleanup and Disposal Plan (SIP), Tighe & Bond, Inc., July 19, 2024.
      3. PCB Cleanup & Disposal Approval Under 40 CFR Sections 761.61(a) & (c), dated March 26, 2025, issued by EPA.
      4. Connecticut Department of Energy & Environmental Protection (DEEP) General Pretreatment Permit for Significant Industrial User, Dewatering, and Remediation Discharges (SIU GP), effective December 1, 2025.
  3. QUALIFICATIONS
    1. The contractor performing the work described in the specification shall have installed dewatering and contaminated groundwater treatment systems of similar size and complexity for a minimum of five years.
    2. The contractor shall assign their own engineer and pay for their own engineer to supervise the work under this specification section. The engineer shall have at least three years of experience in the design and construction of dewatering and contaminated groundwater treatment systems similar to be used for the work. On-site supervisors shall have a minimum of one year experience in constructing and operating dewatering and treatment systems similar to be used for the work.
    3. Work shall not be started on any dewatering nor any materials ordered until approval of the contractor's qualifications is given. The Owner may suspend the dewatering and treatment work if the contractor substitutes unqualified personnel for approved personnel.
  4. DESIGN REQUIREMENTS
    1. It is the Contractor’s responsibility to determine the expected groundwater generation rate from construction activities, select the appropriate groundwater management and treatment methods, and size its system capacity to meet those dewatering needs.
    2. Keep excavations reasonably free from water. Direct and channel water to the excavation perimeter where dewatering pumps are located.
    3. The dewatering and contaminated groundwater treatment system shall be of sufficient size and capacity necessary to lower and maintain water to an elevation at least one foot below lowest subgrade, and to allow material to be excavated and backfill soils placed in a reasonably dry condition. Where bedrock is present at elevation of the subgrade, dewatering system shall maintain water at the top of the bedrock elevation. The design shall consider the presence of groundwater within fractures in the bedrock. Operate dewatering system continuously until backfill work has been completed in accordance with Sections 02315 and 02320.
    4. Locate dewatering and contaminated groundwater treatment facilities where they will not interfere with utilities and construction work.
    5. The dewatering system shall not cause settlement of existing buildings, structures, or utilities to occur.
    6. Coordinate dewatering design with Excavation Support and Protection; refer to Section 02315. Excavation support and protection design shall consider changes in groundwater conditions and associated earth pressures.
    7. Discharge and Treatment
      1. Water discharge location shall be determined by the Engineer and coordinated with applicable authorities.
      2. The discharge location shall be the existing sanitary lateral for the former building, located along the northwest corner of the Site, see Sheet C-004. The contaminated groundwater treatment systems shall be determined by the Contractor and be capable of treating the contaminated groundwater to comply with all requirements and stipulations of the DEEP SIU GP, including the Effluent Limits for Dewatering and Remediation Wastewater, as specified in the SIU GP for discharge to the sanitary sewer, along with any other restrictions or contaminant concentration limits set forth by the City of New Haven Water Pollution Control Authority (WPCA).
  5. QUALITY ASSURANCE
    1. Contractor shall supply and utilize all materials to adequately install, operate, maintain, and subsequently decontaminated and remove a Contaminated Groundwater Treatment System that conforms to the permitting requirements of the issuing regulatory authority, in addition to metering the instantaneous and total flow of the discharge and properly collecting and disposing of wastes generated from operation of the system.
    2. The Contractor shall comply with all permitting requirements and discharge flow limits established by the issuing regulatory authority.
    3. Contractor shall adapt and modify the Contaminated Groundwater Treatment System(s) as required to maintain compliance with permit conditions at no additional cost.
  6. SUBMITTALS
    1. Qualifications
      1. Dewatering and contaminated groundwater treatment contractor: At time of the bid, submit a list containing at least five projects within the past five years on which the contractor has successfully installed and operated dewatering and contaminated groundwater treatment systems similar to this project. A brief description of each project and a reference shall be included for each project listed. At a minimum, the reference shall include an individual's name and current phone number.
      2. Dewatering and contaminated groundwater treatment system design engineer: At time of the bid, submit a list containing at least three projects within the past five years on which the design engineer has designed and successfully completed installation and use of systems for dewatering and contaminated groundwater treatment systems similar to this project. A brief description of each project and a reference shall be included for each project listed. At a minimum, the reference shall include an individual's name and current phone number.
    2. The Contractor shall have sole responsibility for design, construction, operation, maintenance, flow metering, decontamination, and removal of the dewatering and contaminated groundwater treatment system and all residuals to accomplish the work. The submittals will be reviewed for consistency with the design intent.
    3. It is the Contractor’s responsibility to design and properly size the system to accommodate the anticipated contaminants and dewatering rates based on its construction activities, Publicly Owned Treatment Works (POTW) limitations, and permit requirements. The Contractor is alerted that construction activities may be limited based on permit restrictions or POTW limitations.
    4. Contractor to submit for review and approval, a Groundwater Dewatering, Treatment, and Discharge Plan including working drawings and a design submission describing the dewatering and contaminated groundwater treatment efforts to be employed. The Groundwater Dewatering, Treatment, and Discharge Plan shall be prepared by a qualified Civil Engineer, licensed in the State of Connecticut.
    5. The Groundwater Dewatering, Treatment, and Discharge Plan shall include the following:
      1. Required permits and/or approvals.
      2. Design calculations proving adequacy of system and selected equipment. The dewatering and contaminated groundwater treatment system shall be designed using accepted and professional methods of design and engineering consistent with modern practice. The dewatering and contaminated groundwater treatment system shall include sumps, pumps, deep wells, wellpoints, and/or other equipment, appurtenances, holding/sedimentation tanks, fractionation tanks, carbon or other treatment vessels, flow meters/totalizers, and related earthwork necessary to perform the function.
      3. Dewatering and contaminated groundwater treatment design analysis. Include the following:
        Evaluation of anticipated subsurface conditions.
        Required pump spacing.
        Depth to screen, screen height, and mesh size.
        Backfill and filter pack.
        Pump size.
        Drawdown and steady state flow rates.
        Estimated duration of dewatering to achieve drawdown to the design drawdown elevation.
        Plans for decontaminating and de-silting groundwater before discharge, as applicable and required.
        Size and location of steel dewatering boxes designed specifically for dewatering of soils. Show piping locations from dewatering boxes to treatment system.
        Discussion of the specific contaminants of concern present in the groundwater to be dewatered and treated, contaminant influent concentrations, appropriate treatment media/process, and confirmation that the system will be capable of treating the groundwater to achieve the Effluent Limits for Dewatering and Remediation Wastewater, as specified in the DEEP SIU GP for discharge to the sanitary sewer.
      4. A schematic or diagram showing the arrangement, location, and depths of dewatering system components and all treatment system equipment, well point locations, pump set-ups in excavations, sedimentation control methods, method of conveyance, flow rates, pipe sizes, valve locations, sampling ports, discharge locations, electrical power connection, etc. The Contractor shall also include its assumptions and flow rate calculations related to the sizing of the system.
      5. The Contractor shall detail its method to collect and contain water in its excavations. The Contractor shall also describe in detail its methods for limiting the quantity of water entering the excavation, including shoring, location of well points, limiting excavation size, preventing entry of surface water into the excavation, etc.
      6. Capacities of pumps and standby equipment.
      7. Type and sizes of filters and treatment media.
      8. Identify proposed alignment, support, and protection for discharge pipe and manhole receiving the discharge.
      9. All treatment system components required prior to discharge.
      10. Identify location of discharge and provide details for that location, including proposed connection method to manhole.
      11. Discharge flow metering means and methods. Provide specifications for flow meter/totalizer.
      12. Detailed description of dewatering procedures, maintenance methods, and filter / treatment media replacement and disposal, as applicable.
      13. If dewatering equipment is to remain on site between October 15 and April 15, the Contractor shall include its method to prevent the treatment system equipment from freezing (heat tape, immersion heaters, etc.).
      14. Decommissioning and decontamination procedures prior to demobilization.
    6. Well construction logs. Include:
      1. Descriptions of actual materials encountered, categorized in accordance with Unified Soil Classification System.
      2. Construction details.
      3. Well development procedures and results.
      4. Deviations from original design.
  7. Project/Site Conditions
    1. For subsurface conditions, refer to the January 2024 RAP by Tighe & Bond. Additional data, if required by the Contractor for the Contractor’s design, shall be collected by the Contractor at no additional cost to the Owner.
    2. A RAP prepared by Tighe & Bond, dated January 26, 2024, and an USEPA approved SIP, dated July 19, 2024, are included in the Attachments of the construction documents. The RAP and SIP have been prepared for this Project and are available for information only. The opinions expressed in these plans are those of the Owner’s environmental consultant and represent interpretations of subsoil conditions, tests, and results of analyses conducted by Owner’s environmental consultant. Owner will not be responsible for interpretations or conclusions drawn from this information by the Contractor. Contractor shall review the RAP and SIP to assess any necessary permitting, treatment, testing, or approvals required to complete the work. Additional data, if required by the Contractor for the Contractor’s design, shall be collected by the Contractor at no additional cost to the Owner.
PART 2 - PRODUCTS
1. 1. Fractionation Tanks
    1. Fractionation tanks shall be a totally enclosed steel tanks with a capacity of at least 20,000 gallons. Tank shall be equipped with a sample port to facilitate safe sampling of tank contents. Discharge valve shall be capable of controlling discharge flow rate.
    2. Provide sufficient lengths of hose to reach from the excavation to the fractionation tank.
  2. Settling Tanks
    1. Settling tanks shall be a totally enclosed or open top steel tanks with a minimum capacity to be determined by the Contractor based on the Contractor’s anticipated pumping rate. Discharge valve shall be capable of controlling discharge flow rate.
    2. Provide sufficient lengths of hose to reach from the excavation to the settling tanks.
  3. Treatment System
    1. Activated carbon treatment system sized to treat a minimum of 75 gallons per minute of groundwater with influent total volatile organic compound (VOC) concentrations up to 25 mg/L, total polychlorinated biphenyl (PCB) concentrations up to 50 mg/L, and extractable total petroleum hydrocarbons (ETPH) concentrations up to 100 mg/L. System to include:
      1. Pumps;
      2. Piping;
      3. Bag or cartridge filters;
      4. Carbon treatment vessels;
      5. Influent and effluent sampling ports;
      6. Sufficient piping to the discharge location (manhole);
      7. Discharge flow meter/totalizer capable of measuring and recording instantaneous and cumulative discharge flows.
PART 3 - EXECUTION
1. 1. General
    1. General groundwater management procedures are outlined in the Tighe & Bond RAP, dated January 26, 2024, and the SIP, dated July 19, 2024.
    2. The Owner will obtain the following discharge permit to allow for construction in the dry:
      1. DEEP permit titled “General Pretreatment Permit for Significant Industrial User, Dewatering, and Remediation Discharges” (CTDRW0000).
    3. Obtain the following construction dewatering permits or approvals, as required:
      1. Permits or approvals as required by the Contractor’s dewatering system, including those from local or other authorities, as applicable.
    4. Treatment and testing of water:
      1. Provide treatment devices necessary to meet any and all applicable State and local sanitary sewer discharge requirements.
      2. Engineer to perform all sampling and testing required by the permits and approvals applicable to the work.
    5. Metering of system discharge:
      1. Provide a flow meter/totalizer capable of measuring instantaneous and cumulative flows.
  2. INSTALLATION
    1. Equipment shall be decontaminated prior to arrival at the Project and then decontaminated before it leaves the Project, at no additional cost to the City.
    2. Install a dewatering and contaminated groundwater treatment system to lower and control groundwater in order to permit excavation and placement of backfill materials to be performed under dry conditions and to treat water to the required sanitary sewer discharge limits specified by state and local agencies.
    3. During construction, provide and maintain ample means and devices to promptly remove, treat, and properly dispose of water entering excavations or other parts of the work, whether water is surface water or underground water.
    4. Coordinate locations of wells, well points, or drain lines for dewatering such that locations of dewatering facilities does not delay or inhibit completion of the work.
    5. Coordinate locations of soil dewatering boxes, if utilized.
    6. Keep excavations reasonably free of water.
    7. Make provisions to maintain continuous dewatering, treatment, metering, and discharge.
      1. Provide standby power to maintain dewatering, treatment, and discharge during power outages and interruptions.
      2. Provide 24-hour monitoring by devices or personnel skilled in operation and maintenance of the system, and capable of providing or obtaining work required to maintain system operation.
    8. Intercept and divert precipitation and surface water away from excavations. Use dikes, curb walls, ditches, pipes, sumps, or other means acceptable to Engineer.
    9. Treatment, metering, and disposal of water:
      1. Take actions necessary to ensure that dewatering discharges, including concentrations of contaminants in the treated effluent, comply with permits and approvals applicable to the Project.
      2. Discharge from the contaminated groundwater treatment system to the sanitary sewer shall not exceed 200 gallons per minute (gpm).
      3. Do not drain water into work built or work under construction.
      4. Dispose of water to the sanitary sewer in such a manner as to avoid public nuisance, injury to public health or the environment, damage to public or private property, or damage to the work completed or in progress.
      5. Contractor shall meter the discharge and report the instantaneous and cumulative flow readings on a daily basis to the Engineer.
      6. Under no circumstances shall treated or untreated water be discharged to any surface water body, wetland, ditch, or into any sanitary sewer system which is not specifically authorized under the DEEP SIU GP to be issued to the Project.
      7. The Engineer shall sample discharge water in accordance with permit requirements and will provide laboratory testing results to the Contractor. Engineer shall promptly notify the Contractor of any failing results.
      8. If results of analyses indicate that the water quality does not comply with the DEEP SIU GP Effluent Limits for Dewatering and Remediation Wastewater for sewer discharges or any limits established by the New Haven POTW, the Contractor shall take immediate action to meet the requirements, including, but not limited to, continuing to store any pumped water on-site until an adequate treatment system can be implemented. The design and operation of the treatment system to meet the requirements shall be the sole responsibility of the Contractor. Engineer shall resample the discharge immediately following implementation of corrective measures.
      9. The Contractor shall pay for all fines, penalties and other costs associated with noncompliance of the discharge permits at no additional cost to the State.
  3. Construction
    1. Provide, operate and maintain adequate continuous pumping, diversion, drainage, treatment, metering, and discharge facilities in accordance with the reviewed Groundwater Dewatering, Treatment, and Discharge Plan to maintain the excavated area sufficiently dry from groundwater and/or surface runoff so as not to adversely affect construction procedures nor cause excessive disturbance of underlying natural ground. Provide backup power and devise emergency procedures to maintaining continuous, uninterrupted dewatering, treatment, and discharge operations as necessary.
    2. The Contractor is responsible for operating and maintaining the equipment at all times when dewatering occurs. This includes providing appropriate supervision during evenings, weekends, and holidays. If the system is intended to operate unattended, a remote alarm system acceptable to the Engineer shall be installed to monitor critical system operating parameters and the Contractor shall be responsible for providing rapid emergency response during non-working hours in the event a system malfunction occurs. A list of names and phone numbers shall be displayed in the immediate vicinity of the system for emergency contacts.
    3. Temporarily lower the groundwater level at least one foot below excavations to limit potential “boils”, loss of fines, or softening of the ground. Where bedrock is present at the excavation subgrade, the groundwater level shall be temporarily lowered to the excavation subgrade. If “boils,” loss of fines, or softening of the ground is observed, submit a modified Groundwater Dewatering, Treatment, and Discharge Plan to the Owner within 48 hours. Implement the modified plan and repair any damage incurred at no additional cost to the Owner.
    4. Do not excavate until the dewatering and contaminated groundwater treatment system is operational and the excavation may proceed without disturbance to the final subgrade.
    5. Maintain and operate the dewatering and contaminated groundwater treatment system as required to complete the work as well as with consideration given to the requirements for maintaining a safe and stable excavation support and protection system.
    6. Do not release groundwater to its static level until authorized to do so by the Owner or Engineer.
    7. Control release of groundwater to its static level to prevent disturbance of natural foundation soils or compacted backfills and fills.
    8. The Contractor shall operate the dewatering equipment at a rate that removes the groundwater that naturally infiltrates the excavation. The Contractor shall not cause a hydraulic gradient that draws groundwater into the excavation at an excessive rate. Additional treatment required due to the mobilization of off-site contaminants caused by the Contractor dewatering at an excessive rate will be the responsibility of the Contractor.
    9. Control the rate of discharge to the sewer to the rates and times as indicated in Item 3.2(I)2.
    10. Repair any damage resulting from the failure of the dewatering operations and any damage resulting from the failure to maintain all the areas of work in a suitable dry condition, at no additional cost to the Owner.
    11. The Contractor shall report releases from the groundwater treatment system due to overfilling or equipment/piping failure to the DEEP Spill Response Unit in accordance with RCSA 22a-450 and provide the Engineer with all information, including the DEEP case number. All costs related to spill response associated with the Contractor’s on-site containment or treatment system will be the responsibility of the Contractor.
    12. Removal, decontamination, and disposal of treatment media
      1. Do not remove dewatering and contaminated groundwater treatment system without written approval from the Engineer.
      2. All components of the dewatering and groundwater treatment system shall be properly cleaned and decontaminated prior to demobilization of the system from the site.
      3. Dispose or recycle used treatment media. Contractor shall properly dispose of solids and liquids generated from cleaning and decontamination of the treatment system.
      4. Transport used treatment media from the site in accordance with all applicable state, federal and local laws, regulations and ordinances governing the transport of hazardous wastes.
      5. Secure and sign for any approvals, permits, licenses, manifests or other documentation required for transporting and recycling or disposing of used or unused treatment media.
      6. Provide copies of signed manifests or other proof that all used treatment media have been lawfully disposed of or recycled
      7. Backfill and compact sumps or ditches with crushed stone in accordance with Section 02320 Borrow Material.
      8. Remove well points and deep wells. Backfill abandoned well holes with cement grout having a water cement ratio of 1 to 1 by volume.
  4. Restoration
    1. Restore existing structures to conditions equivalent to those existing prior to the start of work.
END OF SECTION

02260 Excavation Support and Protection —

Part 1 - General

1. Summary
  1. Work of this Section includes work required for protection of excavations or structures through shoring, sheeting and/or bracing.
  2. This work shall consist of all labor, equipment and material in connection with furnishing, installing, and monitoring excavation support and protection measures in accordance with these specifications and as shown on the Contract Drawings.
  3. The Contractor shall have sole responsibility for design, construction, and removal of the excavation support system as necessary to prevent damage to adjacent structures, utilities, streets adjacent to excavations and for safety of persons working within the excavated areas. The excavation support and protection shall be left in place and cut off below grade if removal of the system will be detrimental to existing or new features, with approval of the Engineer and Owner.
  4. Related Sections
    1. Section 02315 – Excavation, Backfill, and Compaction
2. References
  1. ASTM A36 Specification for Structural Steel
  2. ASTM A328 Specification for Steel Sheet Piling
  3. ASTM A563 Specification for Carbon and Alloy Steel Nuts
  4. ASTM A615 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
  5. ASTM A690 Specification for High-Strength Low-Alloy Steel H Piles and Sheet Piling for Use in Marine Environments
  6. ASTM C150 Specification for Portland Cement
  7. ASTM C33 Specification for Concrete Aggregates
  8. ASTM F436 Specification for Hardened Steel Washers
  9. State of California, Department of Transportation (Caltrans), Office of Structure Construction, "Trenching and Shoring" Manual
  10. Post Tensioning Institute (PTI): Post-Tensioning Manual, Chapter 4, Recommendations for Prestressed Rock and Soil Anchors
  11. Greater New Haven Water Pollution Control Authority Standard Specifications, 2017
3. Qualifications
  1. The contractor performing the work described in the specification shall have installed excavation support and protection systems for a minimum of ten years and shall have completed a minimum of 5 projects of similar scope and complexity within the past five years.
  2. The contractor shall assign their own engineer to supervise the work with at least three years of experience in the design and installation of excavation support and protection systems. The use of manufacturer's representatives shall not satisfy these requirements. Rig operators and on-site supervisors shall have a minimum of one year of experience installing excavation support and protection systems with the contractor, and a minimum of five years of experience installing excavation support and protection systems.
  3. The Engineer will approve or reject the contractor's qualifications and staff within 10 working days after receipt of the complete submittal. Work shall not be started on any excavation support and protection systems nor any materials ordered until approval of the contractor's qualifications is given. The Engineer may suspend the excavation support and protection systems work if the contractor substitutes unqualified personnel for approved personnel; the Contractor shall be fully liable for additional costs resulting from the suspension of work and no adjustment in contract time resulting from the suspension of work will be allowed.
4. DESIGN REQUIREMENTS
  1. The Contractor shall be responsible for the design and construction of the excavation support and protection systems. The excavation support structures (sheeting systems or other special excavation techniques) shall be properly designed by a Professional Engineer registered in the State of Connecticut, who practices in a discipline applicable to excavation work and has more than 5 years of experience in the design of excavation support systems. The excavation support and protection systems shall be designed to accommodate an additional 2 feet of excavation below the bottom of excavation shown on the Contract Drawings.
  2. The excavation support and protection systems shall be designed and installed to limit the upward hydraulic gradient into the bottom of the excavation and to sustain all existing and expected loads and utilities, to prevent migration of fine grained materials into the excavation, to prevent all movement to earth which could in any way cause injury to workmen, delay the work or endanger adjacent structures. If detrimental effects result from construction activities, the Contractor shall modify the design, revise construction procedures and/or take measures to mitigate and abate further movement at no cost to the Owner.
  3. The internal lateral bracing shall be located so that the braces shall not pass through walls and/or slabs of existing or proposed structures.
  4. The support system shall provide adequate room to properly perform the installation and to allow for inspection of the installation.
5. Submittals
  1. Monitoring Program based on the Contractor’s assessment of conditions of existing utilities, new building foundation, and other structures, as specified herein. The submittal shall be submitted to the Engineer at least four weeks prior to installation of support of excavation components. The Monitoring Program shall include, but not be limited to, working drawings along with the following information:
    1. Proposed locations of vibration monitors.
    2. Schedule and timing for instrument installation and monitoring:
      1. Timing of each instrument installation.
      2. Timing of monitoring commencement and schedule of monitoring for each instrument.
    3. Operating manuals, specifications and installation procedures for each type of instrumentation.
    4. Documentation of calibration checks on individual instruments and readouts for the vibration monitors, including recalibration after any damage or disturbance.
    5. Procedure to confirm that instruments are working correctly following installation.
    6. Outline of procedures detailing how monitoring will be conducted.
  2. Vibration monitoring daily reports during installation and removal of support of excavation systems including a printout recording peak wave data every 15 minutes during construction operations. The Contractor shall include observations that will help in describing the monitoring results of that day. Daily reports shall be submitted to the Engineer within 48 hours of the data being collected.
  3. Pre-construction Surveys in accordance with Section 1.6A.
  4. Excavation Support Systems Program:
    1. Prepare and submit a written schedule and procedure, along with detailed drawings, of the proposed excavations and excavation support systems.
    2. Include installation procedures; method of concrete placement; excavation sequence; interface details; protection measures for existing structures and facilities; instrumentation and monitoring procedures to check performance, sequence, and method of removal; and contingency plans for excessive wall or foundation movements.
    3. The program shall take into account that excavations cannot extend into adjacent properties above or below grade, unless otherwise indicated. Where tie-backs, soil anchors, soil nailing or similar support systems are required, the Contractor shall be solely responsible for securing permission from adjacent property owners to install such temporary and permanent systems. If the Contractor is unable to secure such permission, support systems shall be installed completely within property boundaries.
      1. Any such permission from adjacent property owners shall be in writing, and the owner's signature, granting such permission, shall be witnessed and properly notarized. Certified copies of all such permissions shall be submitted to the Engineer for record purposes.
  5. Shop Drawings: Submit Shop Drawings and specifications for support systems, lagging, tie-back anchors, and internal bracing. Include the following:
    1. Specific description of field quality control measures.
    2. Details of interface with permanent structures.
    3. Detailed description of tie-back soil anchors, soil nailing, and wales, if used, and the proposed installation procedure, including method of grouting anchors, grout type, and mix proportions.
    4. Details of bracing struts and wales, if used, and the proposed installation procedures, including method and sequence of preloading.
    5. Details of required preloading systems, pre-stressing systems, load measuring facilities, systematic schedule of preloading and pre-stressing operations, and sequence of construction.
    6. Method and details for securing lagging in support system openings.
    7. Proposed method of providing for utility penetrations.
    8. Assembly and erection details of members and connections for the system.
  6. Calculations: Submit appropriate design calculations to support Shop Drawings. Include maximum theoretical deflections of supporting members. Include calculations indicating the expected magnitude of vertical and lateral movement. Include appropriate surcharge loads.
  7. Vibrations: Submit calculations indicating estimated maximum vibration levels resulting from installation and removal of support of excavation system components. Estimated vibrations shall be at a distance of 5 feet from the location of installation.
  8. Professional Engineer's Certification: The excavation support systems program, Shop Drawings, calculations, and test reports shall be prepared, sealed, and signed by a professional civil or structural engineer currently registered in the State of Connecticut. The Contractor shall select an engineer with experience in the design and construction of excavations and excavation support systems and shall submit the selected engineer's resume demonstrating such experience.
  9. Calibration Charts: Submit certified calibration charts for each jack-gage unit used for preloading.
  10. Test Reports: Submit reports of performance tests and proof loading tests of soil anchors, certified by a professional civil or structural engineer currently registered in the State of Connecticut.
  11. As Built Records: Submit as-built records of support systems within 14 days after completion of installation. As-built records shall include, at a minimum: details of the excavation support and protection measures including type and sizes of excavation and support system components; locations of vertical elements (sheet piles, soldier piles, etc.); elevations of the top and tip of vertical elements and conditions encountered at the termination depths of the elements (such as within soil or refusal on bedrock); locations of horizontal elements (tie backs, soil nails, etc.) in both horizontal and vertical directions; lengths and installation angles of horizontal elements; and, any additional pertinent system details.
  12. Licensing Agreement from the City of New Haven.
6. Project Conditions
  1. Contractor shall obtain approved Licensing Agreement from the City of New Haven for work occurring in the right-of-way. Coordinate with the City of New Haven and Private Developer.
  2. Pre-construction Surveys: The Contractor shall submit to the Engineer, for review and approval, pre-construction surveys for existing structures and facilities located above or adjacent to the new construction and which may be affected by the work. These surveys shall include photographs, video, maps, plans, and written descriptions, as necessary to fully document pre-construction conditions. The following key structures located near the site shall be included in the pre-construction surveys, at a minimum:
    1. Sidewalks, pavements, and exterior of buildings with 100 feet of support of excavation systems
    2. Combined storm-sewer utility in River Street immediately north of the Work.
  3. Existing Utilities:
    1. Proceed with caution in areas of utility facilities and structures. Expose existing utilities by hand-excavation or by other methods acceptable to the utility owner.
    2. Design and install excavation support systems so as to prevent damage to existing utilities.
  4. New building foundations will be constructed adjacent to the excavation support and protection system. If the excavation support and protection system is to be removed after completion of the new building foundation, the system shall be removed in a manner that prevents damage to the new building foundation.
  5. Loads: Lateral loads shall not be transferred to new concrete structures by removal of excavation support systems until the new structure has attained its 28-day compressive strength, or except as otherwise indicated.

PART 2 - PRODUCTS

1. EQUIPMENT AND FACILITIES
  1. The Contractor shall furnish all tools, equipment, devices, appurtenances, facilities, and services for the construction and removal (if applicable) of excavation support systems as indicated or required.
  2. In accordance with the Greater New Haven Water Pollution Control Authority Standard Specifications, 2017, the use of vibratory driving hammers is prohibited.
2. MATERIALS
  1. General: Materials for excavation support systems may be new or used, provided they are sound and free from strength-impairing defects.
  2. Soldier Piles/H-Piles: ASTM A690 or ASTM A36 shapes of sizes indicated on reviewed Shop Drawings. Provide soldier pile H-piles of sizes required to contain lagging, sheeting, or planking as indicated.
  3. Soldier Piles/Steel Pipe: API N-80 steel pipe. Provide soldier piles pipes of sizes required and ancillary components to contain lagging, sheeting, or planking as indicated.
  4. Steel Sheet Piling: ASTM A328, continuous interlocking type, of sizes indicated on reviewed Shop Drawings, with suitable handling holes.
  5. Timber: Structural grade lumber with a minimum fiber stress in bending of 1100 psi.
    1. Lagging: Heavy timber boards or planking of sizes indicated on reviewed Shop Drawings. Lagging boards or planking shall be secured and contained in place by soldier piles, with boards inserted in the recesses between the H-flanges or by steel plates welded to pipe piles.
    2. Posts, Struts, and Walers: Heavy timber posts, beams, stringers, and planking, as required, of sizes indicated on Shop Drawings.
    3. Preservative Treatment: Wood members required to be left permanently in place shall be pressure-treated with preservative material in accordance with AWPA C3.
  6. Tiebacks:
    1. Steel Bars or Rods: ASTM A615, Grade 60, threaded steel bars or bars conforming to requirements of ASTM A722 or ASTM F432, as applicable of sizes indicated on reviewed Shop Drawings. Provide complete with header or face plates conforming to ASTM A36 where required, nuts conforming to ASTM A563, and washers conforming to ASTM F436, as indicated or required.
    2. Wire Strands: Single-strand or multiple-strand galvanized steel wire conforming to ASTM A416 or ASTM A586, as appropriate.
    3. Grout: Pumpable concrete, with minimum compressive strength at 28 days of 4,000 psi. Concrete mix shall contain 6.5, 94-pound sacks of cement per cubic yard minimum. Aggregate size shall be commensurate with the space being filled.
3. SOIL ANCHORS
  1. Product Standards: Comply with applicable requirements of PTI Post-Tensioning Manual, Chapter 4, Article 4.5, Soil Anchors. Provide soil anchors complete with stressing anchorage and bearing plates, sheathing and pre-stressing steel, grout and grout tube (if required), and the required drilling equipment.
  2. Bars: ASTM A722 deformed pre-stress threadbars, with a minimum ultimate tensile strength of 150 ksi.
  3. Wire Strand: ASTM A416, Grade 270, low relaxation, seven-wire stress-relieved strand, with ultimate tensile strength of 270 ksi.
  4. Anchorage Grout: Portland cement, aggregate, water, and a manufactured non-corrosive expansive admixture, of suitable aggregate size and consistency for pressure grouting. Grout shall develop a minimum compressive strength at 28 days of 4,000 psi. The Contractor may substitute a high-strength, non-shrink, nonmetallic cementitious grout.

PART 3 - EXECUTION

1. VIBRATION MONITORING
  1. Vibration monitoring shall be performed by the Contractor. Limiting vibration values shall be as follows; the Contractor may employ lower vibration limits as necessary to protect structures, utilities, etc.

Monitored Feature	Limiting Value
Combined storm-sewer utility in River Street nearest the Work	PPV: 0.25 in/sec
New Foundation (reinforced concrete, cured to 100% 28-day compressive strength)	PPV: 1.0 in/sec

1. 1. Contractor shall take all necessary steps so that the Limiting Value is not exceeded. Contractor may be directed to suspend activities in the affected area with the exception of those actions necessary to avoid exceeding the Limiting Value. Contractor’s down time due to suspension of activities shall not be subject to additional cost to the Owner.
  2. The Engineer may stop work if measured vibrations exceed the Limiting Values. The Contractor shall take immediate remedial action if excessive vibrations occur during performance of the work. All construction activities shall be immediately halted when vibrations exceed the Limiting Values and shall not be resumed until after implementation of approved remedial measures.
  3. Provide seismographs for monitoring the peak particle velocities of ground or structure vibrations resulting from construction activities. Provide MiniMate Pro 4 as manufactured by Instantel, Inc., or approved equal with the following minimum features:
    1. Seismic range: 0.005 to 10 inches per second with an accuracy of plus or minus 5 percent of the measured peak particle velocity at frequencies between 10 and 100 Hz, and with a resolution of 0.01 inch per second or less.
    2. Flat frequency response: 2 to 200 Hertz.
    3. Three component triaxial velocity transducer.
    4. Capable of internal dynamic calibration.
    5. Self-triggering waveform capture mode that provides the following information: plot of wave forms, peak particle velocities, peak overpressure, frequencies of peaks.
    6. Histogram-combination monitoring mode capable of recording peak velocities for each 15-minute time period supplemented with full two-second self-triggering waveforms for events above threshold values.
    7. Continuous monitoring mode shall be capable of recording single-component peak particle velocities, and frequency of peaks with an interval of one minute or less.
    8. Computer software for performing continuous monitoring, data downloading, analysis and producing reports. Marked with a unique identification number.
  4. Vibration Monitors
    1. The Contractor shall measure vibrations at features specified herein.
    2. Provide at minimum, one vibration monitor at the location of the existing combined storm-sewer utility in River Street nearest the Work during installation and removal of the support of excavation. Provide at minimum, one vibration monitor at the location of the new building during removal of the support of excavation, if the support of excavation system is to be removed.
  5. If the excavation support system monitoring criteria/requirements are not satisfied, immediately stop work and perform repairs necessary for reinstatement of a functional system, as well as restoration of foundation soil and damaged structure resulting from such inadequacy or failure by Contractor, at no additional cost to Owner.
2. GENERAL REQUIREMENTS
  1. Perform preparatory work to discover, protect, maintain and restore utilities, foundations or other facilities located in close proximity of the excavation support and protection system.
  2. Conduct pre-excavation to remove obstructions along the alignment of the excavation support and protection system which will interfere with installation of the excavation support and protection system.
  3. Install the excavation support and protection system, including the installed wall and bracing system, outside the limits of the permanent structure. Construction tolerances (e.g., wall verticality) and lateral wall deflections as a result of excavation and other activities shall be considered in determining the plan location.
  4. Excavation shall not proceed more than 2 ft. below the bracing level, anywhere within the excavation support limits, until the entire level of bracing is completely installed, if applicable.
  5. The first level of bracing, if applicable, shall be installed within 5 ft. of the ground surface prior to any excavation below this level.
3. INSTALLATION REQUIREMENTS
  1. Install excavation support and protection system for safety and preservation of existing improvements.
  2. Construct support systems in accordance with reviewed Shop Drawings and in a manner that will ensure that supported faces will be stabilized. Provide for additional soil pressure caused by adjacent surcharge loads.
  3. No part of the excavation support systems that will remain permanently in place shall be placed or allowed to deflect within the limits of permanent structures.
  4. Piles and vertical members of excavation support systems shall be within 1.0 percent of plumb and within 2 inches of the plan location indicated on reviewed Shop Drawings.
  5. Install lagging members as indicated and in a manner which will prevent loss of soil. Wedge lagging members against undisturbed earth or place compacted fill or slurry fill into voids behind lagging.
  6. Do not use combustible waste or similar material for packing or soil retention in excavations.
4. INSTALLATION OF SOLDIER PILES AND LAGGING
  1. Install soldier piles in accordance with the reviewed Shop Drawings. Contractor is notified that the use of vibratory hammers for installation of soldier piles is prohibited.
  2. Provide timber lagging or reinforced precast concrete members, secured in place to soldier piles, contained in the recesses between the H-flanges or pipe pile plates. Install lagging horizontally with no gaps between boards or precast members.
  3. As installation progresses, backfill voids between excavation face and lagging with sand or soil rammed into place. Provide drainage matting or burlap where necessary to allow drainage of ground water without loss of soil or sand packing.
  4. If unstable material is encountered during excavation, take suitable measures to contain such material in place and to prevent soil displacement.
5. INSTALLATION OF SHEET PILING
  1. Install sheet piles in accordance with the reviewed Shop Drawings. Contractor is notified that the use of vibratory hammers for installation of sheet piles is prohibited.
  2. Install sheet piles in plumb position, with each pile interlocked with adjoining pile for its entire length so as to form a continuous diaphragm throughout the length of each run of wall. Install to depth required by the reviewed Shop Drawings.
  3. Provide installation method so that interlocking members can be extracted, if required, without injury to adjacent fills, structures and/or utilities.
  4. Do not install piles within 100 feet of concrete less than seven days old.
  5. Methods of driving, cutting, and splicing shall conform with reviewed Shop Drawings and procedures.
6. SUPPORT SYSTEMS WITH BRACING AND TIEBACKS
  1. Requirements: Provide walers, struts, rakers, shores, and tie-backs as necessary to support excavation faces retained by posts, soldier piles, or concrete slurry walls.
  2. Internal Bracing:
    1. Provide walers where required, at each level of bracing. As excavation proceeds, place walers on open face of support system wall. Wedge, drypack, and otherwise provide tight bearing between walers and support system wall, with ample bearing areas to provide uniform transfer of loads.
    2. Provide struts with intermediate bracing as needed to enable struts to carry the design load without distortion or buckling.
    3. Provide diagonal bracing as needed for stability of the system.
    4. Include web stiffeners, plates, angles, or bracing as needed to prevent rotation, crippling, or buckling of connections and points of bearing between structural members. Allow for eccentricities caused by field fabrication and assembly.
    5. Install and maintain internal bracing support members in tight contact with each other and with the surface being supported.
    6. Design internal bracing support members for maximum loads which may occur during excavation and removal stages.
  3. Tie-Backs:
    1. Provide tie-back anchorage system as indicated or required. Install tie-back system in accordance with reviewed Shop Drawings.
    2. Tie-backs shall not extend onto adjacent properties, except as specified in Section 1.5-D.3.
    3. Install manufactured tie-back or anchorage systems in accordance with the manufacturer's instructions.
    4. Stress installed tie-backs to proof loads indicated on reviewed Shop Drawings. Tie-backs which lose more than five percent of applied proof loads or deflect more than 6 inches shall be reinforced and strengthened to withstand applied proof loads.
    5. Apply proof loads as herein specified and provide means to measure each load application within an accuracy of plus or minus five percent.
    6. After load-test approval, reduce tie-back proof load to the design load, and encase tie-back anchorage and bars or rods in grout, lean concrete, or compacted backfill, as indicated, maintaining the design load until tie-backs are fixed in place. Provide a method of fixation that will limit the load loss to not more than five percent of the design load in the transfer of loads from the jacks to the support system.
  4. Proof Loading:
    1. Perform proof loading of internal bracing members and tie-backs, including struts, shores, and similar members. Employ procedures that will produce uniform loading on bracing members and tie-backs without inducing eccentricities or overstressing and distortion.
    2. Perform and accomplish proof loading by reviewed load testing or jacking procedures. Submit detailed Shop Drawings of proposed load testing and jacking procedures.
    3. Apply proof loads as soon as possible after bracing and tie-backs are installed in accordance with methods, procedures, and sequences as indicated on reviewed Shop Drawings.
    4. Coordinate excavation work with installation of bracing and tie-backs and with the application of proof loading. Provide steel shims and wedges, welded or bolted in place, to help maintain the proof-loading force on the bracing and tie-backs after release of load-testing pressures.
  5. Creep Tests on Tie Backs:
    1. Load test tie-backs for creep at each level of support in the excavation, at the first installation on each side of the excavation, at horizontal intervals not exceeding 500 feet, and wherever a significant change occurs in the soil in which the tie-backs are anchored.
    2. Perform a 24-hour load test on one out of each 100 tie-back anchors. Perform tests by applying the proof load and maintaining it constant for 24 hours.
    3. Keep records of axial movement with incremental applications of the load, and the amount and time of load fall-off with no pumping of the jack or axial movement during the 24-hour period that the proof load on the anchor is maintained.
    4. Redesign the tie-back system to attain specified limits if, during the 24-hour period, the axial deformation of the tie-back system exceeds 0.20 inch, or the decrease in jack pressure without pumping is more than five percent after correcting for temperature changes.
7. SOIL ANCHORS
  1. Requirements: Provide soil anchors for all locations indicated on reviewed Shop Drawings. Soil anchors may be used for tie-backs specified in Section 3.6 herein as appropriate.
  2. Installation and Testing Standards: Soil anchors shall be installed and tested in accordance with applicable requirements of PTI Post-Tensioning Manual, Chapter 4, Article 4.5, Soil Anchors.
  3. Installation:
    1. Angle tolerances shall be within one degree of those indicated on reviewed Shop Drawings.
    2. Deviation from planned orientation shall be no more than 2 inches in 10 feet.
    3. Drilling of anchor holes shall be by a proven system that utilizes a hollow stem auger or other approved method as appropriate for the soil conditions.
    4. Clean or redrill any hole that caves, sloughs, or otherwise does not provide suitable anchorage.
    5. Use spacers or sheathing to ensure that anchor tendons do not contact wall of drill hole. Maintain at least 2 inches of grout space around each tendon.
    6. Do not extend adjustment screws on cross braces or centerhole jacks used for loading soil anchors beyond manufacturer's recommendations or two-thirds of threaded length, whichever is more restrictive.
    7. Each jack used to stress tendons shall be equipped with a pressure gage for determining the jacking load applied to the tendon. Pressure gages shall have an accurate reading dial at least 4 inches in diameter or a clearly readable digital display.
    8. The tensioning process shall be conducted so that the tension being applied and the elongation of the pre-stressing steel may be measured at all times. A record shall be kept of gage pressures, elongations, and anchorage seating values and shall be submitted for record.
    9. Grout shall be injected at the lowest part of the anchor. Grout may be placed through the stem of the auger, through grout hoses, tubes, or pipes. Non-rigid hoses shall be attached to the lower end of the anchor with a break-away attachment that permits the hose to be removed as grout is placed. Pump pressure shall be maintained as grout hose or tube is removed.
    10. Locate soil anchors so as not to damage or destroy active utility facilities. Any deviation shall obligate the Contractor to repair, replace, or otherwise restore such damage to the satisfaction of the utility owner.
  4. Tests: Test each soil anchor after being grouted for its entire bond length and after grout has attained a minimum compressive strength of 3000 psi. One anchor or one percent of anchors in any wall section, whichever is greater, shall be designated as a performance test anchor. Performance test anchors shall be installed and tested prior to placement of production anchors. All production anchors shall be proof tested.
8. REMOVAL OF EXCAVATION SUPPORT SYSTEMS
  1. If removal is required wholly or in part, perform such removal in a manner that will not disturb or damage adjacent buildings, structures, construction, or utilities. Fill voids immediately with lean concrete or with approved backfill compacted to the relative compaction for the location as specified in Section 02315 – Excavation, Backfill and Compaction.
  2. Excavation support systems that are left in place shall be cut off a minimum of 5 feet below the level of surfaces to be constructed, finished, or restored.
  3. Excavation support systems shall be left in place until the concrete walls and structures to receive the transferred loading from the removed support system have reached 100 percent of the specified compressive strength at 28 days. Demonstrate with strength test results that the concrete has reached the specified strength before load transfer from the support system to the concrete structure may be performed.
  4. Repair damage to properties resulting from removal work.
9. RESTORATION
  1. Restore existing structures to conditions equivalent to those existing prior to the start of work, including repair of settlement-related damage.

END OF SECTION

02280 Site Utility Abandonment —
SITE UTILITY ABANDONMENT
PART 1 - GENERAL
1. 1. SUMMARY
    1. This section specifies the work to be performed by Contractor for abandonment of utilities at the Project Site.
    2. Section Includes:
i. Removal and abandonment of pipe.
ii. Abandonment of below-grade utilities and related facilities including but not necessarily limited to electric, tel-data, CATV, conduits, utility structures sewerage, grease traps, drainage, gas, and water, fire protection on, or serving the Project Area as shown on the Drawings or indicated herein or as required by the respective utility company.
c. Contractor shall coordinate work between all Subcontractors, sections, and trades required for the proper completion of the work.
d. Contractor is responsible for the health and safety of all Subcontractor workers during progress of the work.
e. Related Sections
1. 1. 1. 1. Section 02320, Borrow Material
2. SUBMITTALS
1. 1. 1. Abandonment procedures required by the owner of each utility prior to performing the work of utility termination/cutting/capping/plugging.
    2. Material specifications and shop drawings for all materials and equipment furnished under this section, prior to performing the work of utility abandonment.
    3. As-built drawings showing locations of all terminated/cut/capped/plugged utilities and service disconnections at or before project close-out.
PART 2 - PRODUCTS
1. 1. MATERIALS
    1. Comply with the material specifications required by the owner of each utility. Where such material specifications may conflict with this Specification, utility owner’s requirements shall prevail.
    2. Borrow Material: Meet the requirements of Section 02320, Borrow Material.
    3. Portland Cement: ASTM C 150, Type II.
    4. Mortar Aggregate: ASTM C 144, standard masonry type, clean, dry, free of deleterious materials.
    5. Concrete: Design of mix in accordance with ASTM C-94, ASTM C-150, Type II Portland Cement, washed and graded sand, and aggregate with maximum size of 1-inch; or pre-packaged concrete mix with maximum aggregate size of 1-inch, ASTM C 387. Minimum 28-day compressive strength of 4000 psi.
    6. Masonry Mix: Washed and graded mason sand, lime, and Portland Cement, ASTM C 270; or pre-packaged, dry, sand/lime/cement mortar mixture, ASTM C 387. Minimum 28-day compressive strength of 1200 psi.
    7. Water: Potable, free of deleterious materials.
    8. Solid Concrete Masonry Unit: ASTM C55, sized per pipe diameter to minimize requirements for cutting.
    9. Controlled Low Strength Material (CLSM) is a self-consolidating, rigid setting material to be used in backfills, fills, structural fills and elsewhere as indicated on the plans, or as directed by the Engineer. The flow and set time characteristics of CLSM shall be designed to meet the specific job conditions. All CLSM material covered by this specification shall be designed to be hand excavatable at any time after placement. It shall be composed of a mixture of portland cement, aggregate, and water with the option of using fly ash, slag cement, air-entraining agents, and other approved admixtures.
Materials: All materials utilized in the CLSM mix design shall be in accordance with the applicable requirements of Article M.03.01
           Composition: The composition of the CLSM shall be in accordance with the requirements set forth in Article M.03.01-General Composition of Concrete Mixes, as well as the applicable sections of ACI 229R.
           The Contractor shall submit each proposed mix design, with all supporting data, to the Engineer for review and approval at least two weeks prior to its use. The setting time of CLSM materials shall be designed so as to achieve the strength necessary to comply with the time constraints called for under the Maintenance and Protection of Traffic requirements of the project specifications. The use of chloride accelerators is not permitted. The minimum compressive strength of the CLSM material shall be 30 pounds per square inch (psi) and the maximum compressive strength of the CLSM shall be 150 pounds per square inch (psi) when tested in accordance with ASTM D4832 after 56 days. The CLSM mix design shall utilize a nominal maximum size of No. 8 aggregate as specified in M.01.01.CLSM mixes shall have a minimum of 20% entrained air when tested in accordance with AASHTO T152.
PART 3 - EXECUTION
1. GENERAL
a. Notify Call Before You Dig (CBYD) and obtain CBYD tracking number.
b. Notify utility owners in reasonable advance of the work and request the utility owner to stake out on the ground surface the underground facilities and structures. Notify the Engineer in writing of any refusal or failure to stake out such underground utilities after reasonable notice.
c. Contractor is solely responsible for providing coordination and obtaining permits with owners of the various utilities serving, or present at, the Project Site as required to complete termination and demolition work. Coordinate as required for termination of service, temporary termination of service, relocation of facilities, abandonment of facilities, demolition of facilities, cutting, capping, and bracing. Comply at all times with the procedures for terminations of utility services as required by the owner of each utility serving, or present at, the Project Site.
d. When utilities are encountered that are not indicated on the drawings, notify Engineer before proceeding with work in such area.
e. For brick sanitary sewer abandonment, CLSM shall only be placed when the ambient temperature is at least 32° F and rising. CLSM material shall be deposited within 2 hours of initial mixing. CLSM may be placed by chutes, conveyors, buckets or pumps depending upon the application and accessibility of the site. Should voids or cavities remain after the placement of the CLSM, the Contractor shall modify the placement method or flow characteristics of the CLSM. Voids or cavities which have not been filled properly shall be corrected as directed by the Engineer and at the Contractor's expense.
2. UTILITY TERMINATION
1. 1. 1. Terminate utilities serving the Project Site as indicated on the Drawings. Terminate, cut, cap, or plug utilities in accordance with each utility owner’s requirements, including, but not necessarily limited to, scheduling of inspections by utility company personnel, permits, licenses, approvals, insurance, or bonds.
3. DEMOLITION
a. Do not demolish any utility until termination has been verified.
b. Unless identified on the Drawings to remain, remove and dispose of all overhead and underground utilities and related systems and appurtenances on the Project Site, including but not necessarily limited to water, electric, sanitary sewer, storm sewer, miscellaneous drainage, heating facilities, communications, exterior lighting supplies; utility poles, light standards, utility foundations, supports and ancillary equipment; hydrants and other similar supply facilities, valves and meters; site drainage and catch basins and related structures; sanitary sewerage piping, manholes, pumps, and related facilities; and other miscellaneous plumbing, piping and conveyances.
1. 1. BACKFILL
    1. Replace soil material excavated for utility removal, termination or abandonment in accordance with applicable Specifications.
Backfilling to grade is required with Compacted Granular Fill.
Imported Compacted Granular Fill material is required.
1. 1. 1. Provide OSHA-compliant barriers or smooth edges of all excavations to produce a stable slope, with smooth grade transitions and no vertical cuts from top of slope to lower limits of the excavation in compliance with the requirements of OSHA. Maximum slope into any excavated area under ideal soil conditions shall be 1 to 1 ½, vertical : horizontal.
5. PROTECTION
1. 1. 1. Contractor shall take measures to protect from damage those utilities, or portions thereof, which are designated to remain. Provide protection as required such as marking, blocking, bracing, stabilizing, supporting, and retaining.
    2. Utilities to remain damaged by Contractor shall be repaired/replaced to the satisfaction of the utility owner at Contractor’s expense.
6. DOCUMENTATION
1. 1. 1. Contractor shall provide as-built documentation for each utility termination, including location, depth, and method and material of construction for termination. Such as-built documentation shall be on the appropriate site plans.
    2. Contractor shall physically mark the location of each subsurface utility termination with a surveyor’s stake, with such stake identifying the utility type and depth below grade. Where the use of stakes at a utility termination location may be inappropriate, Contractor shall provide staking at an adjacent location(s) and include appropriate offset dimensions or other suitable demarcation.
END OF SECTION

02315 Excavation, Backfill, and Compaction —

EXCAVATION, BACKFILL, & COMPACTION

Part 1 - General

1. SUMMARY
  1. Section Includes
    1. Excavation, backfill, and compaction or buildings, retaining walls and other structures
    2. Excavation, backfill, and compaction for subsurface utilities
    3. Protective and Shield Systems
    4. Excavation, backfill, and compaction for the abandonment of existing pipe
  2. Related Sections
    1. Section 01570 – Temporary Controls
    2. Section 02240 – Dewatering, Treatment, & Discharge
    3. Section 02260 – Excavation Support and Protection
    4. Section 02320 – Borrow Materials
2. REFERENCES
  1. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft³ (2,700 kN-m/m³))
  2. ASTM D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method
  3. ASTM D2487 - Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
  4. ASTM D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
  5. 29 CFR Part 1926 Subpart P - OSHA Excavation Regulations 1926.650 through 1926.652 including Appendices A through F
  6. State of Connecticut Department of Transportation, Standard Specifications for Roads, Bridges, Facilities and Incidental Construction, Form 819
  7. Manual on Uniform Traffic Control Devices for Streets and Highways, U.S. Department of Transportation, Federal Highway Administration, latest edition
3. DEFINITIONS
  1. Benching - A method of protecting employees from cave-ins by excavating the sides of an excavation to form one or a series of horizontal levels or steps, usually with vertical or near-vertical surfaces between levels.
  2. Excavation - Any man-made cut, cavity, trench, or depression in an earth surface, formed by earth removal.
  3. Licensed Environmental Professional - A person who is registered by the State of Connecticut to render Hazardous Waste Site Cleanup Activity Opinions.
  4. Protective System - A method of protecting employees from cave-ins, from material that could fall or roll from an excavation face or into an excavation, or from the collapse of adjacent structures. Protective systems include earth retention systems, sloping and benching systems, shield systems, and other systems that provide the necessary protection.
  5. Registered Professional Engineer - A person who is registered as a professional engineer in the state where the work is to be performed. However, a professional engineer, registered in any state is deemed to be a "registered professional engineer" within the meaning of this standard when approving designs for "manufactured protective systems" or "tabulated data" to be used in interstate commerce.
  6. Shield System - A structure that is designed to withstand the forces imposed on it by a cave-in and thereby protects employees within the structure. Shields can be permanent structures or can be designed to be portable and moved along as work progresses. Additionally, shields can be either pre-manufactured or job-built in accordance with 29 CFR 1926.652(c)(3) or (c)(4). Shields used in trenches are usually referred to as "trench boxes" or "trench shields."
  7. Sloping - A method of protecting employees from cave-ins by excavating to form sides of an excavation that are inclined away from the excavation so as to prevent cave-ins. The angle of incline required to prevent a cave-in varies with differences in such factors as the soil type, environmental conditions of exposure, and application of surcharge loads.
  8. Trench - A narrow excavation (in relation to its length) made below the surface of the ground, of at least three feet in depth. In general, the depth is greater than the width, but the width of a trench (measured at the bottom) is not greater than 15 feet (4.6 m).
4. SUBMITTALS
  1. Drawings and calculations for each Protective System required in the Work. Submittal shall be of sufficient detail to disclose the method of operation for each of the various stages of construction required for the completion of the Protective Systems.
    1. Submit calculations and drawings for Protective Systems, prepared, signed and stamped by a Professional Engineer registered in the state where the work is performed.
  2. Performance data for compaction equipment to be utilized.
  3. Modified Proctor Test results and soil classification for all proposed backfill materials.
  4. Compaction test results.
  5. City of New Haven Excavation Permit.
  6. Solidification Plan. Solidification of excavated soils may be required in the event that the Contractor’s dewatering efforts do not sufficiently reduce free draining liquids in excavated soils to acceptable levels for over the road transportation to the Contractor’s-selected disposal facility and to meet the Contractor’s-selected disposal facility requirements for acceptance.
5. QUALITY CONTROL
  1. Modified Proctor Test (ASTM D1557) results and soil classification (ASTM D2487) shall be performed by the Contractor and submitted to the Engineer for all proposed backfill materials at the frequency specified below:
    1. For borrow materials; perform tests at frequency specified in Section 02320 – Borrow Materials.
  2. Compaction test results (i.e. ASTM D6938 or ASTM D1556) shall be performed by the Contractor and submitted to the Engineer at a frequency of one test for every 100 cubic yards of material backfilled and at a minimum of one test per lift. The Contractor shall plan operations to allow adequate time for laboratory tests and to permit taking of field density tests during compaction.
    1. Methods and equipment proposed for compaction shall be subject to prior review by the Engineer. Compaction generally shall be performed with vibrating equipment. Static rolling without vibration may be required by the Engineer on sensitive soils that become unstable under vibration. Displacement of, or damage to existing utilities or structure shall be avoided. Any utility or structure damaged thereby shall be replaced or repaired as directed by the Engineer.
    2. Additional compaction testing may be required when there is evidence of a change in the quality of moisture control or the effectiveness of compaction.
      1. Any costs associated with correcting and retesting as a result of a failure to meet compaction requirements shall be borne by the Contractor.
    3. If all compaction test results within the initial 25% of the total anticipated number of tests indicate compacted field densities equal to or greater than the project requirements, the Engineer may reduce frequency of compaction testing. In no case will the frequency be reduced to less than one test for every 500 cubic yards of material backfilled.
  3. The Contractor is cautioned that compaction testing by nuclear methods may not be effective where trenches are so narrow that trench walls impact the attenuation of the gamma radiation, when adjacent to concrete that impacts the accuracy of determining moisture content, or where oversize particles (i.e. large cobbles or coarse gravels) are present. In these cases, other field density testing methods may be required.
  4. When testing or subgrade review identify, in the opinion of the inspection agent or Engineer or their representative that subgrades, fills or backfills have not achieved the required degree of compaction required, scarify and moisten or aerate, or remove and replace soil materials to the depth directed, recompact, and retest to the satisfaction of the inspection agent or Engineer or their representative.
  5. Contractor is responsible for maintaining prepared subgrades after review of subgrades by the Engineer. Contractor shall notify the Engineer if subgrades become exposed to water, freezing conditions, disturbance, or other conditions that may negatively impact the suitability of subgrades after initial review by the Engineer.
6. QUALITY ASSURANCE
  1. All Excavation, Trenching, and related Protective Systems, including Earth Retention Systems, shall comply with the requirements of OSHA excavation safety standards (29 CFR Part 1926 Subpart P) and other State and local requirements. Where conflict between OSHA and State regulations exists, the more stringent requirements shall apply.
  2. The Engineer shall review subgrades and fill/backfill placement and compaction at the frequencies determined by the Engineer. Contractor shall notify the Engineer at least 48 hours prior to placement of backfill. Backfill shall not be placed over subgrades until subgrades have been prepared as described herein and the Engineer or their representative has reviewed the prepared subgrades or notified the Contractor that review is not required for the location of consideration.
7. PROJECT CONDITIONS
  1. Notify Call Before You Dig and obtain Call Before You Dig identification numbers.
  2. In accordance with City of New Haven regulations, Contractor shall obtain an Excavation Permit from the City. Contractor is responsible for all applicable permit fees, the cost of which shall be included in the bid.
  3. Notify utility owners in reasonable advance of the work and request the utility owner to stake out on the ground surface the underground facilities and structures. Notify the Engineer in writing of any refusal or failure to stake out such underground utilities after reasonable notice.

PART 2 - PRODUCTS

1. SOIL MATERIALS
  1. Fill material is subject to the approval of the Engineer and may be either material removed from excavations that is deemed by the Engineer to be environmentally appropriate or borrow from off site. Fill material, whether from the excavations or from borrow, shall be of such nature that after it has been placed and properly compacted, it will make a dense, stable fill.
  2. Satisfactory fill materials shall include materials classified by ASTM D 2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, SW, and SP. Additional requirements are included in Section 02320 – Borrow Materials.
  3. Satisfactory fill materials shall not contain trash, refuse, vegetation, masses of roots, individual roots more than 18 inches long or more than 1/2 inch in diameter, stones over 6 inches in diameter, asphalt pieces, ash, slag, or clinkers. Unless otherwise stated in the Contract Documents, organic matter shall not exceed minor quantities and shall be well distributed.
  4. Fill type shall be as indicated below and/or as shown on the drawings:

Location	Acceptable Materials
Areas beneath Footings, Floor Slabs or Structures	Granular Fill, Gravel Borrow, Crushed Stone
Structure Backfill	Granular Fill, Gravel Borrow, Crushed Stone
Areas within 10’ of Existing or Proposed Building or Structure Footing or Slab	Granular Fill, Gravel Borrow, Crushed Stone
Areas Beneath Pavements	Granular Fill, Gravel Borrow, Crushed Stone
Landscaped Areas	Ordinary Fill, Granular Fill, Gravel Borrow, Crushed Stone

1. 1. Satisfactory fill materials shall not contain frozen materials nor shall backfill be placed on frozen material.
  2. Excavated surface materials such as gravel or trap rock that are salvaged may be used as a sub-grade material, if processed to the required gradation and compacted to the required degree of compaction. In no case shall salvaged materials be substituted for the required gravel base. In no case shall salvaged asphalt be used as backfill.
  3. Environmentally clean concrete slabs remaining after PCB-contaminated concrete slabs have been removed, and on-site environmentally clean remnant concrete foundation walls and footings that are salvaged and determined by the Engineer to be suitable for reuse, may be used as a sub-grade material below at least 27 inches from finished grade, if processed to the required gradation and compacted to the required degree of compaction.
2. Solidification Materials
  1. Solidification materials are included in Section 01230.

PART 3 - EXECUTION

1. PREPARATION
  1. Public Safety and Convenience
    1. Adhere to local, state and Federal requirements for all excavation work.
    2. Take precautions for preventing injuries to persons or damage to property in or about the Work.
    3. Provide safe access for the Owner and Engineer at site during construction.
    4. Do not obstruct site drainage, natural watercourses or other provisions made for drainage.
2. construction
  1. Provide Sloping, Benching and Protective Systems necessary for safety of personnel and protection of the Work, adjacent work, utilities and structures. Maintain Sloping, Benching, and Protective Systems for the duration of the Work. Remove Protective Systems, unless designated to be left in place, in a manner that will not endanger the construction or other structures. Backfill and properly compact all voids left or caused by the withdrawal of Protective Systems.
  2. Protective Systems and/or Shield Systems
    1. Provide Protective Systems and/or Shield Systems necessary for safety of personnel and protection of the Work, adjacent work, utilities and structures.
    2. Maintain Protective Systems and/or Shield Systems for the duration of the Work requiring these systems.
    3. Remove Protective Systems and/or Shield Systems in a manner that will not endanger the construction or other structures. Backfill and properly compact all voids left or caused by the withdrawal of Protective Systems and/or Shield Systems.
    4. Excavation Support and Protection requirements are included in Section 02260 - Excavation Support and Protection.
  3. Excavation
    1. Perform excavation to the lines and grades indicated on the Drawings. Backfill unauthorized over-excavation in accordance with the provisions of this Section, at no additional cost to the Owner.
    2. Excavate with equipment selected to prevent damage to existing utilities or other facilities. Hand excavate as necessary to locate utilities or avoid damage.
    3. Sawcut the existing pavement in the vicinity of the excavation prior to the start of excavation in paved areas, so as to prevent damage to the paving outside the requirements of construction. The sawcut shall be neat in appearance with no ragged lines; trim pavement as necessary.
    4. Prior to backfilling or placement of structures, excavate and/or prepare subgrades as follows:
      1. Excavated subgrades consisting of existing fill or native gravelly sand shall be proof compacted with either 10 passes of a 10-ton vibratory drum roller for open excavations or 6 passes of a large, reversible, walk behind vibratory compactor capable of exerting a minimum force of 2,000 pounds in trench or pit excavations. Existing fill shall be reviewed by the Engineer or their representative for suitability to remain in place. Unsuitable existing fill as well as soft or weak spots, if encountered, shall be over-excavated and replaced with compacted Granular Fill, Gravel Borrow or compacted Crushed Stone wrapped in a non-woven geotextile, as directed by the Engineer or their representative. The extent of over-excavation and replacement shall include the footing or retaining wall base block bearing zone, as applicable, which is defined by a 1H:1V plane extending downward and outward from one foot beyond the edge of footing or edge of retaining wall base block. Cobbles or boulders protruding the subgrade shall be removed and backfilled with Granular Fill or Gravel Borrow prior to proof compaction to ensure proper ground contact with the compaction equipment. If proof compaction will prove detrimental to the subgrade due to the presence of groundwater, static rolling may be allowed at the discretion of the Engineer or their representative.
    5. If satisfactory materials are not encountered at the design subgrade level, excavate unsatisfactory materials to the depth directed by the Engineer and properly dispose of the material. Backfill the resulting extra depth of excavation with satisfactory fill materials and compact in accordance with the provisions of this Section.
    6. Soil bearing surfaces shall be protected against freezing and the elements before and after concrete placement. If construction is performed during freezing weather, structures shall be backfilled as soon as possible after they are constructed. Insulating blankets or other means shall be used for protection against freezing as necessary.
    7. Perform excavation in such a manner as to prevent disturbance of the final subgrade. The Engineer may require the final six inches of excavation be performed by hand, with the use of a smooth-faced bucket, or other means acceptable to the Engineer, at no additional cost if subgrade disturbance is considered excessive as judged by the Engineer.
      1. Grade the excavation bottom to provide uniform bearing and support for the bottom quadrant of each section of pipe.
      2. Excavate bell holes at each joint to prevent point bearing.
      3. Remove stones greater than 6 inches in any dimension from the bottom of the trench to prevent point bearing.
    8. Protect excavated subgrades from exposure and infiltration of precipitation, runoff, or other sources of water, such that subgrades do not become softened or disturbed. Based on the relatively high percentage of fines within the on-site soils, the Contractor is notified that if the on-site soils are exposed and saturated by water (precipitation, snow melt, runoff, etc.), then the soils will become excessively wet and not suitable as a subgrade. Subgrades that become unsuitable due to exposure and saturation of water shall be removed and replaced by the Contractor at no additional cost to the Owner.
    9. During excavation, material satisfactory for backfill shall be stockpiled in an orderly manner at a distance from the sides of the excavation equal to at least one half the depth of the excavation, but in no case closer than 2 feet. Coordinate stockpiling with the Sloping, Benching and Protective Systems.
      1. Excavated material not required or not suitable for backfill shall be removed from the site and disposed of in accordance with local, State and Federal laws and regulations.
      2. Perform grading to prevent surface water from flowing into the excavation.
      3. Pile excavated material in a manner that will endanger neither the safety of personnel in the excavation nor the Work itself. Avoid obstructing sidewalks and driveways.
      4. Hydrants under pressure, valve pit covers, valve boxes, manholes, curb stop boxes, fire and police call boxes, or other utility controls shall be left unobstructed and accessible until the Work is completed.
    10. Grade or create berms or swales to direct surface water from excavations to appropriate structures designed to accommodate storm water. If no structures exist, direct water to areas that minimize impacts to adjacent structures and properties.
    11. For pipe trenches, make trenches as narrow as practicable and keep the sides of the trenches undisturbed until backfilling has been completed. Provide a clear distance of 12 inches on each side of the pipe.
  4. Backfill and Compaction
    1. Unless otherwise specified or indicated on the Drawings, use satisfactory environmentally clean material removed during excavation for backfilling trenches. The Engineer may require stockpiling, drying, blending and reuse of materials from sources on the Project.
    2. Spread and compact the material promptly after it has been deposited. When, in the Engineer’s judgment, equipment is inadequate to spread and compact the material properly, reduce the rate of placing of the fill or employ additional equipment.
    3. When excavated material is specified for backfill and there is an insufficient amount of this material at a particular location on the Project due to rejection of a portion thereof, consideration will be given to the use of excess material from one portion of the Project to make up the deficiency existing on other portions of the Project.
      1. Use borrow material if there is no excess of excavated material available at other portions of the Project.
    4. Backfilling and compaction methods shall attain 95% of maximum dry density at optimum moisture content as determined in accordance with ASTM D1557.
    5. Do not place stone or rock fragment larger than six inches in greatest dimension in the backfill.
      1. Where Crushed Stone is placed, the Crushed Stone shall be compacted with heavy compaction equipment to achieve an unyielding subgrade.
    6. Maximum loose lift height for backfilling existing or borrow material shall be 12 inches.
    7. Do not drop large masses of backfill material into the trench endangering the pipe or adjacent utilities.
    8. Install pipe in rock excavated trenches on a ¾-inch Crushed Stone bedding with a minimum depth of 6 inches. Shape the stone bedding at the pipe bells to provide uniform support. Encase the pipe in the ¾-inch Crushed Stone bedding to a grade 6 inches over the top of the pipe and the full width of the trench.
    9. Backfill from the bottom of the trench to the centerline of the pipe with the specified material. This initial backfill is to be placed in layers of no more than 6 inches and thoroughly tamped under and around the pipe. This initial backfilling shall be deposited in the trench for its full width on both sides of the pipe, fittings and appurtenances simultaneously.
    10. Electrical conduit not encased in concrete, shall be backfilled with sand borrow conforming to the requirements of Section 02320 – Borrow Materials. The backfill shall be placed in the trench for its full width and shall extend to 12 inches over the conduit.
    11. Where excavation is made through permanent pavements, curbs, paved driveways, or paved sidewalks, or where such structures are undercut by the excavation, place the entire backfill to sub-grade with granular materials and compact in 6 inch layers, unless satisfactory compaction is demonstrated otherwise to the Engineer through field-testing. Use approved mechanical tampers for the full depth of the trench. If required, sprinkle the backfill material with water before tamping so as to improve compaction. Any trenches improperly backfilled, or where settlement occurs, shall be reopened to the depth required to correct the problem, and shall then be refilled and properly compacted with the surface restored to required grade at no additional expense.
    12. The Contractor shall not place backfill against or on structures until they have attained sufficient strengths to support the loads to which they will be subjected, without distortion, cracking, or other damage. As soon as possible after the structures are adequate, they shall be backfilled with suitable backfill material.
    13. Place and compact backfill around manholes, vaults, pumping stations, gate boxes or other structures in six inch layers unless satisfactory compaction is demonstrated otherwise to the Engineer through field-testing, from a point one foot over the pipe. Exercise care to protect and prevent damage to the structures.
  5. Dewatering
    1. Perform dewatering in accordance with Section 02240 – Dewatering, Treatment, & Discharge.
3. PROTECTION
  1. Protection of Existing Structures
    1. All existing foundations, subsurface utilities, conduits, wall, pipes, wires, poles, fences, property line markers and other items which the Engineer decides must be preserved in place without being temporarily or permanently relocated, shall be carefully supported and protected from damage by the Contractor. Should such items be damaged, they shall be restored by the Contractor to at least as good condition as that in which they were found immediately before the Work began.
    2. The Contractor shall be responsible for protection of all off-site features from being impacted by the Work, including, but not limited to, nearby structures such as buildings, tanks, towers, buried utilities, roadways, sidewalks, etc., as applicable. The Contractor shall be responsible for familiarizing themselves with the site and nearby off-site features to the extent necessary. The Contractor shall be responsible for performing documentation and monitoring of such features as needed to verify the features are protected against damage from the Work, including performing any pre- and post-construction surveys, and deformation or vibration monitoring deemed necessary by the Contractor for their protection.
  2. Protection of Soil Materials
    1. Construct and maintain stockpiles of on-site or borrow materials for reuse/use.
    2. Soils stockpiled for reuse or intended to be excavated shall be properly maintained by the Contractor. Stockpiling and stockpile maintenance, and sequencing of excavation of soil intended for use as fill, shall be the sole responsibility of the Contractor. Based on the relatively high percentage of fines within the on-site soils, the Contractor is notified that if the on-site soils are exposed to water (precipitation, snow melt, runoff, etc.), then the soils will become excessively wet and not suitable for reuse unless allowed to sufficiently dry or amended (such as blending with coarser aggregate, addition of lime, or other means). The use of fine-grained soil as fill is applicable during periods of construction when the climate and moisture are favorable for reusing fine-grained soils. During wet environments, soils containing elevated fine-grained soils may be unsuitable for reuse.
    3. Replace soils that become excessively wet with imported material meeting the applicable requirements stated in Section 02320 – Borrow Materials or amend the soil to achieve the required degree of compaction. Legally dispose of excess soils.
  3. Accommodation of Traffic
    1. Streets and drives shall not be unnecessarily obstructed. The Contractor shall take such measures at his own expense to keep the street or road open and safe for two-way traffic unless otherwise indicated.
    2. Construct and maintain such adequate and proper bridges over excavations as may be necessary or as directed for the safe accommodation of pedestrians and vehicles. Provide substantial barricades at crossings of trenches, or along the trench to protect the traveling public.
    3. Where deemed necessary, such additional passageways as may be directed shall be maintained free of such obstructions. All material piles, open excavations, equipment, and pipe which may serve as obstructions to traffic shall be protected by proper lights, signage, or guards as necessary.
    4. All traffic controls shall be in accordance with the Manual on Uniform Traffic Control Devices for Streets and Highways, latest edition.
  4. Erosion and Sedimentation Control
    1. Take all necessary steps to prevent soil erosion.
    2. Plan the sequence of construction so that only the smallest practical area of land is exposed at any one time during construction.
    3. Temporary vegetation and/or mulching shall be used to protect critical areas exposed during construction as judged by the Engineer.

END OF SECTION

02317 Underground Warning Tape —

UNDERGROUND WARNING TAPE

Part 1 - General

1. SUMMARY
  1. Section Includes
    1. Underground Warning Tape
2. SUBMITTALS
  1. Shop Drawing Submittals
    1. Product Data

PART 2 - PRODUCTS

1. MATERIALS
  1. Metallic warning tape for underground piping shall be polyethylene tape with metallic core for easy detection and location of piping with a metal detector.
  2. Tape shall be 6 inches wide.
  3. Tape shall be as manufactured by Seton Name Plate Corp., New Haven, CT; Presco Detectable Underground Warning tape, Sherman, Texas; Blackburn Manufacturing, Neligh, NE; Mercotape, Hachensach, NJ; or approved equal.
  4. The warning tape shall be heavy gauge 0.004 inch polyethylene and shall be resistant to acids, alkalis and other soil components. It shall be highly visible in the following colors with the associated phrases stamped in black letters and repeated at a maximum interval of 40 inches.

Type of Utility	Color	Warning Message
Sanitary Sewer	Green	CAUTION - SANITARY SEWER BURIED BELOW
Storm Drain	Green	CAUTION - STORM DRAIN BURIED BELOW
Water	Blue	CAUTION – WATER LINE BURIED BELOW
Electric	Red	CAUTION – ELECTRIC LINE BURIED BELOW
Telephone / Communications	Orange	CAUTION – TELEPHONE LINE BURIED BELOW
Gas	Yellow	CAUTION – GAS LINE BURIED BELOW

1. 1. The tape shall be of the type specifically manufactured for marking and locating utilities.

PART 3 - EXECUTION

1. INSTALLATION
  1. All buried pipe and fittings shall be installed with metallic-lined underground warning tape located approximately 18 inches below grade to allow detection by a metal detector.

END OF SECTION

02320 Borrow Materials —
BORROW MATERIALS
Part 1 - General
1. 1. SUMMARY
    1. Section Includes
      1. Gravel Borrow
      2. Processed Aggregate Base
      3. Processed Coarse Aggregate
      4. Bedding Material
      5. Granular Fill
      6. Sand Borrow
      7. Stone Borrow
      8. Recycled Materials
    2. Related Sections
      1. Section 02075 – Geosynthetics
      2. Section 02315 – Excavation, Backfill, and Compaction
      3. Section 02320 – Dewatering, Treatment, and Discharge
  2. REFERENCES
    1. ASTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates
    2. ASTM C117 – Standard Test Method for Materials Finer than 75 µm (No. 200) Sieve in Mineral Aggregates by Washing
    3. ASTM D1556 – Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method
    4. ASTM D1557 – Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lb./ft3)
    5. ASTM D2487 – Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)
    6. ASTM D6938 – Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
    7. AASHTO – Standard Specification for Transportation Materials and Methods of Sampling and Testing
    8. State of Connecticut Department of Transportation Standard Specifications for Roads, Bridges, and Incidental Construction Form 819.
  3. SUBMITTALS
    1. Provide sieve analysis (ASTM C136) from certified soils testing laboratory for all borrow materials. Take and test a sample for each 1,500 c.y. of borrow material.
      1. All borrow materials shall be tested once unless more frequent testing is deemed necessary by the Engineer or Owner due to material variation.
    2. Provide modified proctor analysis (ASTM D1557) from certified soils testing laboratory for all borrow materials.
      1. All borrow materials shall be tested once unless more frequent testing is deemed necessary by the Engineer or Owner due to material variation.
    3. The Engineer reserves the right to require more frequent testing than that which is specified above should the borrow characteristics change.
    4. A Certificate of Clean Fill must be provided to Engineer and Owner for approval prior to delivery of any and all fill material including but not limited to mineral soil, borrow material, structural fill, processed fill material, loam, or topsoil to be placed on site during the course of the Work. The Certificate must include laboratory analytical reports for all material to be used at the site on a basis of one sample per every 500 cubic yards or lesser portions thereof.
Analytical reports must demonstrate that the proposed material does not contain concentrations of contaminants including but not limited to: petroleum hydrocarbons, semi volatile organic compounds (SVOCs), volatile organic compounds (VOCs), pesticides, herbicides, metals at concentrations exceeding the Industrial/Commercial Direct Exposure Criteria and GB Pollutant Mobility Criteria as listed in the Connecticut Remediation Standard Regulations Section 22a-133k-1 to 22a-133k-3 of the Regulations of Connecticut State Agencies. Clean Fill shall also not contain any detectable concentrations of polychlorinated biphenyls (PCBs) or asphalt bits, ash, slag, or clinkers or other solid waste.
No fill material shall be placed on site until Contractor has received approval from Engineer. Engineer and Owner reserve the right to collect and analyze samples from any proposed fill material prior to or after delivery to the site and to allow use of off-specification material at their sole discretion.
The Certificate must clearly state the following and be signed by an authorized signatory employed by the Contractor:
1. 1. 1. Volume of material to be used
    2. Process by which the material was obtained
    3. Location of origin and summary of current and past site uses of the location of origin
    4. Statement from Contractor that the analytical reports included with the Certificate represent the specific material to be used at the site
    5. Statement that the Contractor does not know or have reason to believe that the proposed fill material contains foreign materials or contaminants.
4. QUALITY ASSURANCE
1. 1. 1. No borrow shall be placed prior to the approval of Samples by the Engineer.
    2. Provide access to the borrow site for field evaluation and inspection.
5. PROJECT/SITE CONDITIONS
1. 1. 1. Existing Conditions
      1. Comply with any environmental requirements and restrictions.
      2. Keep all public and private roadway surfaces clean during hauling operations and promptly and thoroughly remove any borrow or other debris that may be brought upon the surface before it becomes compacted by traffic. Frequently clean and keep clean the wheels of all vehicles used for hauling to avoid bringing any dirt upon the paved surfaces.
PART 2 - PRODUCTS
1. 1. GRAVEL BORROW
    1. Gravel Borrow shall consist of materials meeting the requirement of Item M.02.03 and M.02.06 (“Rolled Granular Base”), Grading C of CTDOT Standard Specifications for Roads, Bridges, Facilities and Incidental Construction, Form 819.
    2. Materials for Gravel Borrow shall consist of sound, tough, durable particles of bank or crushed gravel, or reclaimed miscellaneous aggregate, or mixtures thereof with the resultant uniform blend containing no more than 2% by weight of asphalt cement. All materials shall be free from thin or elongated pieces, lumps of clay, loam, or vegetable matter. Binder may be added and incorporated by approved methods as specified elsewhere.
    3. Gravel Borrow shall have a percentage of wear, by the Los Angeles Abrasion Test, of not more than 50.
    4. Gravel Borrow shall conform to the following gradation:
Sieve
Percent Passing
1½ in.
100
¾ in.
45 – 80
¼ in.
25 – 60
No. 10
15 – 45
No. 40
5 – 25
No. 100
0 – 10
No. 200
0 – 5
e. Gravel Borrow shall be deemed sufficiently non-plastic based on one of the following determinations:
1. 1. 1. 1. If the fraction of the dry sample passing the No. 100 mesh sieve is 4% or less by weight, no plastic limit test shall be made.
      2. If the fraction of the dry sample passing the No. 100 mesh sieve is greater than 4% and not greater than 8% by weight, that fraction shall not have sufficient plasticity to permit the performing of the plastic limit test using AASHTO Method T 90.
f. If the fraction of the dry sample passing the No. 100 mesh sieve is greater than 8% by weight, the sample shall be washed; and the additional material passing the No. 100 mesh sieve shall be determined by AASHTO Method T 146, except that the No. 100 mesh sieve will be substituted for the No. 40 mesh sieve where the latter is specified in AASHTO Method T 146. The combined materials that passed the No. 100 mesh sieve shall not have sufficient plasticity to permit the performing of the plastic limit test using AASHTO Method T 90.
1. 1. PROCESSED AGGREGATE BASE
    1. Processed Aggregate Base shall consist of sound, tough, durable particles of bank or crushed gravel. The materials shall be free from thin or elongated pieces, lumps of clay, loam or vegetable matter. Processed Aggregate Base shall meet the requirements of Item M.02.03 and M.02.06, Grading A of CTDOT Standard Specifications for Roads, Bridges, Facilities and Incidental Construction, Form 819.
    2. Processed Aggregate Base shall conform to the following gradation:
Sieve
Percent Passing
3½ in.
100
1½ in.
55 - 100
¼ in.
25 – 60
No. 10
15 – 45
No. 40
5 – 25
No. 100
0 – 10
No. 200
0 – 5

c. Stockpile the processed materials in such a manner to minimize segregation of particle sizes. All Processed Aggregate Base shall come from approved stockpiles.
3. PROCESSED COARSE AGGREGATE
1. 1. 1. Processed Coarse Aggregate shall be either gravel, broken stone at the option of the Contractor. However, only one type of coarse aggregate shall be used on the project unless otherwise permitted by the Engineer. Processed Coarse Aggregate shall meet the requirements of Item M.05.01-2 of CTDOT Standard Specifications for Roads, Bridges, Facilities and Incidental Construction, Form 819.
    2. Processed Coarse Aggregate shall conform to the following gradation:
Sieve
Percent Passing
2½ in.
100
2 in.
95 - 100
¾ in.
50 – 75
¼ in.
25 – 45
No. 40
5 – 20
No. 100
2 – 15

c. Stockpile the processed materials in such a manner to minimize segregation of particle sizes. All Processed Coarse Aggregate shall come from approved stockpiles.
4. BEDDING MATERIAL
1. 1. 1. Bedding Material shall consist of No. 6 Crushed Stone as defined herein.
5. GRANULAR FILL
1. 1. 1. Granular Fill shall be used as fill or backfill material. Granular Fill shall consist of inert material that is hard, durable stone and sand, free from loam and clay, surface coatings and deleterious materials. The coarse aggregate shall have a percentage of wear, by the Los Angeles Abrasion Test, of not more than 50.
    2. Gradation requirements for Granular Fill shall conform to gradation of the following:
Sieve Size
Percent Passing
6 inches
95 - 100
No. 10
30 - 95
No. 40
10 - 70
No. 200
0 - 15
c. Existing subsurface materials may be re-used as granular fill, regardless of its gradation, provided it is environmentally appropriate, free of organics, debris, stones greater than two thirds the lift thickness in diameter, or other unsuitable material, and is placed to the required degree of compaction and to a firm and stable condition. Brick or concrete shall be crushed to smaller than 2 inches in its longest dimension, mixed thoroughly with the soil to create a homogeneous backfill material, and shall not compose more than 20 percent of the backfill volume. Existing cobbles and boulders, if present, shall be removed from the material prior to reuse.
d. Site soils containing greater than 15% fines (material passing the No. 200 sieve) shall not be used in locations that require free draining materials such as immediately beneath pavement. It shall be noted that some of the existing site soils have a relatively high fine-grained content, which will make them difficult to place and compact to the required degree of compaction and to a stable condition when excessively wet, and therefore not be suitable for use.
6. SAND BORROW
1. 1. 1. Borrow material shall be supplied from an off-site borrow area approved by the Engineer. Testing of the off-site Sand Borrow shall be at the Contractor’s expense.
    2. Sand Borrow shall consist of clean, inert, hard, durable grains of quartz or other hard, durable, rock, free from loam or clay, surface coatings and deleterious materials. Material consisting of frozen clogs, ice and snow will be rejected.
    3. Sand Borrow shall conform to the gradation of Item M.01.04-Fine Aggregate of CTDOT Standard Specifications for Roads, Bridges, Facilities and Incidental Construction, Form 819 as follows:
Sieve
Percent Passing
3/8 in.
100
No. 4
95 - 100
No. 8
80 – 100
No. 16
50 – 85
No. 30
2 5 – 60
No. 50
10 – 30
No. 100
2 – 10

7. STONE BORROW
1. 1. 1. Crushed Stone shall meet the requirements of Item M.01.01 and M.01.02 of CTDOT Standard Specifications for Roads, Bridges, Facilities and Incidental Construction, Form 819.
      1. No. 6 Crushed Stone (nominal ¾ inch diameter stone) shall meet the gradation requirements of Table M.01.02-2, No. 6.
Sieve Size
Percent Passing
1 inch
100
¾ inch
90 – 100
½ inch
20 – 55
3/8 inch
0 – 15
No. 4
0 - 5
1. 1. 1. 1. No. 3 Crushed Stone (nominal 2 inch diameter stone) shall meet the gradation requirements of Table M.01.02-2, No 3.
Sieve Size
Percent Passing
2½ inch
100
2 inch
90 – 100
1½ inch
35 – 70
1 inch
0 – 15
½ inch
0 - 5
1. 1. 1. 1. Crushed Stone placed in total thickness greater than 6 inches shall be wrapped in a Group 2 non-woven geotextile filter fabric in accordance with Section 02075 – Geosynthetics.
  2. RECYCLED MATERIALS
    1. Recycled concrete (RC) that has been obtained from the site and is free from rebar and mesh may be placed as an aggregate. The RC shall be crushed and/or processed on-site to meet particle size as defined herein for the specific borrow material.
PART 3 - EXECUTION
1. 1. INSTALLATION
    1. Prior to the placement of borrow material, site preparation shall be completed as required by the Contract Documents and approved by the Engineer.
    2. Ensure that all materials are properly stockpiled on site to prevent contamination by other materials.
    3. Place borrow material over the entire area in uniform lifts and compact in accordance with Section 02315 – Excavation, Backfill and Compaction.
    4. Utilize on-site soils prior to using off-site borrow provided on-site soils meet the requirements of the specifications.
    5. Utilize Gravel Borrow in all locations where a surface treatment has not been specified but requires a firm finish surface.
    6. Processed Aggregate Base is intended to provide a stable foundation for driveways, sidewalk and roadway repair where a gravel base has been specified.
    7. Borrow shall be used as a replacement for unsuitable materials where poor soil conditions are encountered during the progress of the work, where approved by the Engineer. Borrow type will be determined by the Engineer. Borrow material used as a replacement for unsuitable soil is not intended to be an aid to dewatering.
    8. Shape borrow used for pipe foundation material so that it supports the pipe properly and will not damage the pipe, bells, collars, or the pipe fittings.
    9. Place all borrow to keep it free of other materials and to prevent segregation.
    10. Maintain and repair all eroded areas during the life of this contract at no additional cost to the Owner.
END OF SECTION
02370 Soil Erosion and Sediment Control —
SOIL EROSION AND SEDIMENT CONTROL

Part 1 - General
1. 1. SUMMARY
    1. Section Includes
      1. Dust control
      2. Drainage and erosion control
      3. Haybales and siltation fence
      4. Sediment trapping devices
1. 1. 1. Related Sections
      1. Section 02315 – Excavation, Backfill, & Compaction
2. SUBMITTALS – NOT USED
PART 2 - PRODUCTS
1. HAYBALES
a. Haybales required for siltation control shall be wire tied bales of the type normally used for siltation or erosion control or construction projects.
2. FILTER FABRIC
1. 1. 1. Filter fabric siltation fencing shall be a woven filter fabric having a weight of at least 2.5 ounces per square yard, a thickness of at least 17 mils, a coefficient of permeability of not less than 0.0009 centimeters per second and allows a water flow rate of a minimum 40 gallons per minute per square yard. The material shall have a high sediment filtration capacity, high slurry flow and minimum clogging characteristics. The material shall be equal to FW-300 as manufactured by Mirafi, Inc., Charlotte, North Carolina; Amoco 2130 by Nilex, Inc., Centennial, CO; MISF 180 by Mutual Industries, PA; or equal.
3. SEDIMENT TRAPPING DEVICES
1. 1. 1. Sediment trapping devices shall be Siltsack®, Dandy Bag II®, or equal.
4. MULCH
1. 1. 1. Hay mulch shall consist of mowed cured grass, clover, alfalfa, timothy, oats, or wheat. No salt hay shall be used.
PART 3 - EXECUTION
1. 1. dust control
    1. Control dust during the Work. Use a mechanical street sweeper as needed or at the request of the Engineer.
    2. Prevent dust from becoming a nuisance or hazard. During construction, excavated material and open or stripped areas are to be policed and controlled to prevent spreading of the material.
    3. Control dust during the work on-site using calcium chloride and/or water.
    4. During the Work on-site, all paved road and driveway surfaces shall be scraped and broomed free of excavated materials on a daily basis. The surfaces shall be hosed down or otherwise treated to eliminate active or potential dust conditions and the natural road or wearing surface shall be exposed.
    5. Ensure that the existing equipment, facilities, and occupied space adjacent to or nearby areas of the work do not come in contact with dust or debris as a result of concrete demolition, excavation or surface preparation for coatings.
    6. Control dust by the construction of temporary wooden frame/polyethylene sheeting walls and covering enclosures separating adjacent or nearby areas and equipment from the Work site.
  2. Drainage and erosion control
    1. Control erosion and siltation during the construction through mulching, haybales, siltation fencing, diversion and control of storm water run-off, ponding areas and similar methods.
    2. Provide and maintain sediment trapping systems.
    3. Discharge surface runoff from any disturbances to the site into silt containment basins. Utilize siltation prevention measures including haybale and geotextile fences before discharge to drainage systems.
    4. Control surface waters within the construction area through the use of temporary culverts.
    5. Install sediment trapping devices in catch basins located in existing paved areas with sediment trapping devices to minimize the transport of sediment through the subsurface stormwater collection system.
  3. Haybales and siltation fence
    1. Place and maintain both haybales and a staked filter fabric siltation fence along the entire length of the proposed construction between the area of construction and where shown on the Drawings or required by permit.
    2. Install haybales by anchoring bales butted together to existing ground with at least 2 stakes per bale. The stake shall be a minimum of 2-inch square cross section and shall be long enough to penetrate 12 inches into the ground. Replace deteriorated haybales. Remove and dispose of the haybales following the successful growth of vegetation in the areas disturbed by the construction. Haybales shall not be removed until their removal is approved by the Engineer.
    3. Install a filter fabric siltation fence in addition to the staked haybales, prior to construction and remove after full surface restoration has been achieved. Install the siltation fence parallel and immediately adjacent to the haybales as shown on the Drawings. Install as follows:
      1. Hand shovel excavate a small trench on the upstream side of the desired fence line location.
      2. Unroll the siltation fence system, position the post in the back of the trench (downhill side), and hammer the post at least 1½ feet into the ground.
      3. Lay the bottom 6 inches of the fabric into the trench to prevent undermining by storm water run-off.
      4. Backfill the trench and compact.
4. RESTORATION
1. 1. 1. Provide erosion control, seed and mulch and netting for surface restoration of areas disturbed during construction activities.
    2. Provide temporary stabilization of disturbed areas that remain inactive greater than 14 consecutive days to minimize erosion. Methods to minimize erosion may include but are not limited to:
      1. Spreading straw and/or providing temporary planting stabilization.
      2. Installing jute netting.
      3. Preparing surfaces to increase the runoff flow path, reduce the runoff flow velocity, or create small storage pockets to retain surface flows. Methods of accomplishing this include using mechanical devices such as track equipment or sheep’s foot rollers.
    3. Place mulch on seeded areas. Use jute netting on areas having a slope greater than 3 horizontal to 1 vertical, to anchor the mulch until a satisfactory growth is obtained. If seeding is not possible because of the time of the year, apply mulch and netting to stabilize the area until such time as seed can be sown.
    4. Provide grading, refertilizing, reseeding, remulching and/or netting to maintain the restored areas until the Work is accepted by the Owner.
    5. See Section landscape specifications for seed requirements.
5. CLEANING
1. 1. 1. Remove any sediment that builds up around the haybales or catch basins.
    2. Clean sediment trapping devices periodically during the Work. Devices shall be cleaned on a weekly basis, or more frequently if the devices become clogged.
    3. Clean catch basins that collect sediment as a result of the Work.
END OF SECTION

02503 Testing of Sanitary Sewer and Storm Drainage —

TESTING OF SANITARY SEWER AND STORM DRAINAGE

Part 1 - General

1. SUMMARY
  1. Section Includes

1. 1. 1. Testing of Storm Drainage Systems
    2. Testing of Gravity Sewer Systems

PART 2 - PRODUCTS (not used)

PART 3 - EXECUTION

1. TESTING OF STORM DRAINAGE SYSTEMS

a. Storm drainage pipes shall be sighted to ensure that pipes are straight between structures, correctly sloped, clean of debris and sediment and generally free flowing. Alignment shall meet the requirements of Paragraph 3.2.G.

b. Storm drainage structures shall be sighted to ensure that all structures are clean of debris and sediment, have frames, covers, grates, inverts, sumps, and other specified appurtenances installed.

c. All PVC or HDPE drainage pipe shall be tested for deflection in accordance with Paragraph 3.2.E after forty-five (45) days from completion of backfill operations.

2. TESTING OF GRAVITY SANITARY SEWER SYSTEMS

1. 1. All gravity sewers shall be tested for allowable leakage by low pressure air test or by an infiltration/exfiltration water test as described herein.
  2. Low Pressure Air Test

1. 1. 1. After completing backfill of a section of pipe including laterals, conduct a line acceptance test using low-pressure air. The test shall be performed according to the specified procedures and under the supervision of the Engineer. Follow the testing procedures outlined below.
    2. Seal test pneumatic plugs before use in the actual test installation. Lay one length of pipe on the ground and seal at both ends with the pneumatic plugs to be checked. Introduce air into the plugs to 25 psig. Pressurize the sealed pipe to 5 psig. The plugs shall hold against this pressure without bracing and without movement of the plugs out of the pipe.
    3. After a manhole reach of pipe has been backfilled and cleaned, and the pneumatic plugs have been checked, place the plugs in the line at each manhole and inflate to 25 psig. Introduce low pressure air into this sealed line until the internal air pressure reaches 4 psig greater than the average back pressure of any groundwater that may be over the pipe. Allow a minimum of two minutes for the air pressure to stabilize. After the stabilization period (3.5 psig minimum pressure in the pipe), disconnect the air hose from the control panel to the air supply. The portion of the line being tested has passed the test if the time required in minutes for the pressure to decrease from 3.5 to 2.5 psig (greater than the average back pressure of any groundwater that may be over the pipe) is not be less than the time shown for the given diameters and lengths in Table 1 at the end of this section.
    4. Air tests shall cover a 1.0 psig pressure drop; 0.5 psig pressure drop tests are not acceptable.
    5. In areas where groundwater is known to exist, install a one-half inch diameter capped pipe nipple, approximately 10 inches long, through the manhole wall on top of one of the sewer lines entering the manhole. The nipple shall be installed at the time the sewer line is installed. Immediately prior to the line acceptance test, determine the elevation of the groundwater by removing the pipe cap, blowing air through the pipe nipple to remove any obstructions, and then connecting clear plastic tube to the nipple. Hold the hose vertically and measure the height after the water has stopped rising in this plastic tube. Divide the height in feet by 2.3 to establish the pressure in pounds per square inch (psig) that will be added to all readings. (For example, if the height of water is 11-1/2 feet, then the added pressure will be 5 psig. This increases the 3.5 psig to 8.5 psig, and the 2.5 psig to 7.5 psig. The allowable drop of one pound per square inch and the timing remain the same.)
    6. The maximum starting test pressure should not exceed 9 psig, regardless of groundwater level above the pipe. If the groundwater level is such that the added pressure would be greater than 5.5 psig (12.7 feet), the pipe section may be tested using a starting pressure of 9 psig.
    7. Each pipe nipple installed to measure groundwater levels should be recapped subsequent to the air testing procedure to prevent future infiltration.
    8. As an alternative to installing a pipe nipple in a manhole to measure the height of groundwater, excavate a test pit over the pipe to determine the height of groundwater.

c. Vacuum Test for Manholes - Gravity Sewer Lines

1. 1. 1. After a manhole has been constructed, conduct a manhole acceptance test using the following vacuum test procedure:
      1. Plug all lift holes with an approved non-shrink grout.
      2. Plug all pipes entering the manhole, taking care to securely brace the plug from being drawn into the manhole.
      3. Place the test head at the inside of the top of the precast concrete cone section and inflate the seal in accordance with the manufacturers' recommendations.
      4. Draw a vacuum of 10 inches of mercury and shut off the vacuum pump. With the valves closed, measure the time for the vacuum to drop to 9 inches. The manhole shall pass if the time is greater than:

1 min. 0 sec. for 0-ft. to 10-ft. deep manholes

1 min. 15 sec. for 10-ft. to 15-ft. deep manholes

1 min. 30 sec. for 15-ft. to 25-ft. deep manholes

If the manhole fails the initial test, make repairs with a non-shrink grout. Retest until a satisfactory test is obtained.

d. Infiltration/Exfiltration Test

1. 1. 1. All gravity type sewers shall be subjected to either an infiltration or an exfiltration test unless otherwise specified. The type of test required will be contingent upon groundwater conditions in the area where lines are to be tested. These tests shall include losses or gains through manholes as well as through pipe walls and joints, as well as through house connection fittings and pipe. No building shall be connected to a newly installed sewer until the sewer has been satisfactorily tested.
    2. Where lines are installed in areas having a high groundwater level, conduct an infiltration test of a minimum four hour duration under the supervision of the Engineer. Isolate various sections of the sewer using of watertight plugs and measure the quantity of water entering the pipe during a predetermined time. If the conditions are such that groundwater table varies depending on surrounding influence and time of the year or if the table elevation is unknown at the time of testing, excavate test holes as directed by the Engineer.
    3. Where lines are installed in relatively dry areas, conduct an exfiltration test. Conduct this test by isolating various sections of the line using watertight plugs and filling the line with water to a predetermined level. Determine the loss of water in a predetermined time by measuring the quantity of water required to refill the line to the original level.
    4. The Engineer will determine the length of line to be tested at one time, depending on the grade of the sewer.
    5. Include losses through manholes in determining the loss in a line. For exfiltration test, fill manholes to the bottom of the cone or flat top section and allow to stabilize before beginning test. Refilling to reference line may be required before commencing test.
    6. The maximum acceptable loss, through either infiltration or exfiltration, shall not exceed 100 gallons per mile per 24 hours per inch of diameter of the pipe tested. When two or more pipeline sections are tested at the same time, the allowable leakage for the shortest section shall be used as the acceptable loss for the entire length being tested.

e. Allowable Deflection Test for PVC or HDPE Pipe (Sewer or Drain Pipe) - Unless otherwise specified, all gravity and drain PVC or HDPE pipe shall be tested for allowable deflection in accordance with the procedure noted below.

1. 1. 1. Pipe deflection measured not less than 45 days after the backfill has been completed as specified shall not exceed 5 percent. Deflection shall be computed by multiplying the amount of deflection (average outside diameter less twice the average wall thickness diameter when measured) by 100 and dividing by the nominal diameter of the pipe.
    2. Deflection shall be measured with a rigid mandrel (Go-No-Go) device cylindrical in shape and constructed with a minimum of nine or ten evenly spaced arms or prongs. Submit drawings of the mandrel with complete dimensions for each diameter of pipe to be tested. Hand pull the mandrel through all sewer and drain lines.
    3. Uncover any section of pipe not passing the mandrel and replace the bedding and backfill to prevent excessive deflection. Retest repaired pipe immediately upon backfilling of trench until acceptable.
    4. Retest the repaired section of pipeline from manhole to manhole again after the 45 day backfill period until acceptable.

f. Test Failures

1. 1. 1. In case leakage or deflection exceeds the above specified amount, locate the failure and repair them at no additional cost to the Owner.
    2. Pipelines with shear-type breaks, fishmouths or damaged gaskets, cracked bells or couplings, hairline fractures, or structural damage shall be replaced in kind. Mechanical sleeve couplings, poured concrete collars or similar repairs are not permitted. The use of pressure grouting repair techniques will not be allowed without the written consent of the Engineer.
    3. After repairs have been made, re-test the line and repeat the process of repairing and re-testing until results within the above specified limits are obtained.

g. Alignment of Gravity Sewers and Drains

1. 1. 1. Lay gravity sewers and drains accurately to line and grade.
    2. After the pipe is laid and backfill complete, visually inspect the interior of the pipe from manhole to manhole. If it is not possible to sight from manhole to manhole through the pipe, the alignment is considered unacceptable.
    3. If the alignment is unacceptable due to horizontal displacement, the Contractor will be allowed to construct intermediate manholes at his own expense. If the alignment is unacceptable due to vertical displacement, remove and replace the pipe to the proper grade.

3. PAYMENT FOR TESTS

1. 1. No separate payment will be made for preparing or carrying out tests of pipelines or structures. Furnish all materials, equipment, gauges, pumps, specials, temporary tappings in line, and water or other things required for making the tests. Test all manholes and pipe installed as part of the Work.

TABLE I SPECIFICATION TIME REQUIRED FOR A 1.0 PSIG PRESSURE DROP FOR SIZE AND LENGTH OF PIPE INDICATED FOR Q=0.0015
1 Pipe Diameter (in.)	2 Minimum Time (min:sec)	3 Length for Minimum Time (ft)	4 Time for Longer Length (sec)	Specification Time for Length (L) Shown (min:sec)
				100 ft.	150 ft.	200 ft.	250 ft.	300 ft.	350 ft.	400 ft.	450 ft.
4	3:46	597	.380 L	3:46	3:46	3:46	3:46	3:46	3:46	3:46	3:46
6	5:40	398	.854 L	5:40	5:40	5:40	5:40	5:40	5:40	5:42	6:24
8	7:34	298	1.520 L	7:34	7:34	7:34	7:34	7:36	8:52	10:08	11:24
10	9:26	239	2.374 L	9:26	9:26	9:26	9:53	11:52	13:51	15:49	17:48
12	11:20	199	3.418 L	11:20	11:20	11:24	14:15	17:05	19:56	22:47	25:38

Uni-Bell PVC Pipe

Association Publication

Uni-B-6-90

END OF SECTION

02513 Copper Pipe and Fittings —
COPPER PIPE AND FITTINGS
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Buried copper piping for:
        Water distribution systems;
    2. Related Sections
      1. Section 02519 – Water Services
  2. References
    1. ASME B16.18 – Cast Copper Alloy Solder Joint Pressure Fittings
    2. ASME B16.22 – Wrought Copper and Copper Alloy Solder Joint Pressure Fittings
    3. ASME B16.26 – Cast Copper Alloy Fittings for Flared Copper Tubes
    4. ASTM B32 – Standard Specification for Solder Metal
    5. ASTM B68 – Standard Specification for Seamless Copper Tube, Bright Annealed
    6. ASTM B75 – Standard Specification for Seamless Copper Tube
    7. ASTM B88 – Standard Specification for Seamless Copper Water Tube
    8. ASTM B306 – Standard Specification for Copper Drainage Tube (DWV)
    9. NSF/ANSI Standard 61 – Drinking Water System Components
    10. South Central Regional Water Authority – Rules and Regulations for Water Service.
    11. Underwriters Laboratories
  3. Submittals
    1. Shop Drawings
      1. Shop Drawings shall consist of manufacturer’s scale drawings, catalog cuts including descriptive literature and complete characteristics and specifications, as well as code requirements.
      2. Shop drawings shall be submitted for the copper tubing, type of joint, fittings, and couplings, in accordance with these specifications.
  4. Delivery, Storage, and Handling
    1. Pipe and tube to be cleaned and capped and delivered to the job site with factory applied end caps. Maintain end caps through shipping, storage, and handling to prevent pipe-end damage and prevent entrance of dirt, debris, and moisture.
    2. Protect stored pipe and tube from moisture and dirt. Elevate above grade.
    3. Protect fittings and pipe specialties from moisture and dirt.
PART 2 - PRODUCTS
1. 1. General
    1. Conform to the requirements specified herein, as well as those in South Central Regional Water Authority requirements.
  2. Materials
    1. Copper Tubing
      1. Copper tubing for water service connections shall be Type K soft temper copper tubing and must conform to the latest revision standard specification for seamless copper water tube, ASTM B43-58.
      2. Underground Water Distribution Piping systems
        Fittings - ASME B16.18, ASME B16.22, ASME B16.26.
        Joints - Brazed or flared (ASTM B32 Alloy Sn50 shall not be used).
        Shall comply with the requirements of NSF/ANSI 61.
PART 3 - EXECUTION
1. 1. Installation
    1. Water Piping
      1. Install copper tubing as shown on the drawings and in accordance with the manufacturer’s instructions and the South Central Regional Water Authority requirements.
      2. The pipe shall be installed with a minimum of 4’-6” of cover, unless specifically indicated otherwise on the Drawings or as directed by the Owner’s project representative.
  2. Disinfection
    1. Disinfection of all water services shall be in accordance with South Central Regional Water Authority requirements.
  3. Testing
    1. Testing of all water services shall be in accordance with South Central Regional Water Authority requirements.
END OF SECTION
02515 Polyvinyl Chloride (PVC) Pipe and Fittings —
POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS

Part 1 - General
1. 1. SUMMARY
    1. Section Includes
1. 1. 1. 1. PVC Gravity Pipe and Fittings
b. Related Sections
1. 1. 1. 1. Section 02315 - Excavation, Backfill, Compaction, and Dewatering
      2. Section 02320 - Borrow Material
      3. Section 02503 - Testing of Sanitary Sewer and Storm Drainage Systems
  2. REFERENCES
    1. ASTM D2412 - Standard Test Method for External Loading Properties of Plastic Pipe by Parallel-Plate Loading.
    2. ASTM D2444 - Standard Test Method for Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight).
    3. ASTM D3034 - Specification for Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings.
    4. ASTM D3212 - Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals.
    5. ASTM F477 - Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.
  3. SUBMITTALS
    1. Submit specifications and shop drawings for materials and equipment furnished under this Section.
    2. Prior to first shipment of pipe, submit certified test reports that the pipe for this Contract was manufactured and tested in accordance with the ASTM Standards specified herein.
    3. The Contractor shall record the locations of all underground utilities installed or found during construction. The utilities shall be measured from permanent surface features and compiled by the Contractor on Record Drawings. An as-built survey shall be prepared by a surveyor licensed in the State of Connecticut and submitted to the Owner and Project Engineer for review and approval 2 weeks prior to applying for certificate of occupancy.
  4. QUALITY ASSURANCE
    1. Each type of PVC pipe and fittings shall be from a single manufacturer.
    2. Inspection of the pipe will also be made by the Owner after delivery. The pipe shall be subject to rejection at any time on account of failure to meet any of the Specification requirements. Pipe rejected after delivery shall be marked for identification and shall immediately be removed from the job site.
PART 2 - PRODUCTS
1. MATERIALS
a. Gravity Pipe
i. Polyvinyl chloride (PVC) pipe shall be of the size indicated on the Drawings or as specified and shall conform to the latest revision of ASTM D3034, Type SDR 35 for diameters less than or equal to 15-inch diameter and ASTM F679 for pipe greater than 15 inch diameter. Standard laying lengths shall not exceed 14.0 feet.
ii. Joints shall be elastomeric gasket joints and shall provide a watertight seal. Assembly of joints shall be in accordance with ASTM D3212.
iii. The minimum "pipe stiffness" (load divided by change in inside diameter in direction of load application) at 5% deflection shall be at least 46 psi for pipe tested in accordance with ASTM D2412.
iv. No shattering or splitting shall be evident when 150 ft.-lbs. and 210 ft.-lbs. is impacted on 4-inch and 6-inch diameter pipe, respectively, in accordance with ASTM Method of Test D2444.
v. Pipe lengths and fittings to be used on the project shall be clearly marked on the outside in bold type with the name of the manufacturer, pipe size, pipe material, pipe class, and ASTM designation.
vi. Gravity Pipe Lateral Connections
1. 1. 1. 1. Gravity pipe lateral connection wyes and tees are to be laid in the run of the main pipeline. The wyes and tees shall be the same material as the main line and shall conform in material, joints and class with the line into which they are to be laid.
        Eighth and sixteenth bends and end plugs are to be of the same material and class or strength designation as the pipe for the house connection.
        Unless noted on the Drawings, house service piping shall be 6-inch diameter and shall be of the same material as the main line PVC pipe.
vii. Lateral Service Chimneys
1. 1. 1. 1. Pipe and fittings shall be 6-inch diameter and be of the same material as the main line PVC pipe.
        Construct service chimneys with precast concrete sections. Cast-in-place chimneys will not be acceptable.
        Concrete chimneys shall be designed so that the weight of the chimney is not transferred onto the main line pipe or tee.
        Concrete used for construction of chimneys shall be 5,000 psi at 28 days.
PART 3 - EXECUTION
1. HANDLING PIPE AND FITTINGS
a. Take care in loading, transporting, and unloading to prevent injury to the pipe. Do not drop pipe or fittings. Examine pipe and fittings before installing, and no piece shall be installed that is found to be defective.
b. If any defective pipe is discovered after it has been installed, remove and replace it with a sound pipe in a satisfactory manner. Thoroughly clean pipe and fittings before installing, keep clean until they are used in the work, and conform to the lines, grades and dimensions required when installed.
c. Pipe ends requiring cutting shall be cut square without damage to the remaining pipe. Bevel cut pipe ends 1/8 inch at approximately 30 degrees to provide proper assembly of the joint. Beveling can be done with a coarse file or portable grinder.
d. Support stored pipe from below at not more than 3 foot intervals to prevent deformation. Do not stack pipe higher than 6 feet. Store pipe and fittings in a manner which will keep them at ambient outdoor temperatures. Provide temporary shading as required to meet this requirement. Simply covering of the pipe and fittings which allows temperature buildup when exposed to direct sunlight will not be permitted.
2. INSTALLATION
1. 1. 1. No single piece of pipe shall be laid unless it is generally straight. The centerline of the pipe shall not deviate from a straight line drawn between the centers of the openings at the ends of the pipe by more than 1/16 inch per foot of length. If a piece of pipe fails to meet this required check for straightness, it shall be rejected and removed from the site. Laying instructions of the manufacturer shall be explicitly followed.
    2. Install piping and fittings true to alignment and grade. If necessary, each length of pipe shall be cleaned out before installation.
    3. Excavation, trenching and back filling procedures shall be in accordance with Section 02315.
    4. All PVC gravity pipe shall be installed on a bed of 3/4-inch crushed stone borrow meeting the requirements of Section 02320 and have a minimum depth of 6 inches. The 3/4-inch crushed stone borrow shall also completely encase the pipe and cover the pipe to a grade 6 inches over the top of the pipe for the entire width of the trench. Bell holes shall be made in the 3/4-inch crushed stone borrow bedding such that the pipe shall be uniformly supported throughout the entire length of the barrel section.
    5. All sections of gravity sewer pipe will be low pressure air tested in accordance with Section 02503.
    6. All PVC force main pipe shall be installed with proper bedding using compacted native materials which provide uniform longitudinal support under the pipe. When an unstable subgrade material is encountered which will provide inadequate pipe support, additional trench depth should be excavated and refilled with suitable material. Initial backfill material should be placed to a minimum one foot over the top of the pipe. Pipe backfill material should be selected and placed carefully, avoiding stones, frozen lumps, and debris.
    7. Deflections in Pipe Alignment
1. 1. 1. 1. Wherever it is necessary to deflect pipe from a straight line, either in the vertical or horizontal plane, to avoid obstructions or where long-radius curves are permitted, the amount of deflection allowed shall not exceed that required for satisfactory making of the joint, and shall be approved by the Engineer.
      2. Prior to deflecting the pipeline, the spigot of the pipeline should be marked flush with the bell end to assure that the spigot is not withdrawn excessively as the result of the deflection. After the pipe is deflected, an adequate depth of jointing material must remain on the side where the spigot is away from home and an adequate width of caulking space must remain on the opposite side of the pipe at the face of the bell.
      3. The maximum deflection recommended by the manufacturer when using any pipe system must be observed when deflecting a pipeline.
      4. In general, all radius curves called for on the Drawings or permitted at the time of construction are to be made using full lengths of pipe. The use of short lengths of pipe and extra joints in order to make a smaller radius turn will not be allowed without the written approval of Engineer.
    2. Unsuitable Laying Conditions
1. 1. 1. 1. No pipe shall be laid in water, in an unsuitable trench or during unsuitable weather conditions.
END OF SECTION
02516 High Density Polyethylene Pipe and Fittings —
HIGH DENSITY POLYETHYLENE PIPE AND FITTINGS

Part 1 - General
1. 1. SUMMARY
    1. Section Includes
      1. High density polyethylene (HDPE) pipe for:
        Storm drainage lines.
      2. Types of HDPE piping specified in this section include:
        Corrugated exterior, smooth interior, solid wall HDPE pipe.
        Corrugated exterior, smooth interior, perforated HDPE pipe
    2. Related Sections
      1. Section 02315 – Excavation, Backfill, Compaction and Dewatering
      2. Section 02320 – Borrow Materials
      3. Section 02503 – Testing of Sanitary Sewer and Storm Drainage Systems
  2. REFERENCES
    1. AASHTO M252 –Corrugated Polyethylene Drainage Pipe
    2. ASSHTO M294 – Corrugated Polyethylene Pipe, 300- to 1200-mm Diameter
    3. AASHTO MP7 – Corrugated Polyethylene Pipe, 1300- to 1500-mm Diameter
    4. ASTM D1248 – Standard Specification for Polyethylene Plastics Extrusion Materials For Wire and Cable
    5. ASTM D2239 – Standard Specification for Polyethylene (PE) Plastic Pipe (SIDR-PR) Based on Controlled Inside Diameter
    6. ASTM D2321 – Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
    7. ASTM D2412 – Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading
    8. ASTM D2683 – Standard Specification for Socket-Type Polyethylene Fittings for Outside Diameter-Controlled Polyethylene Pipe and Tubing
    9. ASTM D2737 – Standard Specification for Polyethylene (PE) Plastic Tubing
    10. ASTM D2774 – Standard Practice for Underground Installation of Thermoplastic Pressure Piping
    11. ASTM D2837 – Standard Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials
    12. ASTM D3212 – Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
    13. ASTM D3261 – Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing
    14. ASTM D3350 – Standard Specification for Polyethylene Plastics Pipe and Fittings Materials
    15. ASTM F405 – Standard Specification for Corrugated Polyethylene (PE) Tubing and Fittings
    16. ASTM F667 – Standard Specification for Large Diameter Corrugated Polyethylene Pipe and Fittings
    17. ASTM F1417 – Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air
  3. SUBMITTALS
    1. Submit product data on the pipe, fittings, and accessories.
    2. Prior to first shipment of pipe, submit certified test reports that the pipe for this Contract was manufactured and tested in accordance with the appropriate ASTM standards specified herein.
    3. Submit layout of pipe, fittings, cleanouts, horizontal and vertical bends, flexible couplings, inverts, etc. of all exterior roof leader drainage distribution systems.
    4. The Contractor shall record the locations of all underground utilities installed or found during construction. The utilities shall be measured from permanent surface features and compiled by the Contractor on Record Drawings. An as-built survey shall be prepared by a surveyor licensed in the State of Connecticut and submitted to the Owner and Project Engineer for review and approval 2 weeks prior to applying for certificate of occupancy.
  4. DELIVERY, STORAGE AND HANDLING
    1. When lifting with slings, only wide fabric choker slings capable of safely carrying the load shall be used. Wire rope or chain shall not be used to handle pipe.
PART 2 - PRODUCTS
1. 1. MANUFACTURER – GENERAL
    1. The manufacturer shall have manufacturing and quality assurance facilities capable of producing and assuring the quality of the pipe and fittings required by these specifications.
    2. Pipe and fittings from different manufacturers shall not be interchanged for the same type of pipe and application.
  2. PIPE IDENTIFICATION
    1. The following shall be continuously indent printed on the pipe or spaced at intervals not exceeding five-feet:
1. 1. 1. 1. Name and/or trademark of the pipe manufacturer.
      2. Nominal pipe size.
      3. Dimension ratio.
      4. The letters “PE” followed by the polyethylene grade in accordance with the ASTM designation, followed by the hydrostatic design basis in PSI.
      5. A production code from which the date and place of manufacture can be determined.
3. CORRUGATED EXTERIOR / SMOOTH INTERIOR HDPE PIPE AND FITTINGS
1. 1. 1. General
1. 1. 1. 1. The polyethylene pipe and fittings shall comply with AASHTO M294, Type S (smooth wall interior).
      2. Piping shall be manufactured by Advanced Drainage Systems, Inc., or approved equal.
      3. Pipe material and fittings shall be high density polyethylene meeting ASTM D3350 minimum cell classification 324420C (4”-10”) or 325420C (12”-60”).
      4. Installation shall be in accordance with ASTM D2321.
      5. Pipe shall be joined with the bell-and-spigot joint. Gaskets and joint lubricant shall be utilized.
      6. Minimum parallel plate pipe stiffness shall be as recommended for each specified diameter pipe per ASTM Test Method D2412.
      7. The pipe and fittings shall be free of foreign inclusions and visible defects. The ends of the pipe shall be cut squarely and cleanly so as not to adversely effect joining.
      8. The nominal size of the pipe and fittings is based on the nominal inside diameter of the pipe. Corrugated fittings may be either molded or fabricated by the manufacturer. Fittings and gaskets supplied by manufacturers other than the supplier of the pipe shall not be permitted without the approval of the Engineer.
4. JOINTS FOR CORRUGATED PIPING
1. 1. 1. General
1. 1. 1. 1. Joints of smooth interior, corrugated pipe sections shall be as per manufacturer's instructions utilizing gasketed PVC or HDPE joints meeting ASTM D-3212 and ASTM C969 watertight field test.
      2. Installation shall be in accordance with ASTM Recommended Practice D-2321 or as specified by the Engineer or local approving agency.
b. Watertight Pipe – ADS N12 WT
1. 1. 1. 1. Provides superior watertight performance.
      2. Meets ASTM D3212 requirements of 10.8 PSI for 10 minutes with no leakage.
      3. Shall be ADS, N-12 IB WT (watertight joint type) piping, or approved equal.
c. Manhole Boot Connection
1. 1. 1. 1. Watertight seal made with rubber manhole boot as manufactured by Press Seal, or equal.
      2. Alternatively, watertight seal made by Alok, or approved equal, in which case maximum insertion angle is 7 degrees.
d. Watertight Seals for Corrugated HDPE Pipe - Shall be NPC Corrugated Pipe Adapter compatible with Kor-N-Seal manhole connector.
5. CORRUGATED INTERIOR/SMOOTH EXTERIOR SLOTTED HDPE PIPE
1. 1. 1. Corrugated, slotted, HDPE tubing shall meet AASHTO M-252. Slotted tubing shall be supplied factory wrapped in a polyester geotextile filter sock. The filter sock shall have a minimum weight of 3.0 oz/square yard, a minimum burst strength of 100 psi, and an apparent opening size of 35.
    2. A manufacturers' certification that the product was manufactured, tested, and supplied in accordance with this specification shall be furnished to the Engineer upon request.
    3. There shall be a minimum soil cover of 12 inches, as measured from the top of the pipe, for H-20 loading conditions.
    4. Filter Fabric Wraps
1. 1. 1. 1. Extra strong synthetic materials are to be used with perforated drainage pipe to prevent infiltration of fine soil particles while allowing water to flow freely.
      2. Material shall be ADS Sock, as manufactured by Advanced Drainage Systems.
PART 3 - EXECUTION
1. PREPARATION
a. The Contractor shall verify that the surface has been prepared to the proper line and grade by shooting invert elevation grades.
2. INSTALLATION
a. Open-Cut Installations
1. 1. 1. 1. Polyethylene pipe and fittings shall be installed in accordance with ASTM Standards, and the manufacturers recommendations.
      2. Pipe is to be lifted or rolled into position, not dragged over the prepared bedding.
      3. The pipe is to be set at the slope and grades indicated on the plans. Ensure pipe remains at proper grades by shoring it.
      4. All HDPE piping shall be bedded in 6” of crushed stone unless noted otherwise.
      5. Crushed stone shall be used as backfill to a point of 6” above the top of the pipe unless noted otherwise.
      6. Clay dams shall be installed in the stone backfill as directed by the Engineer to prevent groundwater migration. Spacing shall be 50 ft. maximum. Clay borrow shall be in accordance with Section 02320 – Site Utility Borrow Material requirements for low permeability borrow.
      7. Open-Trench Installations - Prepare the area in accordance with Section 02315 – Trenching and Backfilling.
      8. No single piece of pipe shall be laid unless it is generally straight. The centerline of the pipe shall not deviate from a straight line drawn between the centers of the openings at the ends of the pipe by more than 1/16 inch per foot of length. If a piece of pipe fails to meet this requirement check for straightness, it shall be rejected and removed from the site. Laying instructions of the manufacturer shall be explicitly followed.
      9. Install piping and fittings true to alignment and grade. If necessary, each length of pipe shall be cleaned out before installation.
b. Joint Couplings
1. 1. 1. 1. Joint couplings shall be installed in accordance with manufacturer’s recommendations.
      2. Remove the protective paper and wrap the collar around the pipe with the mastic side to the pipe. The overlap shall be at the top of the pipe.
      3. Secure the steel straps.
      4. The closing flap shall cover the exposed straps.
      5. Encase the entire joint with a minimum of 8 inches of concrete on all sides. The concrete encasement shall extend along the pipe 12 inches on each side of the joint.
3. TESTING
a. Pressure Testing
1. 1. 1. 1. All sections of polyethylene drain and sewer pipe shall be tested in accordance with Section 02503.
END OF SECTION
02519 Water Services —
WATER SERVICES
Part 1 - General
1. 1. Summary
    1. Section Includes
      1. Furnish all labor, materials, equipment, and incidentals required to:
        Tap the existing water main and install a new 2-inch water service to the proposed building.
      2. Materials provided under this section include:
        Copper Tubing
    2. Related Sections
      1. Section 02315 – Excavation, Backfill, Compaction and Dewatering
      2. Section 02320 – Borrow Materials
      3. Section 02513 – Copper Pipe and Fittings
  2. REFERENCES
    1. AWWA C800 – Underground Service Line Valves and Fittings.
    2. ASTM B68 – Standard Specification for Seamless Copper Tube, Bright Annealed
    3. ASTM B75 – Standard Specification for Seamless Copper Tube
    4. ASTM B88 – Standard Specification for Seamless Copper Water Tube.
    5. South Central Regional Water Authority – Rules and Regulations for Water Service.
  3. ACTION SUBMITTALs
    1. Submit Shop Drawings for all underground service brass, corporation stops, unions, couplings, water meters, and copper/polyethylene tubing.
  4. Quality Assurance
    1. All materials shall be provided by experienced firms who are qualified in the manufacture of the particular equipment to be furnished. The equipment shall be designed, constructed and installed in accordance with the best practices and methods and shall comply with these specifications as applicable.
    2. All components specified in this section and supplied on the project shall be made in North America.
    3. All materials used in conjunction with drinking water distribution systems shall be in accordance with ANSI/NSF 61.
    4. All corporation stops, curb stops, couplings and adaptors shall meet the requirements of the South Central Regional Water Authority standards.
  5. System Description
    1. In all cases, new water services shall consist of the following:
      1. Tapping of the main.
      2. Installation of a new corporation stop.
      3. Copper tubing from the main to the proposed building.
      4. Connection to a new meter.
PART 2 - PRODUCTS
1. 1. MATERIALS
    1. General
      1. All underground service brass including corporation stops, curb stops, couplings, fittings, adapters, and any other below ground fittings, shall be “No Lead” or “Low Lead” brass meeting the requirements of AWWA C800 and ASTM B584. Brass items shall meet all current federal and state requirements for lead content for potable water service.
    2. Copper Tubing
      1. Copper tubing for water services shall be as specified in Section 02513 (Copper Pipe and Fittings).
      2. Copper tubing for water service connections shall be Type K soft temper copper tubing and must conform to the latest revision standard specification for seamless copper water tube, ASTM B43-58.
      3. The name or trademark of the manufacturer and type shall be stamped at intervals along the tubing.
PART 3 - EXECUTION
1. 1. INSTALLATION
    1. Water services shall be installed as shown on the drawings. For 4-inch ductile iron water main, minimum pressure 350 or minimum thickness class 52, a threaded service tap of up to 3/4-inch may be installed directly into the pipe wall. For 6 inch and larger pipe, minimum pressure class 350, or minimum thickness class 52, up to one-inch size threaded service taps can be made directly into the pipe wall. For larger than these minimum size service taps, pipe saddles shall be used, or direct tapping shall comply with the Ductile Iron Pipe Research Association’s, or the pipe manufacturer’s guidelines, as approved by the Engineer.
    2. A 3-elbow swing connection (with generous sweeps, both horizontal and vertical) shall be provided at the corporation stop in conjunction with copper tubing to provide flexibility for settlement that might occur.
    3. The new service pipe shall not have joints or connections other than needed at the corporation stop. Contractor must provide 100-foot coils for services less than 100 feet from the water main. Fittings or unions are not allowed on services less than 100 feet in length.
    4. Any existing services to be abandoned shall be crimped and the existing curb stop and curb box removed.
  2. TESTING
    1. Testing and disinfection of all water services shall be in accordance with South Central Regional Water Authority requirements.
    2. The transfer of existing services to the new main shall not be completed until the new main has been tested, disinfected and approved by the Engineer.
    3. All newly installed service connections shall be subject to line pressure in an open trench to determine tightness of joints before backfilling.
    4. Plan the replacement work so that each service can be transferred, one at a time, keeping loss of water service to a minimum.
    5. Complete service reconnection work for each house on the same day it is started.
    6. No service trench shall be backfilled before a South Central Regional Water Authority representative and the Engineer have observed and approved the work.
END OF SECTION
02530 Manholes and Catch Basins —
MANHOLES AND CATCH BASINS

Part 1- General
1. 1. SUMMARY
    1. Section Includes
1. 1. 1. 1. Precast concrete manholes
      2. Precast concrete catch basins
      3. Cast iron manhole frames and covers
      4. Cast iron catch basin frames and grates
b. Related Sections
1. 1. 1. 1. Section 02503 – Testing of Sanitary Sewer and Storm Drainage Systems.
  2. REFERENCES
    1. AASHTO – American Association of State Highway and Transportation Officials, Standard Specifications for Highways and Bridges, most recent edition.
    2. ASTM C32 - Standard Specification for Sewer and Manhole Brick (made from clay or shale).
    3. ASTM A48 – Standard Specification for Gray Iron Castings.
    4. ASTM C150 – Standard Specification for Portland Cement.
    5. ASTM C207 – Standard Specification for Hydrated Lime for Masonry Purposes.
    6. ASTM C478 – Standard Specification for Precast Reinforced Concrete Manhole Sections.
    7. ASTM C443 – Standard Specification for Joints for Circular Concrete Sewer and Culvert Piping Using Rubber Gaskets.
    8. ASTM C923 - Standard Specification for Resilient Connectors between Reinforced Concrete Manhole Structures, Pipes and Laterals.
    9. ASTM C990 – Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants.
    10. ASTM C1157 - Standard Performance Specification for Hydraulic Cement
  3. SUBMITTALS
    1. Submit Shop Drawings, showing details of construction, reinforcing, joints, pipe connections to structures, manhole rungs, manhole frames and covers, dampproofing coating, catch basin frames and grates.
    2. Submit weights of manhole frames and covers and catch basin frames and grates.
    3. Submit design calculations including verification of adequate anti-flotation features and lateral earth pressures. Calculations shall verify that the manhole structure has been designed to withstand the burial depth, submergence due to flooding, flotation, and dead and live loads.
    4. The Contractor shall record the locations of all underground utilities installed or found during construction. The utilities shall be measured from permanent surface features and compiled by the Contractor on Record Drawings. An as-built survey shall be prepared by a surveyor licensed in the State of Connecticut and submitted to the Owner and Project Engineer for review and approval 2 weeks prior to applying for certificate of occupancy.
  4. QUALITY ASSURANCE
    1. The quality of materials, the process of manufacture, and the finished sections shall be subject to inspection and approval by the Engineer, or other representative of the Owner. Such inspection may be made at the place of manufacture, or at the Site after delivery, or at both places, and the materials shall be subject to rejection at any time on account of failure to meet any of the Specification requirements, even though samples may have been accepted as satisfactory at the place of manufacture. Material rejected after delivery to the job shall be marked for identification and shall be removed from the job at once. Materials which have been damaged after delivery will be rejected, and if already installed, shall be acceptably repaired, if permitted, or removed and replaced, at no additional cost to the Owner.
    2. At the time of inspection, the materials will be carefully examined for compliance with the latest ASTM designation specified and these Specifications, and with the approved manufacturer's drawings. Manhole sections will be inspected for general appearance, dimension, "scratch-strength," blisters, cracks, roughness, and soundness. The surface shall be dense and close-textured.
    3. Imperfections in manhole sections may be repaired, subject to the approval of the Engineer, after demonstration by the manufacturer that strong and permanent repairs result. Repairs will be carefully inspected before final approval. Cement mortar used for repairs shall have a minimum compressive strength of 4,000 psi at 7 days and 5,000 psi at 28 days, when tested in 3 inch by 6 inch cylinders stored in the standard manner. Epoxy mortar may be utilized for repairs subject to the approval of the Engineer.
    4. Personnel shall have confined space entry training as appropriate for the work to be performed.
    5. Manholes and catch basins shall be designed for lateral earth pressures and to resist flotation.
PART 2 - PRODUCTS
1. 1. PRECAST CONCRETE MANHOLE AND CATCH BASIN SECTIONS
    1. Precast concrete barrel sections and transition top sections, shall conform to ASTM C478 and the following requirements:
1. 1. 1. 1. The wall thickness shall not be less than 5 inches for 48 inch diameter reinforced barrel sections, 6 inches for 60 inch diameter reinforced barrel sections and 7 inches for 72 inch diameter reinforced barrel sections.
      2. Top sections shall be eccentric except that flat top sections shall be used where shallow cover requires a top section less than 4 feet as shown on the Drawings.
      3. Barrel sections shall have tongue and groove joints.
      4. All sections shall be cured by an approved method and shall not be shipped nor subjected to loading until the concrete compressive strength has attained 3,000 psi and not before 5 days after fabrication and/or repair, whichever is longer.
      5. Precast concrete barrel sections with precast top slabs and precast concrete transition sections shall be designed for a minimum of AASHTO HS20-44 loading plus the weight of the soil above at 120 pcf.
      6. The date of manufacture and the name and trademark of the manufacturer shall be clearly marked on each precast section.
      7. Precast concrete bases shall be monolithically constructed. The thickness of the bottom slab of the precast bases shall not be less than the barrel sections or top slab whichever is greater. Precast concrete bases shall be constructed with a 6 inch extended base, unless otherwise shown on the Drawings.
      8. Knock out panels for piping shall be provided in precast sections at the locations shown on the Drawings. They shall be integrally cast with the section, 2½ inches thick and shall be sized as shown on the Drawings. There shall be no steel reinforcing in knock out panels.
      9. The side wall height of the base section shall be a minimum of 12 inches above the top of the pipe coming into the manholes and catch basins.
      10. A 4’-0” deep sump shall be provided below catch basin outlet pipes.
2. BRICK MASONRY
1. 1. 1. Bricks shall be good, sound, hard and uniformly burned, regular and uniform in shape and size, of compact texture. Underburned or salmon brick will not be acceptable and only whole brick shall be used unless otherwise permitted. In case bricks are rejected by the Engineer, they shall be immediately removed from the site of the work and satisfactory bricks substituted, at no additional cost to the Owner.
      1. Bricks for the channels and shelves shall comply with the latest specifications of ASTM C32 for Sewer Brick, Grade SM.
      2. Bricks for building up and leveling manhole frames shall conform to ASTM C32 Grade MS.
      3. Poured concrete inverts will not be allowed.
    2. Mortar used in the brickwork shall be composed of one part Type II portland cement conforming to ASTM C150 to two parts sand to which a small amount of hydrated lime not to exceed 10 lbs. to each bag of cement shall be added.
    3. Sand used shall be washed, cleaned, screened, sharp and well graded as to different sizes and with no grain larger than will pass a No. 4 sieve. Sand shall be free from vegetable matter, loam, organic or other materials of such nature or of such quantity as to render it unsatisfactory.
    4. Hydrated lime shall conform to ASTM C207, Type S.
  2. MANHOLE FRAMES AND COVERS
    1. Manhole frames and covers shall be of good quality, strong, tough, even grained cast iron, smooth, free from scale, lumps, blisters, sand holes and defects of any kind. Manhole covers and frame seats shall be machined to a true surface. Castings shall be thoroughly cleaned and subject to hammer inspection. Cast iron shall conform to ASTM A48, Class 30B.
    2. Manhole covers installed on-site shall have a diamond pattern, pick holes and the word "SANITARY " or “STORM”, as appropriate, cast in 3 inch letters. Manhole frame and covers shall be manufactured by LeBaron Foundry; Mechanics Iron Foundry; Neenah Foundry or approved equal. Manhole covers installed in City right-of-way shall conform to applicable City or GNHWPCA requirements.
    3. Manhole frames and covers shall comply with the detail shown on the Drawings.
    4. Manhole frames and covers shall be designed for a minimum of AASHTO HS20-44 loading.
  3. CATCH BASIN FRAMES AND GRATES
    1. On-site catch basin frames and grates shall be of good quality, strong, tough, even grained cast iron, smooth, free from scale, lumps, blisters, sand holes and defects of any kind which render them unfit for the service for which they are intended. Grate and frame seats shall be machined to a true surface. Castings shall be thoroughly cleaned and subject to hammer inspection. Cast iron shall conform to ASTM A48, Class 30B.
    2. The catch basin frames and grates shall comply with the details shown on the Drawings.
    3. Catch basin frames and grates shall be designed for a minimum of AASHTO HS20-44 loading.
    4. All manhole and catch basin frames and grates within City roadway right-of-way shall conform with City and Greater New Haven Water Pollution Control Authority standards.
  4. JOINTING PRECAST MANHOLE SECTIONS
    1. Tongue and groove joints of precast manhole sections shall be sealed with a preformed flexible joint sealant. The preformed flexible joint sealant shall conform to ASTM C990.
  5. MANHOLE RUNGS
    1. Manhole rungs shall be drop front design, 14 inches wide with an abrasive step surface, steel reinforced, copolymer, polypropylene, plastic. Manhole rungs shall conform to OSHA requirements.
  6. FLEXIBLE PIPE-TO-STRUCTURE CONNECTORS
    1. The flexible pipe-to-structure connectors shall be designed to provide a positive seal between the connector and the structure wall and between the connector and the pipe.
    2. The flexible boot shall be manufactured of EPDM synthetic rubber in accordance with ASTM C443 and C923 and shall be 3/8 inch thick or greater.
    3. The external bands shall be made entirely of 304 series non-magnetic stainless steel.
    4. The flexible connectors shall be provided with a wedge-type or toggle-type expander to secure the pipe in the structure opening.
    5. The flexible connectors shall meet the following criteria, in accordance with ASTM C923:
1. 1. 1. 1. Shall not leak when subjected to a head pressure of 10 psi for 10 minutes.
      2. Shall have the ability to deflect 7 degrees in any direction without leakage under the head pressure conditions described above.
      3. Shall not leak when subject to a load of 150 lbs./in. pipe diameter and the head pressure conditions described above.
  2. DAMPPROOFING
    1. Provide two coats of bituminous dampproofing on outer surfaces of precast manholes at the rate of 20-25 square feet per gallon in accordance with manufacturer’s instructions.
    2. Dampproofing coating shall be a factory-applied asphalt compound specially made to adhere to below grade concrete structures.
    3. The dampproofing shall be Sonoshield semi-mastic, as manufactured by BASF; Dehydratine 4 by Euclid Chemical; RIW Marine Liquid by Toch Brothers; or approved equal.
  3. NON-SHRINK, WATER-PROOF GROUT
    1. Non-shrink, water-proof grout shall be Hallemite; Waterplug; Embeco; or equal.
2. EXECUTION
  1. INSTALLATION
    1. Installation
1. 1. 1. 1. Construct manholes and catch basins to the dimensions shown on the Drawings and as specified. Protect all work against flooding and flotation.
      2. Set precast concrete barrel sections so as to be plumb and with sections in true alignment with a ¼ inch maximum tolerance to be allowed.
      3. Install the precast sections in a manner that will result in a watertight joint. Seal the joints of precast concrete barrel sections with the preformed flexible joint sealant used in sufficient quantity to fill 75% of the joint cavity. Fill the outside and inside precast section joints with non-shrink grout and finish flush with the adjoining surfaces. Plug holes in the concrete barrel sections required for handling or other purposes with a non-shrink, water-proof grout or concrete and rubber plugs, and finish flush on the inside.
      4. Backfilling shall be done in a careful manner, bringing the fill up evenly on all sides.
b. Pipe Connections
1. 1. 1. 1. Stubs
        Connect pipe stubs for future extensions to the structures as shown on the Drawings and close the stub end by a suitable watertight plug.
      2. For pipes with smooth exterior surfaces (PVC, ductile iron, HDPE pressure pipe, steel, etc), use flexible pipe-to-structure connectors.
      3. Where flexible pipe-to-structure connectors cannot be used, such as pipes with rough, irregular or corrugated exterior surfaces (concrete, corrugated metal, HDPE drainage pipe, etc):
        After the new pipe has been set in place, completely fill the hole around the new pipe and structure with non-shrink, water-proof grout.
        Place a 6 inch thick concrete encasement a total of 12 inches in length around the pipe stub adjacent to the exterior wall of the structure. Concrete shall have a 28 day compressive strength of 3,000 psi.
c. Manhole Rung Installation
1. 1. 1. 1. Steel reinforced copolymer polypropylene plastic steps shall be press fitted by hand driven hammer into preformed holes in cured precast sections, on 12 inch centers, by the precast concrete manufacturer.
d. Brickwork
1. 1. 1. 1. Mix mortar only in such quantity as may be required for immediate use and use before the initial set has taken place. Do not retain mortar for more than one and one-half hours and constantly work over with a hoe or shovel until used. Anti-freeze mixtures will not be allowed in the mortar. No masonry shall be laid when the outside temperature is below 40°F unless provisions are made to protect the mortar, bricks, and finished work from frost by heating and enclosing the work with tarpaulins or other suitable material. The Engineer’s decision as to the adequacy of protection against freezing shall be final.
      2. Construct channels and shelves of brick as shown on the Drawings. The brick channels shall correspond in shape with the lower half of the pipe. The top of the shelf shall be set at the elevation of the crown of the highest pipe and shall be sloped 1 inch per foot to drain toward the flow through channel. Construct brick surfaces exposed to sewage flow with the nominal 2 inch by 8 inch face exposed (i.e., bricks on edge).
      3. Set manhole covers and frames and catch basin frames and grates in a full mortar bed and bricks, a maximum of 12 inches thick for conical tops and 6 inches thick for flat top sections, utilized to assure frame and cover are set to the existing grade. Reset the manhole frames and covers and catch basin frames and grates to final grade prior to placement of final paving.
  2. LEAKAGE TEST
    1. Leak test sewer manholes in conjunction with the pipeline in accordance with Section 02503.
  3. CLEANING
    1. Clean new manholes and catch basins of silt, debris and foreign matter of any kind, prior to final inspection.
END OF SECTION
02535 Breaking Into Existing Manholes and Catch Basins —
BREAKING INTO EXISTING MANHOLES AND CATCH BASINS

Part 1 - General
1. 1. SUMMARY
    1. Section Includes
1. 1. 1. 1. Breaking through the walls and inverts of existing manholes.
      2. Connecting new pipes to existing structures.
      3. Ancillary work associated with making new connections to the existing structures.
2. REFERENCES
1. 1. 1. ASTM C443 – Standard Specification for Joints for Circular Concrete Sewer and Culvert Piping Using Rubber Gaskets.
    2. ASTM C923 - Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals.
  2. SUBMITTALS
    1. Submit shop drawings showing pipe connection details.
  3. QUALITY ASSURANCE
    1. Personnel shall have confined space entry training as appropriate for the work to be performed.
PART 2 - PRODUCTS
1. MATERIALS
a. Flexible Pipe-to-Structure Connectors
i. The flexible connectors shall be designed to provide a positive seal between the connector and the structure wall and between the connector and the pipe.
ii. The flexible boot shall be manufactured of EPDM synthetic rubber in accordance with ASTM C443 and C923 and shall be 3/8 inch thick or greater.
iii. The external bands shall be made entirely of 304 series non-magnetic stainless steel.
1. 1. 1. 1. The flexible connectors shall be provided with a wedge-type or toggle-type expander to secure the pipe in the structure opening.
      2. The flexible connectors shall meet the following criteria, in accordance with ASTM C923:
        Shall not leak when subjected to a head pressure of 10 psi for 10 minutes.
        Shall have the ability to deflect 7 degrees in any direction without leakage under the head pressure conditions described above.
        Shall not leak when subject to a load of 150 lbs./in. pipe diameter and the head pressure conditions described above.
b. Non-shrink, water-proof grout
1. 1. 1. 1. Non-shrink, water-proof grout shall be Hallemite; Waterplug; Embeco; or equal.
PART 3 - EXECUTION
1. INSTALLATION
a. General
1. 1. 1. 1. Core drill into existing structures in such a fashion as to make an opening of suitable size to accommodate the connecting pipe without excessive damage to the existing structure.
b. Manholes
i. For manholes, break out and rebuild existing inverts as required to provide an adequate base under the new channels being installed, and shaped to provide smooth continuous hydraulic flow through the manhole.
ii. Control existing flows as required during the period of construction. No sewage or drainage will be permitted to flow directly against concrete or other masonry work until it is at least 48 hours old.
1. 1. 1. 1. Temporary handling of sewage or drainage flows may be accomplished by inserting pipes from the inlet to the outlet of the manhole and by using temporary plugs, where appropriate, provided that such pipes do not interfere with satisfactory completion of the work and shaping of the inverts, nor cause excessive backing-up in the existing system upstream of the diversion. In cases where this type of temporary handling of flows is not possible, provide the necessary dams, plugs, etc., as required in upstream manholes, and pump the flow around the structure under construction.
        When sewage is pumped or otherwise diverted around a particular structure, it shall be discharged back into the sewage system through existing downstream manholes. Under no circumstances shall sewage be permitted to run onto the surface of the ground.
c. Pipe Connections
1. 1. 1. 1. Rebuild and tightly close existing manhole walls and inverts to provide an integral, water-tight structure around the new pipes.
      2. For pipes with smooth exterior surfaces (PVC, ductile iron, HDPE, steel, etc), use flexible pipe-to-structure connectors.
      3. Where flexible pipe-to-structure connectors cannot be used, such as pipes with rough, irregular or corrugated exterior surfaces (concrete, corrugated metal or HDPE, etc):
        After the new pipe has been set in place, completely fill the hole around the new pipe and structure with non-shrink, water-proof grout.
        Place a 6 inch thick concrete encasement a total of 12 inches in length around the pipe stub adjacent to the exterior wall of the structure. Concrete shall have a 28 day compressive strength of 3,000 psi.
END OF SECTIOn
02585 Electrical Underground Ducts —
ELECTRICAL UNDERGROUND DUCTS
PART 1 - GENERAL
1. 1. RELATED DOCUMENTS
    1. Drawings and general provisions of the contract, including General and Supplementary Conditions, apply to this section.
  2. SUMMARY
    1. General: Provide utility services in accordance with Contract Documents. The Work includes but is not limited to the following:
      1. Install handholes and other required structures to complete the utility services as shown on the plans.
      2. Install underground electric services from proposed poles to a sleeve in outside building wall.
    2. Related Sections include the following:
      1. Section 02200 Site Preparation
      2. Section 02120 Site Utility Preparation
      3. Section 02320 Borrow Materials
      4. Section 02315 Excavation, Backfill, and Compaction
      5. Section 02370 Soil Erosion and Sediment Controls
      6. Section 02740 Bituminous Concrete Pavement
3. COORDINATION
1. 1. 1. Coordinate and schedule the work of this Section with all trades involved to prevent interference, and in order to allow adequate time at the proper stage of construction to properly perform all work of this Section.
4. REQUIREMENTS AND RESTRICTIONS
1. 1. 1. Requirements given herein may be affected by other related requirements of the project specifications. Correlation of contract requirements is the responsibility of the Site Contractor.
    2. Connect to utility services to a sleeve in the outside building wall. All utility services within the outside building wall are specified in Mechanical, Plumbing and Electrical Divisions.
    3. The Work shall comply with all applicable codes and regulations. The General Contractor shall furnish all bonds necessary to secure permits for cuts and connections to utilities and water.
    4. The term "Local Standards" as used herein, means the standards of design and construction of the respective municipal department and local Utility Companies. Said standards apply except where exceeded by this specification.
    5. Maintain in operating condition all active utilities, sewers, gutters and other drains encountered in the utility installation. Repair to the satisfaction of the Engineer any surface or subsurface improvement damaged during the course of the Work (unless such improvement is shown to be abandoned or removed), whether or not such improvement is shown on the Drawings.
5. STANDARDS
1. 1. 1. Except as modified by governing codes and by the Contract Documents, comply with the applicable provisions and recommendations of The United Illuminating Company for electrical service and distribution as shown on the plans.
6. SUBMITTALS
1. 1. 1. Structure details.
    2. Certification of specification compliance.
    3. All piping, structures, conduit, etc., as may be required.
    4. Sealants.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Conduit for Underground Duct Bank Runs
1. 1. 1. 1. Conduits for underground banks to be:
        Conduit diameter size as indicated on the Drawings.
        For power, use polyvinyl chloride Schedule 40 duct, except extra heavy wall polyvinyl chloride Schedule 80 for vertical elbows and straight sections used to turn up through or penetrate building slabs or building foundation wall.
        All penetration through floor slabs, foundation walls or manhole walls shall be rigid steel conduits.
        Plastic conduit and fittings shall be manufactured by one of the following:
        AFC
        Electri-Flex
        Anamet
B.      Provide all materials for electric services in strict conformance to the requirements of the respective Utility Companies except as otherwise defined herein.
C.      Concrete for utility conduit encasement shall be 4,000 psi concrete.
D.      Utility Warning Tape:
1.       Warning tape shall be underground detectable tape, 5 mil, double-laminated, color-coded red.
2. Tape shall feature permanently bold, black-lettered painted message, “ELECTRIC LINE BURIED BELOW.”
E. Balance of materials to be as specified elsewhere in this Section or shown on the Drawings.
PART 3 - EXECUTION
3.1          INSPECTION
A.      Examine all Work prepared by others to receive Work of this Section and report any defects affecting installation to the Engineer for correction. Commencement of Work will be construed as complete acceptance of preparatory Work by others.
3.2          ELECTRIC SERVICE
1. The following Work shall be performed by the Contractor:
  1. Provide services necessary to install conduit duct bank, structures and concrete encasement from Utility Company source to building.
  2. Provide equipment shop drawings.
  3. Install equipment and components where shown on plans or as directed, in accordance with manufacturer's written instructions, Utility Company's instructions (where applicable), and with recognized industry practices, to ensure that installation complies with requirements and serves intended purposes.
  4. Coordinate with other Work as necessary to coordinate installation of equipment with other components of systems.
B. Encase all conduits indicated as being incorporated into conduit banks in a concrete envelope as detailed on the Contract Drawings.
C. Delay the installing of conduit in land-fill areas until Geotechnical Engineer's approval of fill compaction has been obtained.
D. Install exterior reinforced concrete encased conduit at depth shown on the drawings.
E. Increase the minimum cover as indicated or where required by field conditions.
F. Lay conduit to avoid low points between manholes by pitching from a high point between them, or from one to the next. The minimum pitch to be 3 inches per 100 feet.
G. Exclude cold bending of plastic conduits to radii less than minimum recommended by conduit manufacturer. Use factory manufactured bends or field bend forming hot box as recommended by conduit manufacturer for radii less than the cold bending minimum.
H. Bends in conduit shall have minimum radii as follows:
1. 1. 1. 1. For primary feeder 15'-0", except where specifically indicated otherwise.
      2. For primary feeder 4’-0” at termination point.
I. Depress conduit banks below their basic depths as necessary to accommodate the manhole entry dimensions and requirements set forth on manhole details. Change in depth shall be accomplished over a distance no less than 10'-0".
J. Vary conduit spacing in duct banks as necessary to accommodate the manhole entry dimensions and requirements set forth on manhole details. Change in spacing to be accomplished over a distance of no less than 10'-0".
K. Install conduit so that adjacent joints are staggered at least 6 inches from one another.
L. Join conduits utilizing the solvent cement supplied for the purpose by the manufacturer of the conduit.
M. Terminate each plastic conduit at each manhole in an end bell.
N. Changes in elevation or depth below grade to be accomplished with two bends of not more than 45 degrees each.
O. Accomplish offsets required by field conditions with two bends of not more than 10 degrees each.
P. Plug both ends of all conduit stubs.
Q. Identify all plugged conduit openings into manholes. Identification to differentiate between openings for future conduits and openings into conduit stubs.
R. Seal the end of each conduit run terminating inside a building utilizing a water and gas-tight sealant manufactured specifically for the purpose. Provide a similar seal at the other end of each such run where it enters the manhole nearest to the building.
S. After conduit has been installed with concrete encasement, as required on the plans, clear each conduit of all obstructions and foreign matter by pulling a flexible mandrel (12" minimum length and a diameter 1/4" less than that of the conduit) and brush through it. In the event that obstructions are encountered in any conduit that will not permit the mandrel to pass, remove and replace the blocked section. Include in the Work all excavation, backfilling, repair of concrete encasement and restoration of surface at grade involved in the conduit replacement. Submit certification that all mandrelling has been satisfactorily completed.
T. Provide a nylon cord for the pulling of cable in each conduit in which no cable is to be installed as part of the electric work.
END OF SECTION
02740 Bituminous Concrete Pavement —
BITUMINOUS CONCRETE PAVEMENT
PART 1 - GENERAL
1. 1. SUMMARY
    1. The work under this Section shall consist of bituminous concrete placed upon a completed processed aggregate base course or upon the surface of an existing pavement. The work shall be installed in accordance with the line, compacted thickness and details shown on the Contract drawings.
    2. The work shall include, but not limited to the following:
i. New Pavement
ii. Pavement overlay
iii. Permanent pavement repair
1. 1. QUALITY ASSURANCE
    1. Codes and standards: Comply with provisions of following, except otherwise indicated:
i. Reference to “Form 819” means the State of Connecticut Department of Transportation “Standard Specification for Roads, Bridges and Incidental Construction, 2024”, including any interim and supplemental specification.

3. SUBMITTALS
1. 1. 1. Submit Material Certificates of Bituminous Mixture (Class) and Tack Coat signed by material producer and Contractor, certifying that each material item complies with or exceeds specified requirements in accordance with Conditions of Contract and Division 1 Specifications Sections.
PART 2 - Products
1. MATERIALS
a. Bituminous Concrete Pavement:
i. Material for Bituminous Concrete Pavement and Bituminous Bases shall comply with Section M.04 of “Form 819”.
ii. The class of bituminous and compacted thickness shall be as indicated on the Contract Drawings.
PART 3 - EXECUTION
3.1 CONSTRUCTIONS METHODS
a. Bituminous concrete for pavement shall comply with Article 4.06.03 of “Form 819”.
END OF SECTION
02830 Segmental Retaining Wall System —
SEGMENTAL RETAINING WALL SYSTEM
PART 1 - GENERAL
1. 1. SUMMARY
    1. Section Includes
      1. Segmental retaining wall system
    2. Related Sections
      1. Section 00300 – Geotechnical Data
      2. Section 02315 – Excavation, Backfill, and Compaction
      3. Section 02320 – Borrow Materials
  2. References
    1. National Concrete Masonry Association Design Manual for Segmental Retaining Walls – Latest Edition.
  3. DESIGN REQUIREMENTS
    1. Plans and calculations shall be prepared, stamped and signed by a Registered Professional Engineer in the State of Connecticut contracted by the Contractor (the Contractor’s wall design engineer).
    2. Walls shall be designed to achieve minimum factors of safety of 1.5 for global stability under static loading conditions and 1.1 under seismic loading conditions. Walls shall be designed to achieve additional minimum internal and external factors of safety in accordance with the National Concrete Masonry Association Design Manual for Segmental Retaining Walls – Latest Edition.
    3. For non-mechanically stabilized earth walls, provide a three-foot vertical chimney drain of Gravel Borrow or Crushed Stone wrapped in Group I non-woven filter fabric immediately behind the wall as part of a drainage system. For mechanically stabilized earth walls, provide a three-foot vertical chimney drain of Gravel Borrow immediately behind the wall as part of a drainage system.
    4. Provide drainage consisting of a minimum 6-inch diameter perforated pipe surrounded by at least 6 inches of ¾-inch Crushed Stone wrapped in a non-woven filter behind the base of walls to drain the wall backfill. The pipe shall either be tied into a site drainage system or shall daylight through the wall periodically through weep holes.
    5. For non-mechanically stabilized earth walls, provide Gravel Borrow or Granular Fill meeting the gradation requirements of imported Granular Fill behind the chimney drain within at least 0.7 times the height of the wall for modular block (gravity) walls. For mechanically stabilized earth walls, provide Gravel Borrow within the entire geogrid reinforced zone.
    6. Lateral earth pressures acting on the wall shall be based on backfill having a unit weight of at least 130 pounds per cubic foot (pcf) and a maximum internal friction angle of 32 degrees.
    7. Seismic design shall be based on a peak ground acceleration associated with Seismic Site Class D.
    8. The Contractor shall perform any explorations and testing needed to properly design retaining walls.
  4. Submittals
    1. Submit a list of at least three successful projects of similar or greater size and complexity installed in the last five years by the Contractor using the same wall system proposed for this project. Project references shall include the following minimum information:
      1. Project name and location
      2. Owner contact information
      3. Wall plans and specifications
    2. Submit a list of at least three successful projects of similar or greater size and complexity designed by the Contractor’s wall design engineer that have been constructed in the last five years using the same wall system proposed for this project. Project references shall include the following minimum information:
      1. Project name and location
      2. Owner contact information
      3. Wall plans and specifications
    3. Submit wall manufacturer product information for wall system proposed including a statement indicating project experience within the last five years of similar or greater size and complexity. Project references shall include the following minimum information:
      1. Project name and location
      2. Product brochures
      3. Photographs of completed wall systems
      4. Owner reference
    4. Final design, which shall include detailed design computations and all details, dimensions, quantities and cross sections necessary to construct the wall. Along with the requirements of these specifications, the design shall conform to the latest edition of the National Concrete Masonry Association Design Manual for Segmental Retaining Walls. The fully detailed plans shall be 22" x 34" prints with Project Name, Number and Design Firm. The plans to be submitted shall be stamped and signed by a Registered Professional Engineer in the State of Connecticut and shall include, but not be limited to, the following items:
      1. A plan and elevation sheet or sheets for each wall, containing the following:
        An elevation view of the wall which shall indicate the elevation at the top of the wall, at all horizontal and vertical break points and at least every twenty-five (25) feet along the wall, elevations at the top of leveling pads, elevations of reinforcement (if any), the designation as to the type of unit, and the location of the original and final ground line.
        A plan view of the wall, which shall indicate: the offset from the construction centerline or baseline to the face of the wall at all changes in horizontal alignment and the limit of the widest unit.
        Any general notes required for design and construction of the wall.
        All horizontal and vertical curve data affecting wall construction.
      2. All details for leveling pads, as well as allowable and calculated maximum bearing pressures.
      3. Backfill gradation, placement, and compaction requirements.
      4. Detailed design computations, including global stability and bearing capacity calculations.
      5. Subsurface data collected by the Contractor for design of walls.
      6. The computations shall include a detailed explanation of any symbols and computer programs used in the wall design.
  5. Closeout submittals
    1. As-Built Drawings
      1. After completion of the installation and prior to final acceptance, the Contractor shall submit as-built Drawings of the wall construction stamped by a Registered Professional Engineer in the State of Connecticut.
  6. Quality Assurance
    1. Certifications
      1. The wall designer shall inspect the wall construction and provide a stamped Certification to the Engineer that it has been constructed in accordance with their design.
  7. PROJECT/SITE CONDITIONS
    1. Subsurface Information
      1. Subsurface data collected at the site is included in Section 00300 – Geotechnical Data. The Owner and/or Engineer will not be responsible for interpretations or conclusions drawn from this information by the Contractor.
      2. The boring information is considered to represent the conditions at the locations of the subsurface explorations at the time the subsurface explorations were made. Variations from the conditions disclosed by the subsurface explorations should be anticipated in planning, estimating and construction of the Work.
PART 2 - PRODUCTS
1. 1. Materials
    1. Backfill materials used in the wall construction shall be as specified herein and by the wall designer on the reviewed wall plans.
    2. Retaining wall systems to be used on this Project shall be the product of one of these manufacturers:
      1. Keystone
      2. Versa-Lok
      3. Redi-Rock
      4. Or equal
    3. Geosynthetics materials used in the wall construction shall be as specified by the wall designer on the reviewed wall plans.
PART 3 - EXECUTION
1. 1. PREPARATION
    1. Foundation Preparation
      1. The foundation for the structure shall be graded level for a width as shown on the submitted wall plans. Prior to wall construction, the subgrade shall be prepared as indicated on the submitted wall plans and in accordance with Section 02315 – Excavation, Backfill, and Compaction or as required by the wall designer. Any foundation soils found to be unsuitable shall be removed and replaced as directed by the Engineer or wall designer.
  2. WALL ERECTION
    1. The wall system, including but not limited to, blocks, reinforcement, and backfill materials, shall be constructed in accordance with the manufacturer’s recommendations and the latest edition of the National Concrete Masonry Association Design Manual for Segmental Retaining Walls, unless superseded by these Specifications or the submitted wall plans.
    2. Backfill placement shall closely follow erection of each course of wall units. Backfill shall be placed in such a manner as to avoid any damage to the wall materials or misalignment of the units. Any wall components, which become damaged or disturbed during backfill placement, shall be either removed and replaced or corrected at the Contractor's expense, as directed by the Engineer. All backfill material shall meet the requirements contained in Section 02320 – Borrow Materials unless superseded by the reviewed wall plans.
END OF SECTION
32131 Concrete Paving —
CONCRETE PAVING
Revise this Section by deleting and inserting text to meet Project-specific requirements.
This Section uses the term "Architect." Change this term to match that used to identify the design professional as defined in the General and Supplementary Conditions.
Verify that Section titles referenced in this Section are correct for this Project's Specifications; Section titles may have changed.

PART 1 - GENERAL
1. 1. RELATED DOCUMENTS
    1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.
  2. SECTION INCLUDeS
    1. Work of this Section includes labor, materials, equipment and services necessary to complete the work as specified herein, as follows:
      1. Final subgrade preparation of subbase and base.
      2. Standard concrete slabs-on-grade (walkways, pads, landings, ramps, and paved areas).
      3. Standard concrete subslabs.
      4. Detectable warning surfaces.
  3. RELATED SECTIONS
    1. Section 02315 – Excavation, Backfill, and Compaction.
  4. references
    1. American Society for Testing and Materials (ASTM)
    2. American Concrete Institute (ACI).
    3. National Ready Mixed Concrete Association (NRMCA)
  5. submittals
    1. Deliver following submittals to Architect and obtain his approval prior to ordering materials, beginning work and as otherwise required. Time delivery to allow reasonable review period and prevent delays.
    2. Product data:
      1. Complete materials list of items proposed for work identifying materials source.
      2. Admixtures, curing compounds, retarders, and accessories
      3. Joint fillers.
      4. Material certificates for aggregates and reinforcing.
      5. Integral color additive with standard color charts for color selection
        Follow up with sample color chips and their dosage rates as requested by Architect.
      6. Detectable warning product with color samples for Architect’s selection.
    3. Concrete mix designs.
    4. Concrete delivery tickets showing following:
      1. Batch number.
      2. Mix by class or sack content with maximum size aggregate.
      3. Admixtures.
      4. Air content.
      5. Slump.
      6. Time of loading.
    5. Concrete test reports.
    6. Shop Drawings. Layout plans with dimensions, showing finishes, construction, control, expansion and isolation joints. Show proposed alternating concrete slab placement patterns.
  6. QUALITY ASSURANCE
    1. Installer Qualifications: An experienced organization of established reputation that is regularly engaged in and which maintains regular force of workmen skilled in installation of type of work specified with successful record over past 5 years on projects of similar size and complexity.
    2. Comply with applicable requirements of local building department for construction of public access facilities.
    3. Provide brands of cement and admixtures, concrete and aggregate materials from single source throughout course of the work for complete installation.
    4. Maintain field records of time, date of placing, curing, and removal of forms of concrete in each portion of work.
    5. Owner shall provide and pay for testing and inspection by independent testing laboratory during concrete operations.
    6. Mockups:
      1. Architect may select sections of existing on-site concrete as samples to be matched by new installations; otherwise construct mockup panels of concrete work at location selected by Architect.
      2. Demonstrate color, finish treatment, patterns, expansion joints, control joints, tooling, curing and caulking for work as follows:
        Size: sufficient to illustrate full size patterns, repeated with control and expansion joints for each required color, finish and condition.
        Include separate mockup panels for each of following:
        Walks.
        Landings and pads.
        Subslabs.
        Slabs-on-grade.
        Detectable warning section embedded in finished concrete panel.
      3. Produce additional panels, if required and obtain Architect’s approval prior to beginning actual installation.
      4. Protect and maintain approved mockups during construction in undisturbed, undamaged condition until approval of completed work as standards for judging quality of workmanship and finish of actual installation.
      5. Only if approved by architect, approved mockups in undamaged, undisturbed condition at time of substantial completion may become part of completed work; otherwise remove as part of cleanup.
  7. DELIVERY, STORAGE, AND HANDLING
    1. Deliver curing materials, admixtures, additives and retarders in manufacturer's original, unopened containers with labels legible and intact. Store and protect from moisture, freezing and damage.
  8. PROJECT CONDITIONS
    1. Work notifications: Notify Architect at least 24 hours prior to beginning installation of concrete for each type and section of work.
    2. Establish and maintain required lines and grade elevations.
    3. Do not install concrete work over wet, soggy, muddy, or frozen subgrade.
    4. Environment Requirements:
      1. Do not install concrete when air temperature is below 40 degrees F.
        Use of calcium chloride, salt, or other freeze preventive admixtures is prohibited.
        Placing concrete during freezing weather is prohibited unless means and methods formally proposed by contractor are approved by Architect.
      2. Schedule placement to minimize exposure to wind and hot sun before curing materials are applied.
      3. Avoid placing concrete if rain, snow, or frost is forecast within 24 hours.
      4. Protect fresh concrete from moisture and freezing.
      5. Conform materials, mixing and installation methods to ACI 305 during hot weather and ACI 306 during cold weather.
    5. Schedule delivery of concrete to provide consistent mix times from batching until discharge.
    6. Protect surroundings and adjacent work from damage by splashes and spillages. Clean up without delay.
    7. Do not spoil excess concrete from delivery trucks, mixers and concrete installations and do not wash concrete residues from delivery and mixing equipment, handling and finishing tools onto lawns, vegetated areas, topsoiled areas and subgrades for topsoil, no matter what their state of preparation may be.
    8. Provide temporary barricades and warning lights as required for protection of project work and public safety.
PART 2 - PRODUCTS
1. 1. CONCRETE MATERIALS
    1. Portland Cement: ASTM C-150, Type I cement.
      1. Natural color.
      2. White color.
    2. Course Aggregate: ASTM C33 normal weight aggregates, 1" maximum size, clean, uncoated crushed stone or gravel coarse aggregate free of materials which cause staining or rust spots.
    3. Fine Aggregate: ASTM C33, clean.
      1. Natural sand.
      2. Manufactured white sand.
    4. Water: Clean, fresh and potable.
    5. Admixtures:
      1. Air-entraining, ASTM C260.
      2. Water-reducing, ASTM C494.
  2. CONCRETE MIXTURES
    1. Provide only ready-mixed concrete conforming to ASTM C-94 from single approved producer.
      1. Strength: 4,500 psi minimum at 28 days.
      2. Minimum Portland Cement Content: 6 sacks of cement per cubic yard of concrete.
      3. Slump range: 2" to 4" maximum as determined in accordance with ASTM C-143.
    2. Add following to concrete mixtures:
      1. Water-reducing admixture.
      2. Air-entraining admixture for air content of 5% to 7% as determined in accordance with ASTM C-173.
      3. Integral color additive for integral color concrete where called for on drawings.\
        Add in accordance with manufacturer’s instructions, mixing until uniformly dispersed throughout mixture or when premeasured bags, if used, have fully disintegrated
        Add colorant at dosage rate necessary to match color selected by Architect from colorant manufacturer’s color lines.
        Calculate dosage rate based on weight of Portland cement, fly ash, silica fume, line and other cementitious materials, excluding aggregates and sand.
    3. Field Retempering
      1. For natural color concrete mixture water may be added.
        Indicate water added to mix at job site on each delivery ticket and show quantity of water added.
        Site water tempered mixes exceeding specified slump range will be rejected as not complying with specification requirements.
      2. Do not retemper integral color concrete mix by adding water.
  3. ACCESSORIES
    1. Base: 3/4" crushed stone provided under Section 31 2000 – Earthwork.
    2. Forms: Clean, straight, free of defects and distortion. Of height equal to full depth of concrete works. Conforming to profiles, lines and dimensions indicated on Drawings. Of metal construction, except on sharp radius bends where plywood forms may be used. Of sufficient strength to resist concrete placement pressure and to maintain horizontal and vertical alignment during concrete placement.
    3. Form Release Agent: Non-staining chemical form release agent free of oils, waxes, and other materials harmful to concrete.
    4. Reinforcing Steel: ASTM A615, A616, or A617, Grade 40, new domestic deformed steel bars.
    5. Welded Wire Fabric: ASTM A185, welded, plain, cold-drawn, steel wire fabric.
    6. Reinforcing and WWF Supports on Grade: Concrete briquettes or welded wire saddles specifically intended for use.
    7. Standard Joint Filler: ASTM D1751, 1/2” wide, premolded non-extruding asphalt-impregnated fiberboard.
      1. If caulking is required, provide expansion joint cap strip: Extruded, plastic, removable strip made specifically for forming recess for caulking above fiberboard joint filler. By Vinylex, Knoxville, TN ph. 615-690-2211 or approved equivalent.
    8. Special Joint Filler: For isolation joints around circular and irregular fixed objects. ASTM D14819 Type I, 1/2” wide, closed cell, cross-linked polyethylene foam. Black colored.
      1. If caulking is required, provide with perforated tear-off strip to form caulking niche.
    9. Backer Rod: Provided under Section 07 9053 Site-related Joint Protection.
    10. Joint Sealant: Provided under Section 07 9053 Site-related Joint Protection.
    11. Detectable Warning Tiles and Panels: 12”, 24” or 36” wide X lengths up to 60” long in single panels or tiles for direct embedment in concrete walking surfaces as indicated on drawings. Vitrified polymer, UV resistant product with ADA inline, truncated dome surface design. “Armor-Tile Herculite Replaceable CIP Detectable/Tactile Warning Tile” by Engineered Plastics, Inc., Williamsville, NY, 1-800-682-2525, www.armor-tile.com, or approved equal.
      1. Color to be selected.
    12. Curing Agent: ASTM C309, non-yellowing, non-staining liquid membrane-forming type, containing fugitive dye. Chlorinated rubber compounds are not acceptable.
PART 3 - EXECUTION
1. 1. INSPECTION
    1. Examine subgrades and installation conditions.
    2. Verify that frames for manholes, basins, drains, valves, boxes, and other flush structures within and adjacent to areas to be paved and in curblines are at their proper elevation and alignment. Provide temporary closures over openings.
    3. Do not start concrete work until unsatisfactory conditions are corrected.
  2. PREPARATION
    1. Subgrade: Proof roll subgrade of vehicular traffic bearing pavings and do necessary rolling and compacting to obtain firm, even subgrade surface.
      1. Fill and consolidate depressed areas.
      2. Remove uncompactable materials, replace with clean fill and compact to 95% of maximum dry density in accordance with ASTM D698 Standard Proctor Method.
    2. Base: Spread porous base material and compact in maximum 8" lifts to 95% of maximum dry density in accordance with ASTM D698 Standard Proctor Method.
    3. Install forms at all free edges. Do not use earth forms.
      1. Set forms full depth of slabs, aligned, plumbed, staked and braced in place, free of play with ends locked together tightly.
      2. Maintain following grade and alignment tolerances:
        Top of form: Maximum 1/8" in 10'-0".
        Vertical face: Maximum 1/4" in 10'-0".
    4. Clean forms after each use and coat surfaces which will be in contact with concrete with form release agent as necessary to assure separation from concrete without damage to concrete surface.
    5. Locate, place, and support reinforcement as indicated on Drawings.
      1. Provide single layer of welded wire fabric, sized as indicated, in all concrete slabs unless otherwise indicated on Drawings.
      2. Provide reinforcing bars for concrete item as indicated on Drawings. Adequately support and secure reinforcement to prevent displacement.
      3. Reinforcing Fibers: Where fiber reinforcement is required, add the concrete mixing system at the rate of one and six-tenths pounds per cubic yard (1.6 lbs/cy).
        Perform required concrete slump tests prior to adding fiber reinforcement.
        Continue to mix concrete for minimum of five (5) minutes after adding polypropylene reinforcement.
    6. Install, set, and build-in conduits and pipe sleeves, inserts and other work including items furnished under other Sections.
    7. Provide adequate notification for delivery of necessary items by other trades.
    8. Mark locations of conduits and sleeves with stake.
  3. INSTALLATION - CONCRETE PLACEMENT
    1. Comply with ACI 304 "Recommended Practice for Measuring, Mixing, Transporting, and Placing Concrete" and as specified.
    2. Protect concrete from physical damage or reduced strength due to weather extremes during mixing, placing, and curing.
      1. Comply with ACI 306, "Recommended Practice for Cold Weather Concreting".
      2. Comply with ACI 305, "Recommended Practice for Hot Weather Concreting".
    3. Remove any loose material and debris from compacted base surface just before placing concrete.
    4. Moisten subgrade or base to provide uniform dampened condition at time of concrete placement.
    5. Place and spread concrete to full depth of forms.
      1. Use only square-end shovels or concrete rakes for hand-spreading and consolidating concrete.
      2. Exercise care during spreading and consolidating operations to prevent segregation of aggregate and dislocation of reinforcement.
    6. Place concrete in continuous operation between expansion joints and construction joints in single monolithic course for full width and depth of concrete work except for larger areas.
    7. For large areas exceeding 25’ wide in any direction, place concrete between construction and expansion joints located to allow alternating pattern of slab placement as approved on shop drawings or as approved by Architect in field.
      1. Delay placement of infill sections at least 2 days after initial placement of alternate sections.
    8. Strike-off and bull-float concrete after consolidating, leveling ridges and filling voids.
      1. Check surface with 10'-0" straightedge and correct deficiencies, filling, leveling and refloating as needed.
    9. Darby concrete surface to provide smooth, level surface ready for finishing.
    10. Maintain finish concrete surface tolerance as follows:
      1. Maximum 1/8” in 10’ from level or slope in any direction as indicated on drawings for each slab.
  4. INSTALLATION - JOINTS
    1. General: Install control, expansion, isolation and construction joints properly laid out, using straight edges and chalk lines to accurately guide equipment and tools.
    2. Layout: Install joints in patterns and at spacing intervals indicated on drawings and approved shop drawings.
    3. Install standard keyed-section construction joints as detailed and where indicated on Drawings or as otherwise approved.
    4. Install 3/8” wide expansion joints as follows:
      1. Provide joint fillers, clean cut to depth required, in single lengths for full slab width, whenever possible.
        Fasten joint filler sections together when multiple lengths are required.
      2. Hold joint fillers in place by means of steel pins, approved installing devices and adhesive to prevent warping during placing and finishing.
      3. Install joint fillers full-width and depth of joints with top edge flush with finish surface of slab.
      4. Where joints require caulking, install joint fillers full width and depth of joints with cap strips or perforated top strips attached. Set flush with finish surface of slab to form 1/2” deep caulking niches when caps and strips are later removed.
      5. Keep cap strips and perforated top strips intact and undamaged to be removed only after application of curing agent and sealer in preparation for caulking.
      6. Protect edges of joint fillers during concrete placement.
      7. Where slabs are indicated on drawings to be doweled across joints to adjoining slab sections, steps, door sills and other structures to forestall differential settlement, install 12” long, smooth, #4 stainless steel dowels with one end enclosed in plastic sleeve to facilitate movement.
        Set dowels perpendicular to and centered on joints at intervals indicated on drawings.
  5. INSTALLATION – FINISHES
    1. General:
      1. Perform concrete surface finishing, using appropriate mechanical or hand methods as needed.
      2. On completion of floating, after bleed water has disappeared and concrete can sustain foot pressure with only slight indentation, cut concrete away from forms.
        Work edges with edging tool, rounding edges to 3/16" radius, unless otherwise indicated on Drawings.
      3. Follow up initial cutting away with surface texturing, edging and joint treatment as indicated and specified.
      4. Remove forms only when concrete has set up sufficiently to support its own weight without slumping.
      5. Curing: Immediately after completing surface finish apply curing agent spray in accordance with manufacturer's recommended applications and coverage rates and instructions.
      6. Joint Caulking: Provided and installed under work of Section 07 90 53 Site-related Joint Protection.
    2. Slabs-on-Grade:
      1. Using approved push broom with clean, straight unworn bristles, apply uniform, fineline, medium broom finish by drawing soft broom across concrete surface, perpendicular to line of traffic or otherwise in direction indicated on Drawings.
        Keep bristles clean of concrete buildup during use and repeat brooming as necessary.
      2. Apply rubbed finish to side faces that may be visible.
      3. Edge and Joint Treatment – Hand Tooled Control Joints.
        Tool all edges and joints by hand with approved edging tools, cutting in joints 1/4 – 1/3 depth of concrete slab thickness and rounding edges to 1/8” radius.
        Finish edges and joints with smooth, steel-tooled borders and bands applied with tools of width required for pattern indicated on drawings.
        After tooling edges and joints, remove visible tool marks with texturing tools to match adjoining surface finish texture.
    3. Subslabs:
      1. Float, pitch uniformly as indicated on drawings, cut away from forms and install control joints.
      2. Tool edges and joints by hand using approved edging tool, cutting in joints 1/4 - 1/3 depth of concrete slab thickness and rounding edges.
  6. INSTALLATION – DETECTABLE WARNINGS
    1. General
      1. Install warning panels and tiles as instructed by manufacturer, as specified and according to Drawings.
      2. Set detectable panels and tiles square with adjacent curbs, accurately aligned, and pitched to required slope.
      3. Use common masonry tools and manufacturer recommended tools and equipment for setting, cutting, embedment, finishing and cleaning warning surfaces.
      4. Where panels and tiles require cutting for curved curb sections and non-modular dimensions, cut tiles and panels cleanly and well fitted, straight or curved as required.
      5. Keep plastic factory wrapping intact.
        Tape exposed cut edges of panels and tiles to protect surfaces from staining and damage throughout installation.
      6. For more accurate and easier installation, tiles may be bolted together with stainless steel hardware and caulked or taped on underside of joints to avoid cement squeezing through joints and keep adjacent tiles flush with each other.
    2. Embedment
      1. Correctly position panels and tiles in their final locations on freshly finished, truly sloped, concrete surfaces.
      2. Once in position embed panels and tiles by tamping with non-marring rubber mallet or small vibrating unit with soft contact surface
        Embedment by foot or walking on tiles and panels during installation process is prohibited.
        Achieve full embedment with no voids or air bubbles below.
      3. Tolerances:
        Assure that field surfaces (bases of truncated domes) of panels and tiles are flush all around with tops of curbs and concrete walking surfaces, having no more than 1/16” difference in height at lips.
        Assure that cross slopes are correct, using 4’ long level with electronic read out, both for concrete surface prior to embedment and afterward for installed panels and tiles.
      4. When full, accurate embedment has been achieved, place 2 weights, 25 lbs each, on tiles every 2’ and as needed on longer panels to maintain solid contact with bed below while concrete is setting up and curing.
      5. Tool concrete edges of embedded warning surfaces all around with edging tool and complete finishing of adjacent concrete surfaces as specified.
    3. Cleaning
      1. After curing is complete, remove protective tape, and wrappings using knife to carefully cut around flush edges of panels and tiles, so as not to leave exposed remnants of protective materials when covers are pulled off.
      2. If concrete has bled under covering onto warning surfaces, carefully clean off with soft brush and water without damaging surface.
    4. Joint Sealant: If caulked joints between tiles and panels are indicated on Drawings, provide and install under Section 07 90 53 Site-Related Joint Protection.
  7. FIELD QUALITY CONTROL
    1. Provide field quality control testing and inspection during concrete operations.
    2. Provide adequate notice, cooperate with, provide access to work, obtain samples, and assist test agency and their representatives in execution of their function.
    3. Testing:
      1. Provide slump test on first load of concrete delivered each day and whenever requested due to changes in consistency or appearance of concrete.
      2. Provide air indicator tests and air meter tests for all air-entrained concrete.
        Perform air indicator test with "Chase" AE 35 or equal air indicator, and air meter test in accordance with ASTM C231 or C173. Test first load of concrete delivered each day.
        Furnish copies of field records and tests reports as listed for strength tests.
      3. Strength Testing:
        Provide 1 set of 3 test specimens for each 50 cu. yd. placed in any one day. Secure samples in accordance with ASTM C172 and mold specimens in accordance with ASTM C31.
        Test 1 specimen at 7 days and 2 specimens at 28 days in accordance with ASTM C39.
        Furnish copies of field records and test reports as follows:
        2 copies to Architect
        1 copy to Contractor
        1 copy to Ready Mix Supplier
      4. Record exact location of concrete in work represented by each set of cylinders and show on test reports.
      5. Provide insulated moist box for protection of test cylinders until shipped to laboratory.
  8. PROTECTION
    1. Protect concrete work from damage until final acceptance.
    2. Do not allow construction and vehicular traffic on concrete pavement surfaces for at least 14 days, following application of curing agent.
  9. CLEANING
    1. Perform cleaning during installation of work and upon completion of the work.
    2. Repair damage resulting from concrete operations.
    3. Remove debris, excess materials, forms, and equipment from site, and dispose of legally.
    4. Sweep concrete walks and pavement and wash concrete surfaces and faces free of stains, discoloration, dirt, and other foreign material immediately prior to final acceptance.
END OF SECTION
33410 Storm Drainage —
STORM DRAINAGE
PART 1 - GENERAL
1. 1. RELATED DOCUMENT
1. 1. 1. Drawings and general provisions of the Contract.
1. 1. SUMMARY
1. 1. 1. General: Provide storm drainage systems in accordance with the Contract Documents.
    2. Related Sections include the following:
1. Section 02370 - Sedimentation and Erosion Control
2. Section 02315 – Excavation, Backfill, and Compaction
1. 1. COORDINATION
1. 1. 1. Coordinate and schedule the work of this Section with all trades involved to prevent interference, and in order to allow adequate time at the proper stage of construction to properly perform all work of this Section.
1. 1. REQUIREMENTS AND RESTRICTIONS
a. Requirements given herein may be affected by other related requirements of the project specifications. Correlation of all contract requirements is the responsibility of the Contractor.
b. Connect to storm drain lines at a point five (5) feet outside the building lines. All drain lines within a point five (5) feet outside the building lines are specified in the Plumbing Division.
     c. Work to comply with all applicable codes and regulations. Furnish all bonds necessary to get a permit for cuts and connections to sewer.
    d. The term "Local Standards" as used herein, means the standards of design and construction of the City of New Haven, whichever is applicable.
     e. Maintain in operating condition all active utilities, sewers, gutters and other drains encountered in the utility installation. Repair to the satisfaction of the Owner any surface or subsurface improvements damaged during the course of the Work (unless such improvement is shown to be abandoned or removed), whether or not such improvement is shown on the Drawings.
5. APPLICABLE STANDARDS
a. Standard Specifications for Roads, Bridges and Incidental Construction Form 819 as issued by the State of Connecticut Department of Transportation, 2004 edition with all latest amendments thereto.
b. City of New Haven Standard Details and Specifications.
6. SUBMITTALS
a. Structure details for manholes, catch basins, trench drains, hydrodynamic separators, rims, frames, grates, etc.
b. Certification of Specification Compliance for drainage structures, including catch basins and manholes.
c. All piping certifications, casting data and the like as may be required by the Owner.
d. Product data for geotextile fabric for riprap aprons, if substitution is requested.
PART 2 - PRODUCTS
2.1       MATERIALS
A.    Pipe:
1.         High Density Polyethylene Pipe (HDPE): The polyethylene pipe and fittings shall comply with AASHTO M294, Type S (smooth wall interior).
B.    Structures and Miscellaneous:
1.         Concrete – Class “A” Concrete conforming to CTDOT Form 819, Article M.03.01, 3,000 p.s.i. to comply with requirements and workmanship set forth in the referenced standards.
2.         Ensure precast structures are yard manufactured of 5,000 p.s.i. material and are in accordance with standard details as shown on the drawings ‑ ASTM C‑478 and in compliance with Section M.08.02.4 of the reference standard.
3.         Concrete block for drainage structures shall conform to the requirements of ASTM C 55, Grade S II.
4.         Masonry concrete units for drainage structures shall conform to the requirements of ASTM C139.
5.         Brick for adjustment – AASHTO M 91, Grade SM, except that the depth shall be 2-1/4 inches, the width 3-5/8 inches and the length 8 inches, and except that the maximum water-absorption by 5-hour boiling shall not exceed 15% for an average of five bricks, or 18% for an individual brick.
6.         Ensure frames and covers or gratings are provided where indicated on the drawings of cast iron conforming to ASTM A‑48, Class 30 and are similar and equal to Campbell Foundry Company as required by drawing details. Machine casting frame and grating seats to prevent rocking. Unit assemblies to comply with Section M.08.02-5 of the reference standard.
7.         Catch basin bell traps are to be constructed of cast iron for pipe sizes up to 24 inches, and galvanized fabricated steel for pipe sizes 24 inches and over. Hanger plates to be constructed of same metal.
8.         Aluminum Steps for Manholes: Aluminum conforming to AASHTO M199 (ASTM C478), with ends in concrete walls coated with zinc chromate paint conforming to Federal Specification TT-P645.
C.    Backfill and Bedding Material:
1.         Backfill and Bedding Material shall be as follows:
a.         For storm sewers, ¾” crushed stone conforming to CTDOT “Form 819”, Article M.01.01, No.6 Stone.
D.     Riprap
                        1.         Riprap shall be modified or intermediate riprap as indicated on the Drawings, in accordance with Article M12.02 of the reference standard.
                        2.         Granular Fill beneath shall be in accordance with Article M.2.01 of the reference standard.
                        3.         Separation geotextile shall be Mirafi 500X, or approved equal.
E.      Balance of materials shall be as indicated on the Drawings and/or specified elsewhere in this Section.
PART 3 - EXECUTION
3.1       Inspection
                 A.         Provide adequate survey controls to construct the utility lines and structures as shown on the Drawings. Deviations from the plans will be permitted only with the approval of the Owner. Provide an "as-built" record made by a licensed surveyor registered in the State of Connecticut, and paid for by the Site Contractor, showing all actual locations, inverts, grades, etc.. Furnish one set furnished to the Owner and one set to the Site Engineer.
                    B.         Examine the areas and conditions under which the site storm drainage system is to be installed. Notify the Owner and Site Contractor in writing of conditions detrimental to the proper and timely completion of the Work. Do not proceed with the Work until unsatisfactory conditions have been corrected in an acceptable manner.
                    C.        Dig test pits at the locations shown on the Drawings or ordered by the Owner before installation of storm drainage systems. Notify Engineer 48 hours before start of test pits. Test pit excavations shall have neat, cleancut and vertical sides. Provide Engineer with survey of utilities within the hole showing horizontal and vertical location of top and bottom of all pipes, ducts and structures and a description of size and type of material. Backfill, compaction and surfacing to be in accordance with Section 02315 – Excavation, Backfill, and Compaction.
3.2       Traffic Control
                    A.         Maintain access for vehicular and pedestrian traffic as required for other construction activities and for public when working in road rights-of-way.
                    B.         Provide flagmen, barricades, warning signs and warning lights as required. Obtain required opening permits before start of Work.
3.3       Installation
                    A.         Lay out all drainage systems, starting from the downstream end, true to line and grade to provide positive pitch, and place "in-the-dry".
                    B.         Length of piping shown is approximate. Provide all piping required to complete system.
                    C.        Lay pipe true to the lines and grades shown on the Drawings or ordered by the Engineer.
                    D.        Before laying pipe, wipe the insides of sockets and outside of spigots clean of all dirt, grease, sand or water.
                    E.         The pipe should not be dropped from the delivery truck into an open trench or onto uneven surface, it should not be dragged or struck against another pipe or object, the pipe should not be dragged across the ground.
                    F.         Where soft foundation is encountered in the progress of the Work, Site Contractor to remove such soft foundations as unsuitable material and material as described in the excavation of unsuitable material or as ordered by the Owner's Geotechnical Consultant. Place crushed stone not less than six inches in depth in wet trenches as bedding to support pipe and structures, on the order of the Owner's Geotechnical Consultant. Ensure stone is of a quality acceptable to the Owner's Geotechnical Consultant and not larger than will pass through a one (1) inch ring.
                    G.        Conduct backfilling so that no stone having a dimension larger than five (5) inches shall be placed within six (6) inches of completed sewer line and none larger than nine (9) inches in diameter shall be placed less than fifteen (15) inches above the pipe.
                    H.        Install gaskets in accordance with manufacturer's recommendations for use of lubricants, cements, and other special installation requirements.
                    I.          At the point where the proposed sewer construction meets a live or exiting sewer, the new sewer shall be securely plugged with brick and mortar until the entire new sewer construction is completed and ready for final inspection. No deviations from this provision will be allowed.
                    J.         Plastic Pipe: Install plastic piping in accordance with pipe manufacturer's instructions. Use joint adhesives as recommended by manufacturer to suit basic pipe materials. Where standards herein conflict, the more stringent shall apply.
3.4       Cleaning Conduit
                    A.         Clean interior of conduit of dirt and other superfluous material as Work progresses. Maintain swab or drag in line and pull past each joint as it is completed.
        B.         In large, accessible conduit, brushes and brooms may be used for cleaning.
        C.        Place plugs in ends of uncompleted conduit at end of day or whenever Work stops.
        D.        Flush lines between manholes if required to remove collected debris.
3.5       Joint Adapters
A.         Make joints between cast iron pipe and other types of pipe with standard manufactured cast iron adapters and fitting.
3.6       Roof Drain Connections
A.         Connect roof drains to storm drainage system with standard adapters. Grout joints between PVC pipe, cast iron pipe and concrete pipes thoroughly with cement mortar to make watertight joints.
3.7       Closing Abandoned Utilities
A.         Close open ends of abandoned underground utilities in accordance with Drawings. Provide sufficiently strong closures to withstand hydrostatic or earth pressure that may result after ends of abandoned utilities have been closed.
3.8       Interior Inspection
                    A.         Inspect conduit to determine whether line displacement or other damage has occurred.
                    B.         Perform inspections after lines between manholes or catch basin locations have been installed and approximately two feet of backfill is in place and at completion of Project.
                    C.        If inspection indicates poor alignment, debris displaced pipe, infiltration or other defects, correct such defects to the satisfaction of the Engineer. Debris to be disposed off-site at Construction Manager's expense.
3.9       Drainage Structures (Refer to Details)
                    A.         Inspect conduit to determine whether line displacement or other damage has occurred.
        B.         Set brick and/or block in mortar with joints full and fill all joints.
                   A.        In manholes form invert channel of concrete, fill, smooth and accurately shape to conform to outside of adjoining pipe. Change direction of channel with true curve of as large as radius as possible.
                   B.        Where structures are constructed of solid concrete catch basin block, set block in cement mortar and fill all cross joints.
        E.         Set frames and grates to proper elevations and in bed of mortar.
3.10     Existing Utilities
                    A.         Utility locations shown are approximate. Contractor shall determine exact locations before submitting bid.
                  B.        When encountered in Work or as indicated, protect existing active sewer, water, gas, electric, other utility services, structures; where required for proper execution of Work, relocate them as directed by the Utility Company responsible for the service. If existing active services are not indicated but are encountered, requiring protection or relocation, determine with utility company providing said service the appropriate action required to provide protection or method of relocation; advise Owner of all changes and manner of same.
3.11 Improvement location survey
A. Upon completion of the improvements, the contractor shall retain the services of a Connecticut licensed land surveyor to prepare an “as-built” survey depicting all completed improvements. The survey map, as a minimum, shall be an “Improvement Location Survey” conforming to Class A-2 and T-2 accuracy as set forth in the Regulations of Connecticut State Agencies, Section 20-300b-1 through Section 20-300b-20. The survey map shall provide all rim, frame, and pipe invert elevations and pipe sizes.
END OF SECTION

Submission Requirements

Required City Forms —
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Disclosure Form for Online Notary (required) —
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DISCLOSURE & CERTIFICATION AFFIDAVIT (required) —
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2. Complete the document: Fill in all the required information on the document.
3. Notarize the document:
  - Take the completed document to a public notary: A notary public can notarize your signature in person.
Important: If you don't have the document notarized, your response will be disqualified.
In essence, you must legally verify your identity and the authenticity of your signature on the document.
.
Current Workforce Certificate (required) —
Please download the below documents, complete, and upload.
CHRO Requirements (required) —
Please download the below documents, complete, and upload.
As of December 30, 2025 the City of New Haven prefers to receive digital bid bonds via Surety 2000. For more information go to: https://surety2000.com/ Would you be submitting the Bid Bond via Surety 2000? (required) —

Select "Yes" if you are submitting a Digital Bond
Select "No" if you are submitting a Bid Bond utilizing City Bonding Document.
Note: Labor, Material and Performance Bond valued a 100% of the contract amount will be required of awarded vendor.
Surety 2000 Bid Bond (required) —
Please enter your Bid Bond information from Surety2000 below.
Note: Labor, Material and Performance Bond valued a 100% of the contract amount will be required of awarded vendor.
Bid Bond (required) —
Please download the below documents, complete, and upload. Vendor must use the bid form attached in the submittal section of this solicitation package, no other format accepted.
Statement of Qualifications for City —
Statement of Qualifications:
Each solicitation response shall include a Statement of Qualifications in the format provided in this Solicitation upon stationary of the responding entity.
All questions must be answered, and the data given must be clear and comprehensive.The respondent may submit any additional information he/she desires.
Permanent Main Office Address (required)
When Organized (required)
Legal form of ownership. If a corporation, where incorporated. (required)
How many years have you been engaged in services, under your present name? (required)
Have you ever failed to complete any work awarded to you? If so, where and why? (required)
Have you ever defaulted on a contract? If so, where, and why? (required)
Describe any pending litigation or other factors, which could affect your organization ability to perform this agreement. (required)
Names, titles, reporting relationships, and background and experience of the principal members of your organization, including the officers. Indicate which individuals are authorized to bind the organization in negotiations with the City of New Haven. (required)
Name, title, address, and telephone number of the individual to whom all inquiries about this Proposal should be addressed. (required)
Upon the City of New Haven's request, the Business will be obligated to: (required) —
- Complete a detailed financial statement, providing a thorough overview of its financial position.
- Furnish any additional information deemed necessary by the City to evaluate its financial stability. This may include, but is not limited to, bank records, tax documentation, and credit references.
- Sign a release if required, authorizing the City to independently verify the provided financial information from relevant third parties.
This comprehensive financial review is a necessary step for the City of New Haven to ensure the respondent possesses the financial capacity to successfully undertake and complete the proposed project. Your affirmative response confirms your understanding and willingness to comply with these requirements if requested.
Tax Identification number(s) (required)
UEI Identification Number is required for all federally funded project. Respondent is required to have an active UEI number when submitting a response. (required) —
Please enter your number here:
By Providing the City with a UEI, please upload your current validation form (required) —
Please upload active validation form from Sam.gov here:
Entity confirms it has not been federally disbarred in past year. (required)
Are you able to receive Credit Card Payments for your services rendered? (required)
Attached in section 4 "City Requirements" of this solicitation are Policy Agreements for Band the Box, Certificate of non-arrearage, Equal Opportunity Agreement and the Non-Collusion Affidavit your review.. (required) —
By submitting a response to this solicitation, you acknowledge and accept the terms and condition of each individual policy.
Is your company excluded from participating in programs from participation in programs administered by the state or federal agencies. (required) —
Does your company, including all parent companies, subsidiaries, and other affiliated entities, is currently subject to any of the following:
- Debarment: Being officially excluded from receiving federal contracts or subcontracts.
- Suspension: Being temporarily prohibited from receiving federal contracts or subcontracts while an investigation or legal proceedings are pending.
- Proposed for Debarment: Having received official notification of the intent to debar the company.
- Otherwise Declared Ineligible: Being deemed ineligible for federal contracts or subcontracts through any other administrative or legal process.
Please provide additional information (required)
The City of New Haven has provided the complete contract details for your thorough examination. While the standard contract terms allow for minor modifications with the City's written approval, it is critical to understand that you will be strictly required to adhere to every term and condition as presented in the attached documents unless such minor changes are formally approved by the City of New Haven (required) —
By submitting a response to this solicitation, you acknowledge and accept this requirement as a condition of award.
Enter Requesting Department Name. (required)
Enter Project Manager's Name (required)
Enter Munis Account Number for Ad (nnnnnnnn-nnnnn) (required)
Funding
How is this Procurement Funded (required)
IF funding is City, then does local preference apply? (required)
If funding is Federal, and project is construction related then federal wage rate required (required)
If funding is State, and project is construction related; state wage required (required)
If funding is a Grant and project is construction related (required)
If project is ARPA and is construction related, wage rates applies as follows: (required)
IF funding is City, then does local preference apply? (required)
If funding is Federal, and project is construction related then federal wage rate required (required)
If funding is State, and project is construction related; state wage required (required)
If project is State Funded, does project need be posted on DAS Portal ? (required)
If funding is a Grant and project is construction related (required)
If Grant funded-required information confirmation (required)
Please include the full name of the funding agency (not the program) (required) —
For Example: "Homeland Security"
Project Setup —
Note: Project requiring Bid Bond-when setting up project within project builder enter the Project ID by right clicking the Bid Bond question.
Type of Solicitation (required)
Initial Term (required)
Renewal Option(s) (required) —
Format: 2 one (1) year
Estimate Value (required) —
Please note prevailing wage rate required for all construction related Projects with estimated cost equal to or greater than $100,000
Livable Wage (required)
Yes, please request Purchasing to request state wage rate. Project Cannot be released without rates. Allow at least two weeks to receive rates prior to placing project live. Rate only valid for 30 day for a project not made live on the portal (required)
Yes, please request Purchasing to acquire Federal wage rate for New Haven . Project Cannot be released without rates.. (required)
Is this a "Small Contractor Development" solicitation? (required) —
The City of New Haven has a set-aside program for Small Business located with New Haven County. This is a program for any non federally funded construction or service related solicitation up to $150,000. SCD shall have first preference. To seek waiver contact Lil Snyder in SCD.
If you answered "Yes" to question 5.2.4 Are there SCD vendor available to perform statement of work. Check in Vendor section of OpenGov_"Vendor List" to determine. (required)
Bid Bonds required for your project? (required) —
If your project is Construction and over $100,000, a bid bond is required.
Is "MBE/WBE Sub-Contractor Utilization" applicable for this solicitation? (required) —
Does project specification define what a good faith effort is acceptable for this statement of work.
MBE/WBE Utilization Goal (required) —
applies to all city construction contracts that are over one hundred fifty thousand dollars ($150,000.00)
Are there any License or Certification Requirement? (required) —
This particular question is to be answered for the company (or their subcontractors) not their employees.
License or Certification Type: (required) —
Please enter the specific License or Certification required to be eligible to compete on this solicitation. For example, "CPA - Certified Public Accountant."
Insurance Requirements —
Instructions for Project Managers
Based on the information you currently have, attempt to answer this question to the best of your capability. Ultimately, purchasing will review this carefully and edit and update as needed based on your solicitation requirements.
As a standard, all activities for Construction and Service require the following:
- General Liability
- Workers’ Compensation & Employers’ Liability (EL) - Statutory Limits
- Auto Liability
- Excess/Umbrella Liability
Any Professional Services type project (usually Request for Proposals) will require the following:
- General Liability
- Workers’ Compensation & Employers’ Liability (EL) - Statutory Limits
- Auto Liability
- Excess/Umbrella Liability
- Professional Liability
For Commodity, General Liability is the minimum requirement.
Pricing (required)
Award Method (required) —
General definitions and parameters of each approach.
- Award to the Winner: This is a traditional public procurement where the winning bid or proposal is selected based on the Lowest, Responsive and Responsible Bidder when using a Competitive Bid process; or the Highest Scored Proposal when using the Competitive Selection process.
- Split Award: A “Split-Award” is designed to specify and distinguish separate Groups of awards based on separate specifications or Scopes of Work. A vendor can respond to any combination of the Groups provided they are responsive and responsible. Each Group is evaluated and awarded independently. Effectively, there could be a separate winner for each Group.

Questions & Answers

Q (Site Lighting Specification): We would like to submit equal alternative site lighting poles and luminaires that meet the city standards, from a brand the city is familiar with.

A: In accordance with Section 01110(1.1)(B), light poles and luminaries are not included in the scope of the Contract.

Q (Construction Staking): Please consider adding an Item for construction staking

A: Construction staking is covered under Section 07720 Field Engineering and included in Line Item 4 of the Pricing Table.

Q (Traffic Control): Please consider adding Items for maintenance and protection of traffic and trafficmen.

A: This is covered in Section 01550 and Line Item No. 2 of the Pricing Table.

Q (HMA S1): Where on this project is the HMA S1 to be installed?

A: Per Section 01110(1)(A)(vii)(r), the HMA S1 is to be installed on the only the 198 River Street parcel.

Q (Sidewalk): Are the sidewalks shown along the east, west and south sides of the proposed Building foundation included in this contract?

A: These sidewalks are part of Alternate No. 1 per Section 01110(1)(A)(ix).

Q (Concrete Sidewalk): Is the sidewalk located along the retaining wall on the west side of the site included in this contract?

A: This sidewalk is part of Alternate No. 1 per Section 01110(1)(A)(ix).

Q (Dumpster Pad): Is the Dumpster Pad included in the this contract?, if so under what item is it to be paid?

A: The dumpster pad is part of Alternate No. 1 per Section 01110(1)(A)(ix).

Q (Tree Pit): Are the "city approved street tree's" shown within the tree pits along river street included in the cost of the Tree Pit Item? or are these trees not in this contract?

A: The backfill of tree pits and provision of city approved trees are not included in this contract per Section 01110(1)(B).

Q (Retaining Walls): Are the retaining walls located on the east and west sides of the proposed building included in this contract.

A: The retaining walls adjacent to the east and west sides of the proposed building are not included in this contract per Section 01110(1)(B). The retaining wall along the west side of 198 and 200 River Street is included in this contract per Section 01110.

Q (Electrical Conduit): What is the size and type of electrical conduit?, also please add the the Item for electrical trenching and backfilling.

A: Electrical conduit required for the project includes 40 linear feet of 4 inch SCH 40 PVC and 730 linear feet of 2 inch SCH 40 PVC. The Pricing Table will be revised to include these items and quantities. Costs for electrical trenching and backfilling shall be included in the Unit Cost for these items.

Q (Hand Hole): Please include a detail of the electrical handholes,, none are detailed in the plans.

A: Handholes will be AASHTO H20 RATED concrete handhole. A detail will be provided.

Q (Permanent Pavement for River Street): Plan Details for "pavement replacement - permanent for local roads" as HMA S0.5, there are no Items in the calculation sheet for this material. Please Clarify.

A: The Pricing Table will be revised to include an item and quantity for HMA S0.5 for pavement replacement - permanent for local roads.

Q (Dewatering for Hydrodynamic Separator): Will the groundwater encountered during the installation of the Hydrodynamic Separator be required to be treated and discharged into the sanitary sewer? If so will this work be paid under the Item for furnishing a groundwater treatment system and the item for discharge of treated groundwater to the sanitary sewer?

A: All groundwater at the site is contaminated and will require handling and disposal in accordance with Section 02240. A groundwater treatment system will be required during Phase 1 of the project to facilitate excavation of Excavation Area 1A. The hydrodynamic separator and other drainage structures will be installed during Phase 4 of the project. Groundwater dewatered from drainage structure excavations will require handling and disposal. An additional item will be added to the Pricing Table for groundwater handling and disposal during Phase 4 of the project.

Q (Utility Connections): Please confirm the contractor is only responsible for coordination for all required utility connections from the properties to the utility mains.

A: The contractor is responsible for coordination for all required utility connection from the face of the building to the respective utility main or connection point, including sanitary sewer, water service, and electrical service.

Q (Alternate No. 2): Please list the select site work required for Alternate No. 2 and elaborate what is meant by "Provide all subsurface explorations" and what design will be required for this alternate.

A: The scope of Alternate No 2 is specified in Section 01230, shown on Sheet C-101, and detailed on Sheet C-710. Subsurface explorations and design is not required.

Q (Utility Connections): Please clarify under what Items the Electrical conduit (i.e. pole to building) is paid under. there are no bid items in the calculation sheet for this work, also same question for the sewer and water utility connections from the main to building.

A: As noted in the response to Question 10, the Pricing Table will be revised to add an item for 40 linear feet of SCH 40 PVC to cover costs for the electrical conduit (pole to building). Two new items will be added to the Pricing Table for sanitary sewer and domestic water service connections.

Q (Developer Building Foundation Plan): Please furnish a plan of the proposed building foundation, or at a minimum outline the outer edge of perimeter footings on the phase 2 foundation grading plan to facilitate estimation of the temporary support of excavation along River St.

A: The approximate limit of foundation is shown on Sheet C-300. The approximate limit of foundation is a conservate estimate based on information received from the developer. The City will request a foundation design from the developer, however, the contractor should proceed with their bid based on the information provided in the bid documents.

Q (15" Square Timbers): Are the removal and disposal of the existing 15" square timbers along the fence line at 200 and 194 River Street included in this contract? If so, under what Item is this paid for?

A: Yes removal of the existing 15" square timbers is included in this contract and is paid for under Item 3.

Q (Large Steel Cylinder at 200 River St.): Has the large steel cylinder object located on 200 River St. in the area noted as former capacitor been tested for PCB's? Is the removal and disposal of this object part of this contract? If so, under what Item in the contract is the removal and disposal to be paid under?

A: If this question is referring to the 24 inch pipe noted on the drawing that sticks several feet above the ground the answer is no it has not been tested for PCBs. This pipe is actually located on 198 River Street and the former capacitors were located on 200 River Street. The purpose of the 24 inch steel pipe is unknown but does not appear related to the former capacitors.

Q (Solidification): Is Solidification measured by the amount of solidification media used or by the amount of material being solidified including the solidification media?

A: Solidification is measured by the amount of solidification media used.

Q (Concrete Steps): Are the concrete steps included as part of Alt. No. 1

A: The concrete steps are not included as part of Alternate No. 1 and will be installed by the Developer.

Q (Owner): Where owner is referred to in the project specifications, is this the City of New Haven or the Private Developer?

A: The City of New Haven is the Owner.

Q (Pre-Bid): Addendum 01 states the pre-bid meeting was not mandatory, but Addendum 02 is the sign-in for the mandatory pre-bid. Are only those who attended the pre-bid invited to sumit a bid?

A: Addendum 01 incorrectly changed the pre-bid meeting to non-mandatory. The pre-bid meeting remains mandatory as indicated in the bid documents. Only those that attended the pre-bid meeting are eligible to submit a bid.

Q (Utility Connections ): in furtherance to question no. 14, Will the contractor be responsibly to install the water, sewer and gas laterals from the street to the face of the building. If so please add this work to the bid calculation sheet.

A: Yes, the contractor will be responsible to install the water and sewer laterals from the street to the face of building. Two new items will be added to the Pricing Table for this work. The contractor is NOT responsible for installation of the natural gas lateral, and will be installed by the Developer.

Q (Temp Barrier and Concrete Blocks): Are the existing temporary barrier and concrete blocks to be removed from the site?, if so how will this work be paid for?

A: The Jersey barriers are City property will be removed by the City. All other concrete blocks and other debris/soil accumulated on the concrete slabs shall be removed and disposed as outlined in Section 01110(1)(A)(v)(e) and will be paid for under a new item that will be added to the Pricing Table.

Q (Concrete Curb - Alt No. 1): Section 6.1.5 01231 5.A.i.a.&b. includes concrete curb for 194 & 198 River Street. Part 1 - 1.B.iv. in the Summary of work indicates that the contract Does Not include concrete curbs at 194 River Street. Please Clarify.

A: Per Section 01110(1)(B) - Summary of Work, extruded bituminous concrete curbs are not included in the base contract Work. Extruded bituminous concrete curbs for 194 and 198 River Street are an Alternate, as noted in Section 01230 - Alternates.

Q (Sec. 2-483. - Preference for city-based businesses): Does the City based contractor preference apply to this project?

A: No.

Q (Temporary Fence): Could you clarify if the intended design is a post-driven temporary fence or a freestanding panel system? There appears to be a conflict between Section #4, which requires a fence that 'cannot be moved by hand' and specifies 9-gauge wire with line, corner, and pull posts, and the 'Products' section, which calls for 6’ panels that are typically moveable and use a lighter gauge wire.

A: The temporary fence shall be freestanding.

Q (Existing Fence along River Street): It appears that the existing fence along river is in conflict with the new proposed sidewalk and the installation of earth support wall and will need to be removed. Under what item in the contract will this work be paid under

A: Removal of the existing chain link fence along River Street is not included in the Contract. The City will remove the fence at the start of the project before the Contractor installs their temporary fence.

Q (Bid Extension): We have a few site contractors that are interested in the project; however, they are requesting more time to work on the project. Would it be possible to extend the project due date?

A: Yes, per Addendum No. 4 the deadline for questions has been extended to April 22, 2026 and the closing date has been extended to 3 PM on May 6, 2026.

Q (Brightly Colored Geotextile Warning Fabric): Item No. 14 calls for warning fabric over 194 and 200 River Street and lining of utility trenches at 194 and 198 River Street. Plan details (C-706) for driveway and onsite parking shows brightly colored geotextile fabric in all paved areas. Does 198 River Street only get Geotextile at utility trenches? Please Clarify.

A: Yes, 198 River St only requires geotextile in utility trenches due to the thickness of clean fill that will be placed over the contaminated site soils. The thickness of fill at 194 and 200 River will be much less, thereby requiring a demarcation fabric.

Q (Ground Water at Building Foundation ): The Geotechnical documents indicate ground water elevations is at or above the excavation depth for the building foundation footings. If ground water is discovered and requires dewatering will treatment and discharge into the sewer be required? If so, under what items in the contract will this be paid for?

A: If the excavations for the building foundation require dewatering, treatment, and discharge to the sewer, the cost will be cover under a Change Order.

Environmental Remediation of the City-Owned Property at 198 River Street and Associated Site Improvements

Opportunity details

Description

Background

Project Details

Important Dates

Addenda

Evaluation Criteria

Submission Requirements

Questions & Answers

Key dates

AI classification tags

Frequently asked questions

Stop searching. Start winning.

Sieve	Percent Passing
1½ in.	100
¾ in.	45 – 80
¼ in.	25 – 60
No. 10	15 – 45
No. 40	5 – 25
No. 100	0 – 10
No. 200	0 – 5

Sieve	Percent Passing
3½ in.	100
1½ in.	55 - 100
¼ in.	25 – 60
No. 10	15 – 45
No. 40	5 – 25
No. 100	0 – 10
No. 200	0 – 5

Sieve	Percent Passing
2½ in.	100
2 in.	95 - 100
¾ in.	50 – 75
¼ in.	25 – 45
No. 40	5 – 20
No. 100	2 – 15

Sieve Size	Percent Passing
6 inches	95 - 100
No. 10	30 - 95
No. 40	10 - 70
No. 200	0 - 15

Sieve	Percent Passing
3/8 in.	100
No. 4	95 - 100
No. 8	80 – 100
No. 16	50 – 85
No. 30	2 5 – 60
No. 50	10 – 30
No. 100	2 – 10

Sieve Size	Percent Passing
1 inch	100
¾ inch	90 – 100
½ inch	20 – 55
3/8 inch	0 – 15
No. 4	0 - 5

Sieve Size	Percent Passing
2½ inch	100
2 inch	90 – 100
1½ inch	35 – 70
1 inch	0 – 15
½ inch	0 - 5