special provisions natick bridge replacement br. no. n …book; the 2014 construction standard...

Massachusetts Department Of Transportation Highway Division Proposal No. 607312 - 86302

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DOCUMENT A00801

SPECIAL PROVISIONS

NATICK Bridge Replacement Br. No. N-03-003 (Steel) Marion Street over the MBTA Railroad

(607312) Labor participation goals for this project shall be 15.3% for minorities and 6.9% for women for each job category. The goals are applicable to both contractor’s and subcontractor’s on-site construction workforce. Refer to document 00820 for details. SCOPE OF WORK All work under this contract shall be done in conformance with the Massachusetts Highway Department Standard Specifications for Highways and Bridges dated 1988, the Supplemental Specifications dated June 15, 2012, and the Interim Supplemental Specifications contained in this book; the 2014 Construction Standard Details, the 1990 Standard Drawings for Signs and Supports; the 1996 Construction and Traffic Standard Details (as relates to the Pavement Markings details only), the 2009 Manual on Uniform Traffic Control Devices (MUTCD) with Massachusetts Amendments and the Standard Municipal Traffic Code; the 1968 Standard Drawings for Traffic Signals and Highway Lighting; the latest edition of American Standard for Nursery Stock; the Plans and these Special Provisions. The work under this contract consists of the replacement of the superstructure and abutment caps of Bridge No. N-03-003, Marion Street over the MBTA and CSX railroads and roadway improvements to the bridge approaches. The work includes furnishing all necessary labor, materials, and equipment required for the demolition, removal and disposal of the entire superstructure and portions of the substructure; installing tiebacks from above through the existing abutments; grout underpinning the existing south abutment; installing/removing a temporary carrier beam with foundations; constructing new concrete abutment caps, approach slabs, steel beam superstructure, concrete deck, waterproof membrane, wearing surface, concrete sidewalks, bridge barrier, protective sheilding, hand rails, highway guardrail transitions, and bearings; installing erosion control measures; full and partial depth pavement excavation or milling; paving; removing and resetting granite curb; installing new curb; constructing sidewalks and wheelchair ramps; installing highway guardrail, fencing, pavement markings, and signs; providing temporary traffic control devices and temporary lighting for all stages of construction; installing new drainage and utility structures; modifying existing manholes; installing water and sewer lines; modifying driveways; clearing; and grading as shown on the Plans or described herein.


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WORK HOURS For the specific construction operations affecting the railroad that require weekend or night work, the Contractor shall notify and obtain approval from the Engineer prior to commencing. The Contractor shall coordinate with the affected railroad company(s) the times when the existing superstructure and substructure elements may be demolished and replaced, and when the proposed beams, deck and utilities will be placed over the railroad right-of-way. This will involve work after-hours, and railroad windows of operation where construction is active on, adjacent to or over the railroad right-of-way are limited:

• Abutments – work hours will be 8 hours a day in the daytime hours, as long as all equipment and operations are a minimum of 8’ – 6” from the centerline of track.

• Superstructure – a maximum of approximately 6 work hours on Friday nights and 6 hours on Saturday nights. On these nights the last train departure is scheduled for 12:50 am and the first train departure is scheduled for 7:30 am. On weeknights, a maximum of approximately 2.5 to 3 hours may be available between the hours of 1:00 AM to 4:00 AM.

The above work hours are to be used as a guide and are not guaranteed. The Contractor shall coordinate with CSXT/MBTA on work schedules. No additional compensation will be provided for work hours due to limitations by the railroad. All work on roadways shall be performed during normal work hours. The work shall be done on an 8-hour day, 5-day week (Monday through Friday) between the hours of 7:00 AM and 3:30 PM with the prime Contractor and all Subcontractors working on the same shift. The Contractor must maintain pedestrian traffic at all times. Traffic setups for lane closures on the approaches shall not begin prior to 7:00 AM and all construction equipment shall be off the road by 3:30 PM, including the removal of traffic control setups. No work on roadways shall be done on this contract on Saturdays, Sundays, or holidays. CONTRACTOR QUESTIONS AND ADDENDUM ACKNOWLEDGEMENTS Prospective bidders are required to submit all questions to the Construction Contracts Engineer by 1:00 P.M. on the Thursday before the scheduled bid opening date. Any questions received after this time will not be considered for review by the Department. Contractors should email questions and addendum acknowledgements to the following email address [email protected]. Please put the MassDOT project file number and municipality in the subject line. SUBSECTION 4.04 CHANGED CONDITIONS. This Subsection is revised by deleting the two sequential paragraphs near the end that begin “The Contractor shall be estopped…” and “Any unit item price determined …” (1/6/2006).

mailto:[email protected]


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CONTRACT AWARD AND NOTICE TO PROCEED PROCEDURES (Amending and Supplementing Subsections 3.03 and 3.05) The prepared Contract package which will be e-mailed the day following the bid opening is to be completed in duplicate by the successful Bidder who shall execute and deliver the Contract package and furnish the required surety to the Department on the third day after the date of bid opening by 2:00 pm. For this project the date of contract will be the Wednesday of the week following the date of bid opening (i.e. generally eight days after the bid opening) and this date of contract will be typed on all forms by MassDOT. The company’s corporate seal should be affixed to both the contract and bonds. The Contract Package consists of the following documents all of which must be returned:

Contract Page (Two Originals) Performance Bond (Two Originals) (Power Of Attorney should be in the return package) Payment Bond (Two Originals) (Power Of Attorney should be in the return package) Statement Of State Tax Compliance (Two Originals) Certificate Of Compliance With Massachusetts Employment Security Law (Two Originals) Board Of Directors Vote (Two Originals) Certification Of Contractor (Two Originals) Certificates Of Insurance (Two Originals) Insurer's Affidavit For Worker's Compensation (Two Originals) Out Of State Certificate (If incorporated outside of Massachusetts) (Two Originals) Certification Of Construction Equipment Standard Compliance Requirements (Two Originals) Diesel Retrofit Data (Two Originals) Executive Order 481 – Contractor Certification (Two Originals)

These documents are on the CD as a separate file. The board of director’s vote will indicate who is authorized to sign and execute the contract and bonds and affix the corporate seal. The vote shall show that said vote is in full force and effect and has not been amended or rescinded. The vote of the board of directors should be dated the same date as indicated on the contract form and should bear the imprint of the company’s corporate seal. ENGINEERING DIRECTIVES Contractors can access MassDOT, Highway Division Engineering Directives at: http://www.mass.gov/massdot/highway Select Doing business with us Select Design/Engineering Select Engineering & Policy Directives Select Engineering Directives

http://www.mass.gov/massdot/highway


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INSURANCE REQUIREMENTS The insurance requirements set forth in this section are in addition to the requirements of the Standard Specifications and supercede all other requirements . Asbestos Liability Insurance shall be obtained for this project. Insurance requirements shall conform to the MBTA Standard Specifications, Division 1 – General Requirements, Section 00700 - General Conditions Rev 9/14 (as it relates to insurance requirements only); See Article 5.4 - Insurance Requirements. Contractors under a lease or license agreement with the MBTA shall provide insurance in accordance with the requirements of said agreement. Public Liability Insurance shall conform to the relevant provisions of Subsection 7.05 of the Standard Specifications and the following:

Public Liability Insurance should also include:

• All operations. • Contractual liability. • Coverage for the so-called "X, C, U" hazards, i.e., collapse of building,

blasting, and damage to underground property Railroad Protective Liability Insurance (Required if work is performed within 50 feet from the centerline of the nearest railroad track). Railroad Protective Liability Insurance is specifically designed for insuring Railroads, and is purchased by the Contractor in the name of the MBTA and the Railroad Company(s). The Contractor shall furnish, with respect to the operations of the Contractor or any of the Contractor's Subcontractors performing within the Railroad right-of-way, broad form Railroad Protective Liability Insurance covering all work performed under this Contract in the amount of not less than $5,000,000 per occurrence, $10,000,000 aggregate combined bodily injury and property damage. Umbrella Liability Coverage: The Contractor shall carry Umbrella Liability Coverage with limits of not less than $10,000,000 per occurrence, covering all work performed by him under this Contract. Automobile Liability Insurance: The Contractor shall provide Automobile Liability Insurance to include the use of all vehicles; owned, leased, hired and non-owned, with limits not less than $1,000,000 combined single limit covering all work performed under the Contract. Builder’s Risk Insurance: The Contractor shall provide an All Risks' form on a 100 percent completed value basis for the full insurable portion of such Work for the benefit of the Authority, the Contractor and all Subcontractors.

1. Such insurance shall be written on an occurrence basis.

2. The MBTA shall be the named insureds under the Public Liability, Automobile, Liability, Umbrella Liability and Builder’s Risk Insurances Policies.


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INSURANCE REQUIREMENTS (Continued)

3. The Contractor shall furnish to the MBTA and railroad companies a signed original of the Railroad Protective Liability Policy prior to entry upon the railroad right-of-way.

4. Such policies shall provide 30 days’ notice to each named insured by the insurance

company before any change or cancellation of the policies.

5. Such Railroad Protective Liability Insurance policies may be provided in forms commonly referred to as AAR/AASHTO but not Oregon.

6. Original policies and certificates shall be made out to the MBTA and applicable

railroads and mailed to: MBTA: Treasurer-Controller

Massachusetts Bay Transportation Authority 10 Park Plaza Boston, MA 02116 Tel. (617) 222-3064

Keolis: General Counsel

Keolis Commuter Services, LLC 470 Atlantic Avenue Boston, MA 02210

AMTRAK: General Superintendent

230 Congress Street Boston, MA 02110 Tel. (617) 654-2020

CSX: General Manager

CSX 1 Bell Crossing Road RD. #2, Box 145 Selkirk, NY 12158-9618 Tel. (518) 767-6111

The required insurance coverage hereinbefore specified shall be placed with insurance companies licensed by the Massachusetts Division of Insurance to do business in the Commonwealth of Massachusetts and having a Best's rating of A- or better, shall be taken out before the Contract is commenced and be kept in full force and effect throughout the term of the Contract, shall be primary to and non-contributory to any insurance or self-insurance maintained by MassDOT, and shall require that MassDOT be given at least 30 days advance written notice in the event of any cancellation or materially adverse change in coverage. Questions regarding insurance should be directed to the MBTA’s Risk Manager at 617-222-3064.


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CONTRACTOR/SUBCONTRACTOR CERTIFICATION – CONTRACT COMPLIANCE (Revision 03-23-10) Pursuant to 23 C.F.R. § 633.101 et seq., the Federal Highway Administration requires each contractor to “insert in each subcontract, except as excluded by law or regulation, the required contract provisions contained in Form FHWA–1273 and further requires their inclusion in any lower tier subcontract that may in turn be made. The required contract provisions of Form FHWA–1273 shall not be incorporated by reference in any case. The prime contractor shall be responsible for compliance by any subcontractor or lower tier subcontractor with the requirements contained in the provisions of Form FHWA–1273.” The prime contractor shall therefore comply with the reporting and certification requirements provided in MassDOT’s CONTRACTOR/SUBCONTRACTOR CERTIFICATION Form (DOT-DIST-192) certifying compliance with 23 C.F.R. § 633.101 for each subcontract agreement entered into by the contractor. The contractor shall provide a fully executed original copy of said CONTRACTOR/SUBCONTRACTOR CERTIFICATION Form to MassDOT upon execution of any subcontract agreement. Failure to comply with the reporting and certification requirement of the CONTRACTOR/SUBCONTRACTOR CERTIFICATION Form may result in action against the prequalification status of the prime contractor with MassDOT. MASSHIGHWAY TO MASSDOT NAME CHANGE The following definitions in Section 100 of the Standard Specifications for Highways and Bridges are revised as follows: (Amend definition of Department) 1.17 –Department .....Effective November 1, 2009, St. 2009, c. 25 abolishes the Massachusetts

Department of Highways and all assets, liabilities, and obligations become those of the Massachusetts Department of Transportation (MassDOT). Anywhere in this contract the terms Commission, Commonwealth, Department of Public Works, Department, Massachusetts Highway Department, MassHighway, Party of the First Part, or any other term intending to mean the former Massachusetts Department of Highways is used, it shall be interpreted to mean MassDOT or applicable employee of MassDOT unless the context clearly requires otherwise. Furthermore, MassDOT by operation of law inherited all rights and obligations pursuant to any contract, and therefore parties to this contract hereby acknowledge and agree that its terms shall be liberally construed and interpreted to maintain the rights and obligations of MassDOT. Furthermore, the parties hereby acknowledge and agree that the transfer of all rights and obligations from the Massachusetts Department of Highways to MassDOT shall not have the effect of altering or eliminating any provision of this contract in a manner that inures to the detriment of MassDOT.

(Add a definition for MassDOT) 1.46 – MassDOT ........ The Massachusetts Department of Transportation, a body politic and

corporate, under St. 2009, c. 25 “An Act Modernizing the Transportation Systems of the Commonwealth”, as amended.


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RAILROAD REQUIREMENTS Work under this contract will require access to MBTA right-of- way. Property ownership is shown on the plans. Permits and approvals may be applicable to the railroad entities, depending on the work proposed and its impact on right-of-way. The Contractor must comply with all provisions of the MBTA Railroad Operations Directorate, and the following:

• Flaggers will be required for all work within the foul zone area of the tracks. The Contractor shall enter into agreements directly with the Keolis Commuter Services (KCS) to facilitate payment for flagging.

• Before proceeding with any construction or demolition work on, over, within or adjacent to the MBTA property, the Contractor shall submit plans and calculations for his or her operations including but not limited to utility main relocation, demolition, excavation, protective shielding, erection and protection of workers and equipment for approval. The Contractor is responsible for all design review fees which may be required by the MBTA.

• In accordance with the MBTA Railroad Operations Directorate, Contractor must notify

MBTA at least twenty one (21) days in advance of the date Contractor proposes to begin work on MBTA property, or locate equipment at the site. The Contractor shall at that time file a copy of such notice with the Engineer.

• Permanent work zone protection cannot be installed by the Contractor within the 15

foot clear zone limit from the centerline of tracks. It will need to be temporary and removed beyond the 15 foot clear zone at the end of the work day.

• The Contractor’s equipment can be located up to 8 feet 6 inches from the centerline of

the MBTA tracks but by the end of the day the equipment will need to be moved beyond the 15 foot clear zone.

• Any equipment to be located between 8 feet 6 inches and 15 feet from the centerline of

track will need to be delineated with cones/snow fencing, painted orange or similar (the color will need to be coordinated with the MBTA). Fencing must be at least 7 feet from the centerline of the tracks. This is to provide advance warning to train operators. Snow fence is acceptable, but must be secured. Flexible plastic or other similar fencing is not acceptable due to the potential hazard of becoming loose. No additional compensation will be paid for snow fencing and other advance warning devices required for work on the MBTA right-of-way.

• The Contractor’s proposed shielding for demolition cannot be installed below the

existing low chord elevation of the bridge per MBTA regulations. Netting will not be permitted.


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RAILROAD REQUIREMENTS (Continued)

• The Contractor will install a means to prevent water for cooling saws from spilling onto the tracks during demolition operations. This will be considered incidental to Item 994.01, Temporary Protective Shielding Bridge No. N-03-003.

• The Contractor shall install and maintain filter fabric protection on the railroad ballast to keep contaminants from the rail bed. The filter fabric shall be maintained throughout the duration of construction operations and shall extend fifteen feet beyond the outer edge of the bridge. Damaged fabric shall be replaced promptly. This will be considered incidental to Item 114.1, Demolition of Superstructure of Bridge No. N-03-003.

• The Contractor shall provide for maintenance/vehicular access to the tracks at all times.

• Any railroad ballast displaced/excavated during work on the north abutment will be re-

installed in place. Ballast which is fouled or contaminated shall be replaced. Ballast shall conform to AREMA size 4. Re-installing ballast and/or providing new ballast will be done at no additional cost to the Department.

• All personnel working within the railroad property must pass the Right-of-Way Safety

Course from KCS. Safety training shall be provided at no additional cost to the Department.

PROTECTION OF UNDERGROUND FACILITIES The Contractor's attention is directed to the necessity of making his own investigation in order to assure that no damage to existing structures, drainage lines, traffic signal conduits, etcetera, will occur. The Contractor shall notify Massachusetts DIG SAFE and procure a Dig Safe Number for each location prior to disturbing existing ground in any way. The telephone number of the Dig Safe Call Center is 811 or 1-888-344-7233. DESIGNER/PROJECT MANAGER DESIGNER PROJECT MANAGER TranSystems MassDOT Christopher P. Gamache, P.E Matt Hopkinson, PE 857-453-5450 857-368-9307


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PROCEDURE FOR RELEASING AUTOCAD FILES TO THE GENERAL CONTRACTOR After the bid opening the low bidder may submit the Request for Release of MassDOT AutoCAD Files Form to the Highway Design Engineer. When the Highway Design Section has received both the AutoCAD files from the designer and the Request for Release of MassDOT AutoCAD Files Form from the Contractor, Highway Design will email the contractor a link through Dropbox.com with a reminder disclaimer of use (copy to Project Manager and District Construction Engineer). EMERALD ASH BORER ADVISORY To the extent possible, all trees and brush shall be disposed on site, typically chipped and spread in place. When trees or brush must be removed, such as in urban, or otherwise populated areas, contractor shall identify, for approval by Engineer, proposed location for disposal. Disposal shall be in city or town of project, or at minimum, within county, of construction operations. For more information see the following: http://www.mass.gov/eea/docs/dcr/news/2014/2014-11-12pr.pdf NEW INTRODUCTIONS OF INVASIVE PLANTS INTO OR AROUND THE SITE (Supplementing Subsections 7.01(D) Plant Pest Control and 7.13 Protection and Restoration of Property) The Contractor shall ensure that no invasive plant species, as defined and listed by the Massachusetts Invasive Plant Advisory Group, are introduced or moved around the site by construction activities either by improperly cleaned construction equipment or importation of infected materials such as borrow, compost, nursery stock, seed, or hay bales. Corrective measures, if necessary, shall be made by the Contractor as directed by the Engineer. The Contractor shall be solely responsible for all costs associated with ensuring that invasive species are not introduced or moved around the site by construction activities and for all corrective measures required for as long as necessary to eliminate the introduced invasive plant species and prevent re-establishment of same. ENVIRONMENTAL PERMITTING If Contractor erection, demolition, storage, or other procedures not originally allowed by existing environmental permits require work to occur in or otherwise impact water or wetland resource areas, the Contractor is advised that no associated work can occur until all required environmental permits have been either amended or obtained allowing such work. The Contractor must notify the District #3 Highway Director and Resident Engineer in writing a minimum of 60 days prior to desired commencement of the proposed activity. All environmental submittals, including any contact with Local, State, or Federal environmental agencies, must be coordinated through the District #3 Environmental Engineer. The Contractor is expected to fully cooperate with requests for information and provide same in a timely manner. The Contractor is further advised that the Department will not entertain a delay claim due to the time required to modify or obtain the environmental permits.

http://www.mass.gov/eea/docs/dcr/news/2014/2014-11-12pr.pdf


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HOLIDAY WORK RESTRICTIONS FOR CALENDAR YEAR 2015 (Supplementing Subsection 7.09) The District Highway Director (DHD) may authorize work to continue during these specified time periods if it is determined by the District that the work will not negatively impact the traveling public. Below are the holiday work restrictions for the calendar year 2015. New Years Day (Federal Holiday) Thursday, January 1, 2015: No work on major arterial roadways from noon on Wednesday, December 31, 2014 until the normal start of business on Friday, January 2, 2015. No work on local roadways on the holiday without permission by the DHD and the local police chief. Martin Luther King's Birthday (Federal Holiday) Monday, January 19, 2015: No work restrictions due to traffic concerns however work on local roadways requires permission by the DHD and local police chief. President's Day (Federal Holiday) Monday, February 16, 2015: No work restrictions due to traffic concerns however work on local roadways requires permission by the DHD and local police chief. Evacuation Day (Suffolk County State Holiday) Tuesday, March 17, 2015: No work restrictions due to traffic concerns. Patriot's Day (State Holiday) Monday, April 20, 2015: Work restrictions will be in place for Districts 3, 4 and 6 along the entire Boston Marathon route and any other locations that the DHD in those districts determine are warranted so as to not to impact the marathon. All other districts work restrictions will be as per DHD. Mother’s Day Sunday, May 10, 2015: No work on Western Turnpike and Metropoli tan Highway System from noon on Friday, May 8, 2015 until the normal start of business on Monday, May 11, 2015. Memorial Day (Federal Holiday) Monday, May 25, 2015: No work on major arterial roadways from noon on Friday, May 22, 2015 until the normal start of business on Tuesday, May 26, 2015.


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HOLIDAY WORK RESTRICTIONS FOR CALENDAR YEAR 2015 (Continued) Bunker Hill Day (Suffolk County State Holiday) Wednesday, June 17, 2015: No work restrictions due to traffic concerns. Independence Day (Federal Holiday) Saturday, July 4, 2015: No work on major arterial roadways from noon on Thursday, July 2, 2015 until the normal start of business on Monday, July 6, 2015. Labor Day (Federal Holiday) Monday, September 7, 2015: No work on major arterial roadways from noon on Friday, September 4, 2015 until the normal start of business on Tuesday, September 8 , 2015. Columbus Day (Federal Holiday) Monday, October 12, 2015: No work on major arterials from noon time on Friday, October 9 , 2015 until the normal start of business on Tuesday, October 13, 2015. DHD may allow work in those areas on a case by case basis and where work is behind barrier and will not impact traffic. Veterans' Day (Federal Holiday) Wednesday, November 11, 2015: No work restrictions due to traffic concerns. Thanksgiving Day (Federal Holiday) Thursday, November 26, 2015: No work on major arterials from noon on Wednesday, November 25, 2015 until the normal start of business on the Monday, November 3 0 , 2015. Christmas Day (Federal Holiday) Friday, December 25, 2015: No work on major arterial roadways from noon on Thursday, December 24, 2015 until the normal start of business on Monday, December 28, 2015. PROMPT PAYMENT AND RELEASE OF RETAINAGE TO SUBCONTRACTORS Contractors are required to promptly pay Subcontractors under this Prime Contract within ten (10) business days from the receipt of each payment the Prime Contractor receives from MassDOT. Failure to comply with this requirement may result in the withholding of payment to the Prime Contractor until such time as all payments due under this provision have been received by the Subcontractor(s) and/or referral to the Prequalification Committee for action which may affect the Contractor’s prequalification status. The Contractor further agrees to make payment in full, including Retainage, to each Subcontractor no later than ten (10) business days after the Subcontractor has completed all of the work required under its subcontract.


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MASSDOT HIGHWAY DIVISION CONSTRUCTION SECTION SOP CSD 27-20-2-000 ATTACHMENT A LANGUAGE FOR SUBCONTRACTOR COMPLETION TO BE ADDED TO SUBCONTRACTOR APPROVAL PAPERWORK Issued September 2, 2013 Consistent with the Special Provisions section titled Prompt Payment and Release of Retainage to Subcontractors and State and Federal prompt payment regulations; 49 CFR Part 26.29 and MGL Chapter 30, Section 39F, the Contractor and Subcontractor are reminded that upon successful completion of the Subcontractor's work, all retainage held by the Prime Contractor must be returned to the Subcontractor, regardless of the status of the contract work as a whole. The Subcontractor must notify the Contractor and MassDOT in writing that the Subcontractor has completed all of its work scope and request a final inspection of the work and release of retainage. The Contractor may, in turn, request in writing that the Department also conduct an inspection of the Subcontractor's work before the Contractor releases retainage to the Subcontractor. The request must include a certification by the Contractor that the Subcontractor's work is complete and in conformance with the terms and conditions of the MassDOT contract. If the Contractor decides for any reason that the retainage should not be released to the Subcontractor, the Contractor must notify MassDOT in writing what those reasons are, in sufficient detail for MassDOT to determine whether the Contractor's decision is appropriate. If the Department has held retainage on the Subcontractor's work, and the Contractor wishes to have the retainage released, the Contractor must submit in writing a request to MassDOT for inspection of the work and release of retainage on the Subcontractor's work. The request must include a certification by the Contractor that the Subcontractor's work is complete and in conformance with the terms and conditions of the MassDOT contract. Retainage released by MassDOT for a Subcontractor's completed work shall be promptly passed on to the Subcontractor in accordance with the Prompt Payment provisions. Upon receipt of full payment by the Subcontractor, the Subcontractor shall promptly record in the EBO system that full payment has been received. The Contractor and Subcontractor are directed to the following: Division I, Section 9.02 Scope of Payments, 2nd paragraph, which provides that the release of retainage shall not constitute acceptance of the work and that any defects found before the Final Acceptance of the work shall be corrected at no cost to the Department. Division I, Section 5.09 Inspection of Work, 7th paragraph, which provides that inspection of the work shall not relieve the Contractor of any obligations to fulfill the terms of the contract.


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SUBSECTION 8.10 DETERMINATION AND EXTENSION OF CONTRACT TIME FOR COMPLETION (TIME EXTENSIONS) Replace this Subsection with the following: A. General It is an essential part of all contracts that contractors shall perform the Work fully, entirely and in an acceptable manner within the contract duration. The contract duration is based upon the requirements of public convenience and the assumption that the Contractor will prosecute the Work efficiently and with the least possible delay, in accordance with the maximum allowable working time, as specified in the Contract. The contract duration has been carefully considered and has been established for reasons of importance to the Department. The contract duration will be enforced and it is understood that the Contractor accepted this concept at the time of the submission of the bid. The timing of the Notice to Proceed (NTP) has been taken into account in the determination of the contract duration and the timing of the issuance of the NTP shall not, by itself, be a reason for a time extension. An extension of contract time will be granted only if entitlement to a time extension has been clearly demonstrated to the satisfaction of the Engineer by a documented time entitlement analysis (TEA), performed in accordance with the requirements of Subsection 8.02. B. Requests for Additional Contract Time (Time Extensions) In response to a request for a time extension, an extension of contract time may be granted for demonstrated delays resulting from only one, or, in the case of concurrent delays, a combination of the following causes: 1. Extra Work Each extra work order (EWO) proposal shall include an evaluation of the impact of the EWO on contract time, expressed in calendar days. If there is no impact to the contract time as a result of the EWO, the EWO shall indicate this by stating that zero (0) calendar days of additional time is being requested. The need for a time extension as a result of the EWO must be clearly demonstrated by a documented TEA performed by the Contractor in accordance with the requirements of Subsection 8.02. A documented preliminary TEA supporting the EWO proposal shall be submitted to the Engineer as part of the EWO proposal. Also see Subsection 4.03 – Extra Work and Subsection 4.05 – Validity of Extra Work. 2. Department-Caused Delays If any part of the Work is delayed or suspended by the Department, the Contractor will be granted a time extension to complete the Work or any portion of the Work only if entitlement to this time extension has been clearly demonstrated by a documented time entitlement analysis. Department-caused delays shall not include delays to or suspensions of the Work that result from the fault or negligence of the Contractor. Also see Subsection 8.05 – Claim for Delay or Suspension of the Work.


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SUBSECTION 8.10 (Continued) 3. Increased Quantities Increased quantities of work may be considered as the basis for a time extension only if the requirements of Subsection 4.06 - Increased or Decreased Contract Quantities are met. The time allowed for performance of the Work will be increased based on increased quantities only if entitlement to this time extension has been clearly demonstrated by a documented time entitlement analysis. A decrease in quantities shall also require a time entitlement analysis to determine if a deduction of contract time is warranted. 4. Delays Not Caused by Contractor Fault or Negligence When delays occur due to reasonable causes beyond the control and without the fault or negligence of the Contractor, including, but not restricted to: “Acts of God”; war, whether or not declared, civil war, insurrection, rebellion or revolution, or to any act or condition incident to any of the foregoing; acts of the Government; acts of the State or any political subdivision thereof; acts of other contracting parties over whose acts the Contractor has no control; fires; floods; epidemics; abnormal tides (not including Spring tides); severe coastal storms accompanied by high winds or abnormal tides; freezing of streams and harbors; abnormal time of Winter freezing or Spring thawing; interference from recreational boat traffic; use of beaches and recreational facilities for recreational purposes during the Summer season; abnormal ship docking and berthing; unanticipated use of wharves and storage sheds; strikes, except those caused by improper acts or omissions of the Contractor; extraordinary delays in delivery of materials caused by strikes, lockouts, wrecks, and/or freight embargoes; a time extension will be granted only if entitlement to a time extension has been clearly demonstrated by a documented time entitlement analysis. An “Act of God” as used in this subsection is construed to mean an earthquake, flood, cyclone, hurricane, tornado, or other cataclysmic phenomenon of nature beyond the power of the Contractor to foresee and/or make preparations against. Additional consideration may be given to severe, abnormal flooding in local rivers and streams that has been reported as such by the National Weather Service. Rain, wind, snow, and/or other natural phenomena of normal intensity, based on National Weather Service reports, for the particular locality and for the particular season of the year in which the Work is being prosecuted, shall not be construed as an “Act of God” and no time extension will be granted for the delays resulting therefrom. Within the scope of acts of the Government, consideration will be given to properly documented evidence that the Contractor has been delayed in obtaining any material or class of labor because of any assignment of preference ratings by the Federal Government or its agencies to defense contracts of any type. 5. Delays Caused by Public Service Corporations, Municipal Departments or Other Third Parties If any part of the Work is delayed by public service corporations, municipal departments or other third parties, a time extension will be granted only if entitlement to a time extension has been clearly demonstrated by a documented time entitlement analysis. Also see Subsections 5.05 - Cooperation by Contractor, 5.06 - Adjacent Contracts and 8.04 - Removal or Demolition of Buildings and Land Takings.


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SUBSECTION 8.10 (Continued) C. Time Extension Determination 1. When the Contractor submits a request for a time extension, placing the Department on notice of a delay due to any of the causes listed in Subsection 8.10.B, it shall be submitted in writing to the Engineer within fifteen (15) calendar days after the start of the delay. No time extension will be granted if a request for a time extension is not filed within fifteen (15) calendar days after the start of the delay. A documented preliminary TEA supporting the request for a time extension and meeting the requirements of Subsection 8.02 shall be submitted to the Engineer no later than fifteen (15) calendar days after the request for a time extension is submitted to the Engineer or thirty (30) calendar days after the start of the delay. A documented final TEA shall be submitted to the Engineer no later than fifteen (15) calendar days after the end of the delay. During the time between the preliminary and final TEAs, the delay shall be documented in statused contract progress schedules submitted in accordance with the requirements of Subsection 8.02. 2. No time extension will be granted for any delay or any suspension of the Work due to the fault of the Contractor. 3. No time extension will be granted if the request for a time extension is based on any claim that the originally established contract duration was inadequate. 4. Time extensions will only be granted for delays, including concurrent delays, to activities affecting contract milestones, the contract completion date and/or other critical path activities as demonstrated to the satisfaction of the Engineer by a detailed time entitlement analysis that clearly states the number of calendar days of extra time being requested. 5. The probable slowdown or curtailment of work during inclement weather and winter months has been taken into consideration in determining the contract duration and therefore no time extension will be granted, except as defined in Subsection 8.10.B.4. 6. Any work restriction related to weather, permit conditions, community accommodation, traffic or any other restriction specified in the Contract or reasonably expected for the particular locality and for the particular season of the year in which the Work is being prosecuted must be considered in the analysis of each individual time extension and shall not be considered, in itself, justification for an extension of time. 7. Any time entitlement analysis prepared for the purpose of requesting a time extension shall clearly indicate any proposed overtime hours or additional shifts that are incorporated in the schedule. The Engineer shall have final approval over the use of overtime hours and additional shifts and shall have the right to require that overtime hours and/or additional shifts be used to minimize the duration of time extensions if it is determined to be in best interest of the Department to do so.


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SUBSECTION 8.10 (Continued) D. Disputes Any dispute regarding whether or not a time entitlement analysis demonstrates entitlement to a time extension, the number of days granted in a time extension or any other question of fact arising under this subsection shall be determined by the Engineer. The Contractor may dispute a determination by the Engineer by filing a claim notice within fourteen (14) calendar days after the Contractor's request for additional time has been denied or if the Contractor does not accept the number of days granted in a time extension. The Contractor's claim notice shall include a time entitlement analysis that sufficiently explains the basis of the time-related claim. Failure to submit the required time entitlement analysis with the claim notice shall result in denial of the Contractor's claim. SUBSECTION 4.03 EXTRA WORK (Also see Subsection 4.05). The Contractor shall do any work not herein otherwise provided for when and as ordered in writing by the Engineer, such written order to contain particular reference to this Subsection and to designate the work to be done as Extra Work. Unless specifically noted in the Extra Work Order, Extra Work will not extend the time of completion of the Contract as stipulated in Subsection 8.10. The determination of the Engineer shall be final upon all questions concerning the amount and value of Extra Work (except as provided in Subsection 7.16). Payment for Extra Work will be provided in Subsection 9.03.


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SUBSECTION 8.14 UTILITY COORDINATION, DOCUMENTATION, AND MONITORING RESPONSIBILITIES A. - GENERAL In accordance with the provisions of Section 8.00 Prosecution and Progress, utility coordination is a critical aspect to this Contract. This section defines the responsibility of the Contractor and MassDOT, with regard to the initial utility relocation plan and changes that occur as the prosecution of the Work progresses. The Engineer, with assistance from the Contractor shall coordinate with Utility companies that are impacted by the Contractor’s operations. To support this effort, the Contractor shall provide routine and accurate schedule updates, provide notification of delays, and provide documentation of the steps taken to resolve any conflicts for the temporary and/or permanent relocations of the impacted utilities. The Contractor shall provide copies to the Engineer of the Contractor communication with the Utility companies, including but not limited to:

• Providing advanced notice, for all utility-related meetings initiated by the Contractor. • Providing meeting minutes for all utility-related meetings that the Contractor attends. • Providing all test pit records. • Request for Early Utility work requirements of this section (see below). • Notification letters for any proposed changes to Utility start dates and/or sequencing. • Written notification to the Engineer of all apparent utility delays within seven (7)

Calendar Days after a recognized delay to actual work in the field – either caused by a Utility or the Contractor.

• Any communication, initiated by the Contractor, associated with additional Right-of-Way needs in support of utility work.

• Submission of completed Utility Completion Forms. B. - PROJECT UTILITY COORDINATION (PUC) FORM The utility schedule and sequence information provided in the Project Utility Coordination Form (if applicable) is the best available information at the time of the bid and has been considered in setting the contract duration. The Contractor shall use all of this information in developing the bid price and the Baseline Schedule Submission, inclusive of the individual utility durations sequencing requirements, and any work that has been noted as potentially concurrent utility installations. C. -INITIATION OF UTILITY WORK The Engineer will issue all initial notice-to-proceed dates to each Utility company based on either the:

1) Contractor’s accepted Baseline Schedule 2) An approved Early Utility Request in the form of an Early Utility sub-net schedule (in

accordance with the requirements of this Subsection) 3) An approved Proposal Schedule


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SUBSECTION 8.14 (Continued) C.1 - BASELINE SCHEDULE – UTILITY BASIS The Contractor shall provide a Baseline Schedule submission in accordance with the requirements of Subsection 8.02 and inclusive of all of the information provided in the PUC Form that has been issued in the Contract documents. This is to include the utility durations, sequencing of work, allowable concurrent work, and all applicable considerations that have been depicted on the PUC Form. C.2 – EARLY UTLITY REQUEST – (aka SUBNET SCHEDULE) PRIOR TO THE BASELINE All early utility work is defined as any anticipated/required utility relocations that need to occur prior to the Baseline Schedule acceptance. In all cases of proposed early utility relocation, the Contractor shall present all known information at the pre-construction conference in the form of a ‘sub-net’ schedule showing when each early utility activity needs to be issued a notice-to-proceed. The Contractor shall provide advance notification of this intent to request early utility work in writing at or prior to the Pre-Construction meeting. Prior to officially requesting approval for early utility work, the Contractor shall also coordinate with MassDOT and all utility companies (private, state or municipal) which may be impacted by the Contract. If this request is acceptable to the Utilities and to MassDOT, the Engineer will issue a notice-to-proceed to the affected Utilities, based on these accepted dates. C.3 – PROPOSAL SCHEDULE - CHANGES TO THE PUC FORM If the Contractor intends to submit a schedule (in accordance with MassDOT Standard Specifications, Division I, Subsection 8.02) that contains durations or sequencing that vary from those provided in the Project Utility Coordination (PUC) Form, the Contactor must submit this as an intended change, in the form of a Proposal Schedule and in accordance with MassDOT Standard Specifications, Division I, Subsection 8.02. These proposed changes are subject to the approval of the Engineer and the impacted utilities, in the form of this Proposal Schedule and a proposed revision to the PUC form. The Contractor shall not proceed with any changes of this type without written authorization from the Engineer, that references the approved Proposal Schedule and PUC form changes. The submission of the Baseline Schedule should not include any of these types of proposed utility changes and should not delay the submission of the Baseline Schedule. As a prerequisite to the Proposal Schedule submission, and in advance of the utility notification(s) period, the Contractor shall coordinate the proposed utility changes with the Engineer and the utility companies, to develop a mutually agreed upon schedule, prior to the start of construction. D. – UTILITY DELAYS The Contractor shall notify the Engineer upon becoming aware that a Utility owner is not advancing the work in accordance with the approved utility schedule. Such notice shall be provided to the Engineer no later than seven (7) calendar days after the occurrence of the event that the Contractor believes to be a utility delay. After such notice, the Engineer and the Contractor shall continue to diligently seek the Utility Owner’s cooperation in performing their scope of Work.


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SUBSECTION 8.14 (Continued) In order to demonstrate that a critical path delay has been caused by a third-party Utility, the Contractor must demonstrate, through the requirements of the monthly Progress Schedule submissions and the supporting contract records associated with Subsection 8.02, 8.10 and 8.14, that the delays were beyond the control of the Contractor. All documentation provided in this section is subject to the review and verification of the Engineer and, if required, the Utility Owner. In accordance with MassDOT Specifications, Division I, Subsection 8.10, a Time Extension will be granted for a delay caused by a Utility, only if the actual duration of the utility work is in excess of that shown on the Project Utility Coordination Form, and only if;

1) proper Notification of Delay was provided to MassDOT in accordance with the time requirements that are specified in this Section

2) the utility delay is a critical path impact to the Baseline Schedule (or most recently approved Progress Schedule)

E. - LOCATION OF UTILITIES The locations of existing utilities are shown on the Contract drawings as an approximation only. The Contractor shall perform a pre-construction utility survey, including any required test pits, to determine the location of all known utilities no later than thirty (30) calendar days before commencing physical site work in the affected area. F. - POST UTILITY SURVEY – NOTIFICATION Following completion of a utility survey of existing locations, the Contractor will be responsible to notify the Engineer of any known conflicts associated with the actual location of utilities prior to the start of the work. The Engineer and the Contractor will coordinate with any utility whose assets are to be affected by the Work of this Contract. A partial list of utility contact information is provided in the Project Utility Coordination Form. G. - MEETINGS AND COOPERATION WITH UTILITY OWNERS The Contractor shall notify the Engineer in advance of any meeting they initiate with a Utility Owner’s representative to allow MassDOT to participate in the meeting if needed. Prior to the Pre-Construction Meeting, the Contractor should meet with all Utility Owners who will be required to perform utility relocations within the first 6 months of the project, to update the affected utilities of the Project Utility Coordination Form and all other applicable Contract requirements that impact the Utilities. The Contractor shall copy the Engineer on any correspondence between the Utility Owner and the Contractor.


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SUBSECTION 8.14 (Continued) H. - FORCE ACCOUNT / UTILITY MONITORING REQUIREMENTS The Engineer will be responsible for recording daily Utility work force reports. The start, suspension, re-start, and completion dates of each of the Utilities, within each phase of the utility relocation work, will be monitored and agreed to by the Engineer and the Contractor as the work progresses. I. - ACCESS AND INSPECTION The Contractor shall be responsible for allowing Utility owners access to their own utilities to perform the relocations and/or inspections. The Contractor shall schedule their work accordingly so as not to delay or prevent each utility from maintaining their relocation schedule. SUBSECTION 8.02 SCHEDULE OF OPERATIONS Replace this subsection with the following: An integrated cost and schedule controls program shall be implemented by the Contractor to track and document the progress of the Work from Notice to Proceed (NTP) through the Contractor Field Completion (CFC) Milestone. The Contactor’s schedules will be used by the Engineer to monitor project progress, plan the level-of-effort required by the Department’s work force and consultants and as a critical decision-making tool. Accordingly, the Contractor shall ensure that it complies fully with the requirements specified herein and that its schedules are both accurate and updated as required by the specification throughout the life of the project. Detailed requirements are provided in Division II, Section 722 Construction Scheduling. SUBSECTION 8.03 PROSECUTION OF WORK Add the following: The Contractor is hereby notified that winter work is expected for this project and has been taken into account in setting the completion date for the contract. Items of work that are expected to continue through the winter include, but are not limited to, the following: Demolition work, Setting formwork; Installing steel reinforcement; placement of structural steel; Installing protective shielding; Installing shear connectors; Installing bearings; Installing utilities; Maintaining traffic controlls; and Installing protective screen. If the work to be performed during the winter includes concrete or mortar, the relevant provisions of Section 901.72 shall be followed. Any costs, either direct or resulting from inefficiencies, related to continuing work in the winter shall be included in the contractor’s bid and shall not be cause for a claim for a time extension or additional compensation.


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SECTION 722 CONSTRUCTION SCHEDULING

DESCRIPTION

722.20 General

The Contractor's approach to prosecution of the Work shall be disclosed to the Department by submission of a Critical Path Method (CPM) schedule and a cost/resource loaded Construction Schedule when required in this Subsection. These requirements are in addition to, and not in limitation of, requirements imposed in other sections.

The requirements for scheduling submissions are established based on the Project Value at the time of the bid and are designated as Type A, B, C or D. The definitions of these Schedule Requirement Types are summarized below. Complete descriptions of all detailed requirements are established elsewhere in this specification. Type A – for all Site-Specific Contracts with a Project Value over $20 Million

• Schedule Planning Session • Baseline CPM Schedule • Monthly Update CPM Schedule • Short-term Construction Schedule • Contract Schedule Update Meeting • Resource-Loading • Resources Graphic Reporting • Cash Flow Projections from the CPM • Cash Flow Charts • Cost-loaded CPM • Contractor-furnished CPM software, computer and training

Type B – for all Site-Specific Contracts with a Project Value between $10 Million and $20 Million

• Schedule Planning Session • Baseline CPM Schedule • Monthly Update CPM Schedule • Short-term Construction Schedule • Contract Schedule Update Meeting • Cost-loaded CPM • Resource-Loading • Monthly Projected Spending Report (PSR) • Contractor-furnished CPM software, computer and training


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SECTION 722 (Continued) Type C – for all Site-Specific Contracts with a Project Value between $3 Million and $10 Million

• Schedule Planning Session • Baseline CPM Schedule • Monthly Update CPM Schedule • Short-term Construction Schedule • Contract Schedule Update Meeting • Monthly Projected Spending Report (PSR) • Contractor-furnished CPM software, computer and training

Type D - for all contracts with a Project Value less than $3 Million; various locations contracts of any dollar amount; contracts with durations less than one-hundred and eighty (180) Calendar Days; and other contracts as determined by the Engineer.

• Bar chart schedule updated monthly or at the request of the Engineer (See Section 722.62.B - Bar Charts.)

• Monthly Projected Spending Report (PSR) (See Section 722.62.F - Projected Spending Reports.)

MATERIALS, EQUIPMENT, PERSONNEL

722.40 General

A. Software Requirements (Types A, B and C) The Contractor shall use Primavera P6 computer scheduling software. In addition to the requirements of Section 740 – Engineer’s Field Office and Equipment, the

Contractor shall provide to the Department one (1) copy of the scheduling software, one (1) software license and one (1) computer capable of running the scheduling software for the duration of the Contract. This computer and software shall be installed in the Engineer’s Field Office within twenty-eight (28) Calendar Days after Notice to Proceed. The computer and software shall be maintained and serviced as recommended by the computer manufacturer and/or as required by the Engineer during the duration of the Contract at no additional cost to the Department. The Contractor shall provide professional training in the basic use of the software for up to eight (8) Department employees. The trainer shall be approved by the Engineer. This training shall be provided within twenty-eight (28) Calendar Days after Notice to Proceed.

B. Scheduler Requirements For all schedule types, if the Contractor plans to use outside scheduling services, the

scheduler shall be approved as a subcontractor by the Engineer.

For Type A, B and C Schedules the name of the Contractor’s Project Scheduler together with his/her qualifications shall be submitted to the Department for approval by the Engineer within seven (7) Calendar Days after NTP. The Project Scheduler shall have a minimum of five [5] years of project CPM scheduling experience, three [3] years of which shall be on projects of similar scope and value as the project for which the Project Scheduler is being proposed. References shall be provided from past projects that can attest to the capabilities of the Project Scheduler.


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SECTION 722 (Continued)

CONSTRUCTION METHODS 722.60 General

A. Schedule Planning Session (Types A, B and C)

The Contractor shall conduct a schedule planning session within seven (7) Calendar Days

after the Contractor receives the NTP and prior to submission of the Baseline Schedule. This session will be attended by the Department and its consultants. During this session, the Contractor shall present its planned approach to the project including, but not limited to:

1. the Work to be performed by the Contractor and its subcontractors; 2. the planned construction sequence and phasing; planned crew sizes; 3. summary of equipment types, sizes, and numbers to be used for each work

activity; 4. all early work related to third party utilities; 5. identification of the most critical submittals and projected submission timelines; 6. estimated durations of major work activities; 7. the anticipated Critical Path of the project and a summary of the activities on that

Critical Path; 8. a summary of the most difficult schedule challenges the Contractor is anticipating

and how it plans to manage and control those challenges; 9. a summary of the anticipated quarterly cash flow over the life of the project.

This will be an interactive session and the Contractor shall answer all questions that the

Department and its consultants may have. The Contractor shall provide a minimum of five (5) copies of a written summary of the information presented and discussed during the session to the Engineer. The Contractor’s Baseline Schedule and accompanying Schedule Narrative shall incorporate the information discussed at this Schedule Planning Session.

B. Schedule Reviews by the Department (All Types)

1. Baseline Schedule Reviews The Engineer will respond to the Baseline Schedule Submission within thirty (30) Calendar Days of receipt providing comments, questions and/or disposition that either accepts the schedule or requires revision and resubmittal. Baseline Schedules shall be resubmitted within fifteen (15) Calendar Days after receipt of the Engineer’s comments.

2. Contract Progress Schedule / Monthly Update Reviews

The Engineer will respond to each submittal within twenty one (21) Calendar Days. Schedules shall be resubmitted by the Contractor within five (5) Calendar Days after receipt of the Engineer’s comments.

Failure to submit schedules as and when required could result in the withholding of full or partial pay estimate payments by the Engineer.


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SECTION 722 (Continued) 722.61 Schedule Content and Preparation Requirements

(Types A, B and C unless otherwise noted) Each Contract Progress Schedule shall fully conform to these requirements.

A. LOGIC The schedules shall divide the Work into activities with appropriate logic ties to show:

1. conformance with the requirements of this Section and Division I, Subsection 8.02 - Schedule of Operations

2. the Contractor's overall approach to the planning, scheduling and execution of the Work

3. conformance with any additional sequences of Work required by the Contract Documents, including, but not limited to, Subsection 8.03 - Prosecution of Work and Subsection 8.06 – Limitations of Operations.

B. ACTIVITIES The schedules shall clearly define the progression of the Work from NTP to Contractor Field

Completion (CFC) by using separate activities for each of the following items: 1. NTP 2. Each component of the Work defined by specific activities 3. Detailed activities to satisfy permit requirements 4. Procurement of fabricated materials and equipment with long lead times, including time

for review and approval of submittals required before purchasing 5. The preparation and submission of shop drawings, procedures and other required

submittals, with a planned duration that is to be demonstrated to the Engineer as reasonable

6. The review and return of shop drawings, procedures and other required submittals, approved or with comments, the duration of which shall be thirty (30) Calendar Days, unless otherwise specified or as approved by the Engineer

7. Interfaces with adjacent work, utility companies, other public agencies, sensitive abutters, and/or any other third party work affecting the Contract

8. The Critical Path, clearly defined and organized 9. Float shall be clearly identified 10. Access Restraints – restrictions on access to areas of the Work that are defined by the

Department in the bid package, in Subsection 8.06 – Limitations of Operations or elsewhere in the Contract

11. Milestones listed in Subsection 8.03 - Prosecution of Work or elsewhere in the Contract Documents

12. Subcontractor approvals at fifteen (15) Calendar Days from submittal to response 13. Full Beneficial Use (FBU) Contract Milestone per the requirements of Subsection 8.03

- Prosecution of Work 14. Contractor’s request for validation of FBU (ready to open to traffic) 15. The Department’s confirmation of completed work to allow for FBU


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16. Substantial Completion Contract Milestone per the requirements of Subsections 7.15 - Claims Against Contractors for Payment of Labor, Materials and Other Purposes and 8.03 - Prosecution of Work

17. Contractor’s request for validation of Substantial Completion 18. Punchlist Completion Period of at least thirty (30) Calendar Days per the requirements

of Subsections 5.11 - Final Acceptance, 7.15 - Claims Against Contractors for Payment of Labor, Materials and Other Purposes and 8.03 - Prosecution of Work

19. Contractor confirmation that all punchlist work and documentation has been completed

20. Physical Completion of the Work Contract Milestone per the requirements of Subsections 5.11 - Final Acceptance and 8.03 - Prosecution of Work

21. Documentation Completion per the requirements of Subsections 5.11 - Final Acceptance and 8.03 - Prosecution of Work

22. Contractor Field Completion Contract Milestone per the requirements of Subsections 5.11 - Final Acceptance and 8.03 - Prosecution of Work

23. Utility work to be performed in accordance with the Project Utility Coordination (PUC) Form as provided in Section 8.14 - Utilities Coordination, Documentation and Monitoring Responsibilities

24. Traffic work zone set-up and removal, night work and phasing 25. Early Utility Relocation (by others) that has been identified in the Contract 26. Right-of-Way (ROW) takings that have been identified in the Contract 27. Material Certifications 28. Work Breakdown Structure in accordance with the MassDOT-Highway Division

Contractor Construction Schedule Toolkit located on the MassDOT-Highway Division website at: http://www.massdot.state.ma.us/highway/DoingBusinessWithUs/Construction/ConstructionScheduleToolkit.aspx

29. For Type A and B Contracts only: All items to be paid, including all Unit Price and Lump Sum pay items, shall be identified by activity. This shall include all non-construction activities such as engineering work; purchase of permanent materials and equipment, purchase of structural steel stock, equipment procurement, equipment delivery to the site or storage location and the representative amount of overhead/indirect costs that was included in the Contractor’s Bid Prices.

C. EARLY AND LATE DATES Early Dates shall be based on proceeding with the Work or a designated part of the Work

exactly on the date when the corresponding Contract Time commences. Late Dates shall be based on completing the Work or a designated part of the Work exactly on the corresponding Contract Time, even if the Contractor anticipates early completion.

http://www.massdot.state.ma.us/highway/DoingBusinessWithUs/Construction/ConstructionScheduleToolkit.aspx



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D. DURATIONS Activity durations shall be in Work Days. Planned Original Durations shall be established

with consideration to resources and production rates that correspond to the Contractor’s Bid Price. Within all of the Department-required schedules, the Contractor shall plan the Work using durations for all physical construction activities of no less than one (1) Work Day and no greater than fourteen (14) Work Days, unless approved by the Engineer as part of the Baseline Schedule Review.

Should there be an activity with a duration that is determined by the Engineer to be unreasonable, the Contractor will be asked to provide a basis of the duration using bid documents, historic production rates for similar work, or other form of validation that is acceptable to the Engineer. Should the Contractor and the Engineer be unable to agree on reasonable activity durations, the Engineer will, at a minimum, note the disagreement in the Baseline Schedule Review along with a duration the Engineer considers reasonable and the basis for that duration. A schedule that contains a substantial number of activities with durations that are deemed unreasonable by the Engineer will not be accepted.

E. MATERIALS ON HAND (for Types A and B only) The Contractor shall identify in the Baseline Schedule all items of permanent materials

(Materials On Hand) for which the Contractor intends to request payment prior to the incorporation of such items into the Work.

F. ACTIVITY DESCRIPTIONS The Contractor shall use activity descriptions in all schedules that clearly describe the work

to be performed using a combination of words, structure numbers, station numbers, bid item numbers, work breakdown structure (WBS) and/or elevations in a concise and compact label as specified in the MassDOT-Highway Division Contractor Construction Schedule Toolkit located on the MassDOT-Highway Division website at:


G. ACTIVITY IDENTIFICATION NUMBERS The Contractor shall use the activity identification numbering system specified in the

MassDOT-Highway Division Contractor Construction Schedule Toolkit located online at the address above.

H. ACTIVITY CODES The Contractor shall use the activity codes specified in the MassDOT-Highway Division

Contractor Construction Schedule Toolkit located online at the address above.

I. CALENDARS Different calendars may be created and assigned to all activities or to individual activities.

Calendars define the available hours of work in each Calendar Day, holidays and general or project-specific non-Work Days such as Fish Migration Periods, time of year (TOY) restrictions and/or area roadway restrictions.




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Examples of special calendars include, but are not limited to: • Winter Shutdown Period, specific work is required by separate special provision to be

performed during the winter. See Special Provision 8.03 (if applicable) • Peak traffic hours on heavily traveled roadways. This shall be from 6:30 am to 9:30 am

and from 3:30 pm to 7:00 pm, unless specified differently elsewhere in the Contract. • Special requirements by sensitive abutters, railroads, utilities and/or other state agencies

as defined in the Contract. • Cape Cod and the Islands Summer Roadway Work Restrictions: A general restriction

against highway and bridge construction is enforced between Memorial Day and Labor Day, unless otherwise directed by the Engineer. Refer to the Project Special Provisions for specific restrictions.

• Cape Ann Summer Roadway Work Restrictions: While there are no general restrictions for Cape Ann as there are for Cape Cod and the Islands, project-specific restrictions may be enforced. Refer to the Project Special Provisions for specific restrictions.

• Turtle and/or Fish Migration Periods and/or other in-water work restrictions: Refer to the Project Special Provisions for specific restrictions.

• Working over Waterways Restricted Periods: Refer to the Project Special Provisions for specific restrictions.

• Night-time paving and striping operations, traffic and temperature restrictions: Refer to the Project Special Provisions for specific restrictions.

• Utility Restrictions shall be as specified within the Contract.

J. FLOAT For the calculation of float in the CPM schedule, the setting for Retained Logic is required for

all schedule submissions, starting with the Baseline Schedule Submission. Should the Contractor have a reason to propose that an alternative calculation setting such as Progress Override be used, the Contractor shall obtain the Engineer’s approval prior to modifying to this setting.

K. COST AND RESOURCE LOADING (Types A and B only) For all Type A and B Schedules, the Contractor shall provide a cost and resource-loaded

schedule with an accurate allocation of the costs and resources necessary to complete the Work. The costs and resources shall be assigned to all schedule activities in order to enable the Contractor to efficiently execute the Contract requirements and the Engineer to validate the original plan, monitor progress, provide cash flow projections and analyze delays.

1. Each schedule activity shall have an assigned cost that accurately represents the value of the Work. Each schedule activity shall have its resources assigned to it by craft and the anticipated hours to accomplish the work. Each schedule activity’s equipment resources shall be assigned to it by equipment type and hours operated. Front-loading or other unbalancing of the cost distribution will not be permitted.

2. The sum of the cost of all schedule activities shall be equal to the Contractor’s Bid Price.

3. Indicating the labor hours per individual, per day, by craft and equipment hours/day will be acceptable.


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4. The Engineer reserves the right to use the cost-loading as a means to resolve changes, disputes, time entitlement evaluations, increases or decreases in the scope of Work, unit price renegotiations and/or claims.

5. For all Type A and B Schedules, all subnets, fragnets, Proposal Schedules, and Recovery Schedules shall be cost and resource- loaded to help to quickly validate and monitor the duration of the Work to be performed.

6. For Type A Schedules, cost-loading of the schedule will also be used for cash flow projection purposes.

7. The cost-loading of each activity shall indicate the portion of the cost for that activity that is applicable to a specific bid item (cost account.) The total cost for each cost account must equal the bid item price.

8. For Type A Schedules, each month, the Contractor will be paid using the Cost-loaded CPM activities for Lump Sum payment items. This requirement supersedes any requirements elsewhere in this Contract regarding partial payments of schedule-of- values for all Lump Sum items.

L. NOT TO BE USED IN THE CONTRACTOR’S CPM SCHEDULE

1. Milestones or constraint dates not specified in the Contract 2. Scheduled work not required for the accomplishment of a Contract Milestone 3. Use of activity durations, logic ties and/or sequences deemed unreasonable by the

Engineer 4. Delayed starts of follow-on trades 5. Float suppression techniques

722.62 Submittal Requirements

All schedules shall be prepared and submitted in accordance with the requirements listed below.

Each monthly Contract Progress Schedule submittal shall be uniquely identified.

Except as stated elsewhere in this subsection, schedule submittals shall include each of the documents listed below, prepared in two formats, for distribution as follows:

a. four (4) compact discs (CD); one (1) each for the Office of Project Controls and Performance Oversight (O-PC&PO), the Boston Construction Section Office, the District Construction Office and the Resident Engineer’s Office. Additional copies shall be required if the work is performed in more than one district.

b. two (2) hard copies plotted in color on 24” X 36” paper; one (1) copy each for the District Construction Office and the Resident Engineer’s Office. No copies for the O-PC&PO and the Boston Construction Section Office. Additional copies shall be required if the work is performed in more than one district.


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A. Narratives A written narrative shall be submitted with every schedule submittal. The narrative shall: 1. itemize and describe the flow of work for all activities on the Critical Path in a format that

includes any changes made to the schedule since the previous Contract Progress Schedule / Monthly Update or the Baseline Schedule, whichever is most recent;

2. provide a description of any specification requirements that are not being followed. Identify those that are improvements and those that are not considered to be meeting the requirements;

3. provide all references to any Notice of Delay that has been issued, within the time period of the Contract Progress Schedule Update, by letter to the Engineer. Note that any Notice of Delay that is not issued by letter will not be recognized by the Engineer. See Subsection 722.64.A - Notice of Delay;

4. provide a description of each third-party utility’s planned vs. actual progress and note any that are trending late or are late per the durations and commitments as provided in the PUC Form; provide a description of the five (5) most important responses needed from the Department and the need date for the responses in order to maintain the current Schedule of Record;

5. provide a description of all critical issues that are not within the control of the Contractor or the Department (third party) and any impact they had or may have on the Critical Path;

6. provide a description of any possible considerations to improve the probability of completing the project early or on-time;

7. compare Early and Late Dates for activities on the Critical Path and describe reasons for changes in the top three (3) most critical paths ;

8. describe the Contractor's plan, approach, methodologies and resources to be employed for completing the various operations and elements of the Work for the top three (3) most critical paths. For update schedules, describe and propose changes to those plans and verify that a Proposal Schedule is not required;

9. describe, in general, the need for shifts that are not 5 days/week, 8 hours/day, the holidays that are inserted into each calendar and a tabulation of each calendar that has been used in the schedule;

10. describe any out-of-sequence logic and provide an explanation of why each out-of-sequence activity does not require a correction, if one has not been provided, and an adequate demonstration that these changes represent the basis of how these activities will be built, including considerations for resources, dependencies and previously-approved production rates;

11. identify any possible duration increases resulting from actual or anticipated unit price item quantity overruns as compared to the baseline duration, with a corresponding suggestion to mitigate any possible delays to the Critical Path. If the delay is anticipated to impact the Critical Path, refer to Subsections 4.06 - Increased or Decreased Contract Quantities and 8.10 - Determination and Extension of Contract Time for Completion and submit a letter to the Engineer notifying of a potential delay;

12. include a schedule log consisting of the name of the schedule, the data date and the date submitted.


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B. Bar Charts (Types A, B, C and D) One (1) time-scaled bar chart containing all activities shall be prepared and submitted using a

scale that yields readable plots and that meets the requirements of Subsection 722.61 - Schedule Content and Preparation Requirements Activities shall be linked by logic ties and shown on their Early Dates. Critical Paths shall be highlighted and Total Float shall be shown for all activities.

A second time-scaled bar chart shall also be prepared containing only the Critical Path or, if the Critical Path is not the longest path, the Longest Path using a scale that yields readable plots and that meets the requirements of Subsection 722.61 - Schedule Content and Preparation Requirements. Activities shall be linked by logic ties and shown on their Early Dates. Total Float shall be shown for all activities.

Bar Charts shall be printed in color and submitted on 11” X 17” paper or, if approved by the Engineer, as a .pdf file.

C. Detailed Activity Schedule Comparisons A Detailed Activity Schedule Comparison (DASC) is a simple reporting tool in the format of

a graphical report that will provide Resident Engineers with immediate, timely and up-to-date information. The DASC consists of an updated bar chart that overlays the current time period’s bar chart onto the previous time period’s bar chart for an easily-read comparison of progress during the present and previous reporting periods. The DASC shall be prepared and submitted in accordance with the instructions contained in the Construction Schedule Toolkit located on the MassDOT-Highway Division website at:


The reports described in Subsections D, E and F below shall be submitted with all of the schedules listed in Subsection722.20 - General:

D. Activity Cost Report and Monthly Cash Flow Projections (Type A only) With each Contractor Quantity Estimate (CQE), the Contractor shall submit an Activity Cost

Report and Cash Flow Projection that includes all activities grouped by Contract Bid Item. The Activity Cost Report shall be generated from the Schedule of Record and shall be the basis

of the Monthly Cash Flow Projection. Within each contract Bid Item, activities shall be sequenced by ascending activity identification number and shall show:

1. activity ID and description, 2. forecast start and finish dates for each activity and, 3. when submitted as a revised schedule, actual start and finish dates for each completed

activity. For Unit Price pay items, in addition to the above, estimates to complete and any variance to

the estimated Contract quantity shall be shown.

E. Resource Graphs (Type A only) Monthly and cumulative resource graphs for the remaining Contract period using the Early

Dates and Late Dates in the Contract Progress Schedule shall be included as part of each schedule submittal.




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F. Projected Spending Reports (Types B, C and D) A Projected Spending Report (PSR) shall be prepared and submitted in accordance with the

instructions listed at the end of this section. The PSR shall indicate the monthly spending (cash flow) projection for each month from NTP to Contractor Field Completion (CFC). Each month’s actual spending shall be calculated using all CQEs paid during that month. If the difference between the Contractor’s monthly projections vs. the actual spending is greater than 10%, the Contractor’s monthly spending projection shall be revised and resubmitted within fifteen (15) Calendar Days.

The Projected Spending Report (PSR) shall be depicted in a tabular format and printed in color on 11 x 17-sized paper or larger as approved by the Engineer. For additional instructions and a template for preparing the Projected Spending Report (PSR), refer to the Contractor’s Construction Schedule Toolkit located on the MassDOT-Highway Division website at:

http://www.massdot.state.ma.us/highway/DoingBusinessWithUs/Construction/ConstructionScheduleToolkit.aspx or consult with the District Construction Scheduler. 722.63. Progress Schedule Requirements

A. Baseline Schedule The Baseline Schedule shall be due thirty (30) Calendar Days after Notice to Proceed (NTP.)

The Baseline Schedule shall only reflect the Work awarded to the Contractor and shall not include any additional work involving Extra Work Orders or any other type of alleged delay. The Baseline Schedule shall be prepared and submitted in accordance with Subsections 722.61 - Schedule Content and Preparation Requirements and 722.62 - Submittal Requirements. Once the Baseline Schedule has been accepted by the Engineer, with or without comments, it shall represent the as-planned schedule for the Work and become the Contract Progress Schedule of Record until such time as the schedule is updated or revised under Subsections 722.63.C - Contract Progress Schedules / Monthly Updates, 722.64.C - Recovery Schedules and 722.64.D - Proposal Schedules.

The Cost and Resource-Loading information (Types A and B only) shall be provided by the Contractor within forty-five (45) Calendar Days after NTP.

The Engineer’s review comments on the Baseline Schedule and the Contractor’s responses to them will be maintained for the duration of the Contract and will be used by the Engineer to monitor the Contractor’s work progress by comparing it to the Contract Progress Schedule / Monthly Update.

B. Interim Progress-Only Schedule Submissions The first monthly update of the Contract Progress Schedule/Monthly Update is due within

seventy (70) Calendar Days after Notice to Proceed (NTP.) The Baseline Schedule review period ends at sixty (60) Calendar Days after NTP, see Subsection 722.60.B - Schedule Reviews by the Department. If the Baseline Schedule has not been accepted within sixty (60) Calendar Days after NTP, an Interim Progress-Only Schedule shall be due within seventy (70) Calendar Days after NTP. The purpose of the Interim Progress-Only Schedule is to document the actual progress of all activities, including non-construction activities, from NTP until the Baseline Schedule is accepted.




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C. Contract Progress Schedules / Monthly Updates (Types A, B, C and D) The first Contract Progress Schedule shall be submitted by the Contractor no later than seventy

(70) Calendar Days after NTP. The data date for this first Progress Schedule shall be sixty (60) Calendar Days after NTP. Subsequent Progress Schedules shall be submitted monthly.

Each Contract Progress Schedule shall reflect progress up to the data date. Updated progress shall be limited to as-built sequencing and as-built dates for completed and in-progress activities. As-built data shall include actual start dates, remaining Work Days and actual finish dates for each activity, but shall not change any activity descriptions, the Original Durations, or the Original Resources (as planned at the time of bid), without the acceptance of the Engineer. If any activities have been completed out-of-sequence, the Contractor shall propose new logic ties for affected in-progress and future activities that accurately reflect the previously-approved sequencing. Alternatively, the Contractor may submit to the Engineer for approval an explanation of why an out-of-sequence activity does not require a correction and an adequate demonstration that the changes accurately represent how the activities will be built, including considerations for resources, dependencies and previously approved production rates. Once approved by the Engineer, the Contractor may incorporate the changes in the next Contract Progress Schedule/Monthly Update with the affected activities clearly identified and explained in the Schedule Narrative.

No revisions to logic ties; sequence, description or duration of future activities; or planned resource costs shall be made without prior approval by the Engineer.

Any proposed logic changes for in-progress or future activities shall be submitted to the Engineer for approval before being incorporated into a Contract Progress Schedule. The logic changes must be submitted using a Proposal Schedule or a schedule fragnet submission. Once approved by the Engineer, the Contractor may incorporate the logic in the next Contract Progress Schedule/Monthly Update with the affected activities clearly identified and explained in the Schedule Narrative.

For any proposed changes to the original sequence, description or duration of future activities, the Contractor shall submit to the Engineer for approval an explanation of how the proposed description or duration change reflects how the activity will be progressed, including considerations for resources and previously approved production rates. Any description or duration change that does not accurately reflect how the activity will be progressed will not be approved by the Engineer. Once approved by the Engineer, the Contractor may incorporate the changes in the next Contract Progress Schedule/Monthly Update with the affected activities clearly identified and explained in the Schedule Narrative.

Except as otherwise designated by a Contract Modification, no Contract Progress Schedule that extends performance beyond the Contract Time and/or beyond any Contract Milestone shall be approved by the Engineer. The Contractor shall submit a Recovery Schedule if any Contract Progress Schedule/Monthly Update indicates a failure to meet the Contract Dates.

D. Short-Term Construction Schedule The Contractor shall provide a Short-Term Construction Schedule that details daily work

activities, including any multiple shift work that the Contractor intends to conduct, in a bar chart format. The daily activities shall directly correspond to the Contract Progress Schedule activities, with a matching reference to the activity identification number in the Contract Progress Schedule, and may be at a greater level of detail.


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The Short-Term Construction Schedule shall be submitted every two weeks. It shall display all work for a thirty-five (35) Calendar Day period consisting of completed work for the two (2) week period prior and all planned work for the following three (3) week period. The initial submission shall be provided no later than thirty (30) Calendar Days after NTP or as required by the Engineer.

The Contractor shall be prepared to discuss the Short-Term Construction Schedule, in detail, with the Engineer in order to coordinate field inspection staff requirements, the schedule of work affecting abutters and any corresponding work with affected utilities. Short-Term Construction Schedules shall be prepared and submitted in accordance with Subsections 722.61 - Schedule Content and Preparation Requirements and 722.62 - Submittal Requirements.

Failure to submit Short-Term Construction Schedules every two (2) weeks may result in withholding of full or partial payments by the Engineer. 722.64 Impacted Schedule Requirements

A. Notice of Delay The Contractor shall notify the Engineer in writing, with copies to the District and State

Construction Engineers, within three (3) Calendar Days of the start of any delays to the Critical Path that are caused by actions or inactions that were not within the control of the Contractor. Delay notifications that are not provided in a letter to the Engineer, such as a delay notification in the schedule narrative, will not be recognized as contractual notice in the determination of any Time Extension related to the impacts to the work associated with this specific alleged delay. Should such delay continue for more than one (1) week, the Contractor shall note it in the Schedule Narrative until the delay is no longer impacting the Critical Path for the completion of the Contract Milestones. The Engineer will evaluate the alleged delay and its impact and will respond to the Contractor within ten (10) Calendar Days after receipt of a notice of delay.

B. Time Entitlement Analysis A Time Entitlement Analysis (TEA) shall consist of a descriptive narrative, prepared in

accordance with Subsection 722.62.A - Narratives, and an as-built CPM schedule, which may be in the form of a schedule fragnet ( that has been developed from the project’s Contract Progress Schedule of Record, and illustrates the impact of a delay to the Critical Path, Contract Milestones and/or Contract Completion Date as required in Subsection 8.10 - Determination and Extension of Contract Time for Completion. TEAs shall also be used to determine the schedule impact of proposed Extra Work Orders (EWO) as also required in Subsection 8.10.

TEAs shall be prepared and submitted in accordance with the requirements of Subsections 722.61 - Schedule Content and Preparation Requirements and 722.62 - Submittal Requirements and shall be based on the Contract Progress Schedule of Record applicable at the start of the delay or impact from an EWO. A TEA fragnet must start with a specific new activity describing the work contained in either a Notice of Delay previously submitted to the Department per Subsection 722.64.A - Notice of Delay or an EWO.


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TEAs shall be submitted: 1. as part of any Extra Work Order that may impact Contract Time, 2. with a request for a Time Extension, 3. within fourteen (14) Calendar Days after a request for a TEA by the Engineer for any other

reason. A TEA shall be submitted to the Engineer before any Time Extension is granted to the

Contractor. Time Extensions will not be granted unless the TEA accurately reflects an evaluation of all past delays and the actual events that occurred that impacted the Critical Path. The TEA must also demonstrate a plan for the efficient completion of all of the remaining work through an optimized CPM Schedule. The analysis shall include all delays, including Contractor-caused delays, and shall be subdivided into timeframes and causes of delays.

TEAs shall incorporate any proposed activities, logic ties, resource considerations, and activity costs required to most efficiently demonstrate the schedule impacts in addition to detailing all impacts to existing activities, logic ties, the Critical Path, Contract Milestones and the Contract Completion Date. In addition, TEAs shall accurately reflect any changes made to activities, logic ties, restraints and activity costs, necessitated by an Extra Work Order or other schedule impact, for the completion of the remaining work. The Contractor shall provide TEAs that demonstrate that all delays have been mitigated to the fullest extent possible without requiring an Equitable Adjustment to the original bid basis.

All TEAs shall clearly indicate any overtime hours, additional shifts and the resource that are proposed to be incorporated in the schedule. The Engineer shall have final discretion over the use of overtime hours and additional shifts. The Engineer shall have the right to require that overtime hours and/or additional shifts be used to minimize the duration of Time Extensions if it is determined to be in the best interest of the Department to do so.

When accepted, the changes included in a TEA shall be incorporated into the next Contract Progress Schedule per the requirements of Subsection 722.63.C - Contract Progress Schedules / Monthly Updates.

During the review of any TEA, all Contract Progress Schedules shall continue to be submitted as required.

The Engineer may request that the Contractor prepare a Proposal Schedule or a Recovery Schedule to further mitigate any delays that are shown in the accepted TEA/Contract Progress Schedule.

C. Recovery Schedules The Contractor shall promptly report to the Engineer all schedule delays during the prosecution

of the Work. Except as otherwise designated by a Contract Modification, no Contract Progress Schedule that extends performance beyond the Contract Time and/or beyond any Contract Milestone shall be approved by the Engineer. The Contractor shall submit a Recovery Schedule within fourteen (14) Calendar Days of a Contract Progress Schedule submission that shows failure to meet the Contract Dates. This requirement is critical to the Department’s ability to make informed decisions regarding Contract Time and costs.


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During the prosecution of the Work, should the Contractor’s progress on a critical operation clearly not meet anticipated production, without cause by fault of the Department, or should a critical activity or series of activities not be staffed in accordance with the Contractor’s approved Baseline Schedule resource planning, the Contractor shall be obligated to recover such delay. Recovery Schedules shall be prepared and submitted in accordance with Subsections 722.61 - Schedule Content and Preparation Requirements and 722.62 - Submittal Requirements within fourteen (14) Calendar Days of any of the cases listed above.

Recovery Schedules shall clearly indicate any proposed overtime hours, additional shifts, and the resources that are proposed to be incorporated in to the schedule. The Engineer shall have final discretion over the use of overtime hours and additional shifts and shall have the right to require that overtime hours and/or additional shifts be used to minimize the duration of Time Extensions, without additional compensation for any Contractor delays, if it is determined to be in the best interest of the Department to do so.

During the review of any Recovery Schedule, all Contract Progress Schedules shall continue to be required every month.

The Engineer may request that the Contractor prepare a Recovery Schedule to further mitigate any delays that are shown in an accepted TEA/Contract Progress Schedule.

Changes represented in accepted Recovery Schedules shall be incorporated into the next Contract Progress Schedule.

D. Proposal Schedules A Proposal Schedule is an alternative schedule used to evaluate proposed changes to the

Contract scope or significant alternatives to previously approved approaches to complete the Work, which may include changes to activity durations, logic and sequence. For Types A and B Schedules, the Proposal Schedule shall be cost and resource-loaded.

A Proposal Schedule may be requested by the Department at any time or may be offered by the Contractor. The Engineer may request that the Contractor prepare a Proposal Schedule to further mitigate any delays that are shown in an accepted TEA/Contract Progress Schedule.

The Contractor shall submit the Proposal Schedule within thirty (30) Calendar Days of a request from the Department.

The Proposal Schedule shall not be considered a Schedule of Record until the logic, durations, narrative and basis of the Proposal Schedule have been accepted by the Engineer. If the Proposal Schedule took the form of a fragnet, it must be incorporated into the Contract Progress Schedule of Record showing the current progress of all other activities and the impacts/results of the changes made by the Proposal Schedule before the Proposal Schedule is accepted by the Department.

Proposal Schedules shall clearly indicate any proposed overtime hours, additional shifts, and the resources that are proposed to be incorporated in the schedule. The Engineer shall have final discretion over the use of overtime hours and additional shifts.

Changes represented in accepted Proposal Schedules shall be incorporated into the next Contract Progress Schedule. During the review of any Proposal Schedule, all Contract Progress Schedules shall continue to be required every month.


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E. Disputes (Types A, B, C and D) All schedules shall be submitted, reviewed, dispositioned and accepted in the timely manner

specified herein so as to provide the greatest possible benefit to the execution of this Contract.

Any dispute concerning the acceptance of a schedule or any other question of fact arising under this subsection shall be determined by the Engineer. Pending resolution of any dispute, the last schedule accepted by the Engineer will remain the Contract Schedule of Record.

COMPENSATION 722.80 Method of Measurement and Basis of Payment (Types A, B, C and D)

The Special Provisions will specify the fixed-price amount to be paid to the Contractor for the Project Schedule requirements contained herein. Each bidder shall include this lump-sum, fixed-price bid item amount in his/her bid. Failure to do so may be grounds for the rejection of the bid.

All required schedule-related work, including, but not limited to computers, computer software, the planning and coordination with utilities, training, schedule preparation and schedule submittals will be paid for under the fixed price amount.

This fixed price amount is for payment purposes only and is separate from what the Department considers to be the Contractor’s General Condition costs. If the Contractor deems it necessary to include additional costs to provide all of the requirements of this section, these additional costs shall be included in the Contractor’s overall bid price.

Twenty percent (20%) of this pay item will be paid upon the Engineer’s acceptance of the Contractor’s Baseline Schedule, prepared and submitted in accordance with Subsection 8.02.C.

The remaining eighty percent (80%) of this pay item will be paid in equal monthly installments distributed across the Contract Duration from Notice to Proceed (NTP) to Contractor Field Completion (CFC), less the 2 months required for the submittal and review of the Baseline Schedule in accordance with the following formula:

Remaining Fixed Price amount (80% of Item 100.) Monthly Payment =

Contract Duration in whole months – 2 months

The timely and accurate submission of the Baseline Schedule is critical to the Contract and the Department’s ability to make informed decisions. Only payments under Item 740 - Engineer’s Field Office and Item 748 – Mobilization will be made until the Baseline Schedule is accepted by the Engineer.


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No payment for any other pay item will be processed beyond seventy-five (75) Calendar Days from Notice to Proceed (NTP) until the Baseline Schedule is accepted by the Engineer. Until the Engineer’s acceptance of the Baseline Schedule, the combined total of all payments made to the Contractor will be limited to an amount no greater than the total price for Item 748 - Mobilization or 3% of the contract price, whichever is less.

All Contract Progress Schedule Updates submitted later than ten (10) Calendar Days after the CQE (Contract Quantity Estimate) completion date, or greater than forty (40) Calendar Days from the Data Date of the previous submission, will be deemed to be no longer useful and will not qualify for payment. Late submittal of missed Contract Progress Monthly Updates will not result in recovery of the previously forfeited portion of the Schedule of Operations Fixed Price Payment Item.

Failure to submit schedules as and when required may result in the forfeiture of that portion of the Schedule of Operations Fixed Price Payment and/or the withholding of the full or partial CQE payments by the Engineer.

Failure to submit schedules that are acceptable to the Engineer may result in the forfeiture of that portion of the Schedule of Operations Fixed Price Payment and/or the withholding of the full or partial CQE payments by the Engineer.

The Schedule of Operations pay item will be adjusted to pay for only the actual quantity of schedules that have been submitted in accordance with this section.

The Contractor's failure or refusal to comply with the requirements of this Section shall be reasonable evidence that the Contractor is not prosecuting the Work with due diligence and may result in the withholding of full or partial payments by the Engineer.

Should there be a Time Extension granted to the Contractor, the Engineer may provide an Equitable Adjustment for additional Contract Progress Schedule Updates at intervals directed by the Engineer. Item 100. will be the basis for this Equitable Adjustment. 722.82 Payment Items 100. SCHEDULE OF OPERATIONS - FIXED PRICE $_______ LUMP SUM


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ARCHITECTURAL ACCESS BOARD TOLERANCES The Contractor is hereby notified that they are ultimately responsible for constructing all project elements in strict compliance with the current AAB/ADA rules, regulations and standards. All construction elements in this project associated with sidewalks, walkways, wheelchair ramps and curb cuts are controlled by 521CMR - Rules and Regulations of the Architectural Access Board (AAB). The AAB Rules and Regulations specify maximum slopes and minimum dimensions required for construction acceptance. There is no tolerance allowed for slopes greater than the maximum slope nor for dimensions less than the minimum dimensions. Contractors shall establish grade elevations at all wheel chair ramp locations, and shall set transition lengths according to the appropriate table in the Construction Standards (or to the details shown on the plans). All wheelchair ramp joints and transition sections which define grade changes shall be formed, staked and checked prior to placing cement concrete. All grade changes are to be made at joints. TRAFFIC OFFICERS AND RAILROAD FLAGGING SERVICE Under the provisions of Chapter 634 of the Acts of 1971, the railroad shall furnish, without cost, the necessary flag protection on the railroad right-of-way which may be required for bridge inspection, maintenance and repair, reconstruction or replacement. The Contractor, however, is responsible for all costs incurred in restoring tracks that have been disturbed by the Contractor's operations. Reference is made to the Railroad Special Provisions hereinafter included. MBTA FLAGGING The Contractor shall provide a minimum two week notice for flagging support for MBTA bridges. This applies only to bridges operated by Keolis Commuter Services (KCS). This two week notice does not apply to emergency work, only to routine or scheduled work activities. The contact person for advance request for flagging services is Rich Arnold, MBTA Railroad Operations Department, Phone number (617)-222-3635, email address: [email protected]. MBTA COMMUTER RAIL Keolis Commuter Service (KCS) operates the commuter rail for the MBTA. All references to MBCR in the provisions will mean Keolis Commuter Service (KCS).


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GENERAL REQUIREMENTS FOR DEMOLITION AND WORK INVOLVING PAINTED STEEL (9/20/2012) Demolition and work involving painted steel shall conform to the requirements of Section 961 of the Supplemental Specifications dated June 15, 2012. Work Involving Painted Steel. Hazardous materials shall be removed in the immediate area of any intended welding, heating, saw cutting or burning of steel. Hazardous material removal is required to allow the demolition of structural steel, railings, drainage systems, utility supports, steel lamp posts, etc. The contractor shall assume that the coatings on the steel contain lead (Pb), unless otherwise determined by testing. The contractor shall certify in writing to the Engineer the results of all testing, and shall also certify that any lead (Pb) coated steel removed from the project was not reused or buried, but was sent to a scrap metal recycling facility. Implement and maintain programs and procedures, which comply with the requirements of this specification and all applicable standards and regulations. Comply with all applicable regulations even if the regulation is not specifically referenced herein. If a state or local regulation is more restrictive than the regulation of this specification, follow the more restrictive requirements. This requirement is intended only for the demolition and preparation prior to repair and does not include provisions for recoating of steel. Environmental All applicable portions of Sections 961.65 “Worker Protection” and 961.66 “Environmental Protection and Monitoring” shall be followed when performing this work. During chemical stripping a hand washing facility may be used in lieu of a decontamination/changing facility. Hazardous material shall be collected during the disassembly and disposed of as outlined in Section 961.68 “Handling of Hazardous Waste and Reporting Release Programs”. The applicable submittals shall be according to Section 961.69 “Submittals”.


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GENERAL REQUIREMENTS FOR DEMOLITION AND WORK INVOLVING PAINTED STEEL (Continued) Cleaning/Removal Cutting Or Burning Of Steel All surfaces to be welded, heated, saw cut or burned shall be cleaned so as to remove all contaminants and/or hazardous materials, which could be discharged to the environment as a function of the subsequent operations. Lead paint shall be removed in its entirety in an area prescribed by a 6 inch (15 cm) minimum offset from the required work. The paint removal operation may be dry abrasive blasting, wet abrasive blasting or chemical stripping. Proper level of containment shall be used when performing this work in accordance with Section 961.67 “Containment”. Full containment is not required during chemical stripping operation however; the Contractor shall install proper shielding and/or tarpaulins under the chemical stripping operations in order to catch all debris generated during this procedure. A cleaned area must be inspected and approved before the demolition operations are started. During cleaning operations the Contractor shall be required to furnish and erect temporary floodlights illuminating the steel surface at a minimum of 30-foot candles. This lighting shall be used in areas where there is insufficient lighting for proper cleaning operations and inspection. The Contractor shall supply electrical power. The Contractor shall provide support for interim and final inspection of the bridge during cleaning operations. This support shall include the necessary traffic controls and safe access to the work. Mechanical Disassembly Of Steel All surfaces to be mechanically disassembled by shear cutting or removing bolts or rivets shall not require deleading. When shear cutting or removing bolts or rivets, the Contractor shall not use any method that will cause dust and/or particles to be emitted and/or dispersed into the environment to an extent that would expose the workers above the Action Levels of 30µg/m3. For purposes of limiting the lead (Pb) dust, the Contractor will be required to dampen the lead paint work areas. The contractor shall install a proper shielding and/or tarpaulins under all lead-paint-coated surfaces to be shear cut or bolts or rivets ordered removed in order to catch any loose lead paint chips, dust or particles.


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NOTICE TO OWNERS OF UTILITIES Written notice shall be given by the Contractor to all public service corporations or municipal and State officials owning or having charge of publicly or privately owned utilities at least one week in advance of the commencement of operations that will affect the utilities. The Contractor shall, at the same time, file a copy of such notice with the Engineer. The following website lists the names and addresses of the utilities presumed to be affected, but the completeness of the list is not guaranteed: http://www.massdot.state.ma.us/

Select Quick Links Select Doing Business with the Highway Division Select Design/engineering Select Utility Contacts Select District 3 on top of the webpage, select the City/Town, and then locate the utility.

Town officials are shown at website http://www.mass.gov/dor From the Main Menu Selection Box select “Local Officials”, then in the right margin under “Online Services” select “Local Officials Directory”. Enter the city/town on the left of the webpage and locate the official to contact. The Contractor shall also be responsible for informing the following officials in each area that he assigned to work in as required by the Engineer:

Superintendent, Department of Public Works or Town Engineer, Superintendent, Water Department, Superintendent, Sewer Department, Police and Fire Department, Electric Department Railroads.

The following are the names of owners and representatives of the principal utilities affected, but completeness of this list is not guaranteed by the Department: District 3 Utility/ Constructability Engineer Tom Emerick 508-929-3919 [email protected] Electric Gas NStar Electric and Gas Company NStar Electric and Gas Company One NSTAR Way, NWBED180 One NSTAR Way, NWBED180 Westwood , MA 02090 Westwood , MA 02090 Steven Owens Steven Owens 508-441-5881 508-441-5881 [email protected] [email protected]

http://www.massdot.state.ma.us/

http://www.mass.gov/dor




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NOTICE TO OWNERS OF UTILITIES (Continued) Telephone Water Verizon Natick DPW – Water & Sewer 385 Myles Standish Blvd. 75 West Street Taunton, MA 02780 Natick, MA 01760 Karen Nunes Anthony Comeau 508-828-6437 508-647-6557 [email protected] Sewer Natick DPW – Water & Sewer MWRA 75 West Street 2 Griffin Way Natick, MA 01760 Chelsea, MA 02150 Anthony Comeau Kevin McKenna 508-647-6557 617-305-5956

[email protected] Railroad MBTA CSX Transportation 100 Summer Street – Suite 1200 4 Neshaminy Interplex – Suite 205 Christine Bresnahan Derek S. Mihaly Boston, MA 02110 Trevose, PA 19053 617-222-3361 215-218-3391 [email protected] [email protected] Cable RCN Comcast 173 Bedford Street PO Box 6505 Lexington, MA 02420 Chelmsford, MA 01824 Margot Jones Wendy Brown 781-652-8951 978-848-5183 [email protected] AT&T / Teleport Communications America, c/o Siena Engineering 50 Mall Road – Suite 203 Burlington, MA 01803 David Edgar 781-221-8400 x7005 [email protected]




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NOTICE TO OWNERS OF UTILITIES (Continued) Fire Alarm DPW Natick Fire Alarm Natick DPW – Town Engineer 22 East Central Street 75 West Street Natick, MA 01760 Natick, MA 01760 Gordon VanTassel Mark Coviello 508-651-7349 508-647-6400 x2010 Other MCI P.O. Box 600 Charlton, MA 01507 Stephen Parretti 508-248-1305 [email protected] Nstar Communications One Nstar Way, NE 220 Westwood, MA 02090 Andrew Balta 781-441-3492 [email protected] Level (3) Communications 1025 Eldorado Blvd. Broomfield, CO 80021 Nickey Worthington 720-888-0336 [email protected]


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ITEM 102.2 TREE TRIMMING LUMP SUM The work to be done under this item shall conform to the relevant provisions of section 101 of the standard specifications and the following: This work shall be performed by the contractor prior to temporary relocation of the utility poles and OHW (one of the first construction activities). Limits of clearing are consistent with the slope limits shown on the Construction Plans; however shall be staked out and approved by the Resident Engineer prior to trimming/clearing. Method Of Measurement Item 102.2 will be measured for payment as a lump sum item. Basis Of Payment Item 102.2 will be paid for at the contract unit price per lump sum, which price shall include full compensation for all labor, equipment, materials, disposal fees, transportation, and incidentals necessary for the satisfactory completion of the work. ITEM 102.59 ROADSIDE TREE PROTECTION LUMP SUM The work under this item shall conform to the relevant provisions of Sections 101, 644 and 771 and the following: The purpose of this item is to prevent damage to branches, stems and root systems of existing individual hedges/trees/shrubs/bushes and other quality vegetation to remain, and to ensure their survival. To the extent possible, to avoid soil compaction within the root zone, construction activities including, but not limited to, vehicle movement, excavation, embankment, staging and storage of materials or equipment shall not occur underneath the canopy (drip line) of trees to remain. Where these activities will occur within 10 feet (3 meters) of the canopy of trees or where directed, the Contractor shall take the appropriate protective measures specified herein. The Contractor shall be solely responsible for judging the full extent of the work requirements, including, but not necessarily limited to any equipment and materials necessary for providing tree protection. The Contractor shall submit a plan for protection in writing to the Resident Engineer for his/her approval. The Resident Engineer will have final decision as to trees/vegetation to be protected and methods. The Contractor is responsible for the protection of all existing trees and plants within and immediately adjacent to the construction area that are not designated to be removed for the length of the construction period.


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ITEM 102.59 (Continued) Method Of Measurement Item 102.59 Roadside Tree Protection will be measured for payment by the lump sum. Basis Of Payment Item 102.59 Roadside Tree Protection will be paid for at the contract unit price per lump sum, which price shall include full compensation for all labor, equipment, materials, disposal fees, transportation, and incidentals necessary for the satisfactory completion of the work. ITEM 114.1 DEMOLITION OF SUPERSTRUCTURE OF LUMP SUM BRIDGE NO. N-03-003 The work under this Item shall conform to the relevant provisions of Sections 112 and 960 of the Standard Specifications and the following: The work shall include furnishing all material, labor, equipment, and tools necessary to perform the demolition, removal, and satisfactory disposal of the existing superstructure, in stages, as designated on the Contract Plans. This includes, but is not limited to the bridge deck, safety curbs, floor beams, trusses, bearings, railings, and utilities. Also included in this item is the temporary support of the proposed sewer pipe across the bridge and protection of the railroad ballast. This work shall also include the installation and removal of fencing/protective screen adjacent/attached to the existing trusses as shown on the Contract Plans. The fencing/protective screen shall be used during phased construction to prevent pedestrians from dropping debris onto the railroad right-of-way below. The fences shall extend to a minimum of 8’-0” above the top of the walkway surface and have openings that do not exceed 2”x2”. All work/modifications to the existing structure necessary for the attachment of the temporary bridge support not specifically covered under Item 993.4 shall be included in this Item. All dimensions and details shown for the existing structure are not guaranteed. The Contractor shall determine and establish all dimensions and details necessary for the completion of all work by field measurements and survey. The Contractor shall be responsible for the adequacy and accuracy thereof and shall not commence any work until the required measurements have been made on the actual structure. During the prosecution of this work, the Engineer may reject the use of any method or equipment that causes undue vibration or possible damage to the remaining structure or any part thereof. The noise and dust created by demolition operations must be reduced to the maximum extent possible. Blasting will not be allowed without written permission from MassDOT. No demolition work shall be started until the various utility companies involved have been notified (not less than seven (7) days prior to the start of demolition) and the Contractor has received approval from the Engineer as to the equipment, procedures and schedule of operation to be used during the demolition and reconstruction periods.


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ITEM 114.1 (Continued) The Contractor shall carry on this work concurrently and in conjunction with the utility companies and railroads involved at the project site, so as to provide for all possible cooperation toward the satisfactory completion of the work with a minimum of delay and inconvenience. The Contractor shall be responsible for protecting the existing utility lines during his/her operations. If any utilities are damaged due to the Contractor's negligence, the Contractor shall make repairs at his/her own expense. The proposed sewer line across the bridge shall be temporarily supported during phased construction. The temporary support shall be designed, installed, and subsequently removed by the Contractor. The temporary support may utilize the intermediate utility support as shown on the Plans. The existing girders may not be drilled into or welded onto for the temporary support. The permanent intermediate support shown on the Plans may be drilled and bolted, as approved by the Engineer, for attachment of lateral bracing or supports. Galvanized inserts may also be added to the end or underside of the proposed deck concrete, as approved by the Engineer, for attachments. Concrete inserts may not be installed in the top surface of the deck. Plans and calculations of the temporary utility support shall be stamped by a Professional Engineer registered in the Commonwealth of Massachusetts and be submitted to the Engineer for review and approval. The Contractor shall exercise due care not to permit any items of the existing structure to fall onto the railroad tracks below the bridge during the demolition operation. Any materials that are dropped onto the tracks shall be removed immediately by the Contractor by whatever means are necessary, without additional compensation. Temporary protective shielding shall be used and paid for separately under Item 994.01. The Contractor shall install and maintain filter fabric protection on the railroad ballast to keep contaminants from the rail bed. The filter fabric shall be maintained throughout the duration of construction operations and shall extend fifteen feet beyond the outer edge of the bridge. Damaged fabric shall be replaced promptly. All materials removed in this demolition operation, except for any utility components, which may be directed by MassDOT to remain the property of the utility companies involved, shall become the property of the Contractor and shall be properly disposed of away from the jobsite in accordance with the Standard Specifications. Utility components removed that are to remain the property of the utility owner, shall be removed by the Contractor as coordination with the utility company and MassDOT. The Contractor shall make adequate provisions for the protection of traffic, private property and pedestrians from damage or injury during all phases of the demolition process. The Contractor shall take care not to damage any portion of the existing structure to remain. Any damage caused by the Contractors operations shall be repaired as directed by the Engineer at the Contractor’s expense.


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ITEM 114.1 (Continued) The Contractor shall submit its proposed method of demolition, for each stage, including equipment, tools, devices, etc. to the Engineer for approval by MassDOT and the Railroads. The demolition procedure and any necessary calculations and drawings shall bear the stamp of a Professional Engineer Registered in the Commonwealth of Massachusetts certifying that all existing structural members are suitably braced and supported throughout the demolition process. Work shall not commence until the Engineer has given written approval of the method of demolition. The Contractor shall also submit the crane capacity, location, radii of movement, etc. to the Engineer for approval for all stages of demolition. The submittal will specify that the requirements for equipment and all procedures utilized will be in conformance with the intent of Subsection 960.61, Steel Erection, of the Supplemental Specifications. The submittal shall include drawings and calculations of all loads and selection of crane and lifting hardware, as well as any effects to the existing abutments and structure, and shall be stamped by a Professional Engineer registered in the Commonwealth of Massachusetts. Schedule Of Basis For Partial Payment MassDOT does not guarantee or represent that the bridge materials will actually coincide with any descriptions contained herein or represented on the Plans. The Contractor shall be satisfied, by the Contractor’s own investigation and research, regarding all conditions and materials affecting the work to be done. No additional compensation, other than the lump sum price bid for this Item, will be made if the materials or work prove to be different than that inferred or described herein, or shown on the Plans. The Contractor shall make his own investigation of the structure to be demolished including the materials that are part of, or may be stored in the structure. No increase will be made to the bid price due to the nature of the materials involved in the demolition. All costs for permits, dump fees, special handling of hazardous materials, etcetera, shall be included in the bid price of the demolition Item. Payment for the work to be done under this Item shall be at the contract lump sum bid price for Item 114.1 Demolition of Superstructure of Bridge No. N-03-003. The price shall include full compensation for all labor, materials, tools, equipment, and all incidental work that may be necessary to accomplish the specified work to the satisfaction of the Engineer. The Contractor shall submit for approval, by the Engineer, a cost schedule for the Demolition of Superstructure of Bridge No. N-03-003. The approval of the cost schedule by the Engineer shall not be considered as a guarantee to the Contractor of the quantities assumed in developing any part of the submitted cost schedule. The schedule is only for the purpose of estimating partial payments, and it shall not affect the contract terms in any way.


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ITEM 120.1 UNCLASSIFIED EXCAVATION CUBIC YARD The work to be done under this item shall conform to the relevant provisions of section 120 of the standard specifications and the following: For full depth roadway reconstruction and the removal and disposal of existing pavement, Excavated material suitable for borrow to be reused as fill material. This item includes excavation and removal of material of every nature that is required to perform the work in this contract. This includes clearing and grubbing within the limits of grading shown on the plan, including tree removal for trees not identified on the survey basemap. This also includes removal and disposal of the existing concrete foundation on 15 Marion Street (Station 14+50 RT). Method Of Measurement Item 120.1 Unclassified Excavation will be measured for payment per cubic yard of excavation discarded. Basis Of Payment Item 120.1 Unclassified Excavation will be paid for at the contract unit price per cubic yard, which price shall include full compensation for all labor, equipment, materials, disposal fees, transportation, and incidentals necessary for the satisfactory completion of the work. ITEM 127.1 REINFORCED CONCRETE EXCAVATION CUBIC YARD The work under this Item shall conform to the relevant provisions of Section 112 of the Standard Specifications and the following: The work shall include furnishing all material, labor, equipment, and tools necessary to perform the excavation, removal, and satisfactory disposal of the existing concrete abutment caps, and backwalls in stages as shown on the Contract Plans. Any saw cutting required for the removal of the concrete in stages shall be considered incidental to this Item. During the prosecution of this work, the Engineer may reject the use of any method or equipment that causes undue vibration or possible damage to the remaining structure or any part thereof. The noise and dust created by excavation operations must be reduced to the maximum extent possible. Blasting will not be allowed without written permission from MassDOT. Disturbance to the drainage system must also be reduced to the maximum extent possible. All materials removed in this demolition operation shall become the property of the Contractor and shall be properly disposed of away from the jobsite in accordance with the Standard Specifications.


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ITEM 127.1 (Continued) The Contractor shall take care not to damage any portion of the existing structure to remain. Any damage caused by the Contractors operations shall be repaired as directed by the Engineer at the Contractor’s expense. Method Of Measurement And Basis Of Payment Item 127.1 Reinforced Concrete Excavation will be measured for payment by the cubic yard of reinforced concrete removed, properly disposed of, and accepted by the Engineer. Item 127.1 Reinforced Concrete Excavation will be paid at the contract unit price per cubic yard, which price shall include full compensation for all labor, equipment, materials, tools, and incidental work necessary to accomplish the specified work in a manner satisfactory to the Engineer. ITEM 141.2 TEST PIT FOR SEWER MAIN EXPLORATION EACH The work under this Item shall conform to the applicable provisions of Section 140 and includes digging test pits to accurately locate the existing MWRA 36” diamter sewer force main. Method Of Measurement And Basis Of Payment Test Pit for Sewer Main Exploration will be measured and paid at the contract unit price per each test pit excavated and subsequently backfill as accepted by the Engineer, which price shall include full compensation for all labor, materials, equipment and incidental costs required to complete the work. ITEM 144.2 GRANITE BLOCK REMOVAL CUBIC YARD The work under this Item shall conform to the relevant provisions of Section 112 and 140 of the Standard Specifications and the following: The work shall include furnishing all material, labor, equipment, and tools necessary to perform the removal and satisfactory disposal of the existing abutment/wingwall granite blocks in stages as shown on the Contract Plans. Any saw cutting required for the removal of the granite blocks in stages shall be considered incidental to this Item. During the prosecution of this work, the Engineer may reject the use of any method or equipment that causes undue vibration or possible damage to the remaining structure or any part thereof. The noise and dust created by removal operations must be reduced to the maximum extent possible. Blasting will not be allowed without written permission from MassDOT. Disturbance to the railroad bed must also be reduced to the maximum extent possible. All materials removed in this removal shall become the property of the Contractor and shall be properly disposed of away from the jobsite in accordance with the Standard Specifications.


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ITEM 144.2 (Continued) The Contractor shall take care not to damage any portion of the existing structure to remain. Any damage caused by the Contractors operations shall be repaired as directed by the Engineer at the Contractor’s expense. Method Of Measurement And Basis Of Payment Granite Block Removal will be measured for payment by the cubic yard of granite block removed, properly disposed of, and accepted by the Engineer. Granite Block Removal will be paid at the contract unit price per cubic yard, which price shall include full compensation for all labor, equipment, materials, tools, and incidental work necessary to accomplish the specified work in a manner satisfactory to the Engineer. ITEM 180.1 HEALTH AND SAFETY PLAN LUMP SUM It is the Contractor's ultimate responsibility to ensure the health and safety of all the Contractor's employees and subcontracting personnel, the Engineer and his representatives, and the public from any on-site chemical contamination. A Health & Safety Plan (HASP) shall be prepared by a Certified Industrial Hygienist or other experienced individual with the appropriate training required by OSHA to prepare such a plan, and it shall include the components required by OSHA 29 CFR 1910.120(b). The preparer's name and work experience shall be included as part of the Health and Safety Plan submittal. The HASP must be stamped by a Certified Industrial Hygienist certifying that it complies with all applicable laws, regulations, standards and guidelines, and that it provides a degree of protection and training appropriate for implementation on the project during the execution of this contract. The HASP shall be designed to identify, evaluate, and control health and safety hazards associated with the work on this project and provide for emergency response if needed. The HASP shall be a dynamic document with provision for change to reflect new information, new practices or procedures, changing site environmental conditions or other situations which may affect site workers and the public. Health and safety procedures provided by the Contractor shall comply with all the appropriate regulations that address employee working conditions (e.g. OSHA, RCRA, CERCLA). In addition, guidelines of NIOSH, OSHA, USCG, EPA, etc., shall be followed. Equipment used for the purpose of health and safety shall be approved and meet pertinent standards and specifications of the appropriate regulatory agencies. A copy of the Health and Safety Plan shall be maintained on-site at all times by the Contractor. The on-site copy shall contain the signature of the Engineer and each on-site employee of the Department, Contractor and subcontractors. The employee's signature on the Health and Safety Plan shall be deemed prima facie evidence that the employee has read and understands the plan. A copy of the plan with signatures shall be submitted to the Engineer at the conclusion of the Contract, or at the Engineer's request. Signature sheets shall be submitted monthly, or at the request of the Engineer.


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ITEM 180.1 (Continued) Basis Of Payment The work to be done under this Item will be paid at the Contract Lump Sum Price under Item 180.1 for the development and preparation of the HASP by a qualified individual. ITEM 180.2 IMPLEMENTATION OF HOUR HEALTH AND SAFETY PLAN For all construction activities which require handling or exposure to potentially hazardous materials, the Health and Safety Plan shall specify an on-site Safety Officer. The Site Health and Safety Officer duties shall include, but are not limited to: implementation of the site Health and Safety Plan, training, evaluating risks, safety oversight, determining levels of personnel protection required, and performing any required monitoring at the site. A Daily Log shall be kept by the on-site Safety Officer and provided weekly to the Engineer. This log shall be used to record a description of the weather conditions, levels of personnel protection being employed, monitoring data and any other information relevant to on-site safety conditions. The Site Health and Safety officer shall sign and date the Daily Log. In the event that subsurface contamination is discovered during construction, the Site Safety Officer shall be present to oversee all handling, storage, sampling, and transport of such contaminated materials. The level of protection, relative to respiratory and dermal hazards, required to ensure the health and safety of on-site personnel will be stipulated in the Health and Safety Plan and will be subject to modification by the on-site Safety Officer based on changing site and weather conditions and the following factors: type of operation or activity, chemical compounds identified on-site, concentration of the chemicals, physical state of the hazardous materials, potential duration of exposure to hazardous materials, dexterity required to perform work, decontamination procedures, necessary personnel and equipment, and type of equipment to be utilized. The Contractor shall be required to provide appropriate personnel protective equipment for anyone who is working in an area either containing or suspected of containing a hazardous environment. This work will include both individuals physically working in these areas and those directing the work of same. Contingencies for upgrading the level of protection for on-site workers will be identified in the Health and Safety Plan and the contractor shall have the necessary materials/equipment on hand to implement the level of protection upgrade in a timely manner. Payment for this level of upgraded protection shall be paid for under Item 180.3. Basis Of Payment Implementation of the Health and Safety Plan will be paid at the contract bid price per hour of implementing the plan and shall include the cost of enforcement by an on-site Safety Officer. Personnel protective clothing and equipment below Level "C" shall be considered incidental to the project and shall be a cost borne by the contractor.


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ITEM 180.3 PERSONNEL PROTECTION HOUR LEVEL C UPGRADE The Contractor shall provide to all workers disposable, protective clothing appropriate to the hazard level of the work. The protective equipment and its use shall be in strict compliance with the Health and Safety Plan (Item 180.1), and all appropriate regulations that address employee working conditions. Basis Of Payment Payment for Item 180.3 will be at the contract unit price, per hour, per man, required in level 'C' personnel protection. ITEM 180.4 MONITORING/HANDLING AND STOCKPILING CUBIC YARD OF CONTAMINATED SOILS The On-Site Safety Officer or Environmental Consultant shall be responsible for evaluating soil with non-natural discoloration, petroleum or chemical odor, the presence of petroleum liquid or sheening on the groundwater surface or any abnormal gas or materials in the ground which are known or suspected to be contaminated with oil or hazardous materials. Soil suspected of gasoline contamination shall be field tested using the jar headspace procedures according to Department of Environmental Protection Bureau of Waste Site Cleanup Interim Policy #WSC-94-400 (Remedial Waste Management Policy for Petroleum Contaminated Soil) and the Bureau of Waste Prevention Policy #COMM-97-001 (Reuse and Disposal of Contaminated Soil and Massachusetts Landfills). The Engineer shall be contacted immediately when any results indicate contamination requiring soil removal or when contamination not detectable by on-site instrumentation is suspected. The Contractor shall be required to supply all personnel and materials necessary to comply with this section and to support the anticipated levels of protection and monitoring described above. Within limited areas of the project site, it is likely that excavated soils may be contaminated. Where possible, all soils originally in contact with groundwater will be replaced in the same trench up to the existing groundwater level. All soils determined to be contaminated by metals or petroleum products, through the monitoring/evaluation program will be stockpiled for disposal in accordance with all Massachusetts Department of Environmental Protection statutes, policies, and regulations. The Environmental Consultant/Contractor shall be responsible for identifying a disposal/recycling facility and obtaining all permits, approvals, Bill of Lading, etc. prior to the removal of the contaminated soil from the site. Any soils contaminated with hazardous materials that are not of petroleum origin shall be handled on a case-by-case basis. The contractor shall obtain at least three bids for the handling and disposal of any contaminated material. All manifest, bills of lading, etc. will be the responsibility of the Contractor with copies provided to the Department. The Contractor is also responsible for hiring a Licensed Site Professional (LSP), as needed, for oversight and Bills of Lading, etc.


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ITEM 180.4 (Continued) Method Of Measurement Measurement shall be made by the volume, in cubic yards, of contaminated material monitored, handled and/or stockpiled as described under Item 180.4. Basis Of Payment Work under this Item shall be paid at the Contractor bid price, per cubic yard, which payment shall be considered compensation for all labor, tools, equipment and materials needed to do the work as described above. ITEM 180.5 LICENSED SITE PROFESSIONAL HOUR A Licensed Site Professional will be required to provide the services necessary to comply with the requirements of the Massachusetts Contingency Plan (MCP), 310 CMR 40.000, with respect to the scope of work for this Contract. These services will include, but are not limited to, sampling and analysis of potentially contaminated media, preparation of IRA, URAM and RAM Plans, status reports, transmittal forms, release notification forms, completion statements and related documents required pursuant to the MCP. The LSP will be responsible for obtaining all permits related to the characterization, treatment, and disposal of contaminated media. The LSP will provide oversight of handling, stockpiling, re-use, treatment and disposal of contaminated media, including preparation of Bills of Lading, Manifests, and related shipping documents. Environmental technicians, including but not limited to personnel conducting field monitoring and sampling, data interpretation and support services directly related to MCP compliance, are also included in this Item. The name and qualifications of the Licensed Site Professional (LSP) will be submitted to the Engineer for review and approval at least two weeks prior to initial site activities. The LSP shall have significant experience in the oversight of MCP activities at active construction sites. The LSP will coordinate all activities with MassDOT and the Massachusetts Department of Environmental Protection through the Engineer or his/her designee. The LSP will be responsible for adequately characterizing contaminated media to insure that it meets the requirements of the MCP and, in the case of contaminated media to be disposed of off-site, to insure that it meets the acceptance criteria set forth by the disposal facility. The LSP will be responsible for adequately characterizing subsurface conditions prior to backfill in areas where contaminated soil/sediments are excavated. The cost of laboratory analyses conducted in accordance with the sampling and assessment requirements for compliance with the MCP will be paid for within the unit bid price for Item 180.4 – Monitoring/ Handling and Stockpiling of Contaminated Soils, Item 180.6 – Miscellaneous Soil Testing, Item 181.11 Disposal Of Unregulated Soil, Item 181.12 Disposal Of Regulated Soil - In-State Facility, Item 181.13 Disposal Of Regulated Soil Out-Of-State Facility and Item 181.14 Disposal Of Hazardous Waste Work under this Item shall be paid at the Contractor bid price per hour of service provided to perform the work as described above. The bid price shall reflect the cost of the LSP and any environmental technicians providing the services described above.


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ITEM 180.6 MISCELLANEOUS SOILS TESTING EACH The work under this item shall conform to all relevant provisions of the Standard Specifications, the Special Provisions and the following: The Engineer may, from time to time, direct the Contractor to obtain soil samples from various locations within the project area and to perform laboratory analyses on those soil samples to assess reuse or disposal options. Sampling And Analysis The Contractor shall collect discrete soil sample(s) from locations within individual soil piles or specific land area identified by the Engineer. The soil samples shall be collected at a depth specified by the Engineer. The samples shall be delivered to a Massachusetts certified laboratory using proper chain-of-custody documentation for the analysis of Resource Conservation and Recovery Act (RCRA) 8 metals, polychlorinated biphenyls (PCBs), volatile organic compounds (VOCs), semivolatile organic compounds (SVOCs), pesticides, polyaromatic hydrocarbons (PAHs) and total petroleum hydrocarbons (TPH). Subsequent testing, depending upon initial results, may be required for Toxicity Characteristic Leaching Procedure (TCLP) analyses (Method 1311) for metals. Data Evaluation And Report The Contractor shall review and summarize the laboratory data from the soil sampling analyses. The data will be compared to Massachusetts Contingency Plan (MCP) soil standards and acceptance criteria for soil recycling and landfill disposal facilities. A letter report shall be delivered to the Engineer outlining the soil sampling methods, laboratory analyses results and proposed options for reuse or disposal of the soil. Method Of Measurement Miscellaneous Soil Testing shall be measured by each round of samples collected, tested and reported to the Engineer. A round of samples shall include a total of three samples. Basis Of Payment Miscellaneous Soil Testing will be paid for at the Contract unit price per Each which price shall include all labor, materials, equipment and incidental costs required to complete the work specified above.


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ITEM 181.11 DISPOSAL OF UNREGULATED SOIL TON ITEM 181.12 DISPOSAL OF REGULATED SOIL - TON IN-STATE FACILITY ITEM 181.13 DISPOSAL OF REGULATED SOIL TON OUT-OF-STATE FACILITY ITEM 181.14 DISPOSAL OF HAZARDOUS WASTE TON GENERAL: The work under these Items shall include the transportation and disposal of contaminated material excavated, or excavated and stockpiled. It shall also include the cost of any additional laboratory analyses required by a particular disposal facility beyond the standard disposal test set. Excavation of existing subsurface materials may include the excavation of contaminated soils. The Contractor shall be responsible for the proper coordination of characterization, transport and disposal, recycling or reuse of contaminated soils. Disposal, recycling or reuse will be referred to as “disposal” for the remainder of this specification unless otherwise stated. However, regardless of the use of the term herein, there will be no compensation under these items for reuse within the project limits. The Contractor will be responsible for coordinating the activities necessary for characterization, transport and disposal of contaminated soils. Such coordination will include the Engineer and his/her designee overseeing management of contaminated materials. Contaminated soils must be disposed of in a manner appropriate for the soil classification as described below and in accordance with the applicable laws of local, state and federal authorities. The Contractor shall be responsible for identifying a disposal facility(s) licensed to accept the class of contaminated soils to be managed and assure that the facility can accept the anticipated volume of soil contemplated by the project. The Contractor shall be responsible for hiring a Licensed Site Professional (LSP) and all ancillary professional services including laboratories as needed for this work. The Contractor will be responsible for obtaining all permits, approvals, manifests, waste profiles, Bills of Lading, etc. subject to the approval of the Engineer prior to the removal of the contaminated soil from the site. The Contractor and LSP shall prepare and submit to the Engineer for approval all documents required under the Massachusetts Contingency Plan (MCP) and related laws and environmental regulations to conduct characterization, transport, and disposal of contaminated materials. CLASSES OF CONTAMINATED SOILS: The Contractor and its LSP shall determine, in accordance with Items 180.1 through 180.6, if soil excavated or soil to be excavated is unregulated soil or contaminated soil as defined in this section. Such materials shall be given a designation for purposes of reuse or disposal based on the criteria of the Massachusetts Contingency Plan (MCP). Soils and sediments which are not suitable for reuse will be given a designation for purposes of off-site disposal based on the characterization data and disposal facility license requirements. The Classes of Contaminated Soils are defined as follows:


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ITEMS 181.11 through 181.14 (Continued) Unregulated Soil consists of soil, fill and dredged material with measured levels of oil and hazardous material (OHM) contamination at concentrations below the applicable Reportable Concentrations (RCs) presented in the MCP. Unregulated soil consists of material which may be reused (or otherwise disposed) as fill within the Commonwealth of Massachusetts subject to the non-degradation criteria of the MCP (310 CMR 40.0032(3), in a restricted manner, such that they are sent to a location with equal or higher concentrations of similar contaminants. Disposal areas include licensed disposal facilities, approved industrial settings in areas which will be capped or covered with pavement or loamed and seeded, and for purposes of this project should be reused as fill within the project site construction corridor whenever possible. The material cannot be placed in residential and/or environmentally sensitive (e.g. wetlands) areas. Under no circumstances shall contaminated soils be placed in an uncontaminated or less contaminated area (including the area above the groundwater table if this area shows no sign of contamination). The Contractor shall submit to MassDOT the proposed disposal area for unregulated soils for approval. If such a disposal area is not a licensed disposal facility, the Contractor shall submit to the Engineer analytical data to characterize the disposal area sufficiently to verify that the unregulated material generated within the MassDOT construction project limits is equal to or less than the contaminant levels at the disposal site and meets the non-degradation requirements of the MCP. In addition, the Contractor shall provide written confirmation from the owner of the proposed disposal area that s/he has been provided with the analytical data for both the materials to be disposed as well as the disposal site characterization and that s/he agrees to accept this material. A Material Shipping Record or Bill of Lading, as appropriate, shall be used to track the off-site disposal of unregulated soil and a copy, signed by the disposal facility or property owner, shall be provided to the Engineer in order to document legal disposal of the unregulated material. The cost of on-site disposal of unregulated soil within the project area will be considered incidental to the item of work to which it pertains. Regulated Soil consists of materials containing measurable levels of OHM that are equal to or exceed the applicable Reportable Concentrations for the site as defined by the MCP, 310 CMR 40.0000. Regulated soil which meets the MCP reuse criteria of the applicable soil/groundwater category for this project area may be reused on site provided that it meets the appropriate geotechnical criteria established by the Engineer. Regulated Soil may be reused (as daily or intermediate cover or pre-cap contouring material) or disposed (as buried waste) at lined landfills within the Commonwealth of Massachusetts or at an unlined landfill that is approved by the Massachusetts Department of Environmental Protection (DEP) for accepting such material, in accordance with DEP Policy #COMM-97-001, or at a similar out-of-state facility. It should be noted that soils which exceed the levels and criteria for disposal at in-state landfills, as outlined in COMM-97-001, may be shipped to an in-state landfill, but require approval from the DEP Division of Solid Waste Management and receiving facility. An additional management alternative for this material is recycling into asphalt. Regulated Soils may also be recycled at a DEP approved recycling facility possessing a Class A recycling permit subject to acceptance by the facility and compliance with DEP Policy #BWSC-94-400. Regulated Soil removed from the site for disposal or treatment must be removed via an LSP approved Bill of Lading, Manifest or applicable material tracking form. This type of facility shall be approved/permitted by the State in which it operates to accept the class of contaminated soil in accordance with all applicable local, state and federal regulations.


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ITEMS 181.11 through 181.14 (Continued) Hazardous Waste consists of materials which must be disposed of at a facility permitted and operated in full compliance with Federal Regulation 40 CFR 260-265, Massachusetts Regulation 310 CMR 30.000, Toxic Substances Control Act (TSCA) regulations, or the equivalent regulations of other states, and all other applicable local, state, and federal regulations. All excavated materials classified as hazardous waste shall be disposed of at an out-of-state permitted facility. This facility shall be a RCRA hazardous waste or TSCA facility, or RCRA hazardous waste incinerator. This type of facility shall be approved/permitted by the State in which it operates to accept hazardous waste in accordance with all applicable local, state and federal regulations and shall be permitted to accept all contamination which may be present in the soil excavate. The Contractor shall ensure that, when needed, the facility can accept TSCA waste materials i.e. polychlorinated biphenyls (PCBs). Hazardous waste must be removed from the site for disposal or treatment via an LSP approved Manifest. MONITORING/SAMPLING/TESTING REQUIREMENTS: The Contractor shall be responsible for monitoring, sampling and testing during and following excavation of contaminated soils to determine the specific class of contaminated material. Monitoring, sampling and testing frequency and techniques should be performed in accordance with Items 180.1 through 180.6,. Additional sampling and analysis may be necessary to meet the requirements of the disposal facility license. The cost of such additional sampling and analysis shall be included in the bid cost for the applicable disposal items. The Contractor shall obtain sufficient information to demonstrate that the contaminated soil meets the disposal criteria set by the receiving facility that will accept the material. No excavated material will be permanently placed on-site or removed for off-site disposal until the results of chemical analyses have been received and the materials have been properly classified. The Contractor shall submit to the Engineer results of field and laboratory chemical analyses tests within seven days after their completion, accompanied by the classification of the material determined by the Contractor, and the intended disposition of the material. The Contractor shall submit to the Engineer for review all plans and documents relevant to LSP services, including but not limited to, all documents that must be submitted to the DEP. Copies of the fully executed Weight Slips/Bills of Lading/Manifests/Material Shipping Records or other material tracking form received by the Contractor from each disposal facility and for each load disposed of at that facility, shall be submitted to Engineer and the Contractor’s LSP within three (3) days of receipt by the Contractor. The Contractor is responsible for preparing and submitting such documents for review and signature by the LSP or other appropriate person with signatory authority, three (3) days in advance of transporting soil off-site. The Contractor shall furnish a form attached to each manifest or other material tracking form for all material removed off-site, certifying that the material was delivered to the site approved for the class of material. If the proposed disposition of the material is for reuse within the project construction corridor, the Contractor shall cooperate with MassDOT to obtain a suitable representative sample(s) of the material to establish its structural characteristics in order to meet the applicable structural requirements as fill for the project.


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ITEMS 181.11 through 181.14 (Continued) All material transported off-site shall be loaded by the Contractor into properly licensed and permitted vehicles and transported directly to the selected disposal or recycling facility and be accompanied by the applicable shipping paper. At a minimum, truck bodies must be structurally sound with sealed tail gates, and trucks shall be lined and loads covered with a liner, which shall be placed to form a continuous waterproof tarpaulin to protect the load from wind and rain. DECONTAMINATION OF EQUIPMENT: Tools and equipment which are to be taken from and reused off site shall be decontaminated in accordance with applicable local, state and federal regulations. This requirement shall include, but not be limited to, all tools, heavy machinery and excavating and hauling equipment used during excavation, stockpiling and handling of contaminated material. Decontamination of equipment is considered incidental to the applicable excavation item, Item 180.4 and Items 181.11 – 181.14. REGULATORY REQUIREMENTS: The Contractor shall be responsible for adhering to regulations, specifications and recognized standard practices related to contaminated material handling during excavation and disposal activities. MassDOT shall not be responsible at any time for the Contractor’s violation of pertinent State or Federal regulations or endangerment of laborers and others. The Contractor shall comply with all rules, regulations, laws, permits and ordinances of all authorities having jurisdiction including, but not limited to, Massachusetts Department of Environmental Protection, the U.S. Environmental Protection Agency, Federal Department of Transportation (DOT), Massachusetts Water Resources Authority (MWRA), the Commonwealth of Massachusetts and other applicable local, state and federal agencies governing the disposal of contaminated soils. All labor, materials, equipment and services necessary to make the work comply with such regulations shall be provided by the Contractor without additional cost to MassDOT. Whenever there is a conflict or overlap within the regulations, the most stringent provisions are applicable. The Contractor shall reimburse MassDOT for all costs it incurs, including penalties and/or for fines, as a result of the Contractor’s failure to adhere to the regulations, specifications, recognized standard practices, etc., that relate to contaminated material handling, transportation and disposal. SUBMITTALS: I. Summary of Sampling Results, Classification of Material and Proposed Disposal Option. The following information, presented in tabular format, must be submitted to the Engineer for review and approval prior to any reuse on-site or disposal off-site. This requirement is on-going throughout the project duration. At least two weeks prior to the start of any excavation activity, the Contractor shall submit a tracking template to be used to present the information as stipulated below. Excavation will not begin until the format is acceptable to MassDOT.


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ITEMS 181.11 through 181.14 (Continued) Characterization Reports will be submitted for all soil, sediment, debris and groundwater characterized through the sampling and analysis programs required under Items 180.4, 180.6, and 181.11 – 181.14. Each report will include a site plan which identifies the sampling locations represented in the Report. The Construction Plan sheets may be used as a baseplan to record this information.

The Sampling Results will be presented in tabular format. Each sample will be identified by appropriate identification matching the sample identification shown on the Chain of Custody Record. The sample must also be identified by location (e.g. grid number or stockpile number). For each sample, the following information must be listed: the classification (unregulated, regulated, etc.), proposed disposal option for the stockpile or unit of material represented, and, all analytical results.

Each Characterization Report will include the laboratory analytical report and Chain of Custody Record for the samples included in the Report.

II. Stockpiling, Transport, and Disposal. At least two weeks prior to the start of any excavation activity, the Contractor shall submit, in writing, the following for review and shall not begin excavation activity until the entire submittal is acceptable to MassDOT.

A. Excavation and Stockpiling Protocol: Provide a written description of the management protocols for performing excavation and stockpiling and/or direct loading for transport, referencing the locations and methods of excavating and stockpiling excavated material in accordance with Items 180.1 through 180.5.

B. Disposal and Recycling Facilities: 1. Provide the name, address, applicable licenses and approved waste profile for disposal

and recycling location(s) where contaminated soil will be disposed. Present information substantiating the suitability of proposed sites to receive classifications of materials intended to be disposed there, including the ability of the facility to accept anticipated volumes of material.

2. Provide a summary of the history of compliance actions for each disposal/recycling

facility proposed to be used by the Contractor. The compliance history shall include a comprehensive list of any state or federal citations, notices of non-compliance, consent decrees or violations relative to the management of waste (including remediation waste) at the facility. Material should not be sent to facilities which are actively considered by the DEP, USEPA or other responsible agency to be in violation of federal, state or local hazardous waste or hazardous material regulations. MassDOT reserves the right to reject any facility on the basis of poor compliance history.

C. Transportation: The name, address, applicable license and insurance certificates of the licensed hauler(s) and equipment and handling methods to be used in excavation, segregation, transport, disposal or recycling.


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ITEMS 181.11 through 181.14 (Continued) III. Material Tracking and Analytical Documentation for Reuse/Disposal. The following documents are required for all excavation, reuse and disposal operations and shall be in the format described. At least two weeks prior to the start of any excavation or demolition activity, the Contractor shall submit the tracking templates required to present the information as stipulated below. Excavation or demolition will not begin until the format is acceptable to MassDOT. All soils, sediments and demolition debris must be tracked from the point of excavation to stockpiling to onsite treatment/processing operations to off-site disposal or onsite reuse as applicable.

1. Demolition Debris. Demolition debris must be tracked if the debris is stockpiled at a location other than the point of origin or if treatment or material processing is conducted. Identification of locations will be based on the station-offset of the location. The tracking table will identify date and point of generation, any field screening such as PID or dust monitoring, visual observations/comments, quantity, and stockpile ID/processing operation location. For each unit of material tracked, the table will also track reuse of the material on-site, providing reuse date, location of reuse as defined by start and end station, width of reuse location by offset, the fill elevation range, quantity, and finish grade for said location. For demolition debris which is not reused on site, the table will also track disposal of the material as defined by disposal date, quantity and disposal facility. The table must provide a reference to any analytical data generated for the material.

2. Soil/Sediment. Soil excavation will be identified based on the station-offset of the

excavation location limits. The tracking table will identify date and point of generation, any field screening such as PID or dust monitoring, visual observations, quantity, and stockpile number/location. For each unit of material tracked, the table will also track reuse of the material on-site and disposal of the material offsite using the same categories identified for demolition debris above.

BASIS OF PAYMENT AND METHOD OF MEASUREMENT FOR ITEMS 181.11 THROUGH 181.14: Disposal of contaminated soil shall be measured for payment by the Ton of actual and verified weight of contaminated materials removed and disposed of. The quantities will be determined only by weight slips issued by and signed by the disposal facility. The most cost-effective, legal disposal method shall be used.


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ITEMS 181.11 through 181.14 (Continued) Item 181.11 Measurement for Disposal of Unregulated Soil shall be under the Contract Unit

Price by the weight, in Tons (TN), of contaminated materials removed from the site and transported to and disposed of at an approved location or licensed facility, and includes any and all costs for approvals, permits, fees and taxes, additional testing/characterization required by the facility beyond the standard disposal test set, decontamination procedures, transportation and disposal.

Item 181.12 Measurement for Disposal of Regulated Soil – In-State Facility shall be under the

Contract Unit Price by the weight, in Tons (TN), of contaminated materials removed from the site and transported to and disposed of at an approved in-state facility, and includes any and all costs for approvals, permits, fees and taxes, testing/characterization required by the facility beyond the standard disposal test set, decontamination procedures, transportation and disposal.

Item 181.13 Measurement for Disposal of Regulated Soil - Out-of-State Facility shall be under

the Contract Unit Price by the weight, in Tons (TN), of contaminated materials removed from the site and transported to and disposed of at an approved out-of-state facility, and includes any and all costs for approvals, permits, fees and taxes, testing/characterization required by the facility beyond the standard disposal test set, decontamination procedures, transportation and disposal.

Item 181.14 Measurement for Disposal of Hazardous Waste shall be under the Contract Unit

Price by the weight, in Tons (TN), of hazardous waste removed from the site and transported to and disposed of at the licensed hazardous waste facility, and includes any and all costs for approvals, permits, fees and taxes, testing/characterization required by the facility beyond the standard disposal test set, decontamination procedures, transportation and disposal.


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ITEM 210. SANITARY SEWER MANHOLE EACH ITEM 210.02 SANITARY SEWER MANHOLE REMOVED EACH ITEM 220.6 SANITARY STRUCTURE REBUILT FOOT ITEM 220.8 SANITARY STRUCTURE REMODELED EACH The work under these items shall also conform to the relevant provisions of Section 201, “Basins, Manholes and Inlets”, of the Standard Specifications for Highways and Bridges, the Details on the Plans for this Contract, and the following: These items are included for payment for the sanitary sewer structure work shown on the Contract Plans. Existing sanitary sewer manholes shown on the plans as removed shall be disposed of at a facility approved by the MassDOT Resident Engineer, Town of Natick DPW Director or his/her delegate, and in accordance with all local and state laws and guidelines. Incidental to these contract items shall be the bypass pumping of mainline wastewater, as required to maintain sanitary service for this active line at all times. Town of Natick Precast Concrete Manholes Requirements: PART 1 - GENERAL 1.1 DESCRIPTION

A. Work included: Provide precast concrete manholes as required on the Contract Documents.

B. Related work: New Sanitary Sewer Piping see Item 230.08.

1.2 SUBMITTALS

A. Product data: Within 30 calendar days after the Contractor has received the Owner's Notice to Proceed, submit: 1. Materials list of items proposed to be provided under this Section; 2. Manufacturer's specifications and other data needed to prove compliance

with the specified requirements. 1.3 QUALITY ASSURANCE

A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section.


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ITEMS 210., 210.02, 220.6, and 220.8 (Continued)

B. The Contractor shall conduct all work in a first-class workmanlike manner, and he/she shall use reasonable and appropriate care and skill in the performance of the work under this Section.

1.4 PRODUCT HANDLING

A. Delivery, storage, and handling: 1. Deliver the work of this Section to the job site in such quantities and at

such times as to assure the continuity of construction. 2. Store units at the job site in a manner to prevent physical damage, and in a

manner to keep markings visible. 3. Lift and support the units only at designated lifting points or supporting

points. PART 2 - PRODUCTS 2.1 DESIGN

A. Precast concrete manhole sections shall conform to: 1. ASTM-C478 Specification for Precast Reinforced Concrete Manhole

Sections. 2. PCI 116 3. CRSI "Manual of Standard Practice" 4. In the event of conflict between or among standards, the more stringent

provision shall govern. 2.2 PRECAST CONCRETE SECTIONS

A. General 1. Wall thickness shall not be less than five inches (5") for a forty-eight inch

(48") diameter reinforced section and six inches (6") for a sixty inch (60") diameter reinforced section.

2. All sections shall have tongue and grove joints. 3. Concrete compressive strength shall be 5000 psi after 28 days. 4. Precast concrete barrel sections with precast top slabs and precast concrete

transition sections shall be designed for a minimum of H-20 loading plus the weight of the soil above.

5. The date of manufacture and the name and trademark of the manufacturer shall be clearly marked on the inside of each precast section.

6. Precast concrete bases shall be constructed and installed as shown on the Drawings. The thickness of the bottom slab of the precast bases shall not be less than the manhole barrel sections or top slab whichever is greater.


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ITEMS 210., 210.02, 220.6, and 220.8 (Continued) 2.3 JOINTS

A. Precast Sections 1. Tongue and groove joints of precast sections shall be sealed with an

"O"-ring conforming to ASTM C443 or a flexible joint sealant that is submitted for review and approval.

2.4 BRICK MASONRY

A. Bricks for leveling manhole frames shall comply with ASTM C62, grade SW. 2.5 MORTAR

A. For use in the brickwork 1. Composed of one (1) part Type II Portland Cement conforming to ASTM

C150 to two (2) parts sand. 2. For each bag of cement a small amount (not to exceed 10 percent by

weight) of hydrated lime many be added. Lime shall conform with ASTM C207, Type N.

2.6 MASONRY SAND

A. Shall comply with ASTM C144. 2.7 FRAMES AND COVERS

A. Frames and Covers shall be as shown on the contract drawing details or an approved equal. 1. Clean opening shall be a minimum of 24-inches. 2. Diamond surface design with three (3) inch lettering reading "SEWER". 3. Weight: 470 pounds 4. Height: 8-inches 5. H20 wheel loading

B. Castings must be from domestic manufacturer.

2.8 MANHOLE STEPS

A. Manhole steps shall be aluminum alloy 6061 T6, extruded, safety-type, or 1/2-inch diameter, grade 60 steel reinforcing bar continuous throughout the step, bent to shape and encase in a co-polymer polypropylene plastic, with a tread design. 1. Steps shall be fourteen inches (14") wide. 2. Steps shall be cast in place or inserted after casting. 3. Steps shall be set at twelve inches (12") on center.


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ITEMS 210., 210.02, 220.6, and 220.8 (Continued) 2.9 CONNECTIONS TO MANHOLE

A. Connection to the precast structures shall be accomplished by the following: 1. "Kor-n'-Seal" joint with stainless steel clamp. 2. "Lock-Joint Flexible Manhole Sleeve" shall be cast into the manhole base

section. Strap shall be stainless steel. 3. A fixed connection at the precast structure shall not be allowed.

2.10 OTHER MATERIALS

A. Provide other materials, not specifically described but required for a complete and proper installation, as selected by the Contractor subject to the approval of the Engineer.

PART 3 - EXECUTION 3.1 CONDITIONS

A. Examine the areas and conditions under which work of this Section will be performed. Correct conditions detrimental to timely and proper completion of the Work. Do not proceed until unsatisfactory conditions are corrected.

3.2 PRECAST INSTALLATION

A. Work shall be protected against flooding and flotation. 1. Precast base of the structure to be placed on a compacted six (6) inch layer

of screened gravel. 2. Precast barrel sections shall be set plumb with all sections in true

alignment and joints sealed watertight. 3. Grade at the top of the precast manhole shall be as such as to allow a

maximum of twelve (12) inches of brickwork to bring the frame and cover to finish grade.

4. Grout all lifting holes with non-shrink grout. 3.3 MANHOLE PIPING CONNECTIONS

A. Shall be as stated in paragraph 2.9 of this Section. 3.4 BRICKWORK

A. Invert, Table and Grade Adjustment 1. Brick for invert shall be laid on edge. Brick for table and grade

adjustment shall be laid flat. 2. Table to be constructed to an elevation even with

the spring line of the pipe. Table shall slope up from the invert to the sidewalks.


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ITEMS 210., 210.02, 220.6, and 220.8 (Continued) 3.5 FRAMES AND COVERS

A. Shall be set in full bed of mortar on the grade adjusting brick course. 1. Shall be set to the finish grade. 2. Frames and covers which are not on the same plane as the final grade shall

be reset. 3.6 TESTING

A. Vacuum Test 1. Plug all openings with non-shrink grout and pipes plugged with suitable

plugs. 2. An initial vacuum of ten (10) inches Hg shall be drawn. 3. Test time shall be determined by the time required for the pressure to drop

from ten (10) inches Hg to nine (9) inches Hg. a. Allowable test times are listed below:

Manhole Depth Minimum Test Time 0 to 10 feet 1 minute 10 to 15 feet 1 1/4 minutes 15 to 25 feet 1 1/2 minutes

4. Manholes which fail to meet the above minimum test times shall be repaired using methods approved by the Engineer. Manholes shall then be retested using the vacuum test. Following a second vacuum test failure, the manhole shall be repaired and tested using the water exfiltration method.

B. Exfiltration Test

1. All pipes and openings shall be suitably plugged and braced to prevent blowouts.

2. Seal all visible leaks. 3. Fill manhole to the top of the cone section or the opening in the flat top

section if a cone section is not used. 4. Allow a period of time for absorption by the concrete and refill as

required. 5. The test period shall be 8 hours. 6. At the end of the test period, the manhole shall be refilled to the top of the

cone, measuring the volume of water added. This amount shall be extrapolated to a 24-hour rate and the leakage determined on the basis of depth. The leakage for each manhole shall not exceed 1 gallon per vertical foot for a 24-hour period. If the manhole fails this requirement and the leakage does not exceed 3 gallons per vertical foot per day, repairs by approved methods may be made to bring the leakage within the allowable rate of 1 gallon per foot per day. Leakage exceeding the 3 gallon per vertical foot per day shall be cause for rejection of the manhole.


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7. If the groundwater table is above the highest joint in the manhole, and if there is no leakage into the manhole as determined by the Engineer, such a test can be used to evaluate the water-tightness of the manhole.

3.7 CLEANING

A. All new manholes shall be thoroughly cleaned of all silt, debris and foreign matter of any kind, prior to final inspection.

Town of Natick Bypass Pumping of Main Line Wastewater Requirements (Incidental to these pay items): PART 1 - GENERAL 1.1 DESCRIPTION

A. Work included: 1. The design, installation, operation, maintenance and removal of the

temporary pumping system shall be the Contractor’s responsibility. a. The Contractor shall employ the services of a Vendor that

specializes in the design and operation of temporary bypassing pumping systems.

b. The Contractor’s vendor shall provide at least five (5) references of projects of similar size and complexity in wastewater applications performed by the Vendor within the past three years within New England.

c. The Contractor’s vendor shall provide all labor, materials, equipment, required to install, operate and maintain a bypass pumping system for the purpose of diverting the existing wastewater flow around the work areas as necessary during construction including but not limited to, fuel or energy costs, plugs, pumps, reserve equipment, piping, hoses and all other equipment normally associated with a bypass pumping system with a backup pump.

2. The bypass system shall be set up to operate only during the Contractor’s normal working hours, otherwise specialized controls, back-up equipment and notification equipment shall be provided as outlined in this specifications.

B. Related Work:

1. Related work: New Sanitary Sewer Piping see Item 230.08.

C. Submittals: The Contractor shall prepare with the bypass pumping vendor a specified detailed description of the proposed pumping system. References shall be included with the submittal.


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D. The Contractor shall submit to the Engineer detailed plans and description outlining all provisions and precautions to be taken by the Contractor regarding the handling of existing wastewater flows.

1. This plan must be specific and complete, including such items as

schedules, locations, elevations, capacities of equipment, material and all other incidental items necessary and/or required to insure proper protection of the facilities, including protection of the access and bypass pumping locations from damage due to the discharge flows, and compliance with the requirements and permit conditions specified in these contract Documents.

E. The plan shall include but not limited to details of the following:

1. Staging areas for pumps. 2. Sewer plugging method and types of plugs. 3. Number, size, material, location and method of installation of suction

piping. 4. Number, size, material, method of installation and location of installation

of discharge piping including required road cutting for depression of pipe to allow vehicle traffic..

5. Bypass pump sizes, capacity, number of each, and size to be on site and fuel requirements.

6. Calculations of static lift, friction losses, and flow velocity (pump curves showing pump operating range shall be submitted).

7. System curve with suction lift performance. 8. Standby power generator size, location. 9. Downstream discharge plan. 10. Method of protecting discharge manholes or structures from erosion and

damage. 11. Sections showing suction and discharge pipe depth, embedment, select fill

and special backfill. 12. Method of noise control for each pump and/or generator, at specific

locations i.e., residential/non-residential areas. 13. Any temporary pipe supports and anchoring required. 14. Design plans and computation for access to bypass pumping locations

indicated on the Drawings. 15. Calculations for selection of bypass pumping pipe size. 16. Schedule for installation of and maintenance of bypass pumping lines. 17. Methods for protecting adjacent surface waters and/or wetland areas and

buffer zones.


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F. Contractor shall submit his proposed plan of operation, including method, location and list of equipment to be utilized for bypass pumping for approval by the Owner prior to start of work.

1.2 QUALITY ASSURANCE

A. Demonstrate the bypass pumping equipment is automated and is capable of functioning without the assistance of an operator. The vendor shall have a minimum experience of 10 years designing and supplying wastewater bypass systems.

B. Demonstrate the pumping equipment can operate for an extended period of time

running dry. After this period of time, the pump shall have the capability of pulling 25-inch Hg vacuum without adjustment or repair.

C. Demonstrate sufficient inventory to perform normal rentals, including this project

and maintain at least 100% reserve equipment for this project for immediate delivery.

D. Demonstrate sufficient service and repair parts in stock to fulfill any service or

repair of all rental equipment within three hours of any service call.

E. Demonstrate sufficient service staff and trucks to mobilize to repair or service equipment within one hour of a service call, twenty-four hours per day, seven days per week.

F. The vendor shall provide a list of phone and pager numbers to call for twenty-four

hour service.

G. The bypass system, including all pumps, pipe, hose, valves, and fittings, shall be provided by one vendor. The fusion of any pipe or the bypass system shall be provided by the vendor. All hydraulic calculations and drawings required by the submittals shall be provided by the vendor and stamped by a Professional Engineer licensed in the State of Massachusetts.

H. Use adequate numbers of skilled workers who are trained and experienced in the

necessary crafts and who are familiar with the specified requirements and the methods needed for proper performance of the work.

I. The Contractor shall conduct all work in a first-class workmanlike manner, and

he/she shall use reasonable and appropriate care and skill in the performance of the work under this Section.


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ITEMS 210., 210.02, 220.6, and 220.8 (Continued) 1.3 COORDINATION

A. Coordinate the work of this Section with suppliers, trades and any public agencies which may affect or be affected by the work of this Section to insure the uninterrupted completion of this work.

PART 2 - PRODUCTS 2.1 EQUIPMENT

A. Pumps used shall be centrifugal end suction, fully automatic self-priming pumps that do not require the use of foot valves, vacuum pumps, diaphragm pumps, or isolation valves in the priming system. 1. Pumps must be sized to accommodate peak flows anticipated within the

main piping system with a minimum safety factor of 1.5. 2. Pumps used must be constructed to allow dry running for long periods of

time to accommodate the cyclical nature of wastewater flows. 3. Pumps shall immediately develop 25-inch Hg vacuum and must have a

priming chamber with a float assembly that automatically disengages the priming system, so not to discharge any fluid onto the ground.

4. Pumps must be able to handle a 3-inch solid. 5. Hydraulic submersible or Wellpoint type pumps are prohibited.

B. Seals shall be high-pressure, mechanical self-adjusting type with silicon carbide

faces capable of withstanding suction pressures to 150 psi running. 1. The mechanical seal shall be cooled and lubricated in an oil bath reservoir,

requiring no maintenance or adjustment. 2. Pump shall be capable of running dry, with no damage, for extended

periods of time. 3. All metal parts shall be of stainless steel. 4. Elastomers shall be Viton. 5. The complete pump shall be manufactured to meet ISO 9002

certifications.

C. The primary pumps(s) may be electric or diesel powered.

D. The Contractor shall provide the necessary start/stop controls for each pump.

E. The Contractor shall include one standby pump of each size to be maintained onsite and a standby power source.

F. Standby pumps shall be on-line, isolated form the primary system by a valve.

G. Pumps shall not be connected by a common suction manifold.

1. The use of PVC or steel pipe with Dresser couplings will not be accepted. 2. All pipe or hose will be rated for 25-Inch Hg vacuum.


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H. In order to prevent the accidental spillage of flows, all discharge systems must be constructed of high-density polyethylene pipe with fused joints or quick disconnect pipe with positive restrained joints, and leak proof connections. 1. Discharge hose will only be allowed by specific permission of the

Engineer. 2. PVC pipe with glued joints, aluminum “irrigation pipe”, steel pipe or PVC

pipe with Dresser couplings will not be accepted. 3. All joints must be 100% restrained. 4. All discharge pipes must have a minimum working pressure of 50 psi. 5. All force main connections shall be made using flanged composite hose

with a working pressure of 150 psi.

I. All piping materials will be fused, high-density polyethylene pipe, acceptable quick disconnect pipe, or flanged composite pressure class hose. SDR of discharge piping shall be suitable for the calculated discharge pressures. The vendor fusing the pipe must have a minimum of 5 years experience fusing HDPE pipe of the same diameter required for the project.

2.2 SYSTEM DESCRIPTION

A. Design Requirements; 1. Bypass pumping systems shall have sufficient capacity to pump a peak

flow equal to or greater than the flows being directed by a factor of 1.5. 2. The Contractor shall provide all pipeline plugs, pumps of adequate size to

handle peak flow, and temporary discharge piping to ensure that the total flow of the main can be safely diverted. Bypass pumping systems shall be capable of being operated twenty-four (24) hours per day in the advent a daily switchover cannot be accomplished.

3. The Contractor shall have adequate standby equipment available and ready for immediate operation and use in the event of an emergency or breakdown.

4. One standby pump for each size pump utilized shall be installed at the mainline flow bypassing locations, ready for use in the event of primary pump failure.

5. Bypass pumping system shall be capable of bypassing the flow around the work area and of releasing any amount of flow up to full available flow into the work area as necessary for satisfactory performance of work.

6. The Contractor shall make all necessary arrangements for bypassing pumping during the time when the pumping system is shut down for any reason.


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7. Unless otherwise approved by the Owner, liquid velocity shall be limited to: a. Suction piping 10 fps maximum b. Discharge piping 12 fps maximum

B. Performance Requirements:

1. It is essential to the operation of the existing sewerage systems that there is no interruption in the flow of sewage throughout the duration of the project.

2. To this end, the Contractor shall provide, maintain, and operate all temporary facilities, such as dams, plugs, pumping equipment (both primary and standby units as required), conduits, all necessary power and all other labor and equipment necessary to intercept the sewage flow before it reaches the point where it would interfere with his work, carry it past his work and return it to the exiting sewer downstream of this work.

3. The Contractor shall provide all necessary means to safely convey the sewage past the work area. The Contractor will not be permitted to stop or impede the main flows under any circumstances.

4. The Contractor shall maintain sewer flow around the work area in a manner that will not cause surcharging of sewers, damage to sewers and that will protect public and private property from damage and flooding.

5. The bypass system shall not require excavation to reduce the suction lift without the specific approval of the Owner.

6. The Contractor shall protect water resources, wetlands, and other natural resources in accordance with the appropriate project permits.

7. The Contractor shall be responsible to meet noise requirements (65 DbA @50 feet). All diesel driven primary, standby pumps or generators shall be sound attenuated.

8. Suction and discharge hoses and piping shall be correctly sized and free from leaks to prevent discharge of wastewater to the surface.

9. Plugs shall be correctly sized and manufactured for this intended use. PART 3 - EXECUTION 3.1 PREPARATION

A. Precautions: 1. Contractor is responsible for locating any existing utilities in the area the

Contractor selects to locate the bypass pipelines. a. The Contractor shall locate the bypass pipelines to minimize any

disturbances to existing utilities and shall obtain approval of the pipeline locations from the Owner and their Engineer.


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B. During all bypass pumping operations, the Contractor shall protect the existing sewer lines, pump station, force main, and all gravity sewer lines from damage inflicted by any equipment. The Contractor shall be responsible for all physical damage to the existing facilities caused by human or mechanical failure.

3.2 FIELD QUALITY CONTROL AND MAINTENANCE

A. Test: 1. The Contractor shall perform leakage and pressure tests of the bypass

pumping discharge piping using clean water prior to actual operation. The Owner will be given twenty-four (24) hours notice prior to testing.

B. Prior to start of work, Contractor shall setup bypass pumping and reserve

pumping equipment and conduct a pumping test for a duration of 4-hours to insure that the equipment is capable of continuous operation and of adequate capacity to handle flows exceeding anticipated by a factor of 1.5

C. Inspection:

1. The Contractor shall inspect the bypass pumping system regularly (every 2-hours) to ensure that the system is working correctly.

D. Maintenance Service:

1. The Contractor shall insure that the temporary pumping system is properly maintained and a responsible operator shall be on hand at all times when pumps are operating.

E. Extra Materials:

1. Spare parts for pumps and piping shall be kept on site as required. 2. Adequate hoisting equipment for each pump and accessories shall be

maintained on the site. 3.3 INSTALLATION AND REMOVAL

A. The Contractor shall remove manhole sections or make connections to the existing sewer and construct temporary bypass pumping structures only at the access locations indicated on the Drawings and as many as may be required to provide adequate suction conduit.

B. The Contractor shall make connections to the existing sewer and construct

temporary bypass pumping structures only at locations approved by the submittals.

C. When relocating the bypass pipe to a new location, no discharge of spillage of

sewage upon streets, sidewalks, grass or dirt areas or into drainage systems, brooks, streams, ponds, lakes, etc. will be permitted.


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D. Plugging or blocking of sewage flows shall incorporate primary and secondary plugging devices. When plugging or blocking is no longer needed for performance and acceptance of work, it is to be removed in a manner that permits the sewage flows to slowly return to normal without surge, to prevent surcharging or causing other major disturbances downstream.

E. When working inside a manhole or force main, the Contractor shall exercise

caution and comply with OSHA requirements when working in the presence of sewer gases, combustible oxygen-deficient atmospheres, and confined spaces.

F. The pipeline must be located off streets and sidewalks and on shoulders of the

roads. When the bypass pipeline crosses local streets and private driveways, the Contractor must place the bypass pipelines in trenches and cover with temporary pavement or use temporary road crossings. Adhere to any and all applicable project permits.

G. Upon completion of the bypass pumping operations, and after the receipt of

written permission from the Engineer, the contractor shall remove all the piping, restore all structures, pipelines and property to pre-construction condition, and restore all pavement surfaces. Adhere to any and all applicable project permits.

H. The Contractor will set up manhole plugs, bags and pump suction hoses prior to

the start of excavation and pipe laying activities each day.

I. It is preferred at the end of pipe laying activities each day, the Contractor shall reconnect the existing sewer to the newly installed sewer pipe by means of PVC pipe and closure pieces of sizes to accommodate the sewer being replaced And disable the bypass pumping system. If the existing pipe cannot be reconnected to new system pipe, the bypass system to be operational overnight.

J. Bags and plugs in the upstream manhole shall be removed and the bypass pump

shut down for the evening.

K. Contractor to install a cellular based alarm dialer for callout of pump failure and/or high water alarm. A high water float to be installed in suction manhole and connected to a cellular alarm system for alarm callout if bypass is left operational overnight.


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ITEMS 210., 210.02, 220.6, and 220.8 (Continued) Method Of Measurement Item 210. Sanitary Sewer Manhole will be measured for payment complete in place per each sanitary sewer manhole installed. Item 210.02 Sanitary Sewer Manhole Removed will be measured for payment per each sanitary sewer manhole removed and disposed of at an approved facility. Item 220.6 Sanitary Structure Rebuilt will be measured for payment in accordance with the Standard Specifications per foot of sanitary structure rebuilt. Item 220.8 Sanitary Structure Remodeled will be measured for payment per each sanitary structure remodeled. Basis Of Payment Item 210. Sanitary Sewer Manhole, Item 210.02 Sanitary Sewer Manhole Removed, and Item 220.8 Sanitary Structure Remodeled will be paid for at the contract unit price, per EACH, under their respective pay items, which price shall include full compensation for all labor, equipment, materials, disposal fees, transportation, and incidentals necessary for the satisfactory completion of the work. Item 220.6 Sanitary Structure Rebuilt will be paid for at the contract unit price, per EACH, which price shall include full compensation for all labor, equipment, materials, and incidentals necessary for the satisfactory completion of the work. ITEM 223.2 FRAME AND GRATE (OR COVER) EACH REMOVED AND DISCARDED The work to be done under this item shall conform to the relevant provisions of section 220 of the standard specifications and the following: All frame and grates shall be removed and discarded as shown on the plans as required by the Town of Natick DPW Director or his/her delegate, in accordance with all local and state laws and guidelines. Method Of Measurement And Basis Of Payment Item 223.2 Frame and Grate (or Cover) Removed and Discarded will be measured for payment per each frame and grate (or cover) removed and disposed of at an approved facility. Item 223.2 Frame and Grate (or Cover) Removed and Discarded will be paid for at the contract unit price per each, which price shall include full compensation for all labor, equipment, materials, disposal fees, transportation, and incidentals necessary for the satisfactory completion of the work.


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ITEM 230.08 8 INCH DUCTILE IRON PIPE – MECHANICAL JOINT FOOT W/ INTERNAL EPOXY COATING The work to be done under this item shall conform to the contract plans, details, and the following: Town of Natick New Sanitary Sewer Piping Requirements: PART 1 - GENERAL 1.1 DESCRIPTION

A. Work Included: Provide sanitary sewer system as required by the Contract

Documents. B. Related Work: Bypass Pumping of Mainline Wastewater see Items 210., 210.02,

220.6, and 220.8. 1.2 QUALITY ASSURANCE

A. Use adequate numbers of skilled workers who are trained and experienced in the necessary crafts and who are familiar with the specified requirements and the methods needed for proper performance of the work.

B. The Contractor shall conduct all work in a first-class workmanlike manner, and

he/she shall use reasonable and appropriate care and skill in the performance of the work under this section.

1.3 SUBMITTALS

A. Product data: Within 30 calendar days after the Contractor has received the Owner's Notice to Proceed, submit: 1. Materials list of items proposed to be provided under this Section. 2. Manufacturer's specifications and other data needed to prove

compliance with the specified requirements.


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ITEM 230.08 (Continued) PART 2 - PRODUCTS 2.1 GRAVITY SEWER PIPE

A. Ductile Iron Pipe 1. Shall be Class 52 with push on joint, meeting or exceeding the

requirements of ANSI/AWWA C151/A21.51 or latest revisions thereto. 2. Pipe shall be manufactured with an approved push-on type

connection. 3. Pipe joints shall have a rubber gasketed joint meeting the

requirements of ANSI/AWWA C111/A21.11-07 or latest revisions thereto.

B. Ductile Iron Pipe Liner

1. Pipe shall be lined with an approved ceramic epoxy liner, to protect the pipe from potentially corrosive sanitary sewer gases. Cut ends shall be sealed with a two part coating furnished by coating manufacturer.

2. The liner shall be applied by a certified firm with a successful history of applying linings to Ductile Iron pipe.

3. Prior to applying the liner the surfaces to receive the protective coating shall be cleaned of all grease, oil and other substances followed by abrasive blasting to remove rust, loose oxides, etc..

4. After the surface reparation is complete the surfaces are to receive minimum 40 mil nominal dry film thickness of ceramic epoxy lining.

5. In order to allow proper seating of the bell and spigot, the bell interior and spigot exterior up to 6” back from the end to receive a minimum 6 mil nominal coating of repair/joint compound that is compatible with the ceramic epoxy lining.

6. The pipe manufacturer must supply a certificate attesting to the fact that the lining application met the requirement of these specifications and the materials used met or exceed the specifications.

2.2 CONCRETE

A. Provide 2000 psi concrete for thrust blocking and pipe encasement as shown on the plans.


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ITEM 230.08 (Continued) 2.3 OTHER MATERIALS

A. Provide other materials, not specifically described but required for a complete and proper installation, as selected by the Contractor subject to the approval of the Engineer.

PART 3 - EXECUTION 3.1 SURFACE CONDITIONS

A. Examine the areas and condition under which work of this Section will be performed. Correct conditions detrimental to timely and proper completion of the Work. Do not proceed until unsatisfactory conditions are corrected.

3.2 FIELD MEASUREMENTS

A. Make necessary measurements in the field to assure precise fit of items in accordance with the approved design.

3.3 INSTALLATION

A. Trench, backfill, and compact for the work as shown on the plans.

B. Pipe laying: 1. Protect pipe during handling against shocks and free fall. Remove

extraneous material from the pipe interior. 2. Lay pipe by proceeding upgrade with the spigot ends of bell-and-

spigot pipe pointing in direction of flow. 3. Lay each pipe accurately to the indicated line and grade by using laser

beam alignment equipment. 4. Continually clear interior of the pipe free from foreign material. 5. Before making pipe joints, clean and dry all surfaces of the pipe to be

joined. 6. Use lubricants, primers, and adhesives recommended for the purpose

by the pipe manufacturer. 7. Place, fit, joint and adjust the joints to obtain the degree of water

tightness required. 8. No pipe shall be laid in water. 9. Install temporary pipe plugs in open end of pipe to preclude entry of

extraneous materials.


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ITEM 230.08 (Continued) 3.4 TESTING AND INSPECTING

A. Do not allow or cause any of the work of this Section to be covered up or enclosed until after it has been inspected and tested, and has been approved by the Engineer.

B. Gravity Lines:

1. Gravity lines shall be air tested for leakage after backfilling and compacting to sub-grade has been completed.

2. The equipment and method to be used to conduct the air test will be subject to prior approval by the Engineer.

3. The testing equipment shall meet the following requirements: a. Pneumatic plugs shall have a sealing length equal to or greater than

the diameter of the pipe to be inspected. b. Pneumatic plugs shall resist internal test pressures without

requiring external bracing or blocking. c. All air used shall pass through a single control panel. d. Three individual hoses shall be used for the following connections:

i. From panel to pneumatic plugs inflation. ii. From panel to sealed lined for introducing the air pressure.

iii. From sealed line to panel for continuously monitoring the air pressure rise in the sealed line.

4. Other types of air testing equipment will be permitted, subject to approval by the Engineer, and upon demonstration by the Contractor that such method can be employed safely and without damage to pipe or fittings.

5. Air Test Procedure: a. The Contractor shall determine the average height of the ground

water above the invert of the main pipe at the time of testing. Pipe shall be tested between manholes by installing pneumatic plugs in each end and inflating plugs to 25 psig. Low air pressure shall be introduced into this sealed line until the internal air pressure reaches 4 psig greater than the average back pressure of the groundwater. A period of two minutes shall be required for stabilization (3.5 psig minimum pressure in the pipe) at which time the air supply shall be disconnected. The portion of the line being tested shall be termed acceptable if the time required, in minutes, for the pressure to decrease from 3.5 psig to 2.5 psig (greater than the average back pressure of any groundwater that may be over the pipe) shall not be less than one (1) minute per inch of diameter.


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ITEM 230.08 (Continued)

b. If section fails test, leak must be isolated and uncovered for inspection by the Engineer. The Contractor shall submit to the Engineer, the location and cause of each leak encountered, along with his method of replacement or repair, for approval prior to completion of the work. Upon completion of repair, the Contractor shall conduct another test, as detailed above.

3.5 CLEANING

A. Clean the interior of the pipelines: 1. Flush with clear water to remove any foreign matter with bulkheads

placed at strategic locations to prevent wash of foreign matter to other sections of the pipeline.

3.6 INSPECTION

1. All gravity lines shall be inspected under Sewer Television Inspection under observation by the Engineer with a report submitted on same to the Engineer.

2. If the internal inspection reveals unacceptable pipe “sags” in the new pipe, the pipe shall be replaced by the contractor.

a. Unacceptable pipe shall be pipes containing “sags” greater than 1”. Town of Natick Sewer Television Inspection Requirements (Incidental to these pay items): PART 1 - GENERAL 1.1 DESCRIPTION

A. Work Included: The Contractor shall provide all labor, materials, tools and equipment necessary to obtain internal video inspection and tape record of the interior surface of sewer segments designated to be replaced, and existing sewer segments one section upstream and downstream of the new sewer manholes.

C. Related work: Related Work: Bypass Pumping of Mainline Wastewater see Items

210., 210.02, 220.6, and 220.8.


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ITEM 230.08 (Continued) 1.2 QUALITY ASSURANCE

A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specific requirements and the methods needed for proper performance of the work of this section.

B. The use of a specialty sub-contractor will be acceptable, with the approval of the

Engineer, for internal television inspection.

C. The Contractor shall conduct all work in a first-class workmanlike manner, and he/she shall use reasonable and appropriate care and skill in the performance of the work under this section.

1.3 PRODUCT HANDLING

A. None required under this Section. 1.4 COORDINATION

A. Coordinate the work of this Section with sub-contractors, suppliers, and other trades which might be affected by the schedule and completion of this Work.

PART 2 - MATERIALS 2.1 TELEVISION CAMERA

A. The television camera used for the inspection shall be one specifically designed and constructed for such inspection. 1. All pipe television inspections shall be completed with a rotating lens

video camera system. 2. Camera shall be equipped with a rotary head to allow pan and tilt

adjustments for direct inspection up each lateral. 3. Lighting for the camera shall be suitable to allow a clear picture of the

entire periphery of the pipe. 4. The camera shall be operative in 100% humidity conditions. 5. The camera, television monitor, and other components of the video

system shall be capable of producing color picture quality to the satisfaction of the Owner's representative.

6. If unsatisfactory, equipment shall be removed and no payment will be made for an unsatisfactory inspection.

7. Cameras used for internal inspection shall be color cameras.


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ITEM 230.08 (Continued) 2.2 RECORDING DATA

A. All recordings shall be recorded on a Digital Video Disk. Contractor shall provide required software to Owner if standard windows Media Player software is not applicable, to allow Owner to view DVD recordings on Owner’s computer system.

PART 3 - EXECUTION 3.1 PREPARATION

A. After cleaning, the manhole sections shall be visually inspected by means of closed-circuit television. 1. The inspection will be done one manhole section at a time and the flow

in the section being inspected will be bypassed pumped around segment inspected as specified in Bypass Pumping of Mainline Wastewater see Items 210., 210.02, 220.6, and 220.8.

3.2 TRAVERSING SEGMENTS

A. The camera shall be moved through the line in either direction at a moderate rate, stopping when necessary to permit proper documentation of the sewer's condition. 1. In no case will the television camera be pulled at a speed greater than 30

feet per minute. 2. Manual winches, power winches, television cable, and powered rewinds

or other devices that do not obstruct the camera view or interfere with proper documentation of the sewer conditions shall be used to move the camera through the sewer line.

3. Each lateral shall be video inspected with a rotating head camera during pre, post and one year warrantee video inspections. The camera shall stop at each lateral, head rotated to look up lateral to verify the lateral is active, resin has not run up or lateral reconnection was satisfactory.

4. If, during the inspection operation, the television camera will not pass through the entire line segment, the Contractor shall set up his equipment so that the inspection can be performed from the opposite manhole in order to determine the problem with the pipe.

5. If, again, the camera fails to pass through the entire line segment, the inspection shall be considered complete and the pipe will require replacement.

6. When manually operated winches are used to pull the television camera through the line, telephones or other suitable means of communication shall be set up between the two manholes of the section being inspected to insure good communications between members of the crew.


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ITEM 230.08 (Continued) 3.3 RECORDING DATA

A. The importance of accurate distance measurements is emphasized. 1. Measurement for location of defects shall be above ground by means of a

meter device. 2. Marking on the cable, or the like, which would require interpolation for

depth of manhole, will not be allowed. 3. Accuracy of the distance meter shall be checked by use of a walking

meter, roll-a-tape, or other suitable device, and the accuracy shall be satisfactory to the Owner's representative.

3.4 DOCUMENTATION

A. Documentation of the pre-construction television results shall be as follows: 1. Television inspection logs:

a. Points of significance such as locations of building sewers, unusual conditions, roots, broken pipe, presence of scale and corrosion, and other discernible features will be recorded and a copy of such records will be supplied to the Engineer.

2. Video recordings:

a. The purpose of video recording shall be to supply a visual and audio record of new pipe lines to determine acceptability.

b. DVD recording playback shall be at the same speed that it was recorded.

c. Slow motion or stop motion playback features may be supplied at the option of the Contractor.

d. The Contractor shall have all videotapes and necessary playback equipment readily accessible for review by the Owner during the project. At the conclusion of video inspection, two copies of tapes and logs will be furnished to the Owner.

Method Of Measurement Item 230.08 8 Inch Ductile Iron Pipe – Mechanical Joint w/ Internal Epoxy Coating will be measured for payment per foot of pipe furnished, installed, and approved. Basis Of Payment Item 230.08 8 Inch Ductile Iron Pipe – Mechanical Joint w/ Internal Epoxy Coating will be paid for at the contract unit price per foot, which price shall include full compensation for all labor, equipment, materials, inspection, video recording, insulation, temporary capping, and incidentals necessary for the satisfactory completion of the work.


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ITEM 238.12 12 INCH DUCTILE IRON PIPE FOOT The work under this Item shall conform to the relevant provisions of Section 230 of the Standard Specifications and the following: For pipes where minimum depth of cover can not be achieved over the proposed storm drain, the contractor shall furnish and install class 52 ductile pipe in lieu of the reinforced concrete pipe shown on the drawings. Method Of Measurement Item 238.12 - 12 Inch Ductile Iron Pipe will be measured for payment per foot of pipe furnished, installed, and approved. Basis Of Payment Item 238.12 - 12 Inch Ductile Iron Pipe will be paid for at the contract unit price per foot, which price shall include full compensation for all labor, equipment, materials, inspection, video recording, insulation, temporary capping, and incidentals necessary for the satisfactory completion of the work. ITEM 252.99 DRAINAGE PIPE PROTECTION SYSTEM FOOT Work under this item shall include installing an 18-inch diameter steel protection pipe around the 12-inch HDPE drainage pipe located beneath the wall footing at station 14+00 Right. The void between the outer wall of the 12-inch HDPE drainage pipe and inside the 18-inch steel protection pipe shall be grouted. Type I, II, III, or V Portland cement conforming to AASHTO M 85 shall be used for grout. The grout shall be a pumpable neat mixture of cement and water and shall be stable (bleed less than 2 percent), and fluid. Grout shall be of the non-shrink type and be on the MassDOT approved product list. Method Of Measurement And Basis Of Payment Item 252.99 Drainage Pipe Protection System will be measured and paid at the contract unit price per Foot, which price shall include full compensation for all labor, materials (steel pipe & grout), equipment and incidental costs required to complete the work.


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ITEM 303.08 8 INCH DUCTILE IRON WATER PIPE (MECHANICAL JOINT) FOOT ITEM 309. DUCTILE IRON FITTINGS FOR WATER PIPE POUND ITEM 371.08 8 INCH COUPLING EACH ITEM 373.08 8 INCH WATER PIPE INSULATION FOOT ITEM 384.2 CURB STOP ADJUSTED EACH The work under these items shall conform to the relevant provisions of the Standard Specifications for Highways and Bridges, the Details on the Plans for this Contract, and the following: These items are included for payment for the water line work shown on the Contract Plans. General 1.01 Shop Drawings

A. Shop Drawings must be submitted for these items. 1.02 Product Handling

A. Materials, if stored, shall be kept safe from damage. The interior of all pipe, fittings and other appurtenances shall be kept free from dirt or foreign matter at all times.

B. Pipe shall not be stacked higher than the limits recommended by its manufacturer. The

bottom tier shall be kept off the ground on timbers, rails, or concrete. Pipe in tiers shall be alternated. At least two rows of 4-in (102 mm) by 4-in (102 mm) timbers shall be placed between tiers and chocks affixed to each end in order to prevent movement.

C. Gaskets for mechanical and push-on joints to be stored shall be placed in a cool location

out of direct sunlight. Gaskets shall not come in contact with petroleum products. Gaskets shall be used on a first-in, first-out basis.

PRODUCTS 2.01 Ductile Iron Pipe

A. Ductile Iron Pipe (Buried Service)

B. Shall be Pressure Class 350 with push on joint (unless shown otherwise) meeting the requirements of ANSI/AWWA C151/A21.51-02 or latest revisions thereto.

C. Shall be cement lined, with an asphaltic seal coat meeting the requirements of

ANSI/AWWA C104/A21.4-03 or latest revision thereto.

D. Rubber gasketed joint shall meet the requirements of ANSI/AWWA C111/A21.11-00 or latest revisions thereto.


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ITEMS 303.08, 309., 371.08, 373.08 and 384.2 (Continued) 2.02 Preinsulated Ductile Iron Pipe

A. Shall be Pressure Class 350 with push on joint (unless shown otherwise) meeting the requirements of ANSI/AWWA C151/A21.51-02 or latest revisions thereto.

B. Restrained joint pipe shall be Ductile Iron manufactured in accordance with the

requirements of ANSI/AWWA C151/A21.51.

C. Push-on joints for such pipe shall be in accordance with ANSI/AWWA C111/A21.11 "Rubber-Gasket Joints for Ductile-Iron Pipe and Fittings."

D. Pipe thickness shall be designed in accordance with ANSI/AWWA C150/A21.50

“Thickness Design of Ductile-Iron Pressure Pipe,” and shall be based on laying conditions and internal pressures as stated in the project plans and specifications.

E. Push-on joints for such fittings shall be in accordance with ANSI/AWWA

C111/A21.11.

F. Restrained joint pipe shall be submitted for review and approval.

G. Cement mortar lining and seal coating for pipe and fittings, where applicable, shall be in accordance with ANSI/AWWA C104/A21.4-03 or latest revision thereto. Asphaltic outside coating shall be in accordance with ANSI/AWWA C151/A21.51 for pipe and ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53 or latest revision thereto for fittings.

H. Insulation to be foamed in-place, closed cell, polyurethane foam completely

filling the annulus between the carrier pipe and jacketing with a K factor of 0.14 BTU/hr. in/ft2 °F @ 73° F.

I. The thickness of insulation between the water main and jacketing pipe shall be a

minimum of 3 inches.

J. Outer casing to be Extruded White Polyvinyl Chloride (PVC) Type 1, Grade 1, Class 12454-B per ASTM D 1784


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ITEMS 303.08, 309., 371.08, 373.08 and 384.2 (Continued) 2.03 Fittings (Buried Service)

A. Fitting shall be manufactured of ductile iron mechanical joint, all bell, compact design rated for 350 psi.

B. Fittings shall meet or exceed the requirements of ANSI/AWWA C153/A21.53-06 of

latest revision thereto.

C. Fittings that are not presently manufactured to the compact design, but are manufactured to meet or exceed the requirements of ANSI/AWWA C110/A21.10-03 or latest revision thereto may be utilized.

D. Mechanical joint shall meet or exceed the requirements of ANSI/AWWA C111/A21.11-

00 or latest revision thereto.

E. Fittings shall be epoxy coated and use stainless steel nuts and bolts. 2.04 Fittings (Bridge)

A. Restrained joint fittings and the restraining components shall be Ductile Iron in accordance with applicable requirements of ANSI/AWWA C110/A21.10 and/or C153/A21.53 with the exception of the manufacturer’s proprietary design dimensions.

B. Restrained fittings shall be submitted for review and approval.

C. Restraint of field cut pipe shall be provided with an approved gripper ring or field

weldments.

D. Cement mortar lining and seal coating for fittings, where applicable, shall be in accordance with ANSI/AWWA C104/A21.4. Asphaltic outside coating for fittings shall be in accordance with ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53.

2.05 Special Fittings

A. Retainer glands shall be lug-type retainer glands for use with ductile iron pipe, and grip ring type retainer glands may be used with existing cast iron pipe.

B. Solid sleeves shall be ductile iron and 12-inches in length.

C. Plugs or caps shall be ductile iron with mechanical joint and retainer feature.


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ITEMS 303.08, 309., 371.08, 373.08 and 384.2 (Continued) 2.06 Field Lock Gaskets

A. Field lock gaskets shall be used for one full length of each length of ductile iron pipe before and after any valve or fitting.

EXECUTION 3.01 Coordination of Work

A. The operation of all valves in connection with work under this Contract shall be done by the Water Utility unless specified or otherwise directed by the Engineer. Contractor shall notify Water Utility at least 48 hours in advance of when any shutdown is required. Contractor shall schedule for and allow 48 hours before shutdown is achieved.

3.02 Pipe Laying

A. Lay ductile iron pipe and fittings in accordance with the requirements of ANSI/AWWA C600-93 except as may be otherwise provided in this Specification.

B. Pipe cutting shall be done by machine, leaving a smooth cut at right angles to the axis of

the pipe and the cement lining shall be undamaged.

C. All bends, tees, caps, plugs and hydrants shall be provided with thrust blocking and retainer glands.

D. When pipe laying is not in progress the open end of the pipe(s) shall be closed by a

suitable pipe cap or plug to prevent the entry of dirt, stones or ground water in to the line.

E. The cut end of a pipe which is being made-up into a push-on-joint shall have its cut end beveled to prevent damage to the gasket during assembly of the joint.

F. Install retainer glands where specified in this Section and where shown on the Contract

Drawings in accordance with the manufacturer's recommended installation instructions.

G. The exact location and size of the existing water mains shall be determined in the field.

H. Once uncovered, the Contractor shall prepare the pipe for the proposed connection. Care shall be taken in alignment of the new piping and fittings, to keep deflection within the manufacturer's allowable tolerances.

I. Where mechanical joint bends cannot be used to connect new water mains to existing,

solid sleeve mechanical joint couplings shall be utilized for connecting new pipe to existing.


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ITEMS 303.08, 309., 371.08, 373.08 and 384.2 (Continued) 3.03 Hydrostatic Testing

A. Hydrostatic testing shall be in compliance with ANSI/AWWA C600. Testing shall be completed by the Contractor and witnessed by a representative of the Department of Public Works. After the pipe has been laid, all newly laid pipe or any valved section thereof shall be subject to a hydrostatic pressure of at least 1.5 times the working pressure or 150 psi, whichever is greater, at the point of testing.

B. Pressure shall not be less than 1.25 times the working pressure at the highest point along

the test section.

C. Test shall not be made until all reaction and thrust blocking have achieved acceptable strength, a minimum of seven (7) days after they were cast.

D. Duration of test shall be two (2) hours.

E. Test pressure shall not vary by more than + 5 psi.

F. Each section of pipeline shall be slowly filled with water, with the specified test pressure,

measured at the point of lowest elevation, applied by means of a pump connection to the pipe in a manner satisfactory to the Engineer. The pump, pipe connection, gauges, and all necessary apparatus shall be furnished by the Contractor.

G. The new main, prior to pressure testing and disinfection, shall only be connected to the

existing water distribution system at one of the bridge project, to avoid potential leakage of potential contaminated water from entering the distribution system. The remaining main to connect shall be less than ten (10) feet.

H. During the filling of the pipe and before applying the specified test pressure, all air shall

be expelled from the pipeline. At all points of high elevation, the Contractor shall install corporation cocks so that air can be expelled as the pipe is filled with water. After all air has been expelled, the corporation cocks shall be closed and the test pressure applied. At the conclusion of the pressure test, the corporation cocks shall be removed and plugged or left in place at the discretion of the Engineer.

3.04 Disinfection

A. After completion and acceptance of the pressure testing, the pipelines shall be disinfected in accordance with ANSI/AWWA C651.

B. The pipelines shall be disinfected by application of chlorine either as calcium

hypochlorite or liquid sodium hypochlorite in an amount to produce a solution of 50 p.p.m. Chlorine dosage shall be applied by pumping into the line to be treated, a sufficient amount of chlorine solution, which, when mixed with water in the pipeline, will meet the required concentration. The mixture shall be pumped through the section being treated and shall be discharged and monitored at a point farthest from the point of introduction of the chlorine.


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ITEMS 303.08, 309., 371.08, 373.08 and 384.2 (Continued)

C. When the solution reaches the required concentration of 50 p.p.m., the pump and discharge valve shall be closed and the liquid left in the section being chlorinated for 24 hours. for a contact period of 24 hours.

D. After the 24 hour contact period, the main is to be flushed until the chlorine residual is

reduced to less than 0.5 p.p.m (system chlorine residual).

E. The chlorine solution used for disinfecting the new water line shall be discharged from the water main and into a tanker truck, where the solution may be neutralized and then properly disposed of. Alternatively the highly chlorinated water is to be neutralized on size as it is discharged to the ground.

F. If a hydrant connection is not available to be used for discharging the chlorine solution

from the new line, a temporary blow-off connection shall be installed for that purpose. Upon completion of the disinfection process, the blow-off connection shall be removed and plugged with a brass plug.

G. The Contractor shall furnish all materials and equipment for the sterilization of the mains,

but the Department of Public Works will furnish necessary assistance in flushing and the operation of gate valves.

H. The Contractor shall obtain water samples from the disinfected line, no earlier than 24

hours after the water main was flushed of chlorine and reached 0.5 mg/l (or system residual), to be analyzed for coliform bacteria, chlorine and Heterotrophic Plate Count (HPC). After another twenty-four hour period, this test will be repeated.

I. Sample bottles shall be obtained from a State DEP approved laboratory.

J. Collected samples are to be immediately delivered to the laboratory for analysis.

K. A copy of the laboratory report shall be submitted to the Engineer.

L. There must be two consecutive negative samples for Total Coliform before the final

water main connection is made and the new water main opened to the system, provide the HPC count is acceptable.

M. If the analysis indicates the presence of any coliform bacteria, the water main shall be

disinfected again and the analysis repeated as specified. The process shall be repeated until the analysis indicates no coliform bacteria.

N. If the analysis indicates the presence of HPC greater than 120, the water main shall be

disinfected again and the analysis repeated. If the analysis indicates that the HPC is increasing from the first test to the second test, the water main shall be disinfected again and the complete analysis repeated.


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ITEMS 303.08, 309., 371.08, 373.08 and 384.2 (Continued)

O. Once the pressure and bacteria testing are complete with acceptable results the final water main connection can be completed. The pipes and fittings to be used for the final connection must be disinfected with a spray bottle filled with chlorine.

Method Of Measurement Ductile iron water main of the size specified will be measured in place on a foot basis. Measurement for payment does not signify that the water main is accepted. Measurement for length will be along the horizontal centerline of the pipe. Measurement will be to thenearest half foot. Ductile iron fittings (tees, bends, reducers, couplings, etc.) installed in the completed project shall be measured by the pound, excluding cement lining, based on tabular weights obtained from the current ANSI Standards. The weight of the fittings shall not include the weight of glands, bolts, nuts, gaskets or accessories. Basis Of Payment Payment for furnishing and installing ductile iron pipe of the class and size specified will be made for the respective quantities as above determined, at the applicable price per linear foot. Such price and payment shall be full compensation for trench excavation (excluding Class B Trench Excavation or Rock Excavation); trench support including all braced excavation (whether or not left in place); dewatering and drainage; uncovering, cutting, removing, and disposing of existing water mains and fittings where necessary, disposal of excess excavated material; furnishing, laying and jointing (either push-on or mechanical) of the new pipe, including specified restrained joints and pipe bedding; making connections to the existing water main including all couplings and appurtenances, coordination with Natick DPW, notifications as required; abandoning existing water mains; backfilling and compaction; restoring the trench surface to the grade required for pavement subbase; cleaning, chlorinating and testing the new pipe; and all else incidental thereto for which separate payment is not provided. Payment for water line insulation, where required, will be paid for under Item 373.08 Payment for fittings based on weights as herein specified will be made. Item 309. will be paid at the unit price per pound. Payment shall not include weight of glands, bolts, nuts, gaskets or accessories. Price and payment shall be full compensation for furnishing and installing the new fittings with cement lining, glands, bolts, nuts, gaskets, jointing, precast thrust blocking and all work required for, or incidental to the satisfactory completion of the item for which payment is not provided.


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ITEM 415. PAVEMENT MICROMILLING SQUARE YARD All references to Section 130 Pavement Milling within Section 450 Hot Mix Asphalt Pavement shall be replaced by Item 415 Pavement Micromilling. Description 415.20 General. This work shall consist of micromilling and removal of existing Hot Mix Asphalt (HMA) pavement courses from the project by the Contractor. Micromilling shall be performed in conformity with the approved QC Plan. The Contractor shall present and discuss in sufficient detail the Quality Control information and activities related to milling at the Construction Quality Meeting required under Section 450. Unless otherwise specified, the milled material shall become the property of the Contractor. Construction Procedures 415.60 General. All construction procedures under Pavement Micromilling shall also conform to any of the following relevant provisions of Pavement Milling: Milling Equipment Requirements. The milling equipment shall be self-propelled with sufficient power, traction, and stability to remove the existing HMA pavement to the specified depth and cross-slope. The milling machine shall be capable of operating at a minimum speed of 10 feet (3 meters) per minute, designed so that the operator can at all times observe the milling operation without leaving the control area of the machine, and equipped with the following: (a) A built in automatic grade control system that can control the longitudinal profile and the

transverse cross-slope to produce the specified results. (b) Longitudinal controls capable of operating from any longitudinal grade reference,

including string line, 30 foot (10 meter) ski minimum, 30 foot (10 meter) mobile string line minimum, or a matching shoe.

(c) The transverse controls shall have an automatic system for controlling cross-slope at a

given rate. (d) Cutting heads able to provide a minimum 6 foot (2 meter) cutting width and a 0 to 4 inch

(0 to 100 mm) deep cut in one pass. The teeth on the revolving cutting drum must be continually maintained and shall be replaced as warranted to provide a uniform pavement texture.

(e) An integral pickup and conveying device to immediately remove milled material from the

roadway and discharge the millings into a truck, all in one operation.


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ITEM 415. (Continued) (f) All necessary safety devices such as reflectors, headlights, taillights, flashing lights and

back up signals so as to operate safely in both day and night. (g) A means of effectively limiting the amount of dust escaping from the milling and

removal operation in accordance with local, State, and Federal air pollution control laws and regulations.

When milling smaller areas or areas where it is impractical to use the above described equipment, the use of a smaller or lesser-equipped milling machine may be permitted when approved by the Engineer. Sweeper Equipment Requirements. The Contractor shall provide a sufficient number of mechanical sweepers to ensure that the milled surface is free of millings and debris at the end of each day’s milling operations. Each sweeper shall be equipped with a water tank, spray assembly to control dust, a pick-up broom, a dual gutter broom, and a dirt hopper. The sweepers shall be capable of removing millings and loose debris from the textured pavement. Milling Operations. The milling operations shall be scheduled to minimize the duration and placement of traffic on the milled surface. The milling operations shall not proceed more than 3 miles ahead of the paving operations. Under no circumstances shall the milled surface be left exposed to traffic for a period exceeding seven days. The Engineer may allow the Contractor to adjust the above limitations on milling production when necessary. The Contractor shall coordinate milling and paving operations to minimize the exposure of milled surfaces to traffic. The Contractor shall ensure that milled surfaces are overlaid in a timely manner to avoid damage to the pavement structure. Any damage to the pavement structure resulting from extended exposure of the milled surface to traffic shall be repaired as directed by the Engineer at the Contractor’s expense. The existing pavement shall be removed to the average depth shown on the plans, in a manner that will restore the pavement surface to a uniform cross-section and longitudinal profile. The longitudinal profile of the milled surface shall be established using a 30 foot (10 meter) mobile ski, mobile string line, or stationary string line. The cross-slope of the milled surface shall be established by a second sensing device or by an automatic cross-slope control mechanism. The Contractor will be responsible for providing all grades necessary to remove the material to the proper line, grade, cross section, superelevation, and transitions shown on the plans or as directed by the Engineer. The requirement for automatic grade or slope controls may be waived by the Engineer in locations warranted by the situation, including intersections and closely confined areas. The Engineer may adjust the average milling depth specified on the plans by ± 3/4” (± 20mm) during each milling pass at no additional payment to minimize delamination of the underlying pavement course or to otherwise provide a more stable surface.


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ITEM 415. (Continued) If delamination or exposure of concrete occurs when milling a HMA pavement course from an underlying Portland Cement Concrete (PCC) pavement, the Contractor shall cease milling operations and consult the Engineer to determine whether to reduce the milling depth or make other adjustments to the operation. Protection of Inlets and Utilities. Throughout the milling operation, protection shall be provided around existing catch basin inlets, manholes, utility valve boxes, and any similar structures. Any damage to such structures as a result of the milling operation is the Contractor’s responsibility and shall be repaired at the Contractor’s expense. To prevent the infiltration of milled material into the storm sewer system the Contractor shall take special care to prevent the milled material from falling into the inlet openings or inlet grates. Any milled material that falls into inlet openings or inlet grates shall be removed at the Contractor’s expense. Vertical Faces. All permanent limits of the milled area shall be sawcut or otherwise neatly cut by mechanical means to provide a clean and sound vertical face. No vertical faces, transverse or longitudinal, shall be left exposed to traffic. If any vertical face is formed in an area exposed to traffic a temporary paved transition with a maximum 12:1 slope shall be established. If the milling machine is used to temporarily transition the milled pavement surface to the existing pavement surface, the temporary transition shall be constructed at a maximum 12:1 slope. Opening to Traffic. Prior to opening a milled area to traffic, the milled surface shall be thoroughly swept with a mechanical sweeper to remove all remaining millings and dust. This operation shall be conducted in a manner so as to minimize the potential for creation of a traffic hazard and to comply with local, State, and Federal air pollution control laws and regulations. Any damage to vehicular traffic as a result of milled material becoming airborne is the responsibility of the Contractor and shall be repaired at the Contractor’s expense. Temporary pavement markings shall be placed in accordance with the provisions of Subsection 850.64. Milled Surface Inspection. The milled surface shall provide a satisfactory riding surface with a uniform textured appearance. The milled surface shall be free from gouges, excessive longitudinal grooves and ridges, oil film, and other imperfections that are a result of defective equipment, non-uniform milling teeth, improper use of equipment, or otherwise poor workmanship. Any unsatisfactory surfaces produced shall be corrected by remilling at the Contractor’s expense and to the satisfaction of the Engineer. The Contractor shall perform Quality Control inspection of all work items addressed as specified in the table below. Inspection activities during milling of HMA pavement may be performed by qualified Production personnel (e.g. Skilled Laborers, Foremen, Superintendents).


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ITEM 415. (Continued) However, the Contractor’s QC personnel shall have overall responsibility for QC inspection. The Contractor shall not rely on the results of Department Acceptance inspection for Quality Control purposes. The Engineer shall be provided the opportunity to monitor and witness all QC inspection. The milled surface of each travel lane shall be divided into longitudinal Sublots of 500 feet (150 meters). The Contractor shall perform a minimum of one random QC measurement within each Sublot with a 10 foot (3 meter) straightedge in the transverse direction across the milled surface. Additional selective QC measurements within each Sublot will be performed as deemed necessary by the QC personnel. All QC inspection results shall be recorded on NETTCP Inspection Report Forms. The Engineer will also randomly inspect a minimum of 25% of the Sublots. The Contractor shall perform surface texture measurements with a 10 foot (3 meter) straightedge in the transverse direction across the milled surface. The milled surface shall have a texture such that the variation from the edge of the straightedge to the top of ridges between any two ridge contact points shall not exceed 1/8 inch (3 mm). The difference in height from the top of any ridge to the bottom of the groove adjacent to that ridge shall not exceed 1/16” (1.6 mm). Any point in the surface not meeting these requirements shall be corrected as directed by the Engineer at the Contractor’s expense. In isolated areas where surface delamination between existing HMA layers or a surface delamination of HMA on Portland Cement Concrete causes a non-uniform texture to occur, the straightedge surface measurement requirements stated in the preceding paragraph may be waived, subject to the approval of the Engineer.

Minimum QC Inspection of Milling Operations Inspection Component

Items Inspected Minimum Inspection Frequency

Point of Inspection

Inspection Method

Equipment As specified in QC Plan

Per QC Plan Per QC Plan Per QC Plan

Environmental Conditions

Protection of Inlets & Utilities

Per QC Plan Existing Surface Visual Check

Removal of Millings & Dust

Per QC Plan Milled Surface Visual Check

Workmanship Milling Depth Per QC Plan Milled Surface Check Measurement

Cross-Slope & Profile

Per QC Plan Milled Surface Check Measurement

Milled Surface Texture

Per QC Plan Milled Surface Visual Check

Milled Surface Roughness

Once per 500 feet(150 meters) per milled lane

Milled Surface per Subsection 410.67

10 foot (3 meter) standard straightedge

Sawcut Limit Vertical Face

Per QC Plan Sawcut Limits Visual Check


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ITEM 415. (Continued) 415.61 Micromilling Equipment Requirements. The micromilling machine shall be equipped with a drum specifically designed to provide the surface specified below. 415.62 Control Strip. The Contractor shall micromill a control strip. The control strip shall be 500 feet minimum in length with a uniformly textured surface and cross slope, as approved by the Engineer. The micromilled surface of the control strip shall provide a satisfactory riding surface with a uniform textured appearance. The micromilled surface shall be free from gouges, excessive longitudinal grooves and ridges, oil film, and other imperfections that are a result of defective equipment, non-uniform milling teeth, improper use of equipment, or otherwise poor workmanship. Any unsatisfactory surfaces produced in the control strip shall be corrected by additional micromilling at the Contractor’s expense and to the satisfaction of the Engineer. The micromilled pavement surface shall have a transverse pattern of 0.2 – 0.3 inch center to center of each strike area. The Contractor shall perform surface texture measurements with a 10 foot (3 meter) straightedge in the transverse direction across the milled surface. The milled surface shall have a texture such that the variation from the edge of the straightedge to the top of ridges between any two ridge contact points shall not exceed 1/8 inch (3 mm). The difference in height from the top of any ridge to the bottom of the groove adjacent to that ridge shall not exceed 1/16” (1.6 mm). Any point in the surface not meeting these requirements shall be corrected as directed by the Engineer at the Contractor’s expense. 415.67 Micromilled Surface Inspection. The Contractor shall perform Quality Control inspection of all work items addressed under Section 415. The Contractor shall not rely on the results of Department Acceptance inspection for Quality Control purposes. The micromilled surface shall meet the requirements of 415.62. Compensation 415.80 Method of Measurement. Micromilling - Micromilling will be measured for payment by the number of square yards (square meters) of area from which the milling of existing HMA pavement has been completed and the work accepted. No area deductions will be made for minor unmilled areas such as catch basin inlets, manholes, utility boxes and any similar utility structures.


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ITEM 415. (Continued) 415.81 Basis of Payment. Micromilling - Micromilling, removal and disposal of existing HMA pavement will be paid for at the contract unit price per square yard (square meter). This price shall include all equipment, tools, labor, and materials incidental thereto. No additional payments will be made for multiple passes with the milling machine to remove the existing HMA surface to the grade specified. No separate payments will be made for: performing handwork removal of existing pavement and providing protection around catch basin inlets, manholes, utility valve boxes and any similar structures; repairing surface defects as a result of the Contractor’s negligence; providing protection to underground utilities from the vibration of the milling operation; sawcutting micromilled limits; installing and removing any temporary transition; removing and disposing of millings; furnishing a sweeper and sweeping after milling. The costs for these items shall be included in the contract unit price for Pay Item 415., Pavement Micromilling. 415.82 Payment Items.

415. Pavement Micromilling Square Yard ITEM 450.90 CONTRACTOR QUALITY CONTROL TON ITEM 451. HMA FOR PATCHING TON ITEM 452. ASPHALT EMULSION FOR TACK COAT GALLON ITEM 453. HMA JOINT SEALANT FOOT ITEM 455.22 SUPERPAVE SURFACE COURSE – 9.5 (SSC –9.5) TON ITEM 455.32 SUPERPAVE INTERMEDIATE COURSE – 19.0 (SIC – 19.0) TON ITEM 455.42 SUPERPAVE BASE COURSE – 37.5 (SBC – 37.5) TON ITEM 455.51 SUPERPAVE LEVELING COURSE – 4.75 (SLC – 4.75) TON ITEM 455.60 SUPERPAVE BRIDGE SURFACE COURSE - 9.5 (SSC-B - 9.5) TON ITEM 455.70 SUPERPAVE BRIDGE PROTECTIVE COURSE - 9.5 (SPC-B - 9.5) TON Work under these Items shall conform to the relevant provisions of Document 00717 SUPERPAVE REQUIREMENTS contained herein and the following: The Equivalent Single Axle Loads (ESALs) for the design travel lane over a 20-year period, is 1.2 Million 18-kip (80-kn) ESALs. The PGAB Grade selected for this Contract is PG 64-28.


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ITEM 454.5 LATEX MODIFICATION OF HMA TON The purpose of this Item is to latex-modify the Superpave Surface Courses. Item 454.5 includes the cost of the latex, costs associated with injecting the latex into the HMA plant and incidentals. Costs for HMA production and placement is compensated under Section 450 and Section 455. Mix Design The latex polymer modifier type and amount shall be included as part of the job mix formula. The Superpave Hot Mix Asphalt mixtures shall be produced with asphalt binder modification as follows: Latex Polymer Modified Asphalt Binder The polymer additive shall consist of unvulcanized Styrene Butadiene Rubber (SBR) in liquid latex form, with a minimum quantity of rubber solids of 3% by weight of the performance grade asphalt binder (PGAB) content of the mix. The PG 64-28 shall be modified to produce a PGAB grade of 70-28. Quantity: 3% rubber solids by weight of the bitumen content of the mix. (Example: If the latex polymer is 70% solids, weight per gallon is 7.69 lbs = 5.38 lbs solids per gallon. If mix calls for 6% bitumen, 3% = 3.6 lbs of latex solids per ton mix or 0.70 gallons of latex per ton of mix.) The latex polymer modified asphalt binder shall be injected into the mix at the time of manufacture. In a drum plant, the liquid latex polymer shall be pumped into the asphalt binder through a spud welded to the asphalt binder line just prior to where it enters the drum. The constant rate at which the latex polymer is pumped shall be determined by the mix speed of the drum. In a batch plant, the polymer is pumped directly into the mix five (5) seconds after the asphalt binder starts to dump into the pug mill. Mix time per batch after polymer is pumped in is 45 to 60 seconds. The plant shall be equipped with an in-line blender and a sample cock for Quality Control and Acceptance purposes. A metering system shall be attached to a printer which prints a time and date stamp, latex flow rate and cumulative polymer usage during the HMA production, allowing the Engineer to reference the injection rate and latex used against the plant’s projection rate. The printout shall be set for a five minute interval. The latex polymer manufacturer will have a professional representative available at the HMA plant during the first day of mix production and placement, and as required thereafter by the Engineer. The manufacturer of the SBR latex shall provide certified test results for Styrene Butadiene ratio, total rubber solids percentage by weight, pH, ash content, and viscosity to the Engineer prior to mix production. Mix conforming to the requirements of these Special Provisions shall be placed when the ambient temperature is 50ºF and rising when measured in the shade away from artificial heat.


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ITEM 454.5 (Continued) Mixing temperature shall be 290ºF to 325ºF unless otherwise specified by the Engineer. Mix shall be placed at between 275ºF and 310ºF. Method Of Measurement Item 454.5 HMA Latex Modification of HMA shall be measured by the ton of hot mix asphalt modified with latex. Basis Of Payment Item 454.5 LATEX MODIFICATION OF HMA will be paid per ton of HMA modified with a latex modifier, which price shall include all costs of the latex, equipment, labor, manufacturer’s representative, and all incidental costs required to modify the HMA. Costs for the Superpave HMA production, placement and QC are compensated under the respective Superpave pay items. ITEM 456. WARM-MIX ASPHALT PAVEMENT TON All SUPERPAVE Hot Mix Asphalt Mixtures shall be modified using a WMA additive capable of lowering plant production temperatures to below 260° F. Warm Mix Asphalt additives reduce compaction effort and permit lower production temperatures than conventional hot mix asphalt. The WMA additive shall be a product listed on the Northeast Asphalt User Producer Group (NEAUPG) website (http://www.superpave.psu.edu/NEAUPG.html), except that no WMA foaming technology will be permitted which requires the mechanical injection of steam or water into the liquid asphalt. The WMA additive must be compatible with polyphosphoric acid modified binders, polymer modified binders, and the HMA producer’s HMA anti-stripping agents. The WMA additive shall be introduced in accordance with the Manufacturer’s dosing rates and approved blending methods. The WMA additive Manufacturer shall have an on-site representative at the beginning of paving operations. The Manufacturer’s representative shall be available for additional consultation during the remaining Warm Mix production. All work done under this Item shall conform to the provisions of Sections 450 and 455. The WMA mixture design shall incorporate the requirements of NCHRP Report 691: Mix Design Practices for Warm Mix Asphalt “Draft Appendix to AASHTO R35, Special Mixture Design Considerations and. Methods for Warm Mix Asphalt (WMA)”. In addition to the provisions of Sections 450 and 455, laboratory prepared samples that have been manufactured at specified temperatures with the WMA additive shall be submitted to MassDOT at least 45 days prior to placement for testing. These samples shall be subject to Hamburg Wheel testing for moisture damage and rutting. Preparation of these samples shall be coordinated with the MassDOT. All WMA additive equipment shall be fully automated and integrated into the plant controls.

http://www.superpave.psu.edu/NEAUPG.html


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ITEM 456. (Continued) The HMA QC Plan shall incorporate the modification of asphalt binders when the WMA additive is blended with the asphalt binder at the plant. This plan shall conform to the most current Northeast Asphalt User Producer Group (NEAUPG) binder testing requirements and specifically address WMA metering requirements, tolerances and other QC measures. All costs associated with these provisions will be considered incidental to Item 456. No additional compensation will be provided for the Manufacturer’s representative, production of samples, the Warm Mix additive or other incidental costs. Method Of Measurement And Basis Of Payment Item 456 Warm-Mix Asphalt (WMA) Pavement shall be measured by the ton of hot mix asphalt modified with warm-mix additive. Item 456. Warm Mix Asphalt Pavement will be paid per ton of HMA modified with a WMA additive, which price shall include all costs of the WMA Additive, equipment, labor, manufacturer’s representative, and incidental costs required to modify the HMA. Costs for the Superpave HMA production, placement and QC are compensated under the respective pay items. ITEM 657. TEMPORARY FENCE FOOT ITEM 657.5 TEMPORARY FENCE REMOVED AND RESET FOOT Description The work under these items shall conform to the relevant provisions of Section 600 of the Standard Specifications and includes installation of a chain link fence as shown on the plans. The fence shall be chain link and shall meet the requirements of the Standard Specifications and the Construction Standards, except the material need not be new. Gates shall be used at all locations that are to be opened on a regular basis. Construction Methods Temporary fence shall be reset as often as required by Contractor activities to meet the project schedule and to stage the construction, subject to approval by the Engineer. The Contractor shall submit a plan to the Engineer indicating the locations and the amount of Temporary Fence and Temporary Fence, Removed and Reset that he anticipates he will install for the project. The methods of installation(s) and fence detail(s) shall also be submitted for approval by the Engineer. The Contractor shall inspect the condition of temporary fence on a daily basis. Temporary fence that is damaged shall be promptly replaced. Contractor is responsible for removing and disposing of the fence when it is no longer required.


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ITEMS 657. and 657.5 (Continued) Method Of Measurement And Basis Of Payment All temporary fence will be paid for at the contract unit price per foot complete in place, which shall include all posts, gates, fasteners and/or clips, fence fabric and the necessary, excavation and equipment to complete the work to the satisfaction of the Engineer. No payment will be made for the final removal of temporary fence. ITEM 697.1 SILT SACK EACH Work under this item shall conform to the relevant provisions of Sections 227 and 670 of the Standard Specifications and the following: The work under this item includes the furnishing, installation, maintenance and removal of a reusable fabric sack to be installed in drainage structures for the protection of wetlands and other resource areas and the prevention of silt and sediment from the construction site from entering the storm water collection system. Devices shall be ACF Environmental (800)-448-3636; Reed & Graham, Inc. Geosynthetics (888)-381-0800; The BMP Store (800)-644-9223; or approved equal. Construction Silt sacks shall be installed in catch basins and drop inlets within the project limits as required by the Resident Engineer. The silt sack shall be as manufactured to fit the opening of the drainage structure under regular flow conditions, and shall be mounted under the grate. The insert shall be secured from the surface such that the grate can be removed without the insert discharging into the structure. The filter material shall be installed and maintained in accordance with the manufacturer’s written literature and as directed by the Engineer. Silt sacks shall remain in place until the placement of the pavement overlay or top course and the graded areas have become permanently stabilized by vegetative growth. All materials used for the filter fabric will become the property of the Contractor and shall be removed from the site. The Contractor shall inspect the condition of silt sacks after each rainstorm and during major rain events. Silt sacks shall be cleaned periodically to remove and disposed of accumulated debris as required. Silt sacks, which become damaged during construction operations, shall be repaired or replaced immediately at no additional cost to the Department. When emptying the silt sack, the contractor shall take all due care to prevent sediment from entering the structure. Any silt or other debris found in the drainage system at the end of construction shall be removed at the Contractors expense. The silt and sediment from the silt sack shall be legally disposed of offsite. Under no condition shall silt and sediment from the insert be deposited on site and used in construction.


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ITEM 697.1 (Continued) All curb openings shall be blocked to prevent stormwater from bypassing the device. All debris accumulated in silt sacks shall be handled and disposed of as specified in Section 227 of the Standard Specifications Compensation Silt sacks will be measured and paid at the Contract unit price per each, complete in place, which price shall include all labor, materials, equipment and incidental costs required to complete the work. No separate payment will be made for removal and disposal of the sediment from the insert, but all costs in connection therewith shall be included in the Contract unit price bid. ITEM 698.3 GEOTEXTILE FABRIC FOR SEPARATION SQUARE YARD Description Geotextile fabric for use as a separation element above crushed stone and/or existing subgrade at spillways shall conform to the requirements of Section M9.50.0 of the Supplemental Specifications and AASHTO M288, Class 2. Geotextile filter fabric shall be installed at the locations indicated on the Plans and in accordance with the manufacturer’s recommendations to prevent damage. Compensation Payment under this item will be at the Contract unit price per square yard of fabric in place. The unit price will include the costs of all labor, tools, materials and equipment required to complete the work. ITEM 701.2 CEMENT CONCRETE WHEELCHAIR RAMP SQUARE YARD Work under this item shall conform to the relevant provisions of Section 701 of the Standard Specifications and the following: The color of the detectable warning panel shall be “RED” to match existing Town of Natick panels. Method Of Measurement And Basis Of Payment Item 701.2 Concrete Wheelchair Ramp will be measured for payment per square yard as called out on the plans for or as directed by the Engineer. Item 701.2 Cement Concrete Wheelchair Ramp will be paid for at the contract unit price per square yard, which price shall include all labor, material, equipment and incidental costs to install Concrete Sidewalk.


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ITEM 702. HOT MIX ASPHALT WALK SURFACE TON The work under this Item shall conform to the relevant provisions of Section 701, and Sections 450 and 455 of Document 00717 and to the following: The surface course shall be a compacted thickness of 1 inch Superpave Surface Course - 9.5 (SSC-9.5). The intermediate course shall be a compacted thickness of 1 1/2 inches Superpave Intermediate Course - 12.5 (SIC–12.5). All Superpave HMA mixtures under this item shall be either 50 or 65 gyration mixtures This item shall not be subject to the Quality Assurance requirements of Section 450 Hot Mix Asphalt Pavement. Existing pavements shall be sawcut in accordance with the requirements of Subsection 450.57 as shown on the plans and as required by the Engineer. Method Of Measurement And Basis Of Payment Item 702. will be measured and paid as per Subsections 701.80 and 701.81 including all sawcutting. ITEM 703. HOT MIX ASPHALT DRIVEWAY TON The work under this Item shall conform to the relevant provisions of Section 701, and Sections 450 and 455 of Document 00717 and to the following: The surface course shall be a compacted thickness of 1 1/2 inches Superpave Surface Course - 9.5 (SSC-9.5). The intermediate course shall be a compacted thickness of 2 inches Superpave Intermediate Course - 12.5 (SIC–12.5). All Superpave HMA mixtures under this item shall be either 50 or 65 gyration mixtures. This item shall not be subject to the Quality Assurance requirements of Section 450 Hot Mix Asphalt Pavement. Existing pavements shall be sawcut in accordance with the requirements of Subsection 450.57 as shown on the plans and as required by the Engineer. Method Of Measurement And Basis Of Payment Item 703.will be measured and paid as per Subsections 701.80 and 701.81 including all sawcutting


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ITEM 740. ENGINEERS FIELD OFFICE AND EQUIPMENT (TYPE A) MONTH Work under this item shall conform to the relevant provisions of Section 740 and the following: Two computer systems, printer system and a digital camera meeting the requirements set forth below including installation, maintenance, power, paper, disks and other supplies shall be provided at the Resident Engineer's Office: All equipment shall be UL approved and Energy Star compliant. The Computer Systems shall meet the following minimum criteria or better: RAM: 8 GB Hard disk: 500GB, 7200RPM Monitor: 24" LCD with Built-in speakers, 1600 x 1050 at 24 bit true color DVD-RW/CD-RW: Combo drive including DVD ± RW Network Adapter: 10/100 Mbit/s USB Ports: 6 USB 3.0 ports Mouse: Optical mouse with scroll, MS-Mouse compliant OS: Windows 8, Professional with all security updates Web Browser: Internet Explorer with all security updates Applications: Latest MS Office Professional with all security updates

Latest Adobe Acrobat Professional with all security updates Latest Autodesk, AutoCAD LT Antivirus software with all current security updates maintained through the life of the contract.

Flash drives: 2 - 32GB USB 3.0 Internet access: High speed internet access with router. The Mulitfunction Printer System shall meet the following minimum criteria or better: Color laser printer, fax, scanner, email and copier all in one with the following minimum capabilities: - Estimated volume 8,000 pages per month - 600 x 600 dpi capability - LCD touch panel display - 30 pages per minute print speed (color), - 50 page reversing automatic document feeder - 4 Paper Trays Standard (RADF) (not including the bypass tray) - Reduction/enlargement capability - Automatic duplexing - Ability to copy and print 11” x 17” paper size - Finisher with staple functions - email and network pc connectivity - Standard Ethernet. Print Controller - Microsoft and Apple compatability - Scan documents to PDF, PC and USB - ability to overwrite latent images on hard drive - ability to print with authenticated access protection Contractor must supply a maintenance contract for next day service, and all supplies (toner, staples, paper) necessary to meet estimated monthly usage.


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ITEM 740. (Continued) A Digital Camera shall meet the following minimum criteria or better:

Resolution: 14 Megapixel Optical Zoom: 5x Waterproof: to a depth of 33ft (10m) Shockproof: up to 6.6ft (2m) Freezeproof: 14°F (-10°C) Memory: 8 GB SD Card USB Port: USB 2.0 with PC cable Screen: 2.7+ inch LCD with scratch-resistance and anti-reflectance Battery Power: 2 rechargeable batteries and a battery charger Carrying Case: Rain-proof with shoulder strap

The Engineer's Field Office and the equipment included herein including the computer system, printer and camera shall remain the property of the Contractor at the completion of the project. Disks, flash drives, and card readers with cards shall become the property of the Department. Compensation for this work will be made at the contract unit price per month which price includes full compensation for all services and equipment, and incidentals necessary to provide equipment, maintenance, insurance as specified and as directed by the Engineer. ITEM 767.12 COMPOST FILTER TUBES FOOT The purpose of this item is to provide a linear, compost-filled tube for filtering suspended sediments from storm water flow. This item shall conform to the requirements of Section 751 and 767 of the Standard Specifications and the following. Materials Material for the filter tubes shall be compost meeting M1.06.0, except that no manure or bio-solids shall be used. In addition, no kiln-dried wood or construction debris shall be allowed. Particle size analysis: 98% shall pass through a 3 inch (75mm) sieve; 30-50% shall pass 3/8 inches (10mm) sieve. Tubes for compost filters shall be a minimum of 12 inches (300 mm), a maximum of 18” (450mm) in diameter. Tube material shall be a knitted mesh with 1/8” - 3/8” (3-10 mm) openings, and made of biodegradable (cotton or jute) materials. Photodegradable fabric may be used; however, photodegradable fabric must be removed and disposed of by the contractor, at his expense, at the end of the contract. Additional tubes shall be used at the direction of the Engineer. As shown in the detail, the 1 foot (0.2 meters) wide by 2 inch (50 mm) deep wedge of compost spread along the top of the filter tube shall be incidental to this item. Stakes for anchors, if required, shall be nominal 2 x 2 stakes.


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ITEM 767.12 (Continued) Methods Tubes of compost may be filled on site or shipped. Tubes shall be placed, filled and staked in place as required to ensure stability against water flows. All tubes shall be tamped to ensure good contact with soil. The Contractor shall ensure that the filter tubes function as intended at all times. Tubes shall be inspected after each rainfall and at least daily during prolonged rainfall. The Contractor shall immediately correct all deficiencies, including, but not limited, to washout, overtopping, clogging due to sediment, and erosion. The contractor shall review location of tubes in areas where construction activity causes drainage runoff to ensure that the tubes are properly located for effectiveness. Where deficiencies exist, such as overtopping or wash-out, additional staking or compost material shall be installed as directed by the Engineer. Contractor shall remove sediment deposits as necessary to maintain the filters in working condition. The functional integrity of filter tubes shall be maintained in sound condition at all times. Filter tubes that are decomposing, cut, or otherwise compromised shall be repaired or replaced as directed by the Engineer and be incidental to this item. Filter tube fabric and stakes shall be removed by the Contractor when site conditions are sufficiently stable to prevent surface erosion, and after receiving permission to do so from the Engineer. All biodegradable tube fabric shall be cut and laid flat in place to decompose on-site at the direction of the Engineer. Tube fabric that is not decomposing satisfactorily shall be removed and disposed off-site by the Contractor. At the direction of the Engineer, the Contractor may rake out and seed compost so that it is no greater than 2 inches (50 mm) in depth on soil substrate. Compensation Measurement for this Item shall be by the FOOT of Compost Filter Tube installed, approved, and maintained in place. Payment shall be per FOOT which price shall be compensation for all labor, equipment and materials necessary to complete the work specified above, including, but not limited to, stakes and tube fabric, compost mulch wedge along top of tubes, removal and disposal of fabric and stakes, raking and seeding of compost.


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ITEM 852.1 TEMPORARY PEDESTRIAN MANAGEMENT LUMP SUM GUIDANCE SYSTEM Description THESE REQUIREMENTS APPLY TO ALL TEMPORARY PATHS OF PEDESTRIAN TRAVEL FOR THIS PROJECT. The work under this item shall consist of installing and maintaining a system to guide pedestrians around closed sidewalk and ramp work locations, across the bridge and/or roadway as required to complete the required work. Elements of the system may include plastic ada-compliant barricade/fence, modular or pre-fab temporary curb ramps. The guidance system is to prevent pedestrians from entering the work area, as well as to protect pedestrians from vehicles, or entering into the vehicle travel lane. Contractor may use either modular/pre-fab temporary curb ramps or hot mix asphalt to construct temporary ramps for pedestrian accomodation. Temporary HMA ramps will be paid for by Item 472. If modular/pre-fab ramps are selected for use, they shall be paid for via this item. Regardless of temporary ramp type, each location is required to have an approved Temporary Pedestrian Management Guidance System. Prior to deploying the Temporary Pedestrian Management Guidance System, the Contractor shall prepare a sketch plan of the system for the work site showing the barrier system, the width of path of travel, the location and types of signs, and the location of temporary pedestrian curb ramps. This will be reviewed and approved by the Resident Engineer prior to its set up. Any material that is damaged during the deployed period shall be replaced at the direction of the Resident Engineer at no additional cost. Layout must meet the requirements of the ADA and the Massachussetts AAB as well as the rules and regulations outlined in the latest MUTCD. The system must have a continuous bottom rail or edge no more that two (2) inches above the ground to accommodate cane users, have a smooth and continuous top edge no less than 32” above the ground to facilitate hand trailing and not obstruct or project into the pedestrian path of travel. All elements of the pedestrian guidance system should be nearly vertical and generally within the same plane. Incidental to this item is Contractor maintenance of the ADA path, including but not limited to snow removal and salting/sanding as required by the Engineer. It is the intent of this Item to reuse the placed pedestrian guidance system in many locations. The Contractor shall maintain the integrity of the guideance system throughtout the project duration. Special care shall be taken by the Contractor when removing and resetting the guidance system to ensure there is no damage to any piece of the system. The system shall remain in working order throughout the construction, both during work shifts and off shift times, including short term reinstatement of two way traffic between shifts for North Ave intersection work. The removal and resetting/modifying of the pedestrian management system shall be considered incidental to this item.


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ITEM 852.1 (Continued) Method Of Measurement Item 852.1 Temporary Pedestrian Management Guidance System will be measured for payment by the lump sum. Basis Of Payment Item 852.1 Temporary Pedestrian Management Guidance System will be paid at the Contract unit price lump sum. The unit price will include the costs of all labor, tools, materials and equipment required to complete the work, including furnishing sketches to the Resident Engineer and obtaining approval for each location. Resetting/Modifying/Maintaining/Repairing the elements of this work shall be incidental to the cost of this item. This item will be paid via partial payments with 50% of the Lump Sum paid at the completion of Stage 1 Construction. The remaining portion shall be paid at the completion of all work. ITEM 864.204 PAVEMENT ARROWS AND LEGENDS SQUARE FOOT REFLECTORIZED WHITE (POLYUREA) (RECESSED) ITEM 866.206 6 INCH REFLECTORIZED WHITE LINE FOOT (POLYUREA) (RECESSED) ITEM 866.212 12 INCH REFLECTORIZED WHITE LINE FOOT (POLYUREA) (RECESSED) ITEM 867.206 6 INCH REFLECTORIZED YELLOW LINE FOOT (POLYUREA) (RECESSED) The work to be done under these items shall conform to the relevant provisions of Section 860 of the Standard Specifications, Supplemental Specifications, Interim Supplemental Specifications, and the following: Refer to Construction and Traffic Standards TR.6.8. Installation of permanent pavement markings must begin within 14 days of the start of the placement of the final pavement course and must be completed within 14 days of the completion of the final pavement course. Work under these items shall consist of the furnishing and installation of white and lead-free yellow polyurea reflectorized pavement markings (including edge lines, center lines, and skip lines) on all new pavement surfaces. As work incidental to these items the Contractor or polyurea Material Supplier shall measure the performance of the pavement markings upon installation, at 6 months, and at 12 months after application. Results of performance measurement shall be submitted to MassDOT Research & Materials, 400 D Street, Boston, MA 02210.


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ITEMS 864.204 through 867.206 (Continued) Materials VERY FAST CURING POLYUREA TRAFFIC PAINT (no-track times < 10 minutes). • Innovative Performance Systems HPS-5, Ph. 800.448.3482 • Epoplex LS-90, Ph. 800.822.6920 • 3M Series 1000 and 1200 LPM, Ph. 800.553.1380 Construction Methods All work shall be done in accordance with the Material Suppliers specifications and the following: 1. The polyurea binder shall be applied at rates to achieve a minimum uniform wet thickness of

25±2 mils. 2. Prior to grinding out the grooves for all recessed lines, the Contractor shall use a chalk

line or other suitable method to layout the proposed pavement markings on the surface course so that MassDOT can inspect the locations. Once MassDOT has inspected and approved the proposed striping layout, the grooves for the proposed pavement markings may be ground out. No pavement grinding shall be done without the prior approval of the Engineer.

3. Items 866.206 and 867.206 for edge lines and skip lines (mainline only) shall be applied into

a 6-3/4 inch ± 1/4 inch wide x 45 mils ± 5 mils deep RECESSED groove. The recessed groove shall be constructed in accordance with the polyurea manufacturer’s recommended procedures. Particular attention shall be paid to the surface texture. The acceptability of the surface texture will be decided by the Engineer and/or Manufacturer’s Technical Representative. A two (2) inch offset from the edge of the recessed groove to the longitudinal surface course pavement joint is desirable.

4. Items 866.212 for crosswalk lines shall be applied into a 12-3/4 inch ± 1/4 inch wide x 45

mils ± 5 mils deep RECESSED groove. The recessed groove shall be constructed in accordance with the polyurea manufacturer’s recommended procedures. Particular attention shall be paid to the surface texture. The acceptability of the surface texture will be decided by the Engineer and/or Manufacturer’s Technical Representative. A two (2) inch offset from the edge of the recessed groove to the longitudinal surface course pavement joint is desirable.

5. Marking Performance: The typical average initial retroreflectance of the markings shall be

600 [(mcd(ft-2)(fc-1] for white and 400 [(mcd(ft-2)(fc-1] for yellow. The initial performance of the pavement markings shall be measured within seven (7) days after application. Measurements shall also be made six (6) and twelve (12) months after application.

The average initial retroreflectance shall be determined according to the measurement and sampling procedures outlined in ASTM D 6359, using a 30 meter retroreflectometer. The 30 meter retroreflectometer shall measure the coefficient of retroreflected luminance, RL, at an observation angle of 1.05 degrees and an entrance angle of 88.76 degrees.


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ITEMS 864.204 through 867.206 (Continued) RL shall be expressed in units of millicandelas per square foot per foot-candle [(mcd(ft-2)(fc-1]. The metric equivalent shall be expressed in units of millicandelas per square yard per lux [mcd(m-2)(lux-1]. Method Of Measurement And Basis Of Payment Measurement and payment will be in accordance with paragraphs 860.80 and 860.81 of the Standard Specifications. Payment for Items 864.204, 866.206, 866.212, and 867.206 shall include all costs associated with recessing the polyurea markings. ITEM 874.4 TRAFFIC SIGN REMOVED AND STACKED EACH General Work under this Item shall conform to the applicable provisions of Section 850 of the Standard Specifications and the following: The work shall consist of removing and stacking existing regulatory, warning and directional signs and supports. Signs and attached hardware shall be carefully removed from their supports. The supports and existing foundations shall be removed to a depth of at least 6 inches below the existing ground and the holes backfilled with gravel. The surface shall be patched with a material to match the existing ground or as required by the Engineer. The signs and supports shall be removed and delivered to the Town DPW. The Contractor shall be responsible for the signs, and shall replace or repair any damage due to his operations with no additional compensation. Signs not required by the Town shall be removed and discarded by the Contractor away from the site. If signs are attached to existing light poles, utility poles or traffic poles, only the sign and attached hardware shall be removed and stacked. Method Of Measurement Item 874.4 Traffic Sign Removed and Stacked will be measured for payment by the each. Basis Of Payment Item 874.4 Traffic Sign Removed and Stacked will be paid for at the Contract unit price per each, which price shall be full compensation for dismantling, loading, transporting and stacking of the signs and supports as designated above, the excavating and disposal of the existing foundation, and the supplying and placing of compacted gravel backfill where foundations and posts are removed, and the patching of the existing surface, including all labor, material and incidentals to complete the work as shown on the Plans and as required by the Engineer.


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ITEM 912.1 DRILLING AND GROUTING DOWELS FOOT The work to be done under this Item shall consist of drilling or coring and grouting holes in the existing granite block abutments and wingwalls for steel reinforcing bars as shown on the plans, or as required by the Engineer. Materials Steel reinforcement bars shall meet the requirements of M8.01.0 and shall be considered incidental to the work under this Item. The grout shall be a non-shrink cementitious grout. The Contractor shall confer with the Research & Materials Division regarding which products are approved for use on Massachusetts Department of Transportation bridge projects. Construction Methods Holes shall be either drilled or cored. Cored dowel holes shall be diamond core drilled. The inner surfaces of the diamond core drilled holes shall be scored to develop sufficient keying action. The method of scoring shall be subject to approval by the Engineer. The hole diameter shall be in accordance with the grout manufacturer’s recommendations and results of field testing. The holes shall be clear of any debris and shall have the approval of the Engineer prior to placement of any grout material. In locations where air drilling is inappropriate due to questionable strength of the existing granite or insufficient edge distance, the dowel holes shall be diamond core drilled. No additional compensation shall be made for the method of drilling/coring used. The drilling/coring operation shall be performed without damage to any existing portion of the structure that is to remain in place. Any damage to any existing portion of the structure that is to remain in place shall be repaired to a condition equal to or better than that existing prior to the beginning of the Contractor's operations and shall be repaired at the Contractor's expense. The Contractor shall strictly follow the recommendations of the manufacturer for mixing and placing the grout material prior to the placement of the dowels. Any excessive grout around the hole after placement of the dowel shall be struck off smooth while the grout is still fresh. The grout, hole diameter, and embedment depth shall conform to the manufacturer’s recommendations and be submitted to the Engineer for approval. These criteria shall also be field tested, as specified below, prior to approval for use on this project. TESTING Two test dowel bars of each dowel size and orientation (i.e. vertical, horizontal, etc.) shall be installed in the existing granite block abutment and existing concrete wingwall or approach wall and tested by the Contractor for pullout. The pullout force shall correspond to 90% of the yield strength of the bar. If any of the tested bars pull out or if the surrounding granite block show signs of cracking, the Contractor must adjust the hole diameter, embedment length, edge distance, and/or grouting material to meet this test requirement. All holes or cracks caused by testing shall be repaired by the Contractor as required by Engineer.


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ITEM 912.1 (Continued) All testing of the drilled/cored and grouted dowels shall be performed by the Contractor and is incidental to the work under this Item. The method of applying the tension test load to the dowels shall conform to ASTM E488. The details of the testing equipment used and the locations and details of the test dowels shall be submitted to the Engineer for approval. The Contractor shall perform this test as soon as possible in order to eliminate delays in construction due to the approval process. Method Of Measurement And Basis Of Payment Item 912.1 will be measured for payment per foot of drilled/cored and grouted hole, complete in place with the dowel, and accepted by the Engineer. Item 912.1 will be paid at the contract unit price per foot of drilled/cored and grouted hole, which price shall include full compensation for all labor, materials, tools, equipment, and other incidentals necessary to perform the work described above. The Contractor shall have no claim for any variations in the diameter of the hole, the method of drilling/coring the hole, the size of the dowel, or the type of grout used in anchoring the proposed dowels. ITEM 956. GROUTED TIEBACK EACH Work under this Item shall include all labor, materials, tools, supervision, transportation, installation equipment, work platforms, and incidentals necessary to complete the work specified herein and shown on the Contract Plans. The work shall include but not be limited to mobilization, surveying, drilling, inserting, grouting, stressing, load testing, and lock-off of ground anchors at the appropriate locations. Unless otherwise directed, the Contractor shall select the drilling method, grouting method, grouting pressures, and, subject to the minimum values in the contract documents, determine the bond length, and free-stressing (unbonded) length. The Contractor shall be responsible for installing ground anchors that will develop the load-carrying capacity indicated on the Contract Plans in accordance with the testing subsection of this Specification. It is anticipated that the tiebacks will be installed from above. The anchor shall be protected from corrosion as shown on the Contract Plans and in accordance with the requirements of this Specification. CONTRACTOR QUALIFICATIONS The Contractor performing the work described in this Specification shall have a minimum of three (3) years of related experience installing permanent ground anchors. The Contractor shall assign an Professional Engineer licensed in the Commonwealth of Massachusetts to supervise the work with at least five (5) years of experience in the design and construction of permanent anchored structures. The Contractor may not use consultants or manufacturer's representatives in order to meet the requirements of this section.


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ITEM 956. (Continued) Drill operators and on-site supervisors shall have a minimum of two (2) years experience installing permanent ground anchors with the Contractor's organization. SUBMITTALS The Contractor shall submit a list containing at least five (5) projects completed within the last two (2) years. For each project, the Contractor shall include with this submittal, at a minimum: (1) name of client contact, address, and telephone number; (2) location of project; (3) contract value; and (4) scheduled completion date and actual completion date for the project. Resumes of the Contractor’s staff shall be submitted to the Engineer for review. Only those individuals designated as meeting the qualification requirements shall be used for the project. The Contractor cannot substitute for any of these individuals without written approval of the Engineer. The Engineer shall approve or reject the Contractor's qualifications and staff within fifteen (15) working days after receipt of the submission. Work shall not be started on any anchored wall system nor materials ordered until the Contractor's qualifications have been approved by the Engineer. The Engineer may suspend the work if the Contractor substitutes unqualified personnel for approved personnel during construction. If work is suspended due to the substitution of unqualified 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. The Contractor shall prepare and submit to the Engineer for review and approval working drawings and a design submission describing the ground anchor system or systems intended for use. All design plans and calculations shall be stamped and signed by the Professional Engineer supervising the work described under “Contractor Qualifications”. The working drawings and design submission shall be submitted thirty (30) working days prior to the commencement of the ground anchor work. The working drawings and design submission shall include the following:

1. A ground anchor schedule giving: a. Ground anchor number; b. Ground anchor design load; c. Type and size of tendon; d. Minimum total anchor length; e. Minimum bond length; f. Minimum tendon bond length; and g. Minimum unbonded length.

2. A drawing of the ground anchor tendon and the corrosion protection system including

details for the following: a. Spacers and their location; b. Centralizers and their location; c. Unbonded length corrosion protection system; d. Bond length corrosion protection system; e. Anchorage and trumpet; and f. Anchorage corrosion protection system.


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ITEM 956. (Continued)

3. Certificates of Compliance for the following materials, if used. The certificate shall state that the material or assemblies to be provided will fully comply with the requirements of the contract. a. Prestressing steel, strand or bar; b. Portland cement; c. Prestressing hardware; d. Bearing plates; e. Distribution beams; and f. Corrosion protection system.

The Engineer shall approve or reject the Contractor's working drawings and design submission within thirty (30) working days after receipt of the submission. Approval of the design submittal does not relieve the Contractor of his responsibility for the successful completion of the work. The Contractor shall submit to the Engineer for review and approval or rejection mill test reports for the prestressing steel, bearing plate steel, and distribution beam steel. The Engineer may require the Contractor to provide samples of any ground anchor material intended for use on the project. The Engineer shall approve or reject the prestressing steel, bearing plate steel, and distribution beam steel within five (5) working days after receipt of the test reports. The prestressing steel, bearing plates, or distribution beams shall not be incorporated in the work without the Engineer's approval. The Contractor shall submit to the Engineer for review and approval or rejection the calibration data for each test jack, load cell, primary pressure gauge and reference pressure gauge to be used. The Engineer shall approve or reject the calibration data within five (5) working days after receipt of the data. Testing cannot commence until the Engineer has approved the jack, load cell, primary pressure gauge and reference pressure gauge calibrations. The Contractor shall submit to the Engineer within twenty (20) calendar days after completion of the ground anchor work a report containing:

1. Prestressing steel manufacturer's mill test reports for the tendons incorporated in the installation;

2. Grouting records indicating the cement type, quantity injected and the grout pressures;

3. Ground anchor test results and graphs; and

4. As-built drawings showing the location and orientation of each ground anchor, anchor

capacity, tendon type, total anchor length, bond length, unbonded length, tendon bond length as installed, and locations of any instrumentation installed.


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ITEM 956. (Continued) EXISTING CONDITIONS MassDOT does not guarantee or represent that the bridge materials will actually coincide with any descriptions contained herein or represented on the plans. The Contractor shall be satisfied, by the Contractor’s own investigation and research, regarding all conditions and materials affecting the work to be done. No additional compensation, other than the unit price bid for this Item, will be made if the materials or work prove to be different than that inferred or described herein, or shown on the plans. It is the Contractor’s responsibility to verify the location all of underground utilities before starting the work. The Contractor shall survey the condition of adjoining properties and make records and photographs of any evidence of settlement or cracking of any adjacent structures. The Contractor’s report of this survey shall be delivered to MassDOT before work begins. MATERIALS

GENERAL The Contractor shall not deliver materials to the site until the Engineer has approved the submittals previously outlined in this Specification. The designated storage location or locations shall be protected by the Contractor from theft, vandalism, passage of vehicles, and other potential sources of damage to materials delivered to the site. The Contractor shall protect the materials from the elements by appropriate means. Prestressing steel strands and bars shall be stored and handled in accordance with the manufacturer’s recommendations and in such a manner that no damage to the component parts occurs. All steel components shall be protected from the elements at all times. Cement and additives for grout shall be stored under cover and protected against moisture. ADMIXTURES Admixtures which control bleed, improve flowability, reduce water content, and retard set may be used in the grout subject to the approval of the Engineer. Admixtures, if used, shall be compatible with the prestressing steels and mixed in accordance with the manufacturer's recommendations. Expansive admixtures may only be added to the grout used for filling sealed encapsulations, trumpets, and anchorage covers. Expansive admixtures shall not be permitted in the bond length grout. Accelerators shall not be permitted.


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ITEM 956. (Continued) ANCHORAGE DEVICES Stressing anchorages shall be a combination of a steel bearing plate with a threaded anchor nut. Anchorage devices shall be capable of developing 95 percent of the specified minimum ultimate tensile strength (SMTS) of the prestressing steel. The anchorage devices shall conform to the static strength requirements of this specificaiton. The bearing plate shall be fabricated from steel conforming to AASHTO M 183 or M 270 Grade 36 specifications, or equivalent. Galvanizing shall be in accordance with AASHTO M 111. Anchorage covers shall be fabricated from steel or plastic with a minimum thickness of 3/32”. The joint between the cover and the bearing plate shall be watertight. DISTRIBUTION BEAM The distribution beam shall be fabricated from steel conforming to AASHTO M 270 Grade 36. Galvanizing shall be in accordance with AASHTO M 111. BONDBREAKER The bondbreaker shall be fabricated from a smooth plastic tube or pipe having the following properties: (1) resistant to chemical attack from aggressive environments, grout, or corrosion inhibiting compound; (2) resistant to aging by ultra-violet light; (3) fabricated from material nondetrimental to the tendon; (4) capable of withstanding abrasion, impact, and bending during handling and installation; (5) enable the tendon to elongate during testing and stressing; and (6) allow the tendon to remain unbonded after lock-off. CEMENT GROUT Type I, II, III, or V Portland cement conforming to AASHTO M 85 shall be used for grout. The grout shall be a pumpable neat mixture of cement and water and shall be stable (bleed less than 2 percent), fluid, and provide a minimum 28-day compressive strength of at least 5,000 psi measured in accordance with ASTM C 109 at time of stressing. Grout used between the existing granite blocks and the proposed distribution beam shall be of the non-shrink type and be on the MassDOT approved product list. CENTRALIZERS Centralizers shall be fabricated from plastic, steel or material which is nondetrimental to the prestressing steel. Wood shall not be used. The centralizer shall be able to support the tendon in the drill hole and position the tendon so a minimum of 1/2” of grout cover is provided and shall permit grout to freely flow around the tendon and up the drill hole. Centralizers are not required on pressure injected anchors installed in coarse grained soils when the grouting pressure exceeds 150 psi.


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CORROSION INHIBITING COMPOUND

The corrosion inhibiting compound placed in either the free length or the trumpet area shall be an organic compound (i.e., grease or wax) with appropriate polar moisture displacing, corrosion inhibiting additives and self-healing properties. The compound shall permanently stay viscous and be chemically stable and nonreactive with the prestressing steel, the sheathing material, and the anchor grout.

GROUT TUBES

Grout tubes shall have an adequate inside diameter to enable the grout to be pumped to the bottom of the drill hole. Grout tubes shall be strong enough to withstand a minimum grouting pressure of 150 psi. Postgrout tubes shall be strong enough to withstand postgrouting pressures

PRESTRESSING STEEL

Ground anchor tendons shall be fabricated from single steel bar conforming to AASHTO M 275, Grade 150.

Centralizers shall be provided at maximum intervals of 10 ft with the deepest centralizer located 1 ft from the end of the anchor and the upper centralizer for the bond zone located no more than 5 ft from the top of the tendon bond length.

PRESTRESSING STEEL COUPLERS

Prestressing steel bar couplers shall be capable of developing 100 percent of the minimum specified ultimate tensile strength of the prestressing steel bar.

SHEATH

A sheath shall be used as part of the corrosion protection system for the unbonded length portion of the tendon. The sheath shall be fabricated from one of the following:

1. A polyethylene tube pulled or pushed over the prestressing steel. The polyethylene

shall be Type II, III or IV as defined by ASTM D 1248 (or approved equal). The tubing shall have a minimum wall thickness of 1/16”.

2. A hot-melt extruded polypropylene tube. The polypropylene shall be cell classification B55542-11 as defined by ASTM D 4101 (or approved equal). The tubing shall have a minimum wall thickness of 1/16”.

3. A hot-melt extruded polyethylene tube. The polyethylene shall be high density Type III as defined by ASTM D1248 (or approved equal). The tubing shall have a minimum wall thickness of 1/16”.

4. Steel tubing conforming to ASTM A 500. The tubing shall have a minimum wall thickness of 3/16”.

5. Steel pipe conforming to ASTM A 53. The pipe shall have a minimum wall thickness of 3/16”.


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6. Plastic pipe or tube of PVC conforming to ASTM D 1784 Class 13464-B. The pipe or tube shall be Schedule 40 at a minimum.

7. A corrugated tube conforming to the requirement of the tendon bond length encapsulation.

TENDON BOND LENGTH ENCAPSULATIONS

When the Contract Drawings require the tendon bond length to be encapsulated to provide additional corrosion protection, the encapsulation shall be fabricated from one of the following:

1. High density corrugated polyethylene tubing conforming to the requirements of

AASHTO M 252 and having a minimum wall thickness of 1/16” except pregrouted tendons which may have a minimum wall thickness of 1/32”.

2. Deformed steel tubing or pipes conforming to ASTM A 52 or A 500 with a minimum wall thickness of 3/16”.

3. Corrugated, polyvinyl chloride tubes manufactured from rigid PVC compounds conforming to ASTM D 1784, Class 13464-B.

4. Fusion-bonded epoxy conforming to the requirements of AASHTO M 284.

WATER

Water for mixing grout shall be potable, clean, and free of injurious quantities of substances known to be harmful to Portland cement or prestressing steel.

DESIGN CRITERIA The tendon shall be sized so the design load does not exceed 60 percent of the specified minimum tensile strength (SMTS) of the prestressing steel. The lock-off load for the tendon shall be chosen based on anticipated time or activity dependent load changes, but shall not exceed 70 percent of the SMTS of the prestressing steel. The prestressing steel shall be sized so the maximum test load does not exceed 80 percent of the SMTS of the prestressing steel. The design of the tiebacks shall be in accordance with the AASHTO LRFD Bridge Design Design Specifications, 7th Edition. The Contractor shall be responsible for determining the bond length necessary to develop the design load indicated on the Contract Drawings. The minimum bond length shall be 10 ft for bar tendons in rock, 15 ft for bar tendons in soil, or as specified in the Contract Plans. The free stressing length (unbonded length) for rock and soil anchors shall not be less than 15 ft and shall extend at least 5 ft or 20 percent of the height of the wall, whichever is greater, behind the critical failure surface, or as Specified in the Contract Plans. The critical failure surface extends from the heel of the wall at an angle of 45 degrees + ϕ’/2 up from horizontal (i.e. the active wedge). Any additional soil investigation desired shall be at the expense of the Contractor.


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ITEM 956. (Continued) CORROSION PROTECTION

PROTECTION REQUIREMENTS

A Class I corrosion protection system, encapsulated tendons or double corrosion protection, shall be designed and constructed to provide reliable ground anchors for permanent structures.

ANCHORAGE PROTECTION

All stressing anchorages permanently exposed to the atmosphere shall be grout-filled cover, except, for restressable anchorages, a corrosion inhibiting compound must be used. Stressing anchorages encased in concrete at least 2” thick do not require a cover.

The trumpet shall be sealed to the bearing plate and shall overlap the unbonded length corrosion protection by at least 4”. The trumpet shall be long enough to accommodate movements of the structure and the tendon during testing and stressing.

The trumpet shall be completely filled with grout, except restressable anchorages must use corrosion inhibiting compounds. Compounds may be placed any time during construction. Compound-filled trumpets shall have a permanent seal between the trumpet and the unbonded length corrosion protection. Grout must be placed after the ground anchor has been tested and stressed to the lock-off load. Trumpets filled with grout shall have either a temporary seal between the trumpet and the unbonded length corrosion protection or the trumpet shall fit tightly over the unbonded length corrosion protection for a minimum of 4”.

UNBONDED LENGTH PROTECTION

Corrosion protection of the unbonded length shall be provided by a combination of sheaths, sheath filled with a corrosion inhibiting compound or grout, or a heat shrinkable tube internally coated with a mastic compound, depending on the tendon class. The corrosion inhibiting compound shall completely coat the tendon elements and fill the void between them and the sheath. Provisions shall be made to retain the compound within the sheath.

The corrosion protective sheath surrounding the unbonded length of the tendon shall be long enough to extend into the trumpet, but shall not come into contact with the stressing anchorage during testing. Any excessive protection length shall be trimmed off.

UNBONDED LENGTH/BOND LENGTH TRANSITION

The transition between the corrosion protection for the bonded and unbonded lengths shall be designed and fabricated to ensure continuous protection from corrosive attack.


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TENDON BOND LENGTH PROTECTION FOR ENCAPSULATED TENDONS (CLASS I)

A grout-filled, corrugated plastic encapsulation or a grout-filled, deformed steel tube shall be used. The prestressing steel can be grouted inside the encapsulation prior to inserting the tendon into the drill hole or after the tendon has been placed.

Centralizers or grouting techniques shall ensure a minimum of 1/2” of grout cover over the encapsulation.

EPOXY (CLASS I)

Fusion-bonded epoxy may be used to provide a layer of protection for the steel tendon in addition to the cement grout.

COUPLER PROTECTION

On encapsulated bar tendons (Class I), the coupler and any adjacent exposed bar sections shall be covered with a corrosion-proof compound or wax-impregnated cloth tape. The coupler area shall be covered by a smooth plastic tube, overlapping the adjacent sheathed tendon by at least 1”. The two joints shall be sealed each by a coated heat shrink sleeve of at least 6” long, or approved equal. The corrosion-proof compound shall completely fill the space inside the cover tube.

CONSTRUCTION

TENDON STORAGE AND HANDLING

Tendons shall be handled and stored in such a manner as to avoid damage or corrosion. Damage to the prestressing steel, the corrosion protection, and/or the epoxy coating as a result of abrasions, cuts, nicks, welds and weld splatter will be cause for rejection by the Engineer. The prestressing steel shall be protected if welding is to be performed in the vicinity. Grounding of welding leads to the prestressing steel is forbidden. Prestressing steel shall be protected from dirt, rust, or deleterious substances. A light coating of rust on the steel is acceptable. If heavy corrosion or pitting is noted, the Engineer shall reject the affected tendons.

Banding for fabricated tendons shall be padded to avoid damage to the tendon corrosion protection. Upon delivery, the fabricated anchors or the prestressing steel for fabrication of the tendons on site and all hardware shall be stored and handled in such a manner to avoid mechanical damage, corrosion, and contamination with dirt or deleterious substances.

Prestressing steel shall not be exposed to excessive heat (i.e., more than 450°F).


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ANCHOR FABRICATION

Anchors shall be either shop or field fabricated from materials conforming to the Contract Plans and these Specifications.

Prestressing steel shall be cut with an abrasive saw or band saw.

All of the tendon bond length must be free of dirt, manufacturers' lubricants, corrosion-inhibitive coatings, or other deleterious substances that may significantly affect the grout-to-tendon bond or the service life of the tendon.

DRILLING

Drilling methods shall be left to the discretion of the Contractor, whenever possible. The Contractor shall be responsible for using a drilling method to establish a stable hole of adequate dimensions, within the tolerances specified. Drilling methods may involve, amongst others, rotary, percussion, rotary/percussive or auger drilling; or percussive or vibratory driven casing.

Holes for anchors shall be drilled at the locations and to the length, inclination, and diameter shown on the Contract Plans. The drill bit or casing crown shall not be more than 1/8” smaller than the specified hole diameter. At the ground surface the drill hole shall be located within 12” of the location shown on the Contract Plans. The drill hole shall be located so the longitudinal axis of the drill hole and the longitudinal axis of the tendon are parallel. In particular, the ground anchor hole shall not be drilled in a location that requires the tendon to be bent in order to enable the bearing plate to be connected to the supported structure. At the point of entry the ground anchor shall be installed within plus/minus three (3) degrees of the angle shown on the Contract Plans. The ground anchors shall not extend beyond the right-of-way or easement limits shown on the Contract Plans.

TENDON INSERTION Tendons shall be placed in accordance with the Contract Plans and details and the recommendations of the tendon manufacturer or specialist anchor Contractor. The tendon shall be inserted into the drill hole to the desired depth without difficulty. When the tendon cannot be completely inserted, the Contractor shall remove the tendon from the drill hole and clean or redrill the hole to permit insertion. Partially inserted tendons shall not be driven or forced into the hole. Each anchor tendon shall be inspected by field personnel during installation into the drill hole or casing. Damage to the corrosion protection system shall be repaired, or the tendon replaced if not repairable. Loose spacers or centralizers shall be reconnected to prevent shifting during insertion. Damaged fusion-bonded epoxy coatings shall be repaired in accordance with the manufacturer's recommendations. If the patch is not allowed to cure prior to inserting the tendon in the drill hole, the patched area shall be protected by tape or other suitable means.


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GROUTING

The Contractor shall use a neat cement grout or a sand-cement grout. The cement shall not contain lumps or other indications of hydration. Admixtures, if used, shall be mixed in accordance with the manufacturer's recommendations.

The grouting equipment shall produce a grout free of lumps and undispersed cement. A positive displacement grout pump shall be used. The pump shall be equipped with a pressure gauge to monitor grout pressures. The pressure gauge shall be capable of measuring pressures of at least 150 psi or twice the actual grout pressures used by the Contractor, whichever is greater. The grouting equipment shall be sized to enable the grout to be pumped in one continuous operation. The mixer should be capable of continuously agitating the grout.

The grout shall be injected from the lowest point of the drill hole. The grout may be pumped through grout tubes, casing, hollow-stem-augers, or drill rods. The grout can be placed before or after insertion of the tendon. The quantity of the grout and the grout pressures shall be recorded. The grout pressures and grout takes shall be controlled to prevent excessive heave or fracturing.

After the tendon is installed, the drill hole may be filled in one continuous grouting operation except that pressure grouting shall not be used in the free length zone. The grout at the top of the drill hole shall not contact the back of the structure or the bottom of the trumpet.

If the ground anchor is installed in a fine-grained soil using drill holes larger than 6” in diameter, then the grout above the top of the bond length shall be placed after the ground anchor has been tested and stressed. The Engineer will allow the Contractor to grout the entire drill hole at the same time if the Contractor can demonstrate that his particular ground anchor system does not derive a significant portion of its load-carrying capacity from the soil above the bond length portion of the ground anchor.

If grout protected tendons are used for ground anchors anchored in rock, then pressure grouting techniques shall be utilized. Pressure grouting requires that the drill hole be sealed and that the grout be injected until a minimum 50 psi grout pressure (measured at the top of the drill hole) can be maintained on the grout for at least five (5) minutes.

The grout tube may remain in the hole on completion of grouting if the tube is filled with grout.

After grouting, the tendon shall not be loaded for a minimum of three (3) days.

ANCHORAGE INSTALLATION

The anchor bearing plate and the anchor head or nut shall be installed perpendicular to the tendon, within plus/minus three (3) degrees and centered on the bearing plate, without bending or kinking of the prestressing steel elements. Wedge holes and wedges shall be free of rust, grout, and dirt.


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The stressing tail shall be cleaned and protected from damage until final testing and lock-off. After the anchor has been accepted by the Engineer, the stress tail shall be cut to its final length according to the tendon manufacturer's recommendations or as shown on the Contract Plans. The stressing tall shall have enough final length to install a coupler for future testing or load verification.

The corrosion protection surrounding the unbonded length of the tendon shall extend up beyond the bottom seal of the trumpet or 4” into the trumpet if no trumpet seal is provided. If the protection does not extend beyond the seal or sufficiently far enough into the trumpet, the Contractor shall extend the corrosion protection or lengthen the trumpet.

The corrosion protection surrounding the unbonded length of the tendon shall not contact the bearing plate or the anchor head during testing and stressing. If the protection is too long, the Contractor shall trim the corrosion protection to prevent contact.

STRESSING, LOAD TESTING, AND ACCEPTANCE

GENERAL

Each ground anchor shall be tested. No load greater than ten (10) percent of the design load can be applied to the ground anchor prior to testing. The maximum test load shall be no less than 1.33 times the design load and shall not exceed 80 percent of the specified minimum ultimate tensile strength (SMTS) of the prestressing steel of the tendon. The test load shall be simultaneously applied to the entire tendon. Stressing of single elements of multi-element tendons shall not be permitted.

STRESSING EQUIPMENT

The testing equipment shall consist of:

1. A dial gauge or vernier scale capable of measuring to the nearest 0.01” shall be used

to measure the ground anchor movement. The movement-measuring device shall have a minimum travel equal to the theoretical elastic elongation of the total anchor length at the maximum test load and it shall have adequate travel so the ground anchor movement can be measured without resetting the device at an interim point.

2. A hydraulic jack and pump shall be used to apply the test load. The jack and a

calibrated primary pressure gauge shall be used to measure the applied load. The jack and primary pressure gauge shall be calibrated by an independent firm as a unit. The calibration shall have been performed within forty-five (45) working days of the date when the calibration submittals are provided to the Engineer. Testing cannot commence until the Engineer has approved the calibration. The primary pressure gauge shall be graduated in 100 psi increments or less. The ram travel shall be at least 6” and preferably not be less than the theoretical elongation of the tendon at the maximum test load. If elongations greater than 6” are required, restroking can be allowed.


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3. A calibrated reference pressure gauge shall also be kept at the site to periodically check the production (i.e., primary pressure) gauge. The reference gauge shall be calibrated with the test jack and primary pressure gauge. The reference pressure gauge shall be stored indoors and not subjected to rough treatment.

4. The Contractor shall provide an electrical resistance load cell and readout to be used

when performing an extended creep test.

5. The stressing equipment shall be placed over the ground anchor tendon in such a manner that the jack, bearing plates, load cells and stressing anchorage are axially aligned with the tendon and the tendon is centered within the equipment.

The stressing equipment, the sequence of stressing and the procedure to be used for each stressing operation shall be determined at the planning stage of the project. The equipment shall be used strictly in accordance with the manufacturer's operating instructions.

Stressing equipment shall preferably be capable of stressing the whole tendon in one stroke to the specified Test Load and the equipment shall be capable of stressing the tendon to the maximum specified Test Load within 75 percent of the rated capacity. The pump shall be capable of applying each load increment in less than 60 seconds.

The equipment shall permit the tendon to be stressed in increments so that the load in the tendon can be raised or lowered in accordance with the test specifications, and allow the anchor to be lift-off tested to confirm the lock-off load.

Stressing equipment shall be recently calibrated within an accuracy of plus or minus two (2) percent prior to use. The calibration certificate and graph shall be available on site at all times. The calibration shall be traceable to the National Institute of Standards and Technology (NIST).

LOAD TESTING SETUP

Dial gauges shall bear on the pulling head of the jack and their stems shall be coaxial with the tendon direction. The gauges shall be supported on an independent, fixed frame, such as a tripod, which will not move as a result of stressing or other construction activities during the operation.

Prior to setting the dial gauges, the Alignment Load (AL) shall be accurately placed on the tendon. The magnitude of AL depends on the type and length of the tendon.

Regripping of strands, which would cause overlapping wedge bites, or wedge bites on the tendon below the anchor head, shall be avoided.

Stressing shall not begin before the grout has reached adequate strength.


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PERFORMANCE TESTS

Five (5) percent or a minimum of two (2), whichever is greater, of each type of ground anchor or type of anchorage stratta shall be performance tested in accordance with the procedures described below. The Engineer shall select the ground anchors to be performance tested. The remaining ground anchors shall be tested in accordance with the proof test procedures.

The performance test shall be made by incrementally loading and unloading the ground anchor in accordance with the schedule provided. The load shall be raised from one increment to another immediately after recording the ground anchor movement. The ground anchor movement shall be measured and recorded to the nearest 0.001” with respect to an independent fixed reference point at the alignment load and at each increment of load. The load shall be monitored with the primary pressure gauge. The reference pressure gauge shall be placed in series with the primary pressure gauge during each performance test. If the load determined by the reference pressure gauge and the load determined by the primary pressure gauge differ by more than ten (10) percent, the jack, primary pressure gauge and reference pressure gauge shall be recalibrated at no expense to the Owner. At load increments other than the maximum test load, the load shall be held just long enough to obtain the movement reading.

The maximum test load in a performance test shall be held for ten (10) minutes. A load cell shall be used to monitor small changes in load during constant load-hold periods.

The jack shall be adjusted as necessary in order to maintain a constant load. The load-hold period shall start as soon as the maximum test load is applied and the ground anchor movement, with respect to a fixed reference, shall be measured and recorded at 1 minute, 2, 3, 4, 5, 6 and 10 minutes. If the ground anchor movement between one (1) minute and ten (10) minutes exceeds 0.04”, the maximum test load shall be held for an additional 50 minutes. If the load hold is extended, the ground anchor movement shall be recorded at 15 minutes, 20, 30, 40, 50 and 60 minutes.


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STEPS FOR THE PERFORMANCE TEST

The Design Load (DL) for the performance test equals the Factored Design Load provided on the plans divided by the AASHTO load factor for earth pressure of 1.35.


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PROOF TESTS

The proof test shall be performed by incrementally loading the ground anchor in accordance with the following schedule. The load shall be raised from one increment to another immediately after recording the ground anchor movement. The ground anchor movement shall be measured and recorded to the nearest 0.001” with respect to an independent fixed reference point at the alignment load and at each increment of load. The load shall be monitored with the primary pressure gauge. At load increments other than the maximum test load, the load shall be held just long enough to obtain the movement reading.

PROOF TEST SCHEDULE

Step Load

1 AL 2 0.25DL 3 0.50DL 4 0.75DL 5 1.00DL 6 1.20DL 7 1.33DL 8 Reduce to lock-off load 9 AL (optional)

10 Adjust to lock-off load

The Design Load (DL) for the proof test equals the Factored Design Load provided on the plans divided by the AASHTO load factor for earth pressure of 1.35.

The maximum test load in a proof test shall be held for ten (10) minutes. The jack shall be adjusted as necessary in order to maintain a constant load. The load-hold period shall start as soon as the maximum test load is applied and the ground anchor movement with respect to a fixed reference shall be measured and recorded at 1 minute, 2, 3, 4, 5, 6 and 10 minutes. If the ground anchor movement between one (1) minute and ten (10) minutes exceeds 0.04”, the maximum test load shall be held for an additional 50 minutes. If the load hold is extended, the ground anchor movements shall be recorded at 15 minutes, 20, 30, 40, 50 and 60 minutes.

GROUND ANCHOR ACCEPTANCE CRITERIA

A performance-tested or proof-tested ground anchor with a 10 minute load hold shall be acceptable if the: (1) ground anchor resists the maximum test load with less than 0.04” of movement between 1 minute and 10 minutes; and (2) total elastic movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length.


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A performance-tested or proof-tested ground anchor with a 60 minute load hold shall be acceptable if the: (1) ground anchor resists the maximum test load with a creep rate that does not exceed 0.08” in the last log cycle of time; and (2) total elastic movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length.

Re-testing of the tieback anchor shall not be allowed.

The initial lift-off reading shall be within plus or minus ten (10) percent of the designed lock-off Load. If this criterion is not met, then the tendon load shall be adjusted accordingly and the initial lift-off reading repeated.

PROCEDURES FOR ANCHORS FAILING ACCEPTANCE CRITERIA

Anchors that do not satisfy the minimum apparent free length criteria shall be either rejected and replaced at no additional cost to the Owner or locked off at not more than 50 percent of the maximum acceptable load attained. In this event, no further acceptance criteria are applied.

In the event that an anchor fails, the Contractor shall modify the design and/or construction procedures. These modifications may include, but are not limited to, installing additional anchors, modifying the installation methods, reducing the anchor design load by increasing the number of anchors, increasing the anchor length, or changing the anchor type. Any modification of design or construction procedures shall be at no change in the contract price. A description of any proposed modifications must be submitted to the Engineer in writing. Proposed modifications shall not be implemented until the Contractor receives written approval from the Engineer.

ANCHOR LOCK-OFF

After testing has been completed, the load in the tendon shall be such that the specified lock-off load has been applied to the anchor tendon.

The magnitude of the lock-off load shall be specified by the Engineer, and shall not exceed 70% of the ultimate tensile load.

ANCHOR LIFT-OFF TEST

After transferring the load to the anchorage, and prior to removing the jack, a lift-off test shall be conducted to confirm the magnitude of the load in the anchor tendon. The lift-off test reading shall be recorded. This load is determined by reapplying load to the tendon to lift off the anchor nut without turning the anchor nut. This moment represents zero time for any long time monitoring.

The lift-off reading shall be within plus or minus ten (10) percent of the designed lock-off Load. If this criterion is not met, then the tendon load shall be adjusted accordingly and the initial lift-off reading repeated.


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ITEM 956. (Continued) Method Of Measurement And Basis Of Payment Item 956. will be measured for payment by the unit “Each” of Grouted Tieback, complete in place, and accepted by the Engineer. Item 956. will be paid at the contract unit price per each Grouted Tieback installed and accepted by the Engineer, which price shall include full compensation for all labor, materials, tools, equipment, and other incidentals necessary to perform the work described above. The Contractor shall have no claim for any variations in the diameter of the hole, the method of coring the hole, or the amount or type of grout used in anchoring tiebacks. ITEM 989.3 GROUT UNDERPINNING FOOT The work under this Item shall conform to the applicable provisions of Section 901 of the Standard Specifications and the following: The work done under this Item consists of removing existing deteriorated cementicious material between the top of the ledge and the bottom of the granite block abutment/wingwalls and replacing it with concrete and dry-pack grout. The existing deteriorated cementicious material shall be removed in sections that do not undermine more than one half of a granite block width as measured along the face of the abutment/wingwall. Deteriorated material shall be categorized as loose, crumbling, or fractured and shall be removed to a maximum depth of 12” from the face of the granite block. The removal of material shall be performed with a pneumatic or power driven chipping hammer not weighing in excess of fifteen (15) pounds or other means approved by the Engineer. The Engineer may reject the use on any methods or equipment that causes undue vibrations or possible damage to the adjacent granite blocks or grout to remain. The Contractor shall take care not to damage any portion of the existing structure to remain. Any damage caused by the Contractors operations shall be repaired as directed by the Engineer at the Contractor’s expense. The grout used to replace the material under the granite blocks shall be a non-shrink cementicious grout found on the MassDOT approved materials list with a minimum 28-day compressive strength of 4,000 psi. The grout shall be dry-packed into place with a hammer and a ram with a square cut end to evenly compact the grout. A dry-pack consistency is achieved when the mixed grout can be squeezed into a ball by hand without crumbling. Only enough water to moisten the hands should come to the surface. The Contractor shall remove and replace the deteriorated cementicious material in alternating stages so that no more than half of each granite block is undermined at any time. Each stage shall allow enough time for adjacent dry-pack grout sections to cure and reach a minimum compressive strength of 2,000 psi.


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ITEM 989.3 (Continued) The grout shall dry-packed into 2 inch cubes for compressive strength testing in accordance with AASHTO T 106 (ASTM C 109). One set of three cubes shall be tested for each day of site operations. The samples shall be cured in site conditions. Samples and testing shall be performed by the Contractor with the results provided to the Engineer within 24 hours of testing. The costs associated with sampling and testing are considered incidental to this item. Wher the height of the excavated cementicious material creates a void that is too large for dry-pack grout alone, concrete may be places at the bottom of the void may be filled with cement concrete to a limit of no less than 2 inches from the bottom of the granite blocks. After the concrete has reached a minimum compressive strength of 2,000 psi, dry-pack grout shall be placed in the void between the concrete and granite as described above. The cement concrete used to replace material under the granite blocks shall have a minimum 28-day compressive strength of 4,000 psi. The concrete and grout shall be placed in the dry. The costs associated with sandbags, pumping, or other water diversion methods necessary to achieve dry placement conditions are considered incidental to this item. Method Of Measurement And Basis Of Payment Item 989.3 will be measured for payment by the foot of grout underpinning along the face of the granite block abutment/wingwall, complete in place and accepted by the Engineer. Item 989.3 will be paid at the contract unit price per foot of grout underpinning, which price shall include full compensation for all labor, materials, tools, equipment, testing, dewatering and other incidentals necessary to perform the work described above. ITEM 993.4 TEMPORARY BRIDGE SUPPORT LUMP SUM Work under this Item shall conform to the relevant provisions of Section 960 and the following: The work done under this Item consists of designing, furnishing, installing, and removing a temporary bridge support along with installing and removing temporary foundations as shown on the Contract Plans. The temporary bridge support is required to support a portion of the existing bridge to maintain a pedestrian walkway over the railroad during demolition and construction as shown on the Contract Plans. All components of the temporary bridge support shown on the Contract Plans shall be furnished, delivered, and subsequently removed from the site by the Contractor. After removal, the temporary bridge support shall remain the property of the Contractor.


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ITEM 993.4 (Continued) Drilling through the existing deck and/or steel for the installation of the threaded rod shall be considered incidental to this item. All work/modifications to the existing structure necessary for the attachment of the temporary bridge support not specifically covered under this Item shall be included in Item 114.1, Demolition of Superstructure of Bridge No. N-03-003. Materials Structural steel shall meet the requirements of AASHTO M 270, Grade 50. Welding shall conform to the requirements of the MassDOT Standard Specifications and the AASHTO/AWS Bridge Welding Code (AASHTO/AWS D1.5). Connection bolts shall meet the requirements of AASHTO M 164. Anchor bolts and threaded rod shall meet the requirements of ASTM A 449 or ASTM F 1554, Grade 105. Concrete shall have a minimum compressive strength of 4,000 psi and conform to the requirements of the MassDOT Standard Specifications. Steel reinforcing bars shall meet the requirements of M8.01.0. Wood shall be pressure treated, solid, straight, and free from major flaws such as large knots or splits. Plywood shall be pressure treated and of exterior grade. Oriented strand board (OSB) shall not be used. Fasteners for wood shall be galvanized. Non-slip paint for the walking surface shall be suitable for exterior use on wood surfaces. DESIGN The Contractor shall provide a design for the temporary bridge support and components thereof, and submit for review and approval to the Engineer and Railroad, all details and calculations for the design. All details and calculations submitted shall bear the seal of a Professional Engineer registered in the Commonwealth of Massachusetts and be designed in accordance with the Contract Plans, the MassDOT LRFD Bridge Manual, and AASHTO LRFD Bridge Design Specifications. SUBMITTALS The Contractor shall submit shop drawings of all components of the temporary bridge support and its foundation to the Engineer for review and approval by MassDOT. Field measurements shall be made by the Contractor as necessary to coordinate the alignment of the carrier beam and its attachments to the existing structure. The Contractor shall submit an installation procedure including plans and calculations for the crane picks and rigging, the method and sequence of installation, and the load transfer sequence where the existing floor beams are cut, to the Engineer for review and approval by MassDOT and the Railroads. The submittal must include a calculation of all loads and the crane capacity, location, radii of movement, lifting hardware, etc. for all stages of installation/removal.


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ITEM 993.4 (Continued) The procedures shall be in conformance with the intent of Subsection 960.61, Steel Erection, of the Supplemental Specifications. The submittal shall be stamped by a Professional Engineer registered in the Commonwealth of Massachusetts. The Contractor shall submit a design for the temporary bridge support. The plans and calculations for the design shall be submitted to the Engineer for review and approval by MassDOT and be stamped by a Professional Engineer registered in the Commonwealth of Massachusetts. All materials shall be submitted for review and approval. Schedule Of Basis For Partial Payment Item 993.4 Temporary Bridge Support will be paid for at the contract unit price per lump sum, which price shall include full compensation for all labor, materials, tools, equipment, and all incidental work that may be necessary to accomplish the specified work to the satisfaction of the Engineer. The Contractor shall submit for approval, by the Engineer, a cost schedule for the Temporary Bridge Support. The approval of the cost schedule by the Engineer shall not be considered as a guarantee to the Contractor of the quantities assumed in developing any part of the submitted cost schedule. The schedule is only for the purpose of estimating partial payments, and it shall not affect the contract terms in any way. ITEM 994.01 TEMPORARY PROTECTIVE SHIELDING LUMP SUM BRIDGE NO. N-03-003 The work done under this Item consists of designing, furnishing, installing, maintaining, removing, and disposing of a protective shielding system for each stage or partial stage of construction. The shielding shall protect the railroad tracks, railroad equipment, utilities, and personnel below the bridge from falling or flying debris during demolition and construction of the bridge. The shielding shall prevent any debris, tools, water for cutting saws, or incidental items from falling onto the tracks below. The Contractor shall submit calculations and detailed drawings of the proposed shielding, stamped by a Professional Engineer registered in the Commonwealth Massachusetts, to the Engineer and Railroad for review and approval prior to its installation. The drawings and calculations shall include all components, connections, brackets, and fasteners. The shielding shall conform to the following:

1. Shielding shall be approved and in place prior to the start of any demolition or removal to prevent any debris from falling onto the tracks below.

2. Shielding shall extend the full length of the bridge and a sufficient distance above and

beyond the deck overhang at the fascias.


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ITEM 994.01 (Continued)

3. Shielding shall have all spaces along the perimeter and at the seams sealed to prevent dust and debris from escaping and falling below the bridge.

4. Shielding shall also be required at the track level to cover and protect the tracks

underneath the bridge and may include, but not limited to, timber matting, plywood sheeting, ballast protection, or steel plates.

5. Shielding shall be designed to safely withstand all dead and live loads that it will be

subjected to, including impact loads from pieces that may fall during demolition or removal. The design shall be in accordance with the AASHTO Standard Specifications for Highway Bridges or the AASHTO LRFD Bridge Design Specifications. The design shall also include a complete description of the equipment and construction methods proposed for the superstructure removal and also the maximum superstructure segment being removed in one section.

6. Shielding shall be installed and removed only upon approval of the Engineer.

7. Shielding design shall be coordinated with the Railroad.

If the Contractor's operations damage the railroad tracks or utilities below or portions of the structure that have been designated to be retained, such damage shall be repaired at the Contractor's expense. All materials used in the shielding system shall become the property of the Contractor and shall be removed from the site at the completion of the project. Minimum vertical clearances over the tracks shall be coordinated with the railroad. Method Of Measurement And Basis Of Payment Measurement and payment for the work to be done under this Item will be at the contract lump sum bid price, which price shall include all labor, materials, equipment, and incidental costs required. The Contractor shall submit for approval, by the Engineer, a cost schedule for the Temporary Protective Shielding, Bridge No. N-03-003. The approval of the cost schedule by the Engineer shall not be considered as a guarantee to the Contractor of the quantities assumed in developing any part of the submitted cost schedule. The schedule is only for the purpose of estimating partial payments, and it shall not affect the contract terms in any way.


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ITEM 995. BRIDGE SUPERSTRUCTURE, BRIDGE NO. N-03-003 LUMP SUM The work under this Item shall conform to the applicable provisions of Section 995 of the Standard Specifications and the specified requirements stipulated for the component parts of this Item. For those component parts where no specific requirement is stipulated, the Standard Specifications shall apply except for payment. Work under this Item shall include all materials, equipment, and labor needed to construct the bridge, including, but not limited to, the following: steel girders; steel diaphragms; steel utility supports; temporary utility supports; concrete deck; concrete sidewalk; precast transitions; concrete curb; paraffin joints; membrane waterproofing; bridge barrier; protective screen; handrails; concrete approach slabs; concrete abutment caps; concrete wingwalls; reinforcing steel; bridge bearings; closed cell foam; sawcut bridge joints; bituminous damp-proofing; pvc waterstops; preformed filler; and concrete joints;. The work does not include any items listed separately in the proposal. Payment for materials shown on the Plans as being part of this bridge structure or which may be incidental to its construction and are not specifically included for payment under another Item shall be considered incidental to the work performed under this Item and shall be included in the unit price of the component of which they are a part. CONTROLLED DENSITY FILL – NON-EXCAVATABLE Controlled density fill shall meet the material specifications of M4.08.0, Type 1 or Type 2. SAWING AND SEALING JOINTS IN ASPHALT PAVEMENT The work under this heading shall include the saw cutting, cleaning, and sealing asphalt pavements joints at the end of the bridge as shown on the plans and as directed by the Engineer. Sawcut equipment shall be approved by the Engineer prior to commencing work. The hot-poured joint sealer shall be placed immediately after the joint has been saw cut and cleaned of all dust and debris. The hot-poured joint sealer shall meet the material specifications of M3.05.0. 4000 PSI, 1 1/2 IN, 565 CEMENT CONCRETE 4000 PSI, 3/4 IN, 610 CEMENT CONCRETE 5000 PSI, 3/4 IN, 685 HP CEMENT CONCRETE 4000 PSI, 3/4 IN, 585 HP CEMENT CONCRETE The work under these headings shall conform to the applicable provisions of Section 901 of the Standard Specifications and the following: All structural concrete is to be placed in the dry.


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ITEM 995. (Continued) Paraffin joints, PVC pipe, utility sleeves, crushed stone, threaded inserts, miscellaneous steel, styrofoam, and preformed fillers shall be considered as incidental to the work involved in the furnishing and placing of concrete. The plastic waterstops shall conform to the relevant provisions of M9.07.0. All waterstops, joint sealers and all other materials complete in place at construction joints, expansion joints and all other work considered incidental to the work involved in furnishing and placing the concrete such as formwork, chamfers, joint preparation and all other work not covered in the Schedule of Basis for Partial Payments, or for work which is not provided for elsewhere in the Contract, shall be considered as included in the unit price per cubic yard of concrete, as stated by the Contractor and approved by the Engineer in the respective Basis for Partial Payments. The work under these headings does not include any items listed separately. 4000 PSI, 3/4 IN., 585 HP Cement Concrete shall conform to all material requirements contained in Subsection M4.06.1 of the Standard Specifications, with the exception of cementitious content, which shall be limited to a maximum of 585 pounds per cubic yard. At least 30 calendar days prior to the proposed start of placing the concrete bridge deck, the Contractor shall submit to the Engineer for approval, a submission (herein called the Placement and Curing Plan) specifying the method of concrete conveyance, placement, type and number of finishing machines and work bridges, rate of pour, estimated time of completion, screed and rail erection plan, sequence of concrete pours, and the concrete curing procedure. The Placement and Curing Plan shall take into consideration weather conditions. It shall also include details and a complete description of equipment to be used in the handling, placement, finishing and curing of the concrete including the number and type of personnel who will be engaged in the operation. The personnel shall consist exclusively of persons with the experience and skill appropriate to their working assignment. Approval of this plan will not relieve the Contractor of the responsibility for the satisfactory performance of his/her methods and equipment. The Placement and Curing Plan shall include, but not be limited to, the following:

1. Proof of the following minimum operator qualifications for the bridge deck finishing machine(s):

a. Five years experience operating machines or similar type and manufacturer as that

proposed.

b. Proof of no less than five bridge decks of similar size, placed using a machine of the same manufacturer as that proposed.

Or, as a substitute for a. and b.:

c. A representative of the manufacturer of the bridge deck finishing machine shall be

present on the site a minimum of 24 hours in advance of the proposed deck placement to approve the setup of the machine and rail system, and the representative shall be present for the entire duration of the placement of the deck concrete using the bridge deck finishing machine.


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2. Provisions for consolidation of cement concrete. At least one vibrator shall be in service per each 30 cubic yards per hour of cement concrete placed with at least 2 vibrators in service at all times.

3. Curing method. At least two workers shall continuously place wet burlap curing

materials from a dedicated work bridge from the start of the deck placement until the deck is completely covered with wet burlap.

4. When cold weather is reasonably expected during the 14 day wet curing period, or has

occurred within 7 days of anticipated concrete placement, the Contractor shall include detailed procedures for the production, transporting, placing, provisions for enclosures, protecting, curing, and temperature monitoring of concrete during cold weather, including a plan of heating devices, types and locations around structure.

5. Method of monitoring temperature of hardened concrete. The method of monitoring

concrete temperatures shall be submitted regardless of whether cold weather is expected during the 14 day wet cure period.

6. Letter certifying that the fogging equipment attached to the finishing machine produces

atomized water droplets with an average droplet diameter of 0.003 inches or less that are uniformly distributed at a rate of at least 0.10 gallons/square foot/hour.

7. Backup systems as required.

Before concrete placement operations begin, the Contractor shall make all necessary arrangements and have all materials on hand for curing and protecting the concrete deck. Concrete placement shall not proceed until the Engineer is satisfied that all necessary steps have been taken to insure adequate compliance with these Specifications and that completion of the operation can be accomplished within the required scheduled time. It shall be the Contractor’s responsibility to allow sufficient time to permit such an inspection by the Engineer. A pre-placement meeting shall be held between the Contractor and the Engineer at least 2 weeks prior to the start of any concrete placement for the deck slab. The Contractor and the Engineer shall review all aspects of the proposed deck slab concrete placement, as documented in the approved Placement and Curing Plan, including, but not limited to, the following:

• Equipment proposed for use and for back-up; • Planned workforce and assigned tasks of each designated position, based on experience

and expertise; • Proposed construction techniques; • Safety considerations; • Concrete mix design; • Admixtures and performance data; dosage rates shall be as approved; • Proposed placement rate, provisions for adverse weather, curing and loading schedules: • Curing Practices to be employed as well as the workforce designated to the curing

process:


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• Delivery/conveyance equipment, including deck finishing machine setup and operation; • Traffic control.

No concrete shall be placed until the Engineer approves all aspects of the proposed placement. Modifications must be submitted in writing to the Engineer for approval. No concrete shall be placed until the environmental conditions are deemed favorable and satisfactory means to mitigate adverse environmental conditions exist. Favorable environmental conditions are defined as an expected weather forecast suitable for concrete placement during the entire placement duration with an the evaporation rate not to exceed 0.15 lbs./ft2/hr, or suitable equipment and appropriate actions are taken, as approved by the Engineer, to limit the evaporation rate of the exposed concrete surface to less than 0.15 lb/ft2/hr and acceptable curing temperatures are expected for the duration of the curing period. The Contractor shall provide any necessary means to mitigate adverse weather conditions and curing temperatures with the approval of the Engineer. Failure to maintain acceptable environmental conditions will result in the concrete placement being stopped and a bulkhead put in place. Concrete temperature will be taken from the same sample used for slump and air content tests. These measurements will be taken prior to commencement of concrete placement. If, in the Engineer’s opinion, significant changes occur in atmospheric conditions, additional atmospheric measurements and calculations by the Contractor will be required. The Contractor will supply all instruments necessary to make the required calculations, will perform the tests in the presence of the Engineer, and will document the results on the attached “Bridge Deck Placement Environment” table which shall be given to the Engineer for approval and incorporation in the contract document files. A trial placement of at least 3 cubic yards using the approved HP Cement Concrete mix design shall be required a minimum of two weeks before the intended date of the deck slab placement. The Contractor will be required to demonstrate proper mix design, batching, placement, finishing and curing of the HP Cement Concrete deck slab. The trial placement shall simulate the actual job conditions in all respects including plant conditions, transit equipment, travel conditions, admixtures, forming, placement equipment, and personnel. If there are problems, the Engineer may require the Contractor to conduct more trial batches and trial placements. Removal of the trial placement concrete from the job site is the responsibility of the Contractor. In addition to the requirements contained herein, all weather and concrete temperature requirements contained in Subsection 901.64 shall be satisfied. Cement concrete for bridge decks shall not be placed when the ambient air temperature exceeds 85°F or is expected to exceed 85°F during the placement of the deck. When placing concrete, the Contractor must provide suitable equipment and take appropriate actions as approved by the Engineer to limit the evaporation rate of the exposed concrete surface to less than 0.15 lb/ft2/hr. The deck surface evaporation rate shall be determined in accordance with Figure 1 of these Specifications (obtained from “Plastic Cracking of Concrete” by Delmar Bloem for the National Ready Mixed Concrete Association and published in ACI 305R-89) and all data contained in the Bridge Deck Placement Environment table below shall be determined by the Contractor and agreed upon by the Engineer prior to and after casting the bridge deck. To maintain the deck surface evaporation rate below 0.15 lb/ft2/hr the Contractor shall take one or more of the following actions:


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1. Misting the surface of the concrete with pressurized equipment attached to the finishing machine until the curing cover is applied. The water mist shall be distributed at a rate of at least 0.10 gallons/square foot/hour. For example, on a deck that is 30 feet wide, the system must be able to apply at least 3.0 gallons of water per linear foot per hour. The fog spray must be produced from nozzles that produce an atomized fog mist that will maintain a sheen of moisture on the concrete surface without ponding. The atomized water droplets shall have an average droplet diameter of 0.003 inches or less. The area of coverage from each nozzle shall overlap all adjacent coverage areas by at least 12 inches. Water that drips from the nozzles shall not be allowed to fall onto the concrete that is being cured.

2. Reduce the temperature of the concrete.

3. Reschedule the placement until such time as the environmental conditions are acceptable,

such as at night or during early morning hours.

Bridge Deck Placement Environment City/Town: Date:

Bridge Number: Contract Number:

Start Station: End Station:

Time

Measured Air

Temp.

Relative Humidity

(%)

Concrete Temp.

Wind Velocity

Evaporation Rate

Prior to Casting

After Casting

Signature – Contractor’s Authorized Representative:

Printed Name:

Signature – MASSDOT Resident Engineer: Printed Name:


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ITEM 995. (Continued) Cement Concrete crack sealing requirements defined herein are for the repair and sealing of cast-in-place cement concrete to prevent water infiltration to the steel reinforcement bars. The width of cracks shall be determined by the Engineer using a width indicating comparator card made of clear plastic with lines of specified width on the cards. The crack width comparator cards shall be held on concrete surfaces to allow the widths of any concrete cracks to be determined by direct visual comparison of the crack width with the widths of the lines marked on the card surface. These cracks are assumed to be non-moving and to have been caused by inadequate control of shrinkage or temperature stresses during curing. Cracks that are of structural concern shall be repaired by other methods determined by the Engineer. All required crack sealing and crack repairs shall be performed by the Contractor without additional compensation. The Contractor shall be required to seal cracks even if the environmental conditions during placement and curing satisfied specification requirements. Cracks shall be sealed after construction movement is substantially stable and before waterproofing, pavement, or other construction covers the cracked surface. Crack sealing materials shall be applied by skilled applicators under a supervisor with proven successful experience in applications with similar scope of work. Crack sealing materials shall be applied when the concrete and the ambient air temperatures are above 40°F. If a heated enclosure is used to accomplish this, the heating units shall be properly vented to the outside of the enclosure to prevent products of combustion from exhausting within the enclosure. Before containers of sealing materials are opened, the labels shall be checked and the label information shall be documented. If multi-component systems are used, mixing shall be completed prior to application. Manufacturer’s instructions shall be followed. An initial crack sealing demonstration application shall be satisfactorily made in the presence of the Engineer before the application is continued. Before sealing, the concrete must be clean, sound, and free of contaminants and surface moisture. Any curing compounds, sealers, oils, greases, coatings, or other impregnations shall be removed by sandblasting. Once any concrete surface contaminants are removed, the concrete shall be swept clean and blown off using oil free compressed air immediately prior to applying the sealer. Methacrylate crack sealing shall be performed in accordance with the manufacturer’s instructions within the allowable ambient temperature range. The cracks shall be v-notched to a minimum depth of ½” and shall be cleaned with compressed air. The notch shall then be inspected to confirm that the crack was intercepted. If the crack was not intercepted, the notch shall be expanded to intercept, the crack and shall then be re-cleaned with compressed air. Methacrylate shall then be poured into the crack. The crack shall then be observed for seepage of methacrylate and shall be refilled as necessary to ensure the crack is completely filled. If large quantities of methacrylate are used and the crack is not getting filled, the crack should be filled with pre-bagged dried silica sand filler and the crack shall then be re-filled with methacrylate. Methacrylate crack sealer shall consist of a high molecular weight low viscosity methacrylate monomer that when catalyzed will produce a crack-healer/penetrating-sealer that is a rapid-curing, modified-methacrylate resin. The methacrylate material shall, as a minimum, provide the following as applied properties:


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Property Value Test

Viscosity < 25 cps ASTM D2393

Bond Strength > 1500 psi ASTM C882 Tensile Elongation > 3% ASTM

D638 In addition, the methacrylate material shall demonstrate full penetration of concrete cracks in mock-up testing. Mock-up testing shall consist of preparing the deck surface, applying the methacrylate sealer and removing cores to evaluate the depth and quality of methacrylate sealer penetration. Successful methacrylate penetration of the concrete cracks shall be demonstrated visually in nominal 3 inch deep cores that intersect crack widths in the 7 to 20 mil width range. The cores shall be sliced longitudinally, perpendicular to the crack, and examined in an AASHTO accredited laboratory using ultraviolet light in order to fluoresce the methacrylate to determine the methacrylate penetration depth (the deepest point to which the methacrylate reached) and the sealer-filled crack depth (the depth to which the crack was filled wall-to-wall). The results of mock-up testing shall be documented in a report prepared by the AASHTO accredited laboratory. Epoxy injection crack sealing shall be performed in accordance with the manufacturer’s instructions within the allowable ambient temperature range. Epoxy-Resin for Cement Concrete Crack Injection shall conform to AASHTO M235, Type IV, Grade I. The cracks shall be cleaned with compressed air. Surface mounted injection ports shall then be installed over the centers of the cracks. The spacing of these ports shall be contingent upon the material and the injection equipment chosen. Socket porting shall be allowed provided that a hollow drill bit and vacuum system is used to prevent debris from entering the cracks. Surface ports shall be mounted with rapid setting epoxy material. The crack widths shall be noted during port installation. After the ports are installed, the crack surfaces shall be sealed with high modulus, 100% solids, moisture tolerant epoxy paste adhesive. This material shall be capped with fine sand before it is cured. After the capping material has cured, the cracks shall be injected with an epoxy resin compound. The injection pressure used to seal the cracks shall be based upon a number of factors including crack width, crack depth, and the epoxy material used. Injection shall be accomplished using a metered system. The system shall be equipped with a pressure gauge accurate for the pressures anticipated for this work. Injection shall start at the widest point of the crack and shall continue until the narrowest portions of the crack have been filled. Injection shall continue until refusal. If epoxy is observed at adjacent ports, the adjacent port shall be capped and injection shall continue until refusal occurs. Once refusal occurs, injection shall continue at the next wet port until refusal is reached. Silane Crack Sealer shall consist of a clear, breathable, high-performance, 100 percent solids by weight silane sealer for protecting new and existing concrete surfaces. It must penetrate deeply, sealing out water, chloride ions, and acids, and prevent damage from freeze/thaw cycles. Silane Crack Sealer material shall, as a minimum, provide the following as applied properties:


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Property Value Test Water Weight Gain at 250 ft2/gal 88% reduction NCHRP 244 Series II – Cube Test

Absorbed Chloride at 250 ft2/gal 89% reduction NCHRP 244 Series II – Cube Test

Absorbed Chloride at 250 ft2/gal 94% reduction NCHRP 244 Series IV – Northern

Climate The type of Cement Concrete crack sealing required shall be determined as a function of the surface type and maximum crack width as follows: Bridge decks, either with membrane waterproofing and hot mix asphalt wearing surface or left exposed, and other non-overhead surfaces sloped less than or equal to 15%:

• Cracks less than 0.006” wide shall be ignored; • Cracks greater than or equal to 0.006” wide and less than 0.012” wide shall be sealed with

an approved methacrylate; • Cracks greater than or equal to 0.012” wide shall be sealed using either epoxy injection or

methacrylate with a sand filler. Overhead surfaces, vertical surfaces, and non-overhead surfaces sloped greater than 15%:

Overhead surfaces, vertical surfaces, and non-overhead surfaces sloped greater than 15%:

• Cracks less than 0.006” Wide shall be ignored; • Cracks greater than or equal to 0.006” wide and less than 0.016” wide shall be sealed with

an approved silane sealer; • Cracks greater than or equal to 0.016” wide shall be sealed using epoxy injection

STEEL REINFORCEMENT FOR STRUCTURES – EPOXY COATED The work under this heading shall conform to the applicable provisions of Section 901 and 960 of the Standard Specifications and the following: Mechanical reinforcing bar splicers shall meet the requirements of M8.01.9 and be used as necessary at construction joints or at other locations indicated on the Plans. Mechanical reinforcing bar splicers shall be considered as incidental to the work involved in the furnishing and placing of reinforcing steel. Accessories supporting epoxy coated bars, including mechanical reinforcing bar splicers, shall also be epoxy coated. Individual and continuous slab bolsters and chairs shall be of type to suit various conditions encountered and must be capable of supporting a 300-lb load without damage or permanent distortion. SHEAR CONNECTORS The work under this heading shall conform to the applicable provisions of Section 960 of the Standard Specifications and the requirements outlined in M8.04.1.


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ITEM 995. (Continued) LAMINATED ELASTOMERIC BEARING W/O ANCHOR BOLTS (151-200) The work under this heading shall include the fabricating and installation of the elastomeric bearings. The bearings shall meet the requirements of M9.14.5. The quantities listed below in the Schedule of Basis for Partial Payment only include the number of bearings required for construction and do not include the additional bearings required for conformance and destructive testing as outlined in M9.14.5. STEEL M270 GR 50W UNCOATED PLATE GIRDER STEEL M270 GR 50W UNCOATED The work under these headings shall conform to the applicable provisions of Section 960 of the Standard Specifications and the following: Steel M270 Gr 50W Uncoated Plate Girder shall include the steel for the welded plate girders and any attachments welded to them. The quantity for Steel M270 Gr 50W Uncoated shall include the mass all other steel components not specifically covered by another item. All structural steel shall adhere to the requirements of M8.05.0. High strength bolts and washers shall adhere to the requirements of M8.04.3 and shall be considered incidental to Steel M270 Gr 50W Uncoated. The bearing sole plates shall conform to the requirements of AAHSTO M 270 grade 36. Galvanizing of the bearing sole plate shall adhere to the requirements of M7.10.0 and M7.04.11. The cost for the bearing sole plates shall be included in the mass of Steel M270 Gr 50W Uncoated Plate Girder. The galvanizing shall be considered incidental to this Sub-Item. Painting of the ends of the plate girders shall be considered incidental to Steel M270 Gr 50W Uncoated Plate Girder. All bending of steel shall follow the requirements outlined in the latest edition of the AASHTO LRFD Bridge Construction Specifications. Bend lines of plates shall be oriented perpendicular to the direction of final rolling of the plate. The Contractor shall prepare and submit to the Engineer and Railroad, for approval, a plan indicating the proposed erection procedures of the steel elements and methods to be used including, but not limited to, equipment, tools, devices, lifting connections, equipment location, and schedule of operations. The requirements for equipment and all procedures utilized shall be in conformance with the intent of Subsection 960.61D, Erection, of the Standard Specifications for Highway Bridges and the Supplemental Specifications. The procedure and any necessary calculations and drawings shall be stamped by a Professional Engineer registered in the Commonwealth of Massachusetts.


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ITEM 995. (Continued) Schedule Of Basis For Partial Payment Within ten (10) days after the date of the Notice to Proceed, the Contractor shall submit, in duplicate, for the approval of the Engineer, a schedule of unit prices for the major components of the bridge structure as listed below. The bridge structure Lump Sum breakdown quantities provided below are estimated and not guaranteed. The total of all partial payments to the Contractor shall equal the Lump Sum contract price regardless of the accuracy of the quantities furnished by the Engineer for the individual bridge components. The cost of labor and materials for any Item not listed but required to complete the work shall be considered incidental to Item 995. and no further compensation will be allowed.

Sub-Item Description Quantity Unit Unit Price Total

153.1 Controlled Density Fill – Non-Excavatable 5 CY

482.31 Sawing & Sealing Joints in Asphalt Pavement at Bridges 52 FT

901. 4000 Psi, 1.5 in., 565 Cement Concrete 127 CY

904. 4000 Psi, 3/4 in., 610 Cement Concrete 16 CY

904.3 5000 Psi, 3/4 in., 685 HP Cement Concrete 62 CY

904.4 4000 Psi, 3/4 in., 585 HP Cement Concrete 105 CY

910.1 Steel Reinforcement for Structures – Epoxy Coated 44,100 LB

911.1 Shear Connectors 940 EA

922.4 Laminated Elastomeric Bearing w/o Anchor Bolts (151-200) 12 EA

960.502 Steel M270 Grade 50w Uncoated Plate Girder 100,300 LB

960.511 Steel M270 Grade 50w Uncoated 8,650 LB

965. Membrane Waterproofing For Bridge Decks 280 SY

970. Bituminous Damp-Proofing 110 SY 975.4 Protective Screen Type II 259 FT 975.5 Aluminum Handrail 75 FT

TOTAL LUMP SUM COST FOR 995. : The above schedule applies only to Bridge Structure No. N-03-003. Payment for similar materials and construction at locations other than at this bridge structure shall not be included under this Item. Sub-Item numbering is presented for information only in coordination with MassDOT Standard Nomenclature.


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